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Home My WebLink AboutSDP200600030 Plan - Approved 2007-12-2699 M9 r- 0 P 1..0,Az'4A GAzr__.,*w j 000,mE,R mvpI _110 _0 March 13, 2006 INDEX OF SHEETS SITE DATA: DRAWING NO. SHEET NO. TITLE LOADING SPACES REQUIRED: OWNER/APPLICANT: RICHARD T. SPURZEM LOADING SPACES PROVIDED: 23 P.O. DRAWER R CS -1 1 of 44 COVER SHEET CHARLOTTESVILLE, VA 22903 C-1 2 of 44 GENERAL NOTES APPROVALS (434) 923-8900 C-2 3 of 44 PLAN SHEET LAYOUT & PAVEMENT SECTION DESIGNATION do HANSEN'S MOUNTAIN ROAD. GPS POINT IS A k REBAR. C-3 4 of 44 EXISTING CONDITIONS AND DEMOLITION PLAN IMPERVIOUS AREAS: PAVED ROADS PARKING do WALKS -12.77 AC C-4 5 of 44 SITE LAYOUT AND UTILITY PLAN ENGINEER: WW ASSOCIATES, INC. C-5 6 of 44 SITE LAYOUT AND UTILITY PLAN Ell 1502446.0065 1179C VISTA PARK DRIVE C-6 7 of 44 SITE LAYOUT AND UTILITY PLAN FOREST,VIRGINIA 24551 C-7 8 of 44 SITE LAYOUT AND UTILITY PLAN ATTN: DAVID JENSEN, P.E. C-8 9 of 44 SITE GRADING PLAN (434) 960-7549 C-9 10 of 44 SITE GRADING PLAN SOURCE OF BOUNDARY SURVEY: WW ASSOCIATES COORDINATES ARE VA GRID, SOUTH ZONE, NAD83 a C-10 11 of 44 SITE GRADING PLAN 631 °P 621 ARB /VA ELEVATION IS NAVD88 C-11 12 of 44 SITE GRADING PLAN .7� SOURCE OF TOPOGRAPHY: WW ASSOCIATES C-12 13 of 44 SANITARY SEWER PLAN AND PROFILES ALBERMARLE COUNTY SERVICE A THORITY 6a 04 L-0 C-13 14 of 44 SANITARY SEWER PLAN AND PROFILES Q 769 N COUNTY, STATE: ALBEMARLE COUNTY, VA. C-14 15 of 44 WATERLINE PLAN AND PROFILES HEALTH DEPARTMENT n►/A C-15 16 of 44 WATERLINE PLAN AND PROFILES �� 20 MAGISTERIAL DISTRICT: RIVANNA C-16 17 of 44 WATERLINE PLAN AND PROFILES �`� TAX MAP REFERENCE: PARCEL 53 TAX MAP 78 C-17 18 of 44 STORM SEWER PLAN AND PROFILE C-18 19 of 44 STORM SEWER PLAN AND PROFILE C-19 20 of 44 STORM SEWER PLAN AND PROFILE WILTRON OADARM SITE ZONING: PD—SC AND EC (ENTRANCE CORRIDOR OVERLAY DISTRICT) C-20 21 of 44 STORM SEWER PLAN AND PROFILE T YARD/SETBACK REQUIREMENTS: PER THE 1980 ALBEMARLE COUNTY C-21 22 of 44 STORM SEWER PLAN AND PROFILE �2 ZONING ORDINANCE C-22 23 of 44 UNDERGROUND DETENTION SYSTEM NOTES & DETAILS 9 ALBEMARLE COUNTY C-23 24 of 44 WATERSHED DRAINAGE MAP (PRE -DEVELOPMENT) C-24 25 of 44 WATERSHED DRAINAGE MAP (POST -DEVELOPMENT) 250 MAXIMUM STRUCTURE HEIGHT: 65' C-25 26 of 44 INLET DRAINAGE MAP (POST -DEVELOPMENT) EXISTING USES. SINGLE FAMILY DETACHED RESIDENCE C-26 27 of 44 STORM WATER MANAGEMENT CALCULATIONS C-27 28 of 44 STORM WATER MANAGEMENT CALCULATIONS NP SE F-179 PROPOSED USES: TOTAL SITE AREA - 37.592 ACRES (1,637,508 SF) C-28 C-29 29 of 44 30 44 STORM WATER MANAGEMENT CALCULATIONS STORM WATER 730 COMMERCIAL/RETAIL: 4.18 ACRES (181,864 SF) C-30 of 31 44 MANAGEMENT CALCULATIONS STORM WATER MANAGEMENT DETAILS & NOTES 3' 74 PARKING/CIRCULATION AREA: 12.77 ACRES (556,252 SF) (33.8%) of LANDSCAPING/OPEN SPACE/PLANTERS = 20.81 ACRES (906,423.6 S.F.) (55.1X) C -30A 31A of 44 BIOFILTER DETAILS C-31 32 of 44 EROSION AND SEDIMENT CONTROL PLAN -PHASE I 64 Shadwell BUILDING USE GROUP: COMMERCIAL/RETAIL � C-32 33 of 44 EROSION AND SEDIMENT CONTROL PLAN -PHASE II BUILDING CONSTRUCTION TYPE: CLASS 2 JOISTED—MASONRY C-33 34 of 44 TEMPORARY SEDIMENT BASIN DETAILS & CALCULATIONS 729 709 731 C-34 35 of 44 EROSION AND SEDIMENT CONTROL DETAILS Monticello WATER RESOURCE AREA: RIVANNA RIVER (DEVELOPMENT AREA) C-35 36 of 44 EROSION AND SEDIMENT CONTROL DETAILS C-36 37 of 44 EROSION AND SEDIMENT CONTROL NOTES & NARRATIVES �RESERVOIR Milton WATERSHED: NOT APPLICABLE C-37 38 of 44 HANSENS MOUNTAIN ROAD IMPROVEMENTS 2 C -37A 38A of 44 VDOT ROAD IMPROVEMENTS FLOOR AREA RATIO: 0.11 = 181,864 G.S.F./1,644,540 T.S.F. C-38 39 of 44 SITE DETAILS 729 TOTAL PARKING REQUIRED: 1000* C-39 40 of 44 ADA ACCESSIBLE RAMP DETAILS 12 C40 41 of 44 ACSA STANDARD DETAILS TOTAL PARKING PROVIDED: 1000* C41 42 of 44 ACSA STANDARD DETAILS L-1 43 of 44 LANDSCAPE PLAN ADA HANDICAP SPACES REQUIRED: 20 17 STANDARD, 3 ( VAN ACCESSIBLE) S-1 44 of 44 RETAINING WALL NOTES AND DETAILS VICINITY MAP ADA HANDICAP SPACES PROVIDED: 35 (20 STANDARD, 15 VAN ACCESSIBLE) SCALE: 1"= 3000' * TOTAL PARKING INCLUDES REGULAR AND ADA SPACES. 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11117106 DESIGNED BY: PROJECT: SET NUMBER: 2 REVISED PER ACSA COMMENTS SWB 1/5/07 oh k' Ad PLANNERS MWS FINAL SITE PLAN 5 3 REVISED PER COUNTY COMMENTS SWB 2/7/07 M ' ENGINEERS DRAWN BY: GAZEBO PLAZA 4 REVISED PER COUNTY COMMENTS SWB 3123107 DAVID M. JENSEN ' ; SURVEYORS SWB TITLE. ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: 5 REVISED PER VDOT COMMENTS MWS 5118107 REVIEWED BY: CS -1 6 ADDED ONE ADA SPACE AT AUTO CENTER MWS 12/5/07 .egNo. 11 ,� ASSOCIATES HFW o COVER SHEET � P.O. BOX 4119 1402OrsmbrWram SHEET NUMBER: js 'i �yti Lysc�r� vA2.302 CbwW%w 1K VAZM1 WWA NUMBER: FILE NAME: DISCIPLINE. SCALE. DATE. Flo C'W. 4 .316.6060 ram: 434.9"4.2700 NO. REVISION BY DATE NO. REVISION BY DATE NAL "w..rwwoocid..1m 205151.05 CS-1.DWG CIVIL N.T.S. 3/13/06 1 OF 44 LOADING SPACES REQUIRED: 23 BENCHMARK INFORMATION: LOADING SPACES PROVIDED: 23 GPS POINT IN THE MEDIAN OF RTE 250 VERY NEAR INTERSECTION WITH HANSEN'S MOUNTAIN ALBERMARLE COUNTY DEPARTMENT APPROVAL: PARKING/CIRCULATION AREA: 12.02 ACRES ROAD LOCATED S2338'52"W 155.06' FROM VDOT MONUMENT AT R/W INTERSECTION RTE 250 APPROVALS DATE do HANSEN'S MOUNTAIN ROAD. GPS POINT IS A k REBAR. DEPARTMENT OF COMMUNITY DEVELOPMENT IVI,4 IMPERVIOUS AREAS: PAVED ROADS PARKING do WALKS -12.77 AC COORDINATES: N3895816.7324 PLANNING/ZONING /1— 2 G — O'7 BUILDING=4.18 AC Ell 1502446.0065 ENGINEER TOTAL=16.95 AC ELEV: 447.18' INSPECTIONS IMPERVIOUS COVERAGE: 16.95 AC/37.592 AC= 45X COORDINATES ARE VA GRID, SOUTH ZONE, NAD83 c ARB /VA ELEVATION IS NAVD88 DEPARTMENT OF FIRE & RESCUE iz- 2,601 ALBERMARLE COUNTY SERVICE A THORITY 6a 04 L-0 Z 1d O 7 VIRGINIA DEPARTMENT OF TRANSPORTATION 1Z HEALTH DEPARTMENT n►/A 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11117106 DESIGNED BY: PROJECT: SET NUMBER: 2 REVISED PER ACSA COMMENTS SWB 1/5/07 oh k' Ad PLANNERS MWS FINAL SITE PLAN 5 3 REVISED PER COUNTY COMMENTS SWB 2/7/07 M ' ENGINEERS DRAWN BY: GAZEBO PLAZA 4 REVISED PER COUNTY COMMENTS SWB 3123107 DAVID M. JENSEN ' ; SURVEYORS SWB TITLE. ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: 5 REVISED PER VDOT COMMENTS MWS 5118107 REVIEWED BY: CS -1 6 ADDED ONE ADA SPACE AT AUTO CENTER MWS 12/5/07 .egNo. 11 ,� ASSOCIATES HFW o COVER SHEET � P.O. BOX 4119 1402OrsmbrWram SHEET NUMBER: js 'i �yti Lysc�r� vA2.302 CbwW%w 1K VAZM1 WWA NUMBER: FILE NAME: DISCIPLINE. SCALE. DATE. Flo C'W. 4 .316.6060 ram: 434.9"4.2700 NO. REVISION BY DATE NO. REVISION BY DATE NAL "w..rwwoocid..1m 205151.05 CS-1.DWG CIVIL N.T.S. 3/13/06 1 OF 44 MISCELLANEOUS NOTES 1. THIS PLAN IS TO BE USED FOR SITE DEVELOPMENT. ANY BUILDING DIMENSIONS SHOWN ARE FOR GRAPHICAL PURPOSES ONLY. REFERENCE ARCHITECTURAL PLANS FOR EXACT DIMENSIONS. 2. SOURCE OF TITLE: THE PROPERTY AS SHOWN ON THIS PLAN IS THE PROPERTY CONVEYED UNTO RICHARD T. SPURZEM BY THAT CERTAIN DEED DULY RECORDED IN THE CLERK'S OFFICE OF THE CIRCUIT COURT OF THE COUNTY OF ALBEMARLE, VIRGINIA IN D.B. 1777 PG. 166. THIS PROPERTY IS INDICATED AS TAX MAP PARCEL 78-53. 3. BASED ON GRAPHIC DETERMINATION, THIS PROPERTY UES IN ZONE "C" ON FEMA FIRM MAP 510006 0125 B. DATED 12/16/80. 4. THIS PROPERTY IS SERVED BY PUBLIC WATER AND SEWER BY ALBEMARLE COUNTY SERVICE AUTHORITY. 5. THE CONTRACTOR SHALL VERIFY ALL UTILITY INFORMATION PRIOR TO CONSTRUCTION TO INCLUDE TYPE AND SIZE OF PIPE AND SERVICES TO HIS OWN SATISFACTION. ABBREVIATIONS BM BENCH MARK BO BLOW OFF BW BOTTOM OF WALL C/C CENTER TO CENTER C G CURB AND GUTTER CIP CAST IRON PIPE q- CENTER LINE CMP CORRUGATED METAL PIPE CO CLEAN OUT CONC CONCRETE CY CUBIC YARDS DIA DIAMETER EL ELEVATION ELEC ELECTRIC EX OR EXIST EXISTING FH FIRE HYDRANT FL FIRE LINE FT FEET HB HORIZONTAL BEND HC HANDICAP INV INVERT IPS IRON PIN SET IPF IRON PIN FOUND LF LINEAR FEET LT LEFT MH MANHOLE NTS NOT TO SCALE NOTES: O.C. ON CENTER PE POLYETHYLENE PROP PROPOSED RCP REINFORCED CONCRETE PIPE R RADIUS RD ROOF DRAIN REQ'D REQUIRED RL ROOF LEADER RT RIGHT R/W RIGHT OF WAY SAN SANITARY SEWER SMH SEWER MANHOLE SS STORM SEWER STA STATION STD STANDARD SW SIDEWALK TBA TO BE ABANDONED TBR TO BE REMOVED TOC TOP OF CURB TW TOP OF WALL TYP TYPICAL UG UNDERGROUND UON UNLESS OTHERWISE NOTED W WATERLINE WW WOVEN WIRE YDS YARDS 6"V 6" VALVE SWM STORMWATER MANAGEMENT 1. THE SIZE OF THE SYMBOLS MAY VARY FROM THOSE SHOWN. 2. ALL ABBREVIATIONS AND SYMBOLS SHOWN MAY NOT BE USED. GENERAL WATER do SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF THE WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE UNE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLAN AND WHERE SHOWN, ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL ON HIS OWN INITIATIVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY. 4. DATA FOR ALL ELEVATIONS ARE SHOWN IN NAVD88 DATUM. HORIZONTAL DATA IS BASED ON VA GRID, SOUTH ZONE, NAD 83. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILITY" (1-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3 FEET OF COVER MEASURED FROM THE TOP OF THE PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. GENERAL UTILITY NOTES 1. CONTACT MISS UTILITY AT 1-800-552-7001 48 HOURS PRIOR TO ANY GRADING OR DIGGING TO HAVE UNDERGROUND UTILITIES MARKED. THE CONTRACTOR SHALL VERIFY ALL UTILITY INFORMATION PRIOR TO CONSTRUCTION TO INCLUDE TYPE AND SIZE OF PIPE AND SERVICES TO HIS OWN SATISFACTION. 2. ALL EXISTING UTILITIES SHOWN ON THIS PLAN HAVE BEEN TAKEN FROM AVAILABLE RECORDS. THE CONTRACTOR IS REQUIRED TO DIG TEST PITS IN ADVANCE OF TRENCHING IN ORDER TO DETERMINE THE EXACT LOCATION AND ELEVATION AT CROSSINGS. IF A CONFLICT IS DISCOVERED, NOTIFY WW ASSOCIATES AT (434 316-6080. PRIOR TO BEGINNING INSTALLATION OF UTILITIES, CONTRACTOR SHALL VERIFY IINVE TS AT ALL CONNECTIONS WITH EXISTING UTILITIES PRIOR TO PURCHASING OR ORDERING ANY PRECAST STRUCTURES. 3. ALL HYDRANT LOCATIONS TO BE APPROVED BY THE ALBEMARLE COUNTY FIRE MARSHAL PRIOR TO FINAL APPROVAL BY THE COUNTY AND ARE TOBE INSTALLED ACCORDING TO COUNTY STANDARDS. 4. ALL BLASTING REQUIREMENTS TO INSTALL UTILITIES SHALL REQUIRE A PERMIT AND SHALL BE PERFORMED IN ACCORDANCE WITH THE ALBEMARLE COUNTY STANDARDS AND THE PROJECT SPECIFICATIONS. 5. ALL STORM SEWER SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT SPECIFICATIONS SECTION 302 AND SECTION 240 AND AS SPECIFIED ON THE DRAWINGS. 6. THE CONTRACTOR IS REQUIRED TO PERFORM ALL TESTS REQUIRED BY THE COUNTY OR ALBEMARLE COUNTY SERVICE AUTHORITY TO SECURE ACCEPTANCE OF ALL UTILITIES. 1 _ REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 2 DELETED NOTES #3 & #10, REVISED #4 OF GENERAL WATER & SWB 1/5/0 7 SEWER CONDITIONS N0. I REVISION BY DATE N0. 7. ALL CONCRETE USED IN UTILITY CONST*UCTION SHALL BE CLASS "A3" CONCRETE IN ACCORDANCE WITH VDOT SPECIFICAT"S SECTION 219. 8. NO PLANTINGS OR ERECTION OF OTHER OBSTRUCTIONS SHALL BE MADE WITHIN FOUR FEET OF ANY FIRE HYDRANT. 9. ALL HYDRANT BRANCHES SHALL HAVE A MINIMUM COVER OF 3 FEET. 10. ALL UTILITIES TO BE PLACED UNDER EXISTING COUNTY STREETS MUST BE BORED OR JACKED UNLESS SPECIFICALLY APPROVED OTHERWISE OR NOTED ON THE PLANS. 11. WATER METERS SHALL BE LOCATED IN AN ACCESSIBLE LOCATION AND SHALL NOT BE INSTALLED UNDER EXISTING PIPING OR CLOSE TO OTHER FACILITIES. 12. FOR UTILITIES INSTALLED UNDER ROADWAYS AND/OR EASEMENTS PLANNED FOR FUTURE ROADWAYS, BACKFILL SHALL BE COMPACTED TO NOT LESS THAN 95X OF MAXIMUM DENSITY; IN ACCORDANCE WITH VDOT SPECIFICATIONS, SECTIONS 523.03, 302, 303.10, AND 200.02 PER ALBEMARLE COUNTY DSM. 13. WATER AND SEWER UTILITY CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH ALBEMARLE COUNTY SERVICE AUTHORITY WATER AND SEWER CONSTRUCTION SPECIFICATIONS. 14. A 10 FOOT HORIZONTAL SEPARATION SHALL BE MAINTAINED UNLESS OTHERWISE SPECIFIED BETWEEN ALL WATER LINES AND SANITARY SEWER LINES IN ACCORDANCE WITH STATE HEALTH DEPT. STANDARDS. 15. THESE PLANS AND PROFILES AND ALL THE NEW CONSTRUCTION WITH THESE PLANS SHALL BE IN ACCORDANCE WITH THE CURRENT APPROVED ALBEMARLE COUNTY SERVICE AUTHORITY'S GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, ANY AMENDMENTS THEREOF AND THE STANDARDS AND SPECIFICATIONS OF VDOT. GENERAL NOTES 1. AREAS ON WHICH FILL IS TO BE PLACED SHALL BE CLEARED, GRUBBED, AND STRIPPED OF TOPSOIL. SOIL MATERIALS SHALL BE FREE OF DEBRIS, ROOTS, WOOD, SCRAP MATERIAL, VEGETATION, REFUSE, SOFT UNSOUND PARTICLES, AND FROZEN DELETERIOUS OR OBJECTIONABLE MATERIALS. THE MAXIMUM PARTICLE DIAMETER SHALL BE ONE-HALF THE LIFT THICKNESS. COMMON FILL MATERIAL SHALL BE UNCLASSIFIED SOIL MATERIAL WITH THE CHARACTERISTICS REQUIRED TO COMPACT TO THE SOIL DENSITY SPECIFIED FOR THE INTENDED LOCATION. BACKFILL AND FILL MATERIAL: ASTM D 2487, CLASSIFICATION GW, GP, GM, GC, SW, SP, SM, SC WITH A MAXIMUM ASTM D4318 LIQUID LIMIT OF 35, MAXIMUM ASTM D 4318 PLASTICITY INDEX OF 12, AND MAXIMUM OF 25 PERCENT BY WEIGHT PASSING ASTM D 1140, NO. 200 SIEVE. SELECT MATERIAL: ASTM D 2487, CLASSIFICATION GW, GP, SW, SP WITH A MAXIMUM OF 10 PERCENT BY WEIGHT PASSING ASTM D 1140, NO. 200 SIEVE. 2. USE SELECT MATERIAL UNDER BUILDINGS AND STRUCTURES; USE FILL AND BACKFILL MATERIAL UNDER PARKING AREAS, ROADS, SIDEWALKS, AND OTHER CONCRETE AND PAVED SURFACES; USE COMMON FILL MATERIAL FOR GENERAL SITE GRADING. PLACE MATERIAL IN 6" LIFTS. 3. COMPACT LAYERS OF FILL TO 95 PERCENT BY ASTM D 698 BENEATH PAVEMENTS AND WALKS, INCLUDING AREAS THAT MAY BE USED FOR FUTURE CONSTRUCTION. IN OTHER UNPAVED AREAS, COMPACT TO 90 PERCENT BY ASTM D 698. IF THE DENSITY OF THE ADJACENT SOIL IS MORE THAN THE DENSITY SPECIFIED, THEN COMPACT TO A DENSITY NOT LESS THAN THE DENSITY OF THE ADJACENT SOIL. 4. THE STRUCTURE TOPS ARE TO BE SET AFTER FINE GRADING IS FINISHED TO AVOID UNNECESSARY ADJUSTING. 5. ALL FINISHED GRADING, SEEDING AND SODDING SHALL BE DONE IN SUCH A MANNER TO PRECLUDE THE PONDING OF THE WATER ON THE SITE, PARTICULARLY ADJACENT TO THE BUILDINGS OR STORM INLETS. 6. ALL STREETS OUTSIDE PUBLIC RIGHTS-OF-WAY ARE TO BE PRIVATELY OWNED AND MAINTAINED. 7. CONTRACTOR IS TO VERIFY THAT ALL UTILITIES I.E., WATER, SEWER GAS, ELECTRIC, TELEPHONE, CABLE, ETC., ARE IN PLACE PRIOR TO CONSTRUCTION OF SUBBASE AND/OR PAVING. 8. PROPOSED UNDERGROUND UTILITIES SUCH AS ELECTRIC, TELEPHONE, CABLE AND GAS WHICH SERVE THIS FACILITY SHALL BE LOCATED WITH A MINIMUM 5 FOOT SEPARATION FROM PUBLIC WATER MAINS AND SANITARY SEWER. 9. CUT AND PATCH WORK IN EXISTING PUBLIC STREETS MUST BE PERFORMED IN ACCORDANCE WITH VDOT AND ALBEMARLE COUNTY STANDARDS AND SPECIFICATIONS. 10. ALL PIPES SHOWN AS RCP ON PLANS SHALL BE REINFORCED CONCRETE PIPE CONFORMING TO ASTM C-76 (CLASS III), UNLESS INDICATED OTHERWISE ON PLANS. 11. ALL CONSTRUCTION SHALL COMPLY WITH OSHA SAFETY STANDARD FOR EXCAVATION 1926 PART P AND OTHER APPLICABLE OSHA REQUIREMENTS. 12. TO THE BEST OF OUR BELIEF AND KNOWLEDGE, THERE ARE NO KNOWN GRAVE SITES ON THE SUBJECT PROPERTY. 13. PLANTINGS WILL BE PROVIDED WITH MINOR ADJUSTMENTS IN THE FIELD TO ELIMINATE CONFLICTS WITH OTHER STRUCTURAL FEATURES. COORDINATION NOTES 1. THE CONTRACTOR IS REQUIRED TO OBTAIN ANY/ALL PERMITS REQUIRED FOR CONSTRUCTION OF THESE PLANS. 2. ANYTIME WORK IS PERFORMED OFF-SITE OR WITHIN AN EXISTING EASEMENT, THE CONTRACTOR IS TO NOTIFY THE HOLDER OF SAID EASEMENT AS TO THE NATURE OF PROPOSED WORK, AND TO FOLLOW ANY GUIDELINES OR STANDARDS WHICH ARE ASSOCIATED WITH OR REFERENCED IN THE RECORDED EASEMENT. 3. THE CONTRACTOR IS TO CHECK THAT ALL EASEMENTS, LETTERS OF PERMISSION, ETC. ARE RECORDED/OBTAINED PRIOR TO THE START OF ANY CONSTRUCTION. 4. THE CONTRACTOR IS TO VERIFY THAT THE RELOCATION OF ALL EXISTING UTILITIES IN CONFLICT WITH PROPOSED WORK HAS BEEN COMPLETED, INCLUDING UTILITY POLES. DATE THOFY r tN' DAVID M. JENSEN ,,4o No. 11484 o � �♦�`91O1f AL ROADWAY CONSTRUCTION NOTES 1. ALL EXISTING UTILITIES SHALL BE ADJUSTED TO GRADE BY THE CONTRACTOR. 2. STABLE SUBGRADE IS DEFINED AS THAT SOLID, UNDISTURBED EARTH CAPABLE OF SUPPORTING STREET LOADING WITHOUT DAMAGING SETTLEMENT AS DETERMINED BY THE ENGINEER. 3. WHERE UNSTABLE SUBGRADE IS ENCOUNTERED, IT SHALL BE MADE STABLE BY COMPACTION OR REPLACEMENT AS REQUIRED. 4. ALL CONCRETE SHALL BE CLASS "A3" UNLESS SPECIFIED OTHERWISE. 5. ALL BITUMINOUS SURFACE TO BE TYPE SM -9.5A (VDOT) UNLESS SPECIFIED OTHERWISE. 6. ALL BITUMINOUS BINDER OR BASE COURSES TO BE TYPE BM -25.0 (VDOT) UNLESS OTHERWISE SPECIFIED BY THE ENGINEER AND SHOWN ON APPROVED PLANS. 7. ALL DETAILS OF PAVING ARE SUBJECT TO FINAL APPROVAL BY THE ALBEMARLE COUNTY ENG. DEPT. AND SHALL BE NOTED ON THE FINAL PLANS AND PERMITS. 8. CONTRACTOR TO GRIND, MILL, OR SAW CUT EXISTING PAVEMENT AS REQUIRED TO OVERLAY EXISTING PAVEMENT AND TO INDUCE REQUIRED CROSS -SLOPE. PROVIDE HEEL CUT AND SMOOTH FINISH SURFACE BETWEEN LIMIT OF OVERLAY AND EXISTING PAVEMENT SURFACE. 9. A SMOOTH GRADE SHALL BE MAINTAINED FROM THE CENTERLINE OF THE EXISTING ROAD TO THE PROPOSED EDGE OF PAVEMENT TO PRECLUDE THE FORMING OF FALSE GUTTERS AND/OR THE PONDING OF ANY WATER IN THE ROADWAY. 10. PAINT FOR PAVEMENT MARKINGS SHALL BE TRAFFIC LANE MARKING PAINT, FACTORY MIXED, QUICK -DRYING, AND NON-BLEEDING. PAINT SHALL MEET REQUIREMENTS OF VDOT, ROAD BRIDGE SPECIFICATIONS, SECTION 231. 11. HANDICAP RAMPS SHALL HAVE TRUNCATED DOME DETECTABLE WARNING FINISH, IN ACCORDANCE WITH VDOT STANDARD CG -12A. RAMPS SHALL NOT EXCEED A MAXIMUM SLOPE OF 12:1. 12. ALL UTILITIES, INCLUDING ALL POLES, NECESSARY TO BE RELOCATED SHALL BE AT THE DEVELOPER'S EXPENSE, PRIOR TO CONSTRUCTION. 13. ALL R DEDICATED TO PUBLIC USE SHALL BE CLEAR AND UNENCUMBERED. THE COUNTY SHALL OBTAIN A PERMIT FOR ALL SIDEWALKS WITHIN THE R/W THAT ARE NOT PRIVATELY MAINTAINED. 14. SIGNS & PAVEMENT MARKINGS SHALL BE IN ACCORDANCE WITH VDOT STANDARDS do USDOT, FHA, MUTCD. 15. PROVIDE A 10 FOOT TRANSITION BETWEEN STANDARD AND REVERSE TYPE CURB AND GUTTER. NO REVERSE CURB AND GUTTER PERMITTED IN VDOT R/W. SITE PLAN NOTES I. ALL CONSTRUCTION SHALL CONFORM TO ALBEMARLE COUNTY AND VIRGINIA DEPARTMENT OF. TRANSPORTATION STANDARDS AND SPECIFICATIONS. 2. CONTRACTOR TO VERIFY FIELD CONDITIONS PRIOR TO AND DURING CONSTRUCTION AND NOTIFY OWNER AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND APPROVED PLAN. 3. EXISTING MANHOLE FRAMES AND COVERS AND VALVE BOXES AND COVERS TO REMAIN SHALL BE ADJUSTED OR RECONSTRUCTED, AS NECESSARY, TO MATCH FINISHED GRADES. 4. ALL INTERNAL STREETS AND PARKING AREAS ARE TO BE PRIVATELY OWNED AND MAINTAINED. 5. ALL INTERNAL WALKWAYS, UNLESS OTHERWISE NOTED, ARE TO BE PRIVATELY OWNED AND MAINTAINED. 6. EARTH SWALES AND STORM SEWER CONNECTIONS SHALL BE CONSTRUCTED IMMEDIATELY FOLLOWING CLEARING AND GRUBBING. 7. ALL ON-SITE IMPROVEMENTS ARE SUBJECT TO INSPECTION UNDER ALBEMARLE COUNTY CODES. 8. ALL STAIRS WITH THREE OR MORE RISERS ARE TO HAVE HANDRAILS ON BOTH SIDES. 9. SIDEWALKS ADJACENT TO TRAVELWAYS ARE 5 FEET WIDE UNLESS OTHERWISE NOTED 10. CONTRACTOR TO VERIFY ALL SITE PLANS AND PROFILES AND DETAILS FOR CONSISTENCY, AND, IF CONFLICT EXISTS, CONTACT ENGINEER FOR CLARIFICATION AND/OR DIRECTION. INTERPRETATION DETERMINED BY CONTRACTOR SHALL BE DONE AT HIS/HER OWN RISK. 11. GUARDRAILS AND FENCING WILL BE PROVIDED ON ALL RETAINING WALLS AS REQUIRED BY STATE AND FEDERAL LAWS. REFERENCE DETAILED RETAINING WALL PLANS FOR EXACT LOCATION. 12. NO PORTIONS OF THE SIDEWALKS OR ANY OTHER PART OF THE SITE WILL BE USED FOR OUTDOOR STORAGE, DISPLAY AND/OR SALES. ALBEMARLE COUNTY ENGINEERING - GENERAL CONSTRUCTION NOTES FOR SITE PLANS 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR, THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL PAVING, DRAINAGE -RELATED MATERIALS, AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL . WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 5. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE ALBEMARLE COUNTY DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 6. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE "VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES". 7. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS III, C-76. 8. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). LEGEND EXISTING NEW DESCRIPTION ,!/ # -,'r ABANDONED OR DEMOLISH - - X35 - - - 435- CONTOUR (INTERVAL AS INDICATED ON SITE PLAN) +56.1 +56,1 SPOT ELEVATION rYYY1 TREE UNE ® RETAINING WALL - - CENTER/EDGE OF STREAM --_-} FENCE AND GATE EDGE OF PAVEMENT RAW - - - - - PROPERTY LINE/RIGHT OF WAY TAX MAP UNE - OHE - OHE - OVERHEAD ELECTRIC UNE -DHT- (HT- OVERHEAD TELEPHONE LINE -SAN- SAN- SANITARY SEWER - ss - - SS- STORM SEWER w W WATER UNE FL FL FIRE LINE � W -TW TRAFFIC WIRE -tea;- - UGE- UNDERGROUND ELECTRICAL -6- -UGT UNDERGROUND TELEPHONE CURB AND GUTTER �! HEADER CURB GUARD RAIL BENCHMARK 9m 1:0.". `. CONCRETE SIDEWALK d �® CURB DROP INLET ® DROP INLET FDC FIRE DEPARTMENT CONNECTION ♦ ♦ 7S FH FIRE HYDRANT O IRON PIN PIN A LIGHT POLE POWER POLE ..�RIPRAP --0co eco SANITARY CLEAN OUT SA OMH-'0` SANITARY SEWER MANHOLE SIGN sr • 9AN�oc STORM SEWER MANHOLE ACCESS MAN -WAY �J STRUCTURE �] FUTURE STRUCTURE (DEMOLISHED OR ABANDONED STRUCTURES ARE LABELED AS SUCH) -�� TELEPHONE POLE, WITH GUY AND ANCHOR WATER METER ev WATER VALVE - - - - PROPOSED STORM EASEMENT (DEDICATED TO THE COUNTY OF ALBEMARLE) PROPOSED WATER do SANITARY EASEMENT (DEDICATED TO ACSA) SEE LANDSCAPE PLAN L-1 FOR TREE p SYMBOLS FROMETHOSE NOTES: 1. TUYWOOWN. 2. %OWN R N�TSUSBOLS DESIGNED BY. PROJECT: SET NUMBER: Mws FINAL SITE PLAN ENGINEERS DRAWN BY: GAZEBO PLAZA 5 SURVEYORS lmws/sw13 ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: /Z^ Z G - pi PLANNERS REVIEWED TITLE: GENERAL NOTES C-1 ASSOCIATES HFW L p.O. BOX 4119 pochMr� VA 24302 is w.AlkVrA22901 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: 73� GimWmin Plum SHEET NUMBER: Phm:434.N42700�.�.no 205151.05 C-1.DWG CIVIL N.T.S.13/06 2 OF 44 SITE/GRADING I C -4/C-8 4 GLENORCHY SUBDIVISION LLOYEASTER FAMILY LIMITED D, EVELYN HERRING PARTNERSHIP LLP. PARCEL 78B -A-13 PARCEL 788-A-15 NEIGHBORHOOD PROPERTIES DIMBERG, RONALD G PARCEL 78B -A-12 REQS DENCE UNIOMPROVED NE SITE/GRADING PARCEL 7813-A-4 & ARLETTA L ZONE 1 C -5/C-9 ZONE R1 PARCEL 78B-A-� RESIDEN E EASTER FAMILY LIMITED .�- PARTNERSHIP LLP. PARCEL 78B -A-16 ZONE R1 UNIMPROVED EASTER FAMILY LIMITED 1 PARTNRSHIP LLP. PARCE7813-A-17 ZINE R 1 UNIMPROVED r . -.... •...,--r `,. 't ( ,,, , w .• •i•y}'• :;fir �r 1• .i.; ;.y �Y I. �1 �.i ( !-, EASTER FAMILY LIMITED • t PARTNERSHIP LLP. I PARCEL 78B-1 , . ' ZONE R1 _ _ r UNIMPROVED rr LIMITS OF DISTURBANCE. CURRENTLY NO •�? v DEVELOPMENT IS PLANNED PAST THIS POINT. 7. .p OR LINDA ta� PARCEL 78A-6-229 7717711.,I r,' �,: -.: •��l.ZONE PRD f K r RESIDENCE fIL40 FT RICHARD T. SPURZEM �. `:+• .,; PARCEL 78-53 DEVINE, CHRISTINE S ::. ZONE PD SC i• - PAR - -231 ` 1 f�llilflllllA{IIIIIIIII�lII11{{1.1II{1II1[� �•' >�.:.� REOSIDENCDE G , t � f r • LEPEKAS, STANLEY J OR CAREY F }kw/ PAR :• / CEL 78A-6-232 I + • ZONE PRD ' + .�"1� L12 NRESIDENCE u.�e R -•"00 .0 ;. V _•: WICKLINE, MARK E OR CYNTHIA G B w�PARCEL 233 >., . I I I i ILI 1 .a ZONE PRID RESIDENCE i , r VIRGINIA • DEPARTMENT OF y. ;,,'' I' ` /•LAD 1 RANSPORTATION PARCELY78AN 6- 2D41 • ZONE PRD �1P C'R\O 1 REVISED PER COUNTY & ACSA COMMENTS 2 ADDED VDOT ROAD IMPROVEMENTS 3 ADDED ADA SPACE AT AUTO CENTER UNIMPROVED - ' LIBERTY LAND LTD , - PAR 242 , r / ZONE PR e 7DIr UNIMPROVE M M _3. f. . ... -w/ ]1 ' , 0. SWB 11/17/OE MWS 5/18/07 MWS 12/5/07 NO. I REVISION I BY I DATE I NO. ;Z•7A129.3 REVISION IBERTY LAND LTD PARCEL 78A-6-250 ZONE PRD UNIMPROVED SITE/GRADING C -6/C-10 RECOMMENDED PAVEMENT DESIGN HEAVY DUTY PAVEMENT STANDARD PAVEMENT n STANDARD CONCRETE SIDEWALK -- RETAINING WALL LOCATION OF WETLANDS � of DAVID M. JENSEN No. 1 •egoA��Ito NwL �dti SITE/GRADING C -7/C-11 STANDARD PAVEMENT DETAIL N.T.S. SURFACE COURSE 2' SM -9.5A PRIME COAT: RC -250 O 0.4 GAL/S.Y. 8' AGGREGATE BASE COURSE VDOT NO. 21A OR 218 AGGREGATE COMPACTED SUBGRADE SEAMY DUTY PAVEMENT DETAIL N.T.S. SURFACE COU INTERMEDIATE COURSE 1.5" SM -9.5A 3" BM -25.0 r PRIME COAT: 8" AGGREGATE BASE COURSE VDOT NO. 21A OR 218 AGGREGATE COMPACTED SUBGRADE SCALE: 1 " = 100' m m m ii 100' 0 100' LINE TABLE DESIGNED BY: Mws LINE LENGTH BEARING L1 19.69 N29'36'40"E L2 63.12 N07.16'11 WE L3 52.95 N1 1*11'21 "E L4 54.86 N 13.39' 19 "E L5 66.61 NOT55'42"E L6 21.80 NOT 17'1 6*W L7 49.94 NOT44'36"E L8 80.25 N01' 19'29"W L9 32.51 NO2.26'42"E L10 8.43 S81.15'38"W L11 33.39 N 15.47'57"E L12 48.02 N26'23'47"E L13 58.56 N 10' 13'04"E L14 40.00 N1 '11'5 "E L15 58.54 N 6' 0'4 " L16 32.49 N 7.37'1 " L17 9.141 N 19'03'44"E r . -.... •...,--r `,. 't ( ,,, , w .• •i•y}'• :;fir �r 1• .i.; ;.y �Y I. �1 �.i ( !-, EASTER FAMILY LIMITED • t PARTNERSHIP LLP. I PARCEL 78B-1 , . ' ZONE R1 _ _ r UNIMPROVED rr LIMITS OF DISTURBANCE. CURRENTLY NO •�? v DEVELOPMENT IS PLANNED PAST THIS POINT. 7. .p OR LINDA ta� PARCEL 78A-6-229 7717711.,I r,' �,: -.: •��l.ZONE PRD f K r RESIDENCE fIL40 FT RICHARD T. SPURZEM �. `:+• .,; PARCEL 78-53 DEVINE, CHRISTINE S ::. ZONE PD SC i• - PAR - -231 ` 1 f�llilflllllA{IIIIIIIII�lII11{{1.1II{1II1[� �•' >�.:.� REOSIDENCDE G , t � f r • LEPEKAS, STANLEY J OR CAREY F }kw/ PAR :• / CEL 78A-6-232 I + • ZONE PRD ' + .�"1� L12 NRESIDENCE u.�e R -•"00 .0 ;. V _•: WICKLINE, MARK E OR CYNTHIA G B w�PARCEL 233 >., . I I I i ILI 1 .a ZONE PRID RESIDENCE i , r VIRGINIA • DEPARTMENT OF y. ;,,'' I' ` /•LAD 1 RANSPORTATION PARCELY78AN 6- 2D41 • ZONE PRD �1P C'R\O 1 REVISED PER COUNTY & ACSA COMMENTS 2 ADDED VDOT ROAD IMPROVEMENTS 3 ADDED ADA SPACE AT AUTO CENTER UNIMPROVED - ' LIBERTY LAND LTD , - PAR 242 , r / ZONE PR e 7DIr UNIMPROVE M M _3. f. . ... -w/ ]1 ' , 0. SWB 11/17/OE MWS 5/18/07 MWS 12/5/07 NO. I REVISION I BY I DATE I NO. ;Z•7A129.3 REVISION IBERTY LAND LTD PARCEL 78A-6-250 ZONE PRD UNIMPROVED SITE/GRADING C -6/C-10 RECOMMENDED PAVEMENT DESIGN HEAVY DUTY PAVEMENT STANDARD PAVEMENT n STANDARD CONCRETE SIDEWALK -- RETAINING WALL LOCATION OF WETLANDS � of DAVID M. JENSEN No. 1 •egoA��Ito NwL �dti SITE/GRADING C -7/C-11 STANDARD PAVEMENT DETAIL N.T.S. SURFACE COURSE 2' SM -9.5A PRIME COAT: RC -250 O 0.4 GAL/S.Y. 8' AGGREGATE BASE COURSE VDOT NO. 21A OR 218 AGGREGATE COMPACTED SUBGRADE SEAMY DUTY PAVEMENT DETAIL N.T.S. SURFACE COU INTERMEDIATE COURSE 1.5" SM -9.5A 3" BM -25.0 r PRIME COAT: 8" AGGREGATE BASE COURSE VDOT NO. 21A OR 218 AGGREGATE COMPACTED SUBGRADE SCALE: 1 " = 100' m m m ii 100' 0 100' `-4 SET NUMBER: 5 DRAWING NUMBER: C-2 SHEET NUMBER: 3 OF 44 DESIGNED BY: Mws PROJECT: FINAL SITE PLAN ENGINEERS GAZEBO PLAZA SURVEYORS DRAWN BY: MWS/swB ALBEMARLE COUNTY VIRGINIA TI TL E: PLANNERS REVIEWED BY. PLAN SHEET LAYOUT & PAVEMENT SECTION ' 2 _2 6_ d-7 AsSOCIATES HFW DESIGNATION WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: P.O.1 L m�A2502 ] k6wvftVAZM1 Phm:434.316.6M Phow:434A41'= •r•Y••.•••�••a�••.a 205151.05 151.05C-2.DW CIVIL 1 "=100' 3/13/06 `-4 SET NUMBER: 5 DRAWING NUMBER: C-2 SHEET NUMBER: 3 OF 44 GUARDRAIL STANDARD GUARDRAIL STANDARD S17'49'04"W VDOT GR-2(TYP) VDOT GR -9 9 _ S�BACK_LINs- -- 20' PA�N RETAINING WALL SETBACK LINA — (DESIGN BY OTHERS) �_50�UI�NG— J _ — — — — — — — — — — — — — — p31 D30 ax TREEUNE R• — N (3)12" G.V. 6" G.V. — o a, SEW12'�N 12"W 12"W 12"W 12"W Lo /if o it / —�� D o w— . o . . • • 10 IDEVIIAN4' `� ° . ° :' : T •' a °; :: - I f'� I I •v °' ° ° ., 20'• SIDEWALK °. D2 R 282.7' F ' ' • • .. 9 R:25 3 SPACES 1OGA 12'X25' Z IN S ," I TO �ti v BACKFLOW PREVENTER AND �� a; AGE , o FIRE SUPRESSION BOOSTER cb y $ I RETAINING WALL 64 50 TO BE PROVIDED IN BUILDING v cW oo in p 4 (DESIGN BY OTHERS) 131, ' I o ^? 5 M ap �.9 � � a Q 2 SPACES 1 .• s : \ 45' BEND RETAIL DECORATIVE 12'X50' o �, SCREENING ^ H` 1-w "' 48,060 S.F. FENCE A 1A 12"X12" o H \ I o FFE - 516.00 FT b SS RETAIL " \ " o oATRENCH D N 47 466 S.F. 8SERVICE TAP (2) 12" G.V.. ' b 12" FL 12 FL N FFE 518.00 FT to _ \ S --- 126" TEE 3"W 1 3"W D IrO• \ — — 6" G.V. BACKFLOW PREVENTER AND •; n �9A ,`S3+\ — — cn FIRE SUPRESSION BOOSTER �- P32 CROS ? \ \ IL WATER v' 1'i TO BE PROVIDED IN BUILDING 2 6"X3" Z / REDUCERS m \ SEPARATER + \ uA GUARDRAIL STANDARD I I (2) 3" G.V. I \ \ VDOT GR -9 N c I HANDICAP RAMP (TYP) / 5' BE D °' m \ (SEE DWG. C-39) �i N �' +s 282.7' C_ \ O \ 1 \ v . ♦ a v ♦. , .10► . IDEYV/4.K .. 1 v, • ... °. CO • �• • ' •• "'X12"' �EDUC�R Q '. \ 2 vp 1p cn a. MH -6 : v ♦ 20'.. SjDEWALK ° rn age \ \01 ,�,y I MH -7 MH -8 �®1n PLANTING BED • :. °. RETAINING WALL 0.%op0 Q- °° SAC moo' D3� m ° • _ ^ HANDICAP SIGNS (SEE BLDG. AND �N \ 1 (V GUARDRAIL STANDARD N gyp.) AND ARCH. PLANS) g : v '� a VDOT GR -9 EE DWG. C-38) �S a •Ln N / \ • i O \\ Iv ..__1 GU^, .,.. ST AND . 37 SP CE � � � R�1 ° „..: :....,.� ° • � o z- 0 O • \ S VAN VAN .5 • hoz \ �21 37 SP CE S �. ,�.�� ♦ . \ S JK v; .Sc 0 �^ / (TYP� (TYP) (TYP) I~ 124 �� ;y N / v m 1 z ''• GUARDRAIL STANDARD( / cP, \ 1 cn 40 SP CE \ a • VDOT GR-2(TYP) 1 (AI �, 1 V ♦ ' SEE SHEET 38 OF 44 FOR DETAILED II1p ROADWAY IMPROVEMENTS. I 1 I PDX MA L ON 20'• • v Ico ♦ • . . SIDEWALK ' y t L 1 F EO RI ( ) 41'S P CE ° ' ° . • ° ° o I,A cnN C',TYP ? Q- DY3 SWM2 W C-4' . 1 I —� S7— S SS go- SS SS SS I 1 R 2' HANDICAP RAMP (TYP) (SEE DWG. C-39) I II SACS I 1 I 50 \ I — — � I SACS � • � I 1 I I • — — � _ �..._. _ ' _.. .� •- f 1 R� � SCALE. 1 30 4m oloom N — — — — — — — — 1 J MH•: o i MATCHLINE - SEE SHEET 7 �° 0 30' 1 '1, 30 o .. � 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06'THESIGNED BY. PROJECT: SET NUMBER: 2 REVISED METER LOCATION, WATER LINE & HYDRANT LOCATIONS SWB 1/5/07 OF Dr , MWS FINAL SITE PLAN 5 3 REVISED SWM2 STORAGE & QUALITY DIMENSIONS & EASEMENTS SWB 3/23/07 ENGINEERS DRAWN BY: GAZEBO PLAZA ,� SURVEYORS ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: 4 ADDED ADA SPACE AT AUTO CENTER MWS 12/5/07 pAylp M. J SEN I► PLANNERS MWS/SWB TITLE: No. 1 _Z _ �-1 REVIEWED BY. SITE LAYOUT AND UTILITY PLAN C-4 �0 ASSOCIATES HFW .a %L� P.O. BOX 4119 14MGiesebvinPlooe SHEET NUMBER: L v�uso2 cr"b...i�r.ven9oi WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: : 44.316.6 W P : 434.9.4.�7M 5 OF 44 www.wwwociala.oet N0. REVISION BY DATE N0. REVISION BY DATE �ION•L rro.. 205151.05 5151.05C-4.DWG CIVIL 1 "=30' 3/13/06 SEE SHEET 38 OF I I T H E- SE SHEET _ I SACS • LEGEND I I I I ^� y I I 44 FOR DETAILED I ( I I 50 iw 1 R� \ • ' !►, v 00 (00) ROADWAY I I — —' — :y ___ — _ _ - — L PM PEAK I I IMPROVEMENTS. I I I r I J ~ MH AM PEAK HOUR VOLUME I I24 35——————s .. �N RETAIL w HOUR VOLUME I PROPOSED SIGN I ��' " _ " I cn Q, N GRID NO 48.880 S.F. SPEED LIMIT 20 MPH I ` •. JP FFE 518.00 FT N MUTCD R2 -1I 44 SP CE N c^vc mAPFIRO LO I PROPOSED SIGN I I a OF GE IRI 0 w I "STOP D24\ M I MUTCD R1-1 I \ 44 SP CE g` w00 I I \ N 19 I Ss GUARDRAIL STANDARD --a-TO 250I VD4 OT RADIAL GR -2 HANSEN'S MOUNTAIN ROAD PROPOSED SIGN w GUARDRAIL STANDARD 1 --W BEN 32 "NO TRUCKS" VDOT GR -9a--21 224 (651) I D 18 MUTCD R5-2. 2A s, \ I � 44 SP CE � ` I ao R S \ \ a. 293 PROJECTED TRAFFIC VOLUMES ~ Ro ° I I + , D ' • o ' , ; t 10' �slD�vrALI<° SiD ALIS .. PEAK HOUR SITE VOLUMES DETAIL S E HIS HE ao 12"VV " " 12"W - " 12"W 12"W 12 6 TEE a MH 11 s 12"W LEGEND I� P "SPEED LIMIT 20 MPH G I R R D PLACE 00 (00) I M R1-4- MUFM R2 ---t- _ (2)12M G. 8"SAN o c I2�5- B NDS 12" TEEPM MH AM PEAK HOUR GLUME \ cn 12" J.V. / / .� OP?.S. z HOUR VOLUME I \ / / n / -� ,Lh GUARDRAIL STANDARD '� I t T j T v v E2 a PROJECTED 2011 BACKGROUND TRAFFIC = - - s STO VDOT GR -2 (TYP) SAFTY FENCE ) WHEEL p a s 4 b FUTURE ADDITIONAL AA�ARD ^ o o c PROJECTED GAZEBO 0 SITE TRAFFIC TN RD TRAFFIC I D I ��h� S SEE RETAINING WALL STOP U D , 00 g ^ to � / GUARDRAIL STANDARD (NP) OT GR - ,4D v` a) LO IM N 13 (22) a I D16 SS ' / VDOT RADIAL GR -2 DETAIL p z 0N Lf) 00 cp U)n 90 (260) c Z f-3643 (2209) a y� SS p m U.S. ROUTE 250 'Ly Ln SS / D g p 0 SPACE I < 27 (35) a c>` I/ a 5 SPACE 24 cn 35 (120) b I PR ED SIGN 134 (391) c "S ED LIMIT -X20 �PH" I J ° 1 SPACED19 SPACES 51 (4150) a-• I MUj�D R2-1 13 8 SPACE I w m o PROJECTED TRAFFIC VOLUMES PEAK HOUR RT. 250 do HANSEN S MITI RD VOLUMES I � 8 SPACE9 t 1 SPACE 18 SPACES 4 II c`nn I.� p 7 SF ID I 3 SPACE p t I C27 SPACE - z 1 SPACE p ENTRANCE ROAD SHALL COME OFF OF THE PROPOSED WIDENING G DRAIL STANDARD ' cn AT THE SAME GRADE AS THE CROSS SLOPE OF THE ROAD AND VDI GR -9 � � I 7 SPACE 4 SPACE)° MEET VDOT STANDARD CG -11. I D Z p - - 24' 11 z GUARDRAIL -STAN / PVI STA=10+ 19.89 � I VDOT GR -2 TYP 6 SPACE 4 SPACE 23 SPACE 21 SPACE p / y PVI ELEV= 73.87 I 1 z r / rrh A.D.=3.834 _ I Ln Ln I m ° / SS Q` 10' VC _ 1 5 SPACE SWM 2 SP CE � / 1 SS 1 h ow Lf) O OR oo Q'- 1 O ♦ +M 1 Z / " 1 Ste' i �'� ■ �Q� cn �c3` • I O / i (j) I /SID STOP op3 + + ADJUST EXISTING 1 1 i / SAW .. , ' _ j R�3 � GluORp,11. Tit o 4I GUARDRAIL BEHIND r 6 ' cii ' I CURB AND 1 1 O V I PAVEMENT. 1 `� Q'' I s \ 52.42'T;;n� 4i f ITUM ELEV ON 47.59. - - 460.00 rn In In I , ` ' i, �PROXIMAR1fl- �\ fi N + ,�� rn I 1 + SAFTY FENCE TYP SEE RETAINING WALL U DRAIL STANDARD Qa �f� �"� � � ' ° �p�L � A ,�., � � ) � OT RADIAL GR -2 R: �� — — Q` — �- �,r11NG ERS \ - �; E p DETAIL I L — — — —�. AADp�RD R 0 ' PROPOSED SIGN 10+00 11 +00 , W990- i pES�GN 11 SPEED LIMIT - 20 MPHR " ENTRANCE PROFILE 1 I • p ° ss °• ss A-�°-r' vo�`�gs Ba MUTCD R2-1 — _ , NTS _ — — — — 1 1 00 �► 0 low y 0 IG S Zp' PARKN 8g .0 2 .. z E pyEO- �_ O Z O • \� 7 V) !-2- 30' IllW � . Li N 12754 lJ - i 0 3. 24' 3. 09 v CLEAR FACE OF CURB CLEAR W U \ a ZONE TO FACE OF CURB ZONE CG -6 \ CULPEPER BRANCH ENTRANCE ROAD DETAIL NTS \ \ 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 2 REVISED EASEMENTS & LABELED STORM SWB 1/5/07 3 ADDED GUARDRAIL, REVISED DRIVE, SWM OUTFALL CHANGES SWB 2/7/07 4 REVISED SWM 1 STORAGE & QUALITY DIMENSIONS & EASEMENTS SWB 3/23/07 & REVISED SWM 1 OUTFALL 5 ADDED ENTRANCE PROFILE PER CG -11 VERTICAL STANDARD MWS 5/18/07 6 ADDED GIRARD PLACE ROAD NAME MWS 12/5/07 NO. REVISION BY DATE NO. REVISION BY I DATE DAVID M. JENSEN ,4 No. 1 Ilio a? `9I-0 AL 21-1 /2-246-0-7 A ENGINEERS SURVEYORS PLANNERS ASSOCIATES P.O. BOX 4119 1402 OWeenbrier Phos I ynCW_ur, vA 24"2 ChwbM VA 22901 Proee:4 .316. W Pboee:434.964.2700 www.awneociuw.su SCALE: 1 " = 30' loom 30' 0 30' DESIGNED BY: PROJECT: SET NUMBER: Mws FINAL SITE PLAN 5 DRAWN BY: GAZEBO PLAZA MWS/SWB ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: TITLE: REVIEWED BY: C-6 HFW SITE LAYOUT AND UTILITY PLAN SHEET NUMBER: WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: 205151.05 5151.050-6.DWG CIVIL 1 "=30' 3/13/06 7 OF 44 RETAIL 46,880 S.F. FFE = 518.00 FT BACKFLOW PREVENTER AND FIRE SUPRESSION BOOSTER TO BE PROVIDED IN BUILDING GRASS ISLAND r � s MH -U CO 3"W — 12"FL F \ 12 SPACE v . . v • v .° . f I 12"W 12"W- 8"SAN- — I� — 8»S 17 SPACES 11 15 SPACES `w G MH � 15 c' / I " G.V- 12 SPACE 12" G.V. 12"X6" TEE 12"X6" TEE 6"X3" REDUCER 3" G.V. 12"X12" TEE 12" G.V. GUARDRAIL STANDARD VDOT GR -9 12"X12" TEE T'♦-� 2)12" G.V. 12" B.O. B.O. LO PSAN -0 6 H-1? W/ 8" STUB jt CES �*\�--30GUARDRAIL STANDARD VDOT GR -2 MATCHLINE - SEE SHEET 6 LIMITS OF DISTURBANCE. CURRENTLY NO DEVELOPMENT IS PLANNED PAST THIS POINT. GUARDRAIL STANDARD I/ / VDOT RADIAL GR -2 / 5 i / / / / NOo�N JP GR�o 137 000,KING M r �0• N1T2 , L 1-3 87.85 SCALE: 1 " 30' loom 30' 0 30' 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 DESIGNED BY: PROJECT: SET NUMBER: 2 REVISED EASEMENTS & LABELED STORM SWB 115107 TH OF Pf MWS FINAL SITE PLAN 5 3 ADDED TWO SPRING BOXES SWB 3/23/07'x, ENGINEERS GAZEBO PLAZA DRAWN BY: ----- ; SURVEYORS MWS/FAW ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: - --- (DAMDM. JENSEN PLANNERS TITLE: . 114$4 REVIEWED BY: C-7 2 _ 2 L _ o� ASSOCIATES HFW SITE LAYOUT AND UTILITY PLAN P.O. BOX 4119 14020,embriwPhce SHEET NUMBER: ds, Gti Lyncbbw i 6 2 1 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE DATE: N0. REVISION BY DATE N0. REVISION BY DATE jONAL � 205151.05 5151.05C-7.DWG CIVIL 1 =34 # 3/13/06 8 OF 44 O� � I I \ I 5,�\ , ;� 111 / 1/1111 — Iyz— 1i rt 11 I l l l 1_ 5, 5.2 31� 517.4TOC 1 � / 511.47 � 0 �EEUN� 12"W -- / 1 2" 51 1 2 "W / 12' W ' " / TOC TOC .. •. .� �' •� _ .. .-. .'�•-J. ,-� .-�• .o 04.5 27 l 1 �. TOC 1 I �� // I I I I �l� / 1 I las�, \ � 504. FI / � �/ / \ � _ / / � v • B CKFLOW PREY N 14- IV -1 I l �Iv� E / SRI /r / ` 1 515.9 1 5 FI E SUPR SSION BOOST R I / ) I ,�.I 64 50 T BE PR VIDED IN BUILDING w I / I / w I 1 I TOC 51 l �l N I % l' l 1 t� �IV / / D SSED • r t 1� : I TW LO NG ZONE:; 4 � j / � �— / / / / 512. . BW InCREENItGr,_ _ (1 s (DETAIL �H RETNL / 51517.8I 1 Trl r 48,060 S.F. / TW l 11 I 6• I � / I I • FFE = 516.0 FT / C = 1 1 1 1 I/ l 11 1 1 I 12 FL 12"FL I (/) 1�1 //Il///1111 I I 26—x, i �� _ I I I U) W . I BACKFLOW PREVENTER AND c 3 W •ui lb FIRE SUP ESSION Bp OSTER , 15 TO BE PROVIDED IN BUILDING \ : • �. U I \ o \ U1 I I \ I \ / FDC a 515: ]!j.\4001 .0' ' ' •. 1;6.9 :'•51.. • \\ � \ � \ \ \ \ \ \ I �\ \ I v ' /- . • • . v , + ; , ; ,, •. �' • \ '� ° 5',.8:0 . . � . . ..... • .� r .\ ' . '. . .. ., .' , • 'o o. v TOC•TC59 .5. 5 .7.0 , . • 17: \ 5 3 cn \ \ \ \\ \ \ w crX jl, - '. �, P TING BED .15 I \ s.o .0 r ` m I ) 450\ 0 \-� / GAZEBO\ Z /�/� \ \ \\ \ �\ I \ / :\ 517.0 \ X X / \ \ \ �/ 515.1 ' / / / \A \ \\ \\\ 1 N :• 5111 \ \ 5 4 \\ 6. C GRASS TOGS \ \\ Q \ \ \ \ \ \ \ 4J .0 98. \\ \ \ \ \ I I m 14 \ • I\ 111 1 ,� I � `;; --� --� . ' • , o RE�LACE PAVED ROADSIDE DITC � au \ I7.7 d 12 TOC °5.' .8 '. v• `: °.v. �. 0 5 d- � \ . • \a. ' ,• .. '' \ I. —H �► \\ I I I I I I I I I I I II M 507.,SEE SHEET 38 OF 44 FOR DETAILE�o , \ SCALE: 1 30' \516 5, IMPROVEMENTS. D a 51 r/,4 4 j.. _. `� \ 7. 3v..°. 30' 0 30' 17 MATCHLINE — SEE SHEET 11 1 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 DESIGNED BY: PROJECT: SET NUMBER:� OP � MWS FINAL SITE PLAN 2 REVISED EASEMENTS & LABELED STORM SWB 1/5/07 �'fA 5 3 REVISED EASEMENTS SWB 3/23/07 ENGINEERS DRAWN BY: GAZEBO PLAZA 4 ADDED ADA SPACE AT AUTO CENTER MWS 121510 7 • SURVEYORS MWS/SWB TITLE. ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: M. JENSEN PLANNERS No. , 48 REVIEWE�� SITE GRADING PLAN C-8 `��► ' _ ASSOCIATES SHEET NUMBER: L P.O. BOX 4119 1402 GINW rim P4os °'" Z ZC "� Lyodbw&VA24502 C!millie llr,VA22"1 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: TONAL rm..:434.31wM�6090 : 434.9l42700 205151.05 5151.05C-9.DWG CIVIL 1 "=30' 3/13/06 9 OF 44 N0, REVISION BY DATE NO. REVISION BY DATE I SlrWo 12 18 SID WAfK ' . ♦. .. a: 'q. , 1:..�G \ / /., .. I, IQ.. � ..I`' 1.7.9 .. • \ ` \ \ \ / 293.0' I I v 1 �yyITS OF DISTUR CE. CURRENTLY 17.9 12'x25' � 17.7 \ l \ \ \ `y� DEdEI t\PMENT IS D\ THI POIAT m \ \� B,;"5 14.4 \\ �\ g 5 1 I Z / m I I \ RD -52 12'x50' N IRETAIL I \. \ q4 0� \ \ \ \ sir. m 47.466 S.I. _y_�LEPRING AREA FFE - 518.hh0 FT \ \� \ _ \ \ 293.0' \ v 517.5 \ x,10.9' ♦\:` \ \ \ \ \ 9)17.9 \ V A Tw 14.5 w 14.4 .8.' - EPRESSED IDING AREA S ACES \m 'NQ��--_�— / ♦ 'n o \ RETAIL \ \ \ RD -51 - <s ' `� i► ss —res - I — — i / / v : \ 37.958 -S.F. z FFE — 518.OQ FT \ ♦\ „`` / 5 14.4 !� TI Tw \ BACKFLOW PREVEN�ER AND FIRES ESSION B00S�ER P OV ED IN BUIL�I NG w 10.9' \ 293.0'\ \ 14.5 014. 17. g 2 ACES 514.5 514.4\ SCALE: 1" 30' \ BACK PREVENTER -ANDg 17. 'DEPRESSED A / ' / / / / / \ FIRE SUPR�SSION BOOSTE`62 Q BE PROVIDED� �Tw \ \ LOADING -AR MATCHLINE -SEE SHEET 12 30' 0 30' ---F REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 DESIGNED BY: PROJECT: SET NUMBER: 2 REVISED EASEMENTS & LABELED STORM SWB 1/5/07 OF Df , MWS FINAL SITE PLAN 5 ENGINEERS DRAWN BY: GAZEBO PLAZA SURVEYORS MWS/sw8 ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: DAVID M. JENSEN f,A4NERS TITLE: ,per No. 11484 r� REVIEWED BY: C-9 ASSOCIATES HFW SITE GRADING PLAN 0 {A'SHEET NUMBER: .� 90.WX4119 IplO�bi 9lno L9^�/. VA UM 0..9" VAZ l WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: B 1ON1L lYm:.NJ16.Cgp Rte: 9N.9M3Tp 1 NO. REVISION BY DATE S i�G •.....ew...+ 205151.05 151.05C-10.DW CIVIL 1 "=30' 1 3/13/06 1 10 OF 44 MATCHLINE - _ SEE SHEET 10 - - 6 W 17.0 RETAIL`__ 46.880 S.F. -- _� � � — —_ _-__ .V • -51 fiCr. '� - . - i — — / / / 9 ' JT5A -9. � • o ° . ng. -N51.7. $ ,. . • , • •9 . 517.9 , . t 7. a . 7.4517.4 517.4517:4 7.4517.4 - 5t74517.4 Ole ! — 17 l _ OC �— �— / / / / ------- -516 — — / Ld 514 w Pill l 1 REVISED PER _COUNTY _& ACSA COMMENTS 2 REVISED EASEMENTS & LABELED STORM 3 ADDED TWO SPRING BOXES 2 J / // X SWB 11/17/0 SWB 1/5/07 SWB 3/23/07 N0, REVISION BY DATE NO. REVISION i BY I DATE TH00P DAVID M. JENSEN No. 11484 0* ;&'rONAL *s`9jONAL �bti 4e x.26-07 Ad ENGINEERS SURVEYORS PLANNERS ASSOCIATES P.O. BOX 4119 1402 Oreenbrkr Plea Lyncbbrr�. VA 24502 Cbwkmntkk VA 22901 Phone: 434.316.6080 Pbooe:434.9941700 www.ism.am SCALE: 1 " = 30' 30' 0 30' DESIGNED BY: PROJECT: SET NUMBER: Mws FINAL SITE PLAN 5 DRAWN BY: GAZEBO PLAZA MWS/SWB ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: TITLE: REVIEWED BY: C-1 1 HFW SITE GRADING PLAN WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: SHEET NUMBER: 205151.05 C-11. DWG CIVIL 1 "= 30' 3113106 12 OF 44 a.. _._ � •,;,,�.` \ ;; \ ,..\ ,'::. ," p} • - ,�,.,. �'� � UNLESS SPECIFlED IN THE PROFILE VIE)K ALL SANITARY PIS TO NEW B" CONSTRUCTED 0> PVCPSDR-35. BE SANITARY 2+00 Wr1 a - - `, `. \ '.` •• ,4::1� ' � " '� r /i �. '; �, e't 1`, �\1, a SEWER a,y- L STA = 10+00.00 ,,, F �\ \ '� l + \ I S 1;`. ` /.,: ' �. �= �'-.23+Q4 MH -1 (4' DIA_ _ -_ - \ :, '',A \ r. . .0 , 1 `1 _ ,-1 . , . �. �3C1 _ , _ - 1 _ .� ci - -i �T • � y v J[RYIUL AU MUNI IT. \...\- ,., - 1 •..'d. :N; -. - ��r"•.. .. •., .••ll�„v.«•,�,.�•.-. p _.:. _ -__ /_.. i /�. _- _ - :Fi .' STA = 10+18.06 STA = 11+12.50 STA = 11+51.37 STA = 11+51.37, LT. 27.9' STA - 12+87.79 STA = 13+74.15 STA = 15+53.13 STA = 17+32.11, LT. 43.99' STA = 17+32.11 STA = 19+90.72 STA = 21+03.37 STA = 21+45.38, LT. 32' STA 21+45.38 STA = 24+53.38 MH -2 (4' DIA. MANHOLE) MH -3 (4' DIA. MANHOLE) MH -4 (4' DW. MANHOLE) 4" C.O. MH -5 (4' DU. MANHOLE) MH -6 (4' DW. MANHOLE) MH -7 (4' DIA. MANHOLE) 6" C.O. MH -8 (4' DU. MANHOLE) MH -9 (4' DU. MANHOLE) MH -f0 (4' DU. MANHOLE) 6" C.O. MH -11 (4' DIA MANHOLE) MH -12 (4' DIA MANHOLE) N 3895915.43 N 3895989.02 N 3896019.31 N 3896037.46 N 3896125.60 N 3896125.77 N 3896287.53 N 3896492.48 N 3896449.29 N 3896429.97 N 3896381.76 N 3896431.29 N 3896419.73 N 3896698.10 E 11502433.99 E 11502493.19 E 11502517.55 E 11502496.35 E 11502603.06 E 11502689.42 E 11502766.02 E 11502854.76 E 11502842.62 E 11503100.51 E 11503202.32 E 11503195.90 E 11503220.30 E 11503352.12 O 0 o' 2 iomN"1U �! „I = 'to 'to U N = corn x i.1� ��hGo h 3m x �cy '- h N 3 ... m • O. M - G NOTE PIPE DISTANCES n p V7 ' N o N n ' � 4 n In - Z .r 4+ _ R 'O .: o i- 6 2 h � � b n - cc._� __ - m N N -_ �-__.- 530 SHOWN IV PROFlLES I - - fROM CENTER OF MH U• m ° In II N i p 2 Z M _ N 2 -%• - , 7 - F- - - - CENTER OF MH MINUS m x n n o + 5 - .r - o + a 3 0' w �r N'4- a z z p -- - F I - - - 530 '.= 1n iD� •3g .a'I' a w J mw__ o: rn __ _..- i - W - ccmm _ ',q-(� -�-- GRADE_ _ r - __ - -- -- 520 map of h 01 hr'II - h II �� nW�� i�... d O \< tii• • 3.. j�.�_ -- _ r_ - �._.r • -- - �- - r. 3 0 o _ I - - 2 K m m I- . NEW G - In o; m m _ rn C m m .. _ - ____: - __-. iii m m b -- -- N - 1 - �oh u u II 5w NDN 2p „+ F N ANEW GRADE-), �xwm • - - - -- - -_ MAINTAIN M1141MUM 12" - -VERTICAL fiEET OF 00 R _ _ 520 -x CLEARANCE BETWEEN • •m m �- - -OVER EENTFiR41NE �Af3 AOF - -- PIPF- o II fin: � °o `o 10 U i f VERTICAL FEET OF COVER SEWER ICROWN NVERT TTORM �' O1 0 R CENTERL NE TOP OF - - - ---- --- - -- --- 510 K ox ---- -- --- -__ BETWEEN TER INVERT -- --- •k- ----- 500 �, f 13' MIN. CLEARANCE - --- --- NTROLLED.- LL - - -- rA -- - PACTEO T -ANQ - ca - / D SEWER ' WN m'n / 18" MIN. C EARANCE- - - - - SITY PER -- ----- - -- - -_ - -698. - - - _.._ - -- --- ----- - --- - - - 500 EXISTING GRADE 18" IN. CLEARANCE INVERT AND SEWER - - 490 ^ _. - -- --- -- --. - -- - B EEN WATER CROWN - - - - -- - - -- - - - --- CNINVETT - -- - � � CONTROLLED FILL CRO N AN R - _- - -- - -- -. - ---- • COMPACTED TO --- - --- - - -.. __.. - - - - ___.. - - - -- 490 LKT wt --- - - - - _ - - II DENSITY PER ASTM 480 m o II D-698. MAINTAIN AA INIMUM 12" - - _-- --- - - - -- + SANITARY EWER - - - --- ----- - --- --- --. - _ - ---- -- -- - N w INVERT AN STORM - - - - - - - - - 480 - - -- - -- inro .� - - - --- - - 470Zj---- g 470 C) ZIL 460 + § II � z 3 0 ----- talc am 1 I / Vah - - - -- - - 460 KO 450 � oma_ I U y h ---- - -- - ------ - - 450 If � - 132.42' 82.36' 74.98 174.9 ' 54.61' 108. 5' --- -- -- 00' ---- --- - -- - - -- 440 14. 90.44' 34. T ---_ _. -- -- - - --- n or --_.. 38.01' --._ - 43 5576 SLOPE D.LP. PVC D.LP, D.I. . C PVC --- .61R -SLOPE - - --------- -_-- --- ___ - D.I.P. -_ - - _..__- ___-. - --- ----- --- ----- - 440 10+00 25+00 1 REVISED PER COUNTY & ACSA COMMENTS _ SWB 11/17/06 DESIGNED BY PROJECT: SET NUMBER: 2 REVISED SEWER PROFILE AND PIPE LENGTHS LIME 1/5/07 011' DfA mws FINAL SITE PLAN - - - - ENGINEERS DRAWN Br: GAZEBO PLAZA - - - SURVEYORS SWB ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: D ENERS ---- - - M JENS > TITLE - - - - - -- DAVI No. 11484 /� REVIEWED BY: SANITARY SEWER PLAN AND PROFILES C-12 A Opo SSOCI ES HFW STA. 10+00.00 -STA. 25+00 -- - ----- - '-' - - - -- .► ;" P.O. WX 4119 ia:m. Plr HEET NUMBER 4'ggIONAL �p� "y-MIe12 � . mml WWA NUMBER: FILE NAME: DISCIPLINE: SCALE DATE DATE: 13 OF 44 No. REVIsoN Br DATE No. REVIs1oN er DATE -*-- �-- 205151.05 C-t2.Dwc CIVIL V. i"=10' 3/13/06 DEFLECT PIPE JOINTS AS ALLOWED BY ACSA TO MAINTAIN WATER LINE ALIGNMENT AS SHOWN. FIXTURE COUNTS MUST BE PROVIDED TO AC -S4 TO SIZE METERS ACCORDINGLY. 12*X 12*1 TEE (3) 12* 6.v.- 12*X12" CROSS (2) G.V. 12 r. I X6 :e CROSS (2) '6 'FIXTURE COUNTS MUST BE Ktuuut PROVIDED TO ACSA TO SIZE (2)3w. METERS ACCORDINGLY. -'NEW;12" STA. 25+94.69 5 * BENU ' N 3896819.73 WATER LINE 2 w X8REDUCER, E 11503277.52 REQ'D: 45* BE D 1-12"X12"X12" TEE FIXTURE COuNTS`46ST,I3E 10 SA TO SIZE 7 1-12" GATE VALVES PROVIDED TO AC W1 VALVE BOXES METERS ACCORDINGLY. RESTRAINT REQ'D 40 STA. 25+99.69 N 3896821.87 BEND E 11503273.00 45 pp STA. 26+98.31 STA. 32+88.88 REQ'D: STA. 26+09.69 STA. 26+93.31 12m G.V. N 3896864.08 N 3896752.19 STA 1 - 12wX12mX6m TEE N 3896821.87 N 3896861.94 12"X6" TEE' E 11503183.86 E 11502760.36 N 6* G.V. REQ'D: STA. 29+87.63 STA. 30+52.05 REQ'D E 1 • 1 - 6"X3" REDUCER E 1150.3273.00 E 11503188.38 1 - 3" GATE VALVE 1 - 12'*X12'*X6* TEE REQ'D1 - 12 *X 12 *X6 TEE N 3896987-90 N 3896966.23 1 - 12 NX 12 "X6 TEE REG W 1 - FH ASSEMBLY 1 - 6 ")(3 m REDUCER E 11502922.38 E 11502861.72 M 1 VALVE BOX 1 - 12*X12`X12" TEE 1 - FH ASSEMBLY RT. 2 7. 00 RESTRAINT REQ'D 1 - 6" GATE VALVE 1 - 12 GATE VALVE 1 - 3" GATE VALVE REQ'D REQ'D 1 - 6" GATE VALVE 2 W/ VALVE BOX W/ VALVE BOX W/ VALVE BOX 1-12" 45' BEND 1 -12" 45* BEND W1 VALVE BOX RESTRAINT REQ'D RESTRAINT REQ'D RESTRAINT REQ'D RESTRAINT REQ'D RESTRAINT REQ'D RESTRAINT REQ'D RES A ,45' BEND ... .... . ..... .......... . ... ....... 4' .. . ...... . .... . .. li % .. .......... .............. .............. .... - r 'A, ..... . . .... % ........ ... V 12 X6TEE X REDUCER 3" G.V.- ........... 12 TEE, 12 G,,V. ..... ...... . ... .. ............ COUNTS/ MUST BE PROVIDED TO ACSA: TO -SIZE O.RRDINGLY. -- .. .... ....... --TF 12NX6" E ....... - --- 12 G.V. .. . ......... . 6" G' V. 3,( . . ...... 12__X6 . ", TEE 6 -W -REDUCER• .......... .. ...... w 3At G . ..... .. ... r. A 2'IX 12" TEE,, ............. .12" G.V__ V A IF THIS DRAWING IS A REDUCTION 39+94.92 GRAPHIC SCALE MUST BE USED kOp N 3896134.73 E 11502601.86 39+82.03•VERT: 1*- 10' 71.57 N 3896140.25 e70 REQ'D 101 0 10' 1 12O 12"X6" TEE 04.73 E 11502590.21 580.76 1 6" GATE VALVE REQ 1 - 120 GATE VALVE W/ VALVE BOX FH ASSEMBLY 50' 0 50' iDDLE TAP W1 VALVE BOX 50' T REQ'D RESTRAINT REQ'D RESTRAINT REQD HORZ: 1 co o 0 C4 DEFLEqT PIPE JOINTS AS .. 7- C14ALLV"&U Of MoQA JIV (von) MAINTAN A MINIMUM 3.0 VERTIQiL FEET OF COVER EXISTING GRADE - V) PIPE. ol -- IR, Li NEW G1 AD - ------ ME ur%mu t............ NEW, 12 CLASS 18 MIN. 18 MIN. r; I WA 18* AoHN. CLEAMVICE:1 SETWEN CLEARANCE BETWEEN WATER INVERT AND CLEARANCE__BET*EFK___ f 00 SEWER CR WN WATER INVERT AND WATER INVERT AND SEWER CROWN tn uj AL bm - --------- AMR--MOZ c� CROIRI V_ 04�NN t --] i to to Ir) W) to II II II N II g t 25+00 2436 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11117106 DESIGNED BY. PROJECT: SET NUMBER: 01p 2 REVISED DEFLECTION NOTE, SHOWED SEWER CROSSINGS, LABELED SWB 115107 rp mws FINAL SITE PLAN 5 PIPE MATERIAL, & REALIGNED PORTIONS OF THE WATER LINE ENGINEERS DRAWN BY: GAZEBO PLAZA SURVEYORS mws ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: DAVID M. JENSEN PLANNERS REVIEWED BY: TITLE: WATERLINE PLAN AND PROFILES C- 15 No. 11484 ASSOCIATES HFW STA. 25+00.00 - STA. 40+00.00 SHEET NUMBER: OA P.O. BOX 4119 1402 OrembAw Ph= Lyndibw& VA 24502 Chw1owwwW VA XMI WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: NAL Pbow: 434.3434.M1700 434.M17W H: 1 "-50' 16 OF 44 NO. REVISION 13Y DATE NO. REVISION BY DATE I www.ww4wwwft.rm 205151.05 C- 15.dwg CIVIL V:1=10, 3113106 2RADE--% ccx x(0 ca cl, ca + cnl !_ A Q� !t to F N 0) + p KN i 04 - 40C4 I lot - ---------- )hc � + W) 04 N N ;0 N N V4 V_ V_ 0 04 n C4 v- (o ------- (r) �K z Z i - t-% e*% A co o 0 C4 DEFLEqT PIPE JOINTS AS .. 7- C14ALLV"&U Of MoQA JIV (von) MAINTAN A MINIMUM 3.0 VERTIQiL FEET OF COVER EXISTING GRADE - V) PIPE. ol -- IR, Li NEW G1 AD - ------ ME ur%mu t............ NEW, 12 CLASS 18 MIN. 18 MIN. r; I WA 18* AoHN. CLEAMVICE:1 SETWEN CLEARANCE BETWEEN WATER INVERT AND CLEARANCE__BET*EFK___ f 00 SEWER CR WN WATER INVERT AND WATER INVERT AND SEWER CROWN tn uj AL bm - --------- AMR--MOZ c� CROIRI V_ 04�NN t --] i to to Ir) W) to II II II N II g t 25+00 2436 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11117106 DESIGNED BY. PROJECT: SET NUMBER: 01p 2 REVISED DEFLECTION NOTE, SHOWED SEWER CROSSINGS, LABELED SWB 115107 rp mws FINAL SITE PLAN 5 PIPE MATERIAL, & REALIGNED PORTIONS OF THE WATER LINE ENGINEERS DRAWN BY: GAZEBO PLAZA SURVEYORS mws ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: DAVID M. JENSEN PLANNERS REVIEWED BY: TITLE: WATERLINE PLAN AND PROFILES C- 15 No. 11484 ASSOCIATES HFW STA. 25+00.00 - STA. 40+00.00 SHEET NUMBER: OA P.O. BOX 4119 1402 OrembAw Ph= Lyndibw& VA 24502 Chw1owwwW VA XMI WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: NAL Pbow: 434.3434.M1700 434.M17W H: 1 "-50' 16 OF 44 NO. REVISION 13Y DATE NO. REVISION BY DATE I www.ww4wwwft.rm 205151.05 C- 15.dwg CIVIL V:1=10, 3113106 TEE ----1 i '•' ;6&p: _,..� , - \\;n tis 14 .,� - -- ��{ � w � �/ (i .. l _ JPO 1 /i' + r':_ - �. :E3a srlurne fl.. , _-\ , e '4517\BEND s', T- 5 t_ ..`, .'il i`�fi y:0.? -y- = noN k ° \ + ..._ \- i c.>tC " > iii; dti'�.C::,� 1 o... rCi1� : is =- - FOR CONTINUA . �.-. - �:... 3 I - t} .' V) yh Q / ..... p t to f \ - OF NEW 1811 r N " gW'sr_y <n ' : 1 ° WATER UNE" � o y 45' BEN t� - - u< f 1 •G v II-. j__ v oz• _ ' _ y,.+J \ y: i ¢tis a •ffi'%s , t > \ . I' _ , +- � I k n .. X12 TEE Z -..126.x1 - - - JK - 71 $ 'X6 - �+►.�--1- - - -1'- - - 1 % 4 08 _ _ ..eN. 4S END , 1 N N SEE 1 2E COUNTS !MUST- 0 DED TO ALTO SIZE: ,a:,.,,-,� t� 2 G. �-.- _ ' 7: vy. I I .� \� J _ -Ns- _ a 2 LL. REA11C� NEW I V _ c 3 121E ( x3&18 oN Sen V� -WATER UNE {) SLI (: I t - 'il / ._ _ _ �... :1F•! \_s - �__ _ .ono iif w x x 00 H XTURE -COUNTS MUST BE i. • 1 u,n._ - ___ _ u, -t i PROVIDED TO ACSA 70 SIZE_ T i - ' 4,1 131 7z % - i.� -'-- `;,{245- 00 BENDS "XB" n , j ...��,•i .. SEE SHEEP 15 4 s -1-: ! 7 FOR CONTINUATION h} : - - � OF NEW 12" -- LY Y r-��}/j-"' i /, .1. SCK F �_ WATER UNE >• y Q . I � / .- ', > � 68_ F9' y s i DEFLECT PIPE JOINTS AS ALLOWED BY ACSA TO MAINTAIN WATER LINE ALIGNMENT AS SHOWN. FIXTURE COUNTS MUST BE PROVIDED TO ACSA TO SIZE METERS ACCORDINGLY. STA. 51+30.58 540 530 520 510 500 490 wy'1:mra4 480 470 I DEFLECT, PIPE JOINTS AS ALLOWED BY ACSA T VERTICA4 FEET OFC VER OVER CENTERLINE TOP OF f- WATERLINE 1 u al -ORM 460 - - CIpOWN + 41+00 42+00 - 4, 1 1 REVISED PER COUNTY & ACSA COMMENTS I SWB 11 17/06 2 IREVISED DEFLECTION NOTE, SHOWED SEWER CROSSINGS, LABELED I SWB 1/5/07 PIPE MATERIAL, & REALIGNED PORTIONS OF THE WATER LINE 540 570 I 570 530 -- 560 - 560- STA. 50+00.00 STA. 51+10.49 N 3696548.68 520 : 550 STEADY STATE ANALYSIS STATIC CONDITION AT DEFLEC =STA. 34+52.22 N 3896557.27 E 11502808.45 STA. 51+60.25 STA. 51+90.25 STA. 52+68.25 'F N 3896604.56 E 11502790.31 1-12"X6" CROSS A m 45'00'00" N 3896507.72 N 3896434.27 -.. E 11502690.45 REQ'D: 2-6"X3" REDUCERS N 3898535.98 E 11502845.38 E 11502871.62 slat" REQ'D: 1-12"X12' CROSS 2-3" GATE VALVES E 11502835.28 1- 12"XB" REDUCER REO'D: STA. 44+20.06 1-12" GATE VALVE 2-12" GATE VALVES W/ VALVE BOXES REQ'D: RESTRAINT REQ'D 1-8"X6" REDUCER =STA. 15+77.45 W/ VALVE BOX W/ VALVE BOXES 1-12" GATE VALVE 1-12" 45' BEND am 1 -FH ASSEMBLY N 3895952.22 E 11502987.29 RESTRAINT REQ'D RESTRAINT REQ'D W/ VALVE BOX RESTRAINT REQ'D i3 RESTRAINT REQ'D Demons 0.00 Fled RESTRAINT REQ'D ale." ".51 - 615-60 ZaM Dwronal atm Falod �� r� m ' C JJ l4emp Ooltl,nd W Zs I 4 la.w + I DEFLECT, PIPE JOINTS AS ALLOWED BY ACSA T VERTICA4 FEET OFC VER OVER CENTERLINE TOP OF f- WATERLINE 1 u al -ORM 460 - - CIpOWN + 41+00 42+00 - 4, 1 1 REVISED PER COUNTY & ACSA COMMENTS I SWB 11 17/06 2 IREVISED DEFLECTION NOTE, SHOWED SEWER CROSSINGS, LABELED I SWB 1/5/07 PIPE MATERIAL, & REALIGNED PORTIONS OF THE WATER LINE 540 570 I 570 530 -- 560 - 560- IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1' = 10' 10' 0 10' 50' 0 50' HORZ: 1" - 50' W1 REQUIRED FIRE FLOW- 850 520 : 550 STEADY STATE ANALYSIS STATIC CONDITION AT DEFLEC PIPE JOINTS AS - _- : -. 550 &17.00 Zoro 'F o.00 Fisd x ZW7AJIf A MINIMUM3.0 - - -. Jl RSW own" -.. Zan Dement n Flood N slat" VIERTICA. GYPERLINE FEET OF COVER91- i Zone or,." 9.00 Q 510 + 5.0 �! - PIPE. _ TOP OF _ -�- EXISTINGE -..-_. - 540 am Mod 0.00 ale." "M Ji i3 so Demons 0.00 Fled 0.00 ale." ".51 - 615-60 ZaM Dwronal atm Falod �� r� m ' C JJ l4emp Ooltl,nd W Zs Donlon la.w + 500 530 g 44.17 '.] :lam ,4) V oW Flood I\ p 530 }] Aub Cenlor Dolrlond "4.ON 12o O,++lo+s 9.00 Fiad IDN'>'D^1011 eta" M." I>�>n^ 011.00 Zen N4 0.00 Fbwd ON 610.46 d J-1 o+ Zero Demand o.00 Riad H1. 615.89 F 10.00 to Oudb lr 100.0 M, MOO Open 40-00 l ole." 0.30 0.01 P4 102.00 12.0 0.o 120.0 holes 0.00 \ -10.74 ale." 618." I 0.00 P-7 111.00 1zo DudYlmn 1520 I"o 0.00 - 4998 490 520 0.00 0.00 Pa .00 NEW RADEu(vi 120.0 Islas 0.00 Open 1122 ala." all" 0.00 0.00 Pa .00 12.0 Dues non 12D.0 how am op" -19JO 818." a/area 0.00 I P-0 70.00 12.0 DuotY eon 120.9 lro 0.00 ow -19.78 Slat" 1116." am 0.40 FF+ N .00 12.0 Dudeslmm 120.0 loM Om Ow '16-22 ala." 1114." 2- o.DO 0.46 P:2 ma 12.0 DwrF9on 120.8 S1lee 400 Dw 45.00 41180 ole." 0.01 em 480 510 510 NEW 12" CLASS', NEW 6" o, 51 LIP WATER LINE nD CLAS 52 DIP � o F - _.500 -- - .- 470 500 ID ID 460 - 490 490. + 44+00 - 50+00 51+00 52+00 53+00 TH OJa t,� t� DAVID M. JENSEN > A'Ao No. 11484 brat C% . IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1' = 10' 10' 0 10' 50' 0 50' HORZ: 1" - 50' W1 REQUIRED FIRE FLOW- 850 GPM Bs Fbw mem) STEADY STATE ANALYSIS STATIC CONDITION AT PEAK - JUNCTION DAY DEMAND REPORT (NO FIRE FLOW) lahN levo VO Zan Type Bs Fbw mem) Psewn Donotoo G (ppm) CmmlYleo MdnuCal", O0 plemore Neo }e &17.00 Zoro Donlond o.00 Fisd 0.00 ate." 44.46 Jl RSW own" 5/6.60 Zan Dement 9.00 Flood 9.00 slat" 44,30 }TFIMOD nd 516M Zone or,." 9.00 FI"tl 9.00 4111,66 44.30 Ji 61610 Zones Dwro+ld am Mod 0.00 ale." "M Ji 516.00 Zone Demons 0.00 Fled 0.00 ale." ".51 J.10 615-60 ZaM Dwronal atm Falod 0.00 elm 44.73 JJ l4emp Ooltl,nd x16-00 Zs Donlon la.w Fled 16.00 slates 44.17 J-11 :lam zero Dwrow oW Flood oW Sta,6a M.73 }] Aub Cenlor Dolrlond "4.ON 12o O,++lo+s 9.00 Fiad 9.DO eta" M." J3 011.00 Zen D,n1lM 0.00 Fbwd ON 610.46 elm J-1 430.00 Zero Demand o.00 Riad 0.00 615.89 73.01 STEADY STATE ANALYSIS - PIPE REPORT STATIC CONDITIONS AT PEAK DAY DEMAND Lo"I Lelgm (5) Dial, (b) Type Ymawl-a" Mason "mr Owns Prawns Ullmann UPn 4 Hydm Orede 517.00 Plswe 100"1006 Grodlont Vsleo7 DIw IW (tale) Oew+eawm IsMs", M'd+"a0(N Go.& Hy6tidb Goolas ("D JA Flown DwroM 516.50 D Demand C41send RleM 19en) � 20." Hwp" Oa1000R) Zcro Doino, o.00 Fie" 430 563." 20.27 J-7 RM" Demerod 518." Zone Oon1sIW p6 conipsoo PJ .00 12.0 Dodb Imn 120.0 Pelee O.00 open -1.76 616.88 618.88 0.00 0.00 P-52100 618.50 12.0 Dud2e imn 120.0 how 0.00 Olson A.78 6/9.86 V511 s- Zan 0.00 P43 ".00 6.0 Duam lmn 1".0 hleo 0.00 Open o.00 ale." 8/0.011 0.00 0.00 P-12 190.00 12o Ductle lmn 120.0 hoa 0.00 Open 0.00 61&16 814," 0.00 0A0 P41 10.00 15.o Uud61100 120.0 hes 0.00 Open 45.00 450.00 490.00 0.00 0.00 P-10 10.00 16.0 Oudb lr 100.0 M, MOO Open 40-00 He." ole." 0.30 0.01 P4 102.00 12.0 Dudes Imo 120.0 holes 0.00 open -10.74 ale." 618." O.m 0.00 P-7 111.00 1zo DudYlmn INA I"o 0.00 Open 4998 QM1 a1lM 0.00 0.00 Pa .00 12.0 Dulls lmn 120.0 Islas 0.00 Open 1122 ala." all" 0.00 0.00 Pa .00 12.0 Dues non 12D.0 how am op" -19JO 818." a/area 0.00 0.00 P-0 70.00 12.0 DuotY eon 120.9 lro 0.00 ow -19.78 Slat" 1116." am 0.40 P-2 .00 12.0 Dudeslmm 120.0 loM Om Ow '16-22 ala." 1114." 2- o.DO 0.46 P:2 ma 12.0 DwrF9on 120.8 S1lee 400 Dw 45.00 41180 ole." 0.01 em 1 xy pya N f l Will u xwN01 I to]: ON awflu1 Label Bwstw Zan Type Bo"Fmw Mason r I cakulatl Prawns }6 517.00 Zdro (p 0.00 Flood 1pprrl) Hy6tidb Goolas ("D JA Flown DwroM 516.50 taro Demand 9.00 RleM 19en) (6 20." Ja 517.00 Zcro Doino, o.00 Fie" 430 563." 20.27 J-7 RM" Demerod 518." Zone Oon1sIW swoo conipsoo 2".00 663." 20.41 }9 J-0Rm"OenWal 515.50 Zan Danwd 9.60 Mod elm "0..n 20,43 J-5 618.50 Zoo's Demels 0.00 Mae 0.00 687." 20.46 J4 615.00 Zan Do"M D.00 Fans 0.00 504.14 2003. J-10 515.50 Zan Domand 0.00 Mod 0.00 554." 21.01 J-11 615." zones Dement 0.00 Farad 0.00 584.06 21.01 JJ Rwl D,mond 616.50 AM Dwn.M 18.00 Mod 1001105 3&30 21.01 J-3Pub Center DerroM 504.30 Owns Dement 9.00 Fi" 9.00 654.31 25." }2 476.00 = Demend 0.00 FWd 0.00 "4.63 38.30 }t 430.30 znro 0wn,nd 0.00 Fit" 0.00 505.91 50.14 zI.jMzjrfE Label iw 18) Zons Typo Bos, Flow AW) PWem Dw1wM PlAiti el up") C Iohod Hydrwlic God, (N ftiMA (WO }6 517.00 Zdro Denand 0.00 Flood MOO 884.18 20.41 JA Flown DwroM 516.50 taro Demand 9.00 RleM 9.00 684.26 20." }7 Rohoi D nd ate." Zoro DMneM 9.00 Rlo" 9.00 884.27 20.87 J -a 616." zone, DernoM 0.00 Fled 0.00 904.30 20." }9 51800 Zoro Oonand 0.00 Flood 0.00 61441 20." J-10 515.50 Zen Owrond 0.00 Flood 0.00 554.46 21.02 JJ Roil DwlmM 516.50 Zone Dwlwnd 18.130 Flood la.00 Will 21.02 J-11 616.50 Zara Dsnrld 0.00 Mae 0.00 5"" 21.02 Ja Aalo C ler Depend 504." Zan, olononW 8".00 Melt 8".00 46].46 Za.T] J.2 479.00 Zww OenIe110 0.00 Ilmd 0.00 0.".6] 3&30 }i 0411 0 Zdl, Owns 0.00 FRmd 0.00 8".91 ".16 Lamm Elov.don (al Zola Tyco Ca" Fbw Upml P•o m I Ownand I Cemastod Hy6rm11b (Am" P (w 01"e"eYYw Nnima v�4 Ilrr mom" o i 1+I,Mw Or.M "` .) 1 OU c J-10 616.46 Zwn DwroM 46&00 111" 890.00 Mtn 20.02 J-5 517.00 zonal Dwnond O.m Fied 1100 5130.7 20.211 14 R,Ua Dwrond 515." Zero Dwlord 9.00 Filed 9.00 554.01 20.55 }7 Real De+rleM OWN zwle DwroM 9.00 Fi" 5.00 6".05 NOT Ja 516.50 Zone DloroM 0.00 Fired 0.00 504.11 20." ill 515.50 Zan Dons" 0.00 Fi•d 0.00 503.27 2017 JJ Rowel Der"nd 315.30 Zara DwroM 15.00 Mod law 551" MAO JA 513.00 Zen PanloM 0.00 Fied O.oO 904.31 21190 J-3 Acre Condor DwrwM 501." zona lnd 400 Find 9.00 "4.14 9610 J.2 475.&0 Zan Demo" 0.00 FOmd 0.00 604." 00].00 J-1 43000 zen, Dlollortl 0.00 Molls a.00 a".91 W.13 ENGINEERS SURVEYORS PLANNERS Llaffivt VA 24M o"bn",16 V.., Rose. 4H31&w60$D fl-: 4M.M17113 YI : • : 1 :.: h aa..,:a ileo to ON Y"w Imw°. I.Ilft Nn W DYm.m solo 1q rsool IM��wr 01"e"eYYw Nnima v�4 Ilrr mom" o i 1+I,Mw Or.M "` o4n�na4 m) c +r rF ortn c q r ,a" r m oven Fle mm Ila dies, Ma r an m,l Dm 0014 Mid Em em l`13mm W loss, Ilea r aGo dtl em 001.00 001.00 em e# .+I n,m Im drew Mi aft am open sow,Im.m 1000 .Ym Dm u e w plpen Imo r W c MM rm r.w penpl Oa em I0. mm ISD mreM Ma a r 900 GM 8mm ant! Mil D # eN I.l nm 124 11&00 senma "t r am cont is +009 r cis am IA m 120 nn"Yen Im.O r Dm la1 mm 00].00 M." . come fi.m 120 Dur eM ILa IIM Om (`M MAR M.m mem O.w pM P] m 120 Coos,m. Imo r Om qM1 Illm m2n WJI Da 1.b1 N m lea d lM Imo 0.Y om QM1 Mm mow Mia em sol N m 1S. (Ntlm ken Imo r Om DFM 400 ".11 W.1. OT len PJ Rm 120 Dur IM 1004 r Om O/° Am M.14 W.0 0 pm 11 lot Oplw loss r Om cow° mm ..I pmm Im la 1:► :1 :.: h : '11:1 7- a • 110, HHUJLC I: erlw rlww lTr 1 w SWB D.w.. 1pmrilMr4 n.M1M IIMr w 1...r d•,1.1 00110 !le wrens. MY Ll.4s 0.o" nfnMMo"M 1+I,Mw Or.M "` ruero.r m m) c +r rF ortn c q r ,a" r u oven rm m ea mlmYs 1" Denllr Ilio r la ow Mm r.m loss, la M I-II mm 1" Millions, +maYen r Oa0 Col. s0. woos Zen. Ma nm am I.n mm o0.mm D. 1000 ola Oa en opm e M.m Ma 000 om Rl1 1. lea e4rr Ima Mo Oa oMn Ima .mm Mae opt O.w P+0 tom Ma DWm YM 1009 w OID qM MAG Ma meal "t aft N 100. I'll wMMM+1 +009 r cis am .W0. W0. win "+ u7 N lla to gMMYM +ma r . come is 0014 mtm Dm au NMis Ir-0 OMM xen lose r am come .MpY .1. 0014 ml an N n s Ila nmrven lost r am coon int Mill M.+6 0.111 ea N too pY Yen 1001 r am (}a+ 4M.m wv.w wn1e all a+1 N m to PMYYen lost r nm opin is lMm MAI la Oa N lea Ill qN kM 100 r om 41 i.m Mil Ma on o0. N m q0. gYIM +1" r O.m op,l Ma Ma MA11 "l +ll N Lm no == lost r om come M.m m2M Ma ma 1M pi 1:6 :1 :.: h �•:1 a: a •. _ e )ESIGNED BY: HHUJLC I: ..1YI I.I. )RAWN BY: . r o.m1M SWB D.w.. 1pmrilMr4 DlwiMl....MM IIMr w 1...r d•,1.1 00110 HFW FI mr Yr.l ruero.r m 1olw+q.M A c P11 Tem lob q r ,a" r u oven rm M.w ea w P�. tam 1" Denllr Ilio r la ow Mm r.m loss, la M N 10.0 n. cos r Iola r em ow 4oLm Ma Mm am w w 1100 +v0. arrr +mar em aw rola M.m M.n am "l N w an err Imo r w apo, -Mm Mn Ma au o.w M +20 OIY Mn Im9 r nm dm. 11800 M# M# 216 em N .m voowr +m r am Ds,1 41,00 M.n w0.+ "+ u7 N R.m ILO M1r kM Ima r Mass, 0.,,.m Mf+ WAS la w N m oo OMM xen 1mY r em min ®# w, -m M.14 Da 'M NL wm Ik.O Dur ken Iml r lm men MID Mis Ma DM LIL H .m uo pur FM 100.0 r otos mm n.# M.II llo.m lm u N# Lo pNY lM ma r l.m L+len rm Mn M# la Lm Rw mm I. ANYIen Iml r 900 i Mm Mrr M" IJt Ism )ESIGNED BY: HHUJLC I: MWS )RAWN BY: SWB TITLE: 2EVIEWED BY: HFW WWA NUMBER: FILENAME- ILE NAME:205151.05 205151.051 C-16.DWG SET NUMBER: FINAL SITE PLAN 5 GAZEBO PLAZA ,BEMARLE COUNTY VIRGINIA DRAWING NUMB WATERLINE PLAN AND PROFILES STA. 40+00.00 - STA 44+34.27 C-16 STA. 50+00.00 -STA 52+85.34 SHEET NUMBF5 DISCIPLINE: SCALE: DATE: H: 1 "=50' 17 OF 44 CIVIL �: 1" -toe 3/13/06 • %/ /� / � , • �.., � �� fes/ � �/ � \ 1� \�\ � � ' , = ____ � • � ' all r? _ . �►� j 111 `� `�• \ 1 - • •' �� \. 0-0 oll M WA whir Fri MR I All I •, J. \ .t ,;� �... •` � 1 •rr �� 111 i �� ♦ ,..,• `� /� � II � �� .. � � � �.�•/ III � • - • � •, . ` •. � • ` 'lit �� .� �• / � ', . . - . ��'�••t-; � �"�� VIII � � � � '�� wa►� .. III �' • �� , /'( , 4 � i. J � ` � , •�1j111�j �� • I� '• t • • + q •. A All NMI • � i t t '; i i L •, 3 ■- 3 • JJ q • q 11 q i • pa •• i • 1 / L L • NMI I All MEN m t 1 3 J _ _ III_ •• =NMI on oil �l.l ► . � ■_ � —tel— ®_� �_� �� i NMI= I _ _ i NMI Imml I EPA ME I. I I I I I I I �`�%�Sa.7 m , I/: I� I I / I I i I •ll.� a•. 1 1� ,1.� I_ 1 :11 �� • I! • �• �� II Ir II II r1 11 r1 11 r 11 of Ir Ir •• . 1 1 1 MAIN FOR TRENCH Omni RESSED LOADING DOCK ,111,, \ 1 •��4� , h11 .�;• •• •9• •9 I MARK UPPER ELEV ROOF DRAIN TABLE LOWER ELEV LENGTH (FT) DIA (84) SLOPE (% RD -50 511.00 510.70 20.00 12 1.50 R0.51 511.00 510.50 20.00 12 2.50 RD -52 510.50 510.20 20.00 12 1.50 / / � I �. \ �\ , `', •'oTHE SMOOTH MITERIOR CORRUGATED PLASTIC ROOF DRAINAGE PIPES ALONG WITH REQUIRED FITTINGS SHALL BE ADS -N12 (MFRD BY ADS) OR HI -0 \> / (MFRD BY RANCOR) PIPES SHALL BE INSTALLED PER MANUFACTURERS GUIDELINE FOR HEAVY \ \\ . •�,• \ .417 b \ \ a� \ \ jq.�k `'� , �ti `,,� / DUTY DRAINAGE APPLICATIONS IS • 1 � c ARCHITECT TO COORDINATE STORMWATER RUNOFF THE REAR `OF THIS \ \ \ \ I a BUIL.DING. DOWNSPOUTS WILL U \ TIE INTO ROOF DRAIN �? LEADERS, \ \ :► , IT - IF \ \ . L \ ...L IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1"- 10' UNLESS SPECIFIED IN THE PROFILE VIEW, ALL STORM PIPE IS TO CONSTRUCTED OF RCP (CLASS Ill) OR CONTECH AL -T2 ULTRA FLOW CMP`` (FOR DESIGN PURPOSES, MANNING NUMBERS ARE APPROXIMATLY THE ` ; ,\ -, SkET 28 STORM RIPE CALCULADONS�\ . 50' 0 50' SAME N = 0.013) •\ \ `, \ \ � � HORZ: 1" - 50' KI . PTPE DISTANCES - oo� �ppE 540 I Z 540 570 ! IN PROFILES ARE 570 555 555— - 535 N PIPE SLOPES HAE BEEN N: h rn rn 2 a0oCENTERUW TO CENTERU M 530 2 x m - 530 560 g o OF MNHOUS OR INLET 560 545 0 545- -- --- — --525 m p< -STRUCTURIES.— _ffl C4 ^ M Quo •.. Lu zg --- . -- -. —__ _.. 520 n d W 2, + C ` �n 520 550 ! _ m = vOi m 550 535 0 g ,y ...:. 535-- z 35- W $ O:n ., 3 I g O K h N z v1 h 510 510 540 0 7d - _ _ _ 540 525 m i In O 525--- - -505- —_ --- NEW GRADE h w � � � w = n • XIS NG G OUND- 500 500 530- -- - -- 530 515 NFw GW r 515--— - -- -495- - I 490 1 490 1 520: NE'W RADE 520 505- - 505 - `-- - - --- -- - --- - — --- 485---- - QUALITY MAINTAIN MINIMUM 12" h - - - - -- WA BM - - --- - - --- SANITARY SEWER--- ---- - -- 480 480 510 INVERT AND STORM SEWER CROWN 510 _. .495. ~ -_ -- 495-- - --475- - TO475 - W _ _74 ^ 1.79' 12" IAO iB" DIAI -- - -. _-..-465 470 470 500 500 485 485- — :. --- --------- '�5- - D 5 D TO 0.70,11 L CC WPACTE - .. ~ O RY VER D NSTTY PER I 15" DIA - -- - - - U 460 460 490 490 475 ISfll� GROUND 475 — -- -- --`5 -- rRO LLED FILL COMPACTED TO -- -- -- ---- -- I ASTM -696. 450 450 480 - - --- 480 465 465 --_ .-- - - ----- -- - -- ---445-- 44-5 23+50 24+00 25+00 30+00 31+00 i 38+00 - ----- 40+00 41+00 _ 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11.117106 DESIGNED BY: PROJECT. SET NUMBER: 2 ADDED WATER LINE CROSSINGS SWB 1/5/07 DF Dr , MWS FINAL SITE PLAN 5 3 STORM PROFILE REVISIONS SWB 2/7/07 ENGINEERS DRAWN Br: GAZEBO PLAZA _ _ _ y $�yEyO� ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: 4 REVISED SWMI STORAGE & QUALITY DIMENSIONS & SWM1 INLET SWB 3/23/07 DAM1D M. JENSEN PLANNERS MWS TITLE: STORM SEWER PLAN AND PROFELE REVIEWED 8Y: C-18 6 - O STA: 23+50.25+09.21, STA 30+00.31+02.70, No. 11484 q 7 ASSOCIATES HFW STA 38+00.38+51.79,& STA 401U0.40+49.56 SHEET NUMBER: - +997oa41. meati Ll.° 'rw �� Am) WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE. NO. REVISION BY DATE NO. REVISION BY DATE 205151.05 C-18.DWG CIVIL �: j�=5p• 3/13/06 19 OF 44 Ir IN NORM � �%Lj� �► . ., 1 --mill • CNN �.t: �,\-. ♦+ I w M Ski Owl ��LMMI � ��Mmmm� IPI� sh '•.•� ;, -� i ( . 1 r! ► � 1 '� , _1■ _� �� r�, � � moi,, � .00001, F. / I p —• _ _ _,_ MONROE! -1 EI .' • • • • • . • • • • 1 • • ion ��■�i: _iii%� i �= imm ",TAT •'go" +• • ] ] _ _ 1 • i S • • I� • .■ •. ■. , • .• Irl FIN '• � a� Nil I I . • • I • • i i i \ i IFM ' PEP Mll A - Mll 11 -------- • I ••' 1 ! I i it i i i • /• •• I• •• • // 11 1/ 11 1• I• . •1 . :. I' : - 301 7s.z 1 1 3p, ,w OIL OLV .'.1. I B LK EAD ,'.I - r ((yy TYPICAL N THI END 0 SWMf •. I` Ii � lD23 12 T 001 O 93+00 i 3+77.28 . SS a +- ss mil NVERT OF SWM2,. r INVE OF Si 2 :' I r - 3 >T - .; . 0 492.3, ^, Iy�^, J� �,• 1 91.6'Ij�l.'f�C t��?Y• 1, �.II �' A7FR 'AUALITY ' �5 X11 til BMP I �. t .-.� NVERT OF SWM2. 491.6' MANWAY .492.3, 10 DIA' HEADER/MANIFOLD ' ss as y� ss M ,.. �JDIf ..i . -. :' . .. :.: '. _ ` .'... 'i :. `. ',. I I, I Ga�9 Itx `�Ijj ♦ Did i S _. _ 7 {% .. •• f .:. `0, - .. ,' - - `,I �.. I :__.---�' i m �pq SS n SS " j. '...' T• :, . � I' `•� �� • I � 1 � � ,. �. .. �I O �� 'ss ! i.: % j 6 / Y ` \ I i . a ,I .I , : / ¢ \\ NOTE PIPE DISTANCES SHOMTI IN PROFILES ARE MEISU/tED HORIZONTALLY PIPE SLOPES HAVE BEEN CALCULATED BY USWG CENTERLINE TO UNLESS SPECIFIED IN THE PROFILE NEW, ALL STORM PIPE IS TO CENTERLINE OF MANHOLE CONSTRUCTED OF RCP (CLASS III) OR NA.ET STRUCTURE - - „yi? ✓y s. — ^ I �. t`14 !l fid: T� -. -_'--- t -T --__fa r 99+35 99+00' 98+00 -{ - `-—9'T+•ijD _.. S8 ? a 1 _ • r i -, - - - -- - -- - - - - - ./-. y,J_{+- .�_- "�......_. . n .I - To - - - v . f'-• ' • ' f FLOW PRIgNIEP A / ..a •c ' .� ( J "fie — l C c fl'A ,(I--'; -' /' [ ` `eSUPR.rolic IrBOOS R I ! ! I I ,HSS � � I � :��a•.• .� / � / � � I {I- \ \ rvUri JDl I Ll �WNC \ - -- - _._yep �, ., .... _� . _----ice -- �1�. 5I .0 -:�— 51 ;6 • w. 51. d IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: i' - 10' 10' 0 10' SEE SHEET 28 FOR STORM PIPE CALCULATIONS 50' 0 50' HORZ: 1' = 50' 580 560 560 560 - 560 - ---- ---- -- ---- -- ! i 570 570 550 x n^ 550 1.� : 550 520 — --- — — p I b -oil `�-- 560 - -- — --- --- - 560 540 m rte°. 540 '� to n 540 510 — --- �^ 'meq F •r I g _' �! a r s k N .. _ 550 --_ __ — — - ^ ro — 550 530 . 0 LQ .� �O ch; •� n a m WN. -O o N z 05 530 p O M 6 x � i- £ O �N, 530 500 h n '�F 'f _. a, z n n,.�. wf �O ^.- ro w w - o -- ---- _ 520 0 N ppg0 In Ne�� 2 n 'r p? amo~~ p•<F '� - cD 2 %nwc«�inh 520 3 N ^�.�{OOpF� g h F Iu � _ �aN� 520 490 W Cl W O O .. H y�ILU FJ 540.: .— — _ 540 - .- - --- --- oz rnV 3 0O WO n' c� -� w`r IKNN �r- 6 'n - 530 510 rt �" NEW GRADE ��^ NC7CNM d I 510 \ 510 480 wccN - -- ROUND / 520--- -- --- - - se 520 500 500 I 500 470 ! --IT--7 - - --- -- - \ WMf --- - 510 --- I _ - - - -- ----- 1. 510 490 CONTROLLED FI L COM ACTED TO 490 0.5 SLOPE 490 - - 460 32.58' 71.56' - - i - - - - -- - - - -- - - -- -- 72.01' ASTM D -69491.60'----- 88.18' 1213.09•.-. - i. O 0.50% -.. 500 .. 150.02 -: . - ------.. - - --- 500 480 18' DIA O .5OX 24' DIA O .50% 38' DIA O 0.50X 480 '', 480 450 - -- .... i 24 DN O 50X O O.50X -- _- I -- - - 490 - - 490 470 470 470 440 1 -- - -- - 90+00 91+00 92+00 !. 93+00 .-... 300+00 300+50 301 +00 350+00 351+00 -._. 95+00 -_-- --__ 96+00 _--- -- _ 97+00 98+00 99+00 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 TH e Lam/ , WAMENGrNEERs pL,,,�� ASSOCIATES 1.@DI••b L� � I �" l ^^- DESIGNED BY. MWS PROJECT: FINAL SITE PLAN GAZEBOPLAZASURVEYORS ALBEMARLE COUNTY VIRGINIA SET NUMBER: 5 2 WATER LINE SHOWN ON PLAN VIEW SWB 1/5/06 STORM PROFILE REVISION SWB 2/5/07 DRAWN BY: MWS/SWB —3 4 REVISED SWM2 OUTFALL PLAN &PROFILE SWB 3 23 07 DRAWING NUMBER: nTLE: STORM SEWER PLAN AND rxOF1[.E STA90000-94+00,STA300000.301+00,C-20 &STA 95+00.100+00toBUJM4In DATE REVIEWED BY: HFW SHEET NUMBER: 21 OF 44 WWA NUMBER: 205151.05 FILE NAME: C-20.dW 9 DISCIPLINE: CIVIL SCALE: 150N0. DATE: 3 13 06 REVISION BY DATE NO. REVISION BY • .� �� . ■�� 1-,arl � /!/ lig"'�� I► /% i � � 1 � ,� - �'�; i ■ /I 11' /1 y I ■ ■ f►ON Al II I f MIMI IVonv" A i I � �� •• ••MI■ .. moi.: • � __ --_—-------- — -- --- — —1� /� NI -•� Mir . • .. • . t .��, �� .� 4 - "-1�-� , I iii ��.. �� il��-•�_�—_ �/ � // iii:` - '� : " �•—��_. - - ' —1—'. LF ' \\\\\\\\� .•_ ' � Ijllllll �jUpl III �. • , s 1- - 1 • • t t • • • .. . . «]. , , • - ..ter «�.INN_ �� 1• MISSION NONSENSE— MISSION Ar -w t ` .. .70 AM •� ..� r• • - • «].1 ]', i►: •. -• NINE- _ IN I• Yom■ �t.� Fm �l�i�flt:?>�i �L'eJ��Zi .� «] wx ] • • - � - •• .• e �� e t fir; � a �'�L7YL • was M ON . • .. . •_ • qb • . •. •• •° `i:!• _ ro SIMMONS •_ •. Rte\ - simmimm Iii•>�_ - m- -- OEM � . • � _ .• � •• II _ - 101 oil ` MINES= • , � _ -... — ria _ . �ra•i■�■� � i ■� t� ■tcr:r•l I&TIomMINES= 1 •- •'• I �•+ . � I , �II'1'�=��_�� Kipp iii ii . +- - • ��■- ��Twayn��ii■ ■I■� 'y I �— II ■ . ter.: I:�� I� II :I n■iii SENSE NINE • •• •• •• •• •• •• •• •• •• • •• • t1 •• • •e 1 11 • • •' � • 1 11 11 ' 1 11 11 1, 1 11 11 1 ' .. 1 11 11 1 1 1 � . . • I • • • I • • • MEN •� • • S •, B-4 ANIFOLD (RELEASE END) ANIFOLD (RELEASE END) 1. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS OF THE STORMWATER MANAGEMENT STORAGE PIPE MATERIALS AND FABRICATION FOR REVIEW AND APPROVAL BY W.W. ASSOCIATES TO INCLUDE, PIPE MATERIAL HUGGER BANDS AND HARDWARE (TO INCLUDE RUBBER GASKET), ACCESS MANWAY, ORIFICE, NON-SKID/NON-CORROSIVE MANWAY STEPS AND ALL PLATE STIFFINERS. USE STANDARD SOILD MANHOLE COVER - COVER AND GRATE TO BE PLACED WIN 2. PIPE SHALL BE 10' IN DIAMETER AND CONSTRUCTED OF ALUMINIZED STEEL TYPE II, 5 X 1 'S ( DS � BARS PARAI TO FLOW UNE OF DITCH. CORRUGATION, 10 GA MINIMUM. CION MAY BE ELIMINATED 3. PIPE JOINTS SHALL BE CONSTRUCTED OF HUGGER BAND WITH 0 -RING GASKET OR APPROVED IF RISER CAN BE FABRICATED ANDEQUAL. DEUVERED IN ONE SECTION. RISER SECTION 48• NOMINAL DIA. SEE NOTE 2. DROP INLET RISER 10' 10' 4. ACCESS MANWAYS TO BE EQUIPPED WITH NON—SKID/NON—CORROSIVE STEPS 16" ON CENTER To BE 12 GAUGE (0.109•) FROM BOTTOM TO TOP. COLLAR (IF REOD.) H 5. EACH PIPE STRUCTURE SHALL HAVE AN ACCESS MANHOLE FOR MAINTENANCE (SEE PLAN). I.D.- 2•-0• y. 6. EACH PIPE STRUCTURE SHALL BE SLOPED 0.5% TOWARD THE DISCHARGE END TO PREVENT dT• — 7-5' COLLECTION OF SEDIMENT. BASE SECTION (PADRI� RRENoro) 4s 7. EQUALIZATION TUBES BETWEEN THE PIPE STRUCTURES WILL BE PROVIDED AT THE MIDDLE AND DI rt- OF PRIMARY ORIFICE rt- OF PRIMARY ORIFICE ENDS OF THE PIPE SYSTEM AS A MINIMUM. (18- DIA) (15- DIA) UNDERGROUND STORAGE SYSTEMS (SWM1 do SWM21 SWM1 — VERTICAL ORIFICE LOCATIONS SWM2 — VERTICAL ORIFICE LOCATIONS SWM1 SYSTEM HAS 4 — 10' DIA PIPES Q 180' WITH A MANIFOLD (HEADER) ON THE RELEASE END �—e-o• OR a -O_— EACH ORIFICE DISCHARGES INTO AN OVERSIZED 30• DIA PIPE EACH ORIFICE DISCHARGES INTO AN OVERSIZED 24• DIA PIPE AND BULKHEADS ON THE OPPOSITE END. SEE SHEET C-19 FOR INVERTS ALONG THE PIPE SYSTEM. NOT TO SCALE NOT TO SCALE TRANSVERSE SECTION LONGITUDINAL SECTION AVAILABLE STORAGE = 65,199 FT -3 SWM2 SYSTEM HAS 3 - 10' DIA PIPES O 140' WITH A MANIFOLD (HEADER) ON THE RELEASE END AND BULKHEADS ON THE OPPOSITE END. SEE SHEET C-22 FOR INVERT ALONG THE PIPE SYSTEM. NOTES: 1. OTHER STANDARD GRATES OR DROP INLET THROAT SECTIONS MAY BE SUBSTITUTED WHEN SPECIFIED ON PLANS 2. RISER SECTION PND AS STANDARD DROP INLET OR UN. FT. OF MANHOLE DEPENDING ON USE OF STRUCTURE 3. THE TEE UNIT IS TO BE FABRICATED FOR DELIVERY TO THE CONSTRUCTION SITE AS A COMPLETE UNIT. 4. WHEN REQUIRED, CONNECTION BETWEEN DROP INLET RISER AND TEE UNIT MAY BE BOLTED OR RIVETED. CORRUGATED METAL TEE SECTION FOR ACCESS TO UNDERGROUND STORAGE / MAX. DEPTH (H) 25' 302 10J.13 VIRGINIA DEPARTMENT OF 7RANSPORTA71d1 SWM NO. 1 ATE TO REINFORCED BY CONTECH SWM NO. 2 WEIR PLATE DETAIL NOT TO SCALE TO SMH 25 (SWM 1) TO SMH 13 (SWM 2) UB (SWM 1) US (SWM 2) /57 AVAILABLE STORAGE = 39,277 FT -3 /57 SWM1 IS ENTIRELY IN A FILL SECTION. THIS VIEW IS FROM THE RELEASE END. DUE TO THE SECTION VIEW, BULKHEAD IS HIDDEN. SEE PLAN VIEW ON SHEET 20. NOT TO SCALE SWM2 - UNDERGROUND STORAGE TANK BEDDING - DETAIL SWM1 IS ENTIRELY IN A FILL SECTION. THIS VIEW IS FROM THE RELEASE END. DUE TO THE SECTION VIEW, BULKHEAD IS HIDDEN. SEE PLAN NEW ON SHEET 21. NOT TO SCALE IIVEMENT SECTION EE DETAIL ON VG. C-2) ST 12" BACKFILL TO COMPACTED TO OX DRY WEIGHT :NSITY PER ASTM D-698 ACKFILL COMPACTED 0 95% DRY WEIGHT ENSITY PER ASTM D-698 FILL COMPACTED TO 3GHT DENSITY PER ASTM D-898. PAVEMENT SECTION (SEE DETAIL ON DWG. C-2) LAST 12" BACKFILL TO BE COMPACTED TO 100% DRY WEIGHT DENSITY PER ASTM D-698 BACKFILL COMPACTED TO 95% DRY WEIGHT DENSITY PER ASTM D-698 E APPROVED BY THE IN`JI FNPJNFFR 2 REVIISEO PER COUNTY __ SED 100 YEAR ELEVATIONS ACSA COMMENTS ._... JB9 3/23/076 _ — ; DD' D , oeslcNEo BY. PROJECT: SET NUMBER: _ Jas FINAL SITE PLAN 5 z ENGINEERS DRAWN BY. GAZEBO PLAZA - -- 2 SURVEYORS JBS ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: --_ - - --- --- - PLANNERS DAVID M. JENSEN TITLE: -- -- — --- No. 11484 REewEo Bram✓ : UNDERGROUND STORAGE NOTES AND DETAILS C-22 - - _ - '7 ASSOCIATES H --- — --- - -- — _ _ °S'1EET NUMBER: wIA.O�.B�OX 4119 1'j 4ti L N� 6Hf01�0 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: NO. REVISION BY DATE N0. 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' / �\ \ ��` '—/ / / / I I \ \ \ \� — �i / / / / / / / _ / / —�� \ // // ,/ \\ \ \ \ \ \ \ (- \\ /) ) �� --_� \ \\ // / / / I I 1 \\ \ \\ \\ \\✓�-\ �____�--------� / \\J/ / /// / / / ' -- // / / _---� \ //// --i — `\ -/ / �// /- \ \\ \\ .\ \ \ I \ ✓ �� ' //_ \ \\ �---��---� ✓/ / l I / I \ \ \ \ --- --- ---- / i'' �_/ / -- �/ / / / / ///// /', -�- // / /' I/ / ,/ ,1 / // ,I- /// �/ //i / � -\� \\ \ l �/ \ \ / ' ( --' / / / /-----_- / // -_/ / / / / / / / / / ----J // / _--_ , / / / // / / �/ / �/ / / I ) I \\ \� \ \_ �', -- .\ \ � / / I \ \ �' //' _ - / / \ \ \ 1\ -- / / / / / / / / J l -- / / // / / / / / ---__i/ �// _ �\\ �, _� / �/ / i � \ \ \ \ _ / / \ \ \ �' / / \ \ -_ / / / / / / / -- / _/ / / _ / / L � I _/ // \ ( \ / -\ \ \ / \ � / / / / / / / / / / - J / \ / / I ( / / / / r // �\ / �� \ \ \ \\ \ \ \ \ ,•�` / �� \ 1 / / \ 1 \ \ /'' �� " /l � /� I \ \ /�� \ \ ' � / // // / ////// // // ,/ /---1/l / // � _,/ ii// / // // / / jam_=___/ ///^\ \� //I I\ \ \ I / (/ / � // ( \\ \ \\ \\ \ \ // ZZ / I I II � J/ ( J I I\ 1\ \ -,/- 1 — j\ \��/,// I \ \� /�� ' /l // // / // Il / / // // ,/ "//',/ / ///// / / // / / / � _-_�/ _\\\ \ I / 1 �- \�\ \\ 1 \ c/ \\ I I \ \ -- / 1 l / / / I I \ \ \ \ / / / ' / \ \ `\ / \ ! I \ \ \, / -/ / / \\ \ / I l 1 \ i / // / � j i/// "I / / / / /// / I I \ \ / / � ( \\� \ \ i / / i I 1 / I /\ \ �\ / �\ �� / 1 / I I I I / / / / I-- / /G / / / ---� \\ J 1 \ I I / / /'^ \� \ /_\ \ \ \ / / / 1 I I I \ \ \ �v/ , --/ / \- Jam/ //I \ \ \�- �/ I I 1 \ \ \ I I \ / / // /� �� / // / /�' // �/ / / / / / - / \ I / I \ �� \ \ \\ ( \ \ I I I ` / \ \ / __-�/ \ - I I \ \ \ ( I / 1-1 / / I ` 1 / / / / \ \ // J \ \\ \ \ \ \\\ \ \ \\ / / /- I 1 1 \-/ / I I \ ��__/ / _-- // � \ / ) \ \ \ \ 1 1 \ \ 1 I / / / / / / / \ \ \ \ \ \ \ \ / - I I \ 1 / I \ / / ___---- ----- \ �---� / / \ \ \ \ \ 1 r / /// // / /1 �\ / �' -,1 I 1 // / / I / /' ` \/ \\\ � // / / I\ \ \\- / / _ --- / / \\ \ \ \ ' I / / / / / // / \ / - -�I / / / / / \\ \ \ J \ 1 / \ \ I \ / / \ \ — / — / / / \ \ \ 1 I / / / / - -- 11 I l /� -,,\ \ \ \ \_ l l r \ / - /� / / \ \ \ 1 \ I I I I I I � / / / / / / / I / / \\ \ \ C \ \/ 1 / \ \� _ // - / - / / _--- / / I I I I I I \ I ( / _ \ i \ / i 1-1 / / / / / I I I I / / / / / l / / r \ \ \ "\ � J \ / I � / � _ , - _ - � / � � � � _ / / , / \ I IF THIS DRAWING IS A REDUCTION / / / / . / I I\ - - , � / - / / f / � - - ./ / / - / / - / I \ \ I I GRAPHIC SCALE MUST BE USED / / / / / /� / / I \ _ i � _ I / / _---- / / / / // // / I \ I I I I I / l l ) / / / l \ \ I ) >\ \ \ \ \ ,-\ \ - ` I �____ - - j I \ - / / / - � / / / ' � - � 11 / I l / / i ___� I/ / I l / / / 1 I I I SCALE: 1 " - 200' I I I - / / \ / / , `\� \ \\ _ _--_ "� / / /l / I I/ / / j/ / / / ;��'__% / I l l ( 1-1 "I /I I 11 k I I � I/ I / / \ \ � / / /1_\ \\ \\ \\ \ ------ _ - / / �,/ / / I / � / / / �/ /' / / / / I-/ I I I 1 / I \ 200' 0 200 I I I / / \ \ //�//�� \ \ \\ \ \ _ --- / / / /� // / I / /// / /_ Jam/ / / / ,-_ / / / / l I / ) \ 1 REVISED PER COUNTY & ACSA COMMENTS MISS 99 SWB 11/17/06 DESIGNED BY. PROJECT: SET NUMBER: __ _ - TH 01p �f „�, '� DAVID M. JENSEN � .o0 No. 11484 o 106 � ��`4jONAL bti �2--U-o-� A ENGINEERS SURVEYORS PLANNERS A SSOCIATES 1 y P.O. BOX 4119 14M Onaab6w ram P6 .434j16�60 0 CWrkftmvillm4 �ii�,00' �• � AKS/JBS FINAL SITE PLAN GAZEBO PLAZA ALBEMARLE COUNTY VIRGINIA 5 DRAWN BY. JBS ----------------- --- DRAWING NUMBER: C-23 TITLE: WATERSHED DRAINAGE MAP (PRE -DEVELOPED) - _-_ REVIEWED BY: HFW __ SHEET NUMBER: 24 OF 44 WWA NUMBER: 205151.05 FILE NAME: C-23.dwg DISCIPLINE: CIVIL SCALE: _200' V: NA DATE: 3/13/06 N0. REVISION BY DATE NO. REVt�ION BY DATE i-SEf-T C- r_EIt�1 NYD� COMMENT //' o / `" iel —— r \ / # \_ ,,v�- v Ij RAIJV E A A 'API 1 I �' v//�v.��yv"r �,`tow rwwrr -'�__�`—a--- \�Al I i ##�IAG AFEASIN.\,,� `� �, 100 4, i \ \\ \ \ \ I \ 1 I I ! ! / / /' •. _ _, _ / /`• ,,. — / / f .r l ! I. / I - j r 1 ,: ( ,a' F a3 ,y \ / / I / / ; ;\ \ � \ \ \ � \ / � / I I I I II I I II � (I t �I _ — _, / � •` — , --' _ — � � / / / / / � � / / /' / // # \ \ � \ \ ) Ll �" ," `., ,... ,�,. ,,`` � '• '' -- — \ \ \ � / > /moi' t� fel- el el / , J �-- _---J 1 1 \ \� \�\ \\ \\ \\ \\ \\`�`// /� i — --•, `y�...� , .�:,= J I \ \ J\\\cNfA ANALYSIS i OPENING OF C UNDER S / _ / / / / / / / / �\ MOUNTAIN \ _ _ \ / I THIS DRAWING IS A REDUCTION G HIC SCALE MUST BE USED SCALE: 1 200 —)J 200 0 200' 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 2 REVISED TO SHOW DRAINAGE AREAS TO EACH SWM FACILITY JBS 2/07/07 NO. REVISION BY DATE NO. REVISION BY DATE DESIGNED BY: PROJECT: SET NUMBER: ' OF AKS/JBS FINAL SITE PLAN 5 ENGSURVEYORS ERS DRAWN BY: GAZEBO PLAZA ALBEMARLE COUNTY IA VIRGINDRAWING NUMBER: DAVID M. JENSEN PLANNERS JBS TITLE: No. 11484 REVIEWED 9Y: WATERSHED DRAINAGE MAP (POST -DEVELOPED) C-24 o �_Z6—o7 ASSOCIATES HFW .A ' yoP...O..rB�O,X4119 14oza�i..Fmc SHEET NUMBER: jONAL bti lhoee: 4 4VA 3 66010 Pr +H% VA Ol WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: 205151.05 C-24. d w CIVIL H: 1 "-200' 3/13/06 25 OF 44 wwwmw..�'w' °K 9 V: NA all- ��.iffitiir'zf�i� to Z f//11f /l// LJ Jr rILC i I I I A feaflfi fl rlf if lfl fit r _ i;iNr Ili i'rl illi III A > ` POST AREA 29 1 ACREAGE — 0.76 COAIPOSIiE C, ml, 0.87 a �t FLOWS IV 020 s vvvv \\\\ � �Y`y � r Qi e�y + ♦ 1 \ 11 Il , \ 1 \ 1 \ 1 \ 1 X 1 1 I I 1 \ \ \ I i It 1 \ i \ �POST AREA'61 `. A ACREAGE - 0.94 / COMPO. C — Ap D16` ra _=:1-�9 '• 1 "\�' `_'_' `� � � � \\ \ •1 i II 1 \ �� w., �1FfF.�1 �?*pp / •� � iu]., -- --___ - -\' --------------------- - -- 1 `ter _ - -- -- FL aQsr ' ro Of0 1 T HIS DRAWING IS A --GRAPHIC -SCALE UST BEE USED IF 200' -SCALE 1 al- - -- / i 200 1 REVISED PER COUNTY 8 ACSA COMMENTS SWB 11/17 06 al DESIGNED BY: PROJECT: SET NUMBER: - Tx OF / AKS/SBS FINAL SITE PLAN 5 f ENGINEERSDRAWN BY: GAZEBO PLAZA ---- - --- SURVEYORS JBS ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: DAVID M. JENSEN PLANNERS TITLE: y NO. 11484 4 REVIEWED BY: C-25 ASSOCIATES HFW INLET DRAINAGE MAP (POST -DEVELOPED) /2—U-07 SHEET NUMBER: PO -B VA" Il WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: Pr 10MAL rr.M.��a•..—.... ..�,.� H: 1=200' 26 OF 44 a � 4H,..� � �N�� 205151.05 C-25.dwg CIVIL V., INA3/13/06 N0. REVISION BY DATE NO. REVISION BY DATE STORMWATER NARRATIVE: THE SITE FOR GAZEBO PLAZA IS LOCATED APPROXIMATELY ONE MILE EAST OF CHARLOTTESVILLE, VIRGINIA. THE SITE DRAINS TO CULPEPER BRANCH. THE WATERSHED IS APPROXIMATELY 148.9 ACRES AND THE PREDOMINANT LAND COVER IS WOODED. ALONG THE SOUTHWESTERN EDGE OF THE SITE, THERE ARE APPROXIMATELY 4.58 ACRES OF RESIDENTIAL LOTS. GAZEBO PLAZA WILL BE LOCATED ON THE SOUTHWESTERN EDGE OF THE WATERSHED, ENCOMPASSING APPROXIMATELY 26.8 ACRES. THE REMAINING 122 ACRES OF THE WATERSHED WILL REMAIN UNDISTURBED. FOR THE PRE AND POST -DEVELOPMENT STORMWATER ANALYSIS, ONLY THE 26.8 ACRES THAT WILL BE DEVELOPED WERE INCLUDED IN THE ANALYSIS. PLANNED STORMWATER MANAGEMENT FACILITIES FOR GAZEBO PLAZA INCLUDE PROVISIONS FOR QUALITY AND QUANTITY CONTROL. QUANTITY CONTROLS INCLUDE STORMWATER MANAGEMENT 1 (SWM 1) AND STORMWATER MANAGEMENT 2 (SWM 2), EACH ARE UNDERGROUND STORAGE SYSTEMS. QUALITY CONTROLS INCLUDE STORMWATER MANAGEMENT STORMFILTERS FOR EACH SWM FACILITY AND A BIOFILTER. SINCE THE STORMFILTERS ARE RATED TO REMOVE ONLY 50X OF THE POLLUTANT LOAD, EACH STORMFILTER WILL DISCHARGE INTO THE BIOFILTER. THE 4.25 ACRES THAT IS NOT TREATED BY A STORMFILTER WILL ALSO DISCHARGE INTO THE BIOFILTER. THE PRE -DEVELOPMENT DRAINAGE AREA FOR SWM 1 IS 20.0 ACRES. THE POST -DEVELOPMENT DRAINAGE AREA WILL DECREASE TO 13.45 ACRES DUE THE PROPOSED DRAINAGE PATTERNS. THE PRE -DEVELOPMENT DRAINAGE AREA FOR SWM 2 IS 4.58 ACRES, AND THE POST -DEVELOPMENT DRAINAGE AREA INCREASES TO 9.1 ACRES DUE TO PROPOSED DRAINAGE PATTERNS. IN ORDER TO PROTECT DOWNSTREAM PROPERTIES, BOTH FACILITIES WERE DESIGNED TO ATTENUATE THE 2 -YEAR AND 10 -YEAR 24-HOUR RAINFALL EVENTS WHILE SAFELY CONVEYING THE 100 -YEAR, 24-HOUR EVENT. THE PRE -DEVELOPMENT 2 -YEAR AND 10 -YEAR PEAK FLOW RATES FOR SWM 1 WERE FOUND TO BE 19.8 CFS AND 26.4 CFS RESPECTIVELY. FACILITY B WILL ATTENUATE THE POST -DEVELOPMENT 2 -YEAR AND 10 -YEAR PEAK FLOW RATES TO 14.90 CFS AND 26.06 CFS RESPECTIVELY. THE FACILITY WILL PROVIDE ADEQUATE FREEBOARD TO SAFELY CONVEY THE 100 -YEAR STORM EVENT BY MEANS OF THE PRIMARY OUTLET STRUCTURE WITH A MAXIMUM WATER SURFACE ELEVATION OF 488.30 FT. THE PRE -DEVELOPMENT 2 -YEAR AND 10 -YEAR PEAK FLOW RATES FOR SWM 2 WERE FOUND TO BE 8.5 CFS AND 11.1 CFS RESPECTIVELY. FACILITY B WILL ATTENUATE THE POST -DEVELOPMENT 2 -YEAR AND 10 -YEAR PEAK FLOW RATES TO 9.9 CFS AND 11.1 CFS RESPECTIVELY. THE FACILITY WILL PROVIDE ADEQUATE FREEBOARD TO SAFELY CONVEY THE 100 -YEAR STORM EVENT BY MEANS OF THE PRIMARY OUTLET STRUCTURE WITH A MAXIMUM WATER SURFACE ELEVATION OF 495.18 FT. SWM1 AND SWM 2 WERE ROUTED USING HYDRAFLOW HYDROGRAPHS 2004 SOFTWARE BY INTEUSOLVE. THE MODIFIED RATIONAL METHOD WAS UTILIZED TO FIND THE TRAPEZOIDAL -SHAPED INFLOW HYDROGRAPH THAT PRODUCED THE PEAK VOLUME REQUIRED IN EACH FACILITY. THIS WAS DONE BY ITERATING THE STORM DURATION (TD) UNTIL THE HYDROGRAPH WITH THE MAXIMUM VOLUME WAS FOUND. DURING THE ITERATIONS, THE RELEASE RATE WAS HELD APPROXIMATELY CONSTANT NEAR THE ALLOWABLE RELEASE RATE. ONCE FOUND, THE PEAK VOLUME HYDROGRAPH WAS USED FOR ROUTING AND OUTLET STRUCTURE DESIGN FOR THE FACILITY. IN ADDITION TO ROUTING PEAK VOLUME HYDROGRAPHS WITH THE MODIFIED RATIONAL METHOD, TRAPEZOIDAL INFLOW HYDROGRAPHS WERE ROUTED USING THE RATIONAL METHOD. THESE TRAPEZOIDAL HYDROGRAPHS WERE USED TO CHECK THE RELEASE RATES AND RISER STRUCTURE DESIGN. A SUMMARY OF ALL ROUTING PROCEDURES FOR BOTH MANAGEMENT FACILITIES CAN BE FOUND IN THE "ROUTING SUMMARY" SECTION. BIOFILTER CALCULATIONS THE BIOFILTER WAS DESIGNED USING HYDRAFLOW HYDROGRAPHS 2004 SOFTWARE BY INTELISOLVE. DISHCARGES FROM SWM 1, SWM 2, AND RUNOFF FROM THE ADDITIONAL 4.25 ACRES WERE ROUTED INTO THE BIOFILTER. REFERENCE DRAWING C-29 FOR THE RESULTING HYDROGRAPHS AND DRAWING C-30 FOR THE BIOFILTER DETAILS. TREATMENT VOLUME GOAL: THE BIOLFILTER WAS SIZED TO TREAT THE DISCHARGES FROM THE STORMFILTERS LOCATED AT EACH SWM FACILITY AND 1.0" OF RUNOFF FROM IMPERVIOUS SURFACES LOCATED WITHIN THE 4.25 ACRES THAT DOES NOT PASS THROUGH A STORMFILTER. PROVIDED TREATMENT VOLUME: VOLUME PROVIDED = 48,691 CF VOLUME REQUIRED = 48,540 CF (Q10) BIOFILTER DIMENSIONS LENGTH = 667 FT BOTTOM WIDTH = 0 FT TOP WIDTH = 18 FT DEPTH = 6 FT APPROXIMATE REMOVAL RATE PROVIDED MANUFACTURED BMP REMOVAL RATE = 50% BIOFILTER REMOVAL RATE (ASSUMED) = 15% TOTAL REMOVAL RATE = AMOUNT REQUIRED (SEE SHEET 31) 1.) THE FOLLOWING IDF CONSTANTS WERE USED TO COMPUTE INTENSITIES FOR THE DIFFERENT STORM EVENTS IDF USING I = B / (D + TC)"E B D E 2 Y R 49.02 10.50 0.82 10 YR 46.95 9.50 0.73 100 YR 31.09 5.00 0.55 FILTER CONSTRUCTION SPECIFICATION BIORLTERS SHOULD BE CONSTRUCTED eEIEB ALL SITEWORK IS COMPLETE AND STABILIZATION MEASURES HAVE BEEN IMPLEMENTED. BIORETENTION FILTERS MUST BE PROTECTED FROM ALL SEDIMENT LOADS TO PREVENT MALFUNCTION. ALL BIOFILTATION AREAS WILL REMAIN "OFF -UNE" FROM STORMWATER INFLOW UNTIL THEIR RESPECTIVE DRAINAGE AREAS ARE FREE FROM LOOSE SEDIMENTS WHICH COULD WASH INTO THE FACILITY. IN ADDITION, ALL CONSTRUCTION ACTIVITIES IN THESE AREAS MUST BE MINIMIZED TO REDUCE COMPACTION OF IN-SITU SOILS, WHICH SHALL BE CORDONED OFF TO PREVENT ACCIDENTAL COMPACTION BY EQUIPMENT DURRING THE REMAINDER OF THE CONSTRUCTION PHASE IN THAT AREA. BIOFILTER SEQUENCE OF CONSTRUCTION SOURCE: VIRGINIA STORMWATER MANAGEMENT HANDBOOK 1. INSTALL EROSION AND SEDIMENT CONTROL MEASURES FOR THE SITE AS INDICATED IN THE THIS EROSION AND SEDIMENT CONTROL PLAN. 2. GRADE SITE TO ELEVATIONS SHOWN ON PLAN. INITIALLY, THE BASIN FLOOR MAY BE EXCAVATED TO WITHIN ONE FOOT OF ITS FINAL ELEVATION. EXCAVATION TO FINISHED GRADE AND CONSTRUCTION OF BIOFILTER WEIRS SHALL BE DEFERRED UNTIL ALL DISTURBED AREAS WITHIN THE WATERSHED HAVE BEEN STABILIZED AND PROTECTED. 3. COMPLETE CONSTRUCTION ON THE WATERSHED AND STABILIZE ALL AREAS DRAINING TO THE BIOFILTER. 4. REMOVE PHASE I SEDIMENT CONTROL DEVICES AT DIRECTION OF DESIGNATED INSPECTOR. 5. INSTALL PHASE II EROSION AND SEDIMENT CONTROL MEASURES. 6. REMOVE ALL ACCUMULATED SEDIMENT AND EXCAVATE BIOFILTER AREA TO PROPOSED DEPTH. USE RELATIVELY LIGHT, TRACKED EQUIPMENT TO AVOID COMPACTION OF THE BASIN FLOOR. AFTER FINAL GRADING IS COMPLETED, DEEPLY TILL THE BASIN FLOOR WITH ROTARY TILLERS OR DISC HARROWS TO PROVIDE A WELL-AERATED, HIGHLY POROUS SURFACE TEXTURE. 7. INSTALL FILTER FABRIC AT THE BIOFILTER FLOOR OVERLAPPING A MINIMUM OF 12 INCHES. INSTALL A 6 INCH LIFT OF UNDERDRAIN GRAVEL (AASHTO M43) AND LIGHTLY COMPACT WITH LANDSCAPING ROLLER. INSTALL UNDERDRAIN PIPING, CLEANOUTS AND APPORTENANCES IN ACCORDANCE WITH THE PIPE MANUFACTURER SPECIFICATIONS. INSTALL A 2 FOOT UFT ON TOP OF UNDERDRAIN SYSTEM AND LIGHTLY COMPACT WITH LANDSCAPING ROLLER. WRAP FILTER FABRIC AROUND ALL UNDERDRAIN GRAVEL. 8. FILL BIOFILTER AREA WITH LUCK STONE BIOFILTER MIX AS SHOWN IN THE PLANS. 9. INSTALL VEGETATION AND GROUND COVER SPECIFIED IN THE PLANTING PLAN FOR BIORETENTION AREA. INSTALL MULCH LAYER IF CALLED FOR IN THE DESIGN. 10. HAND PLACE LANDSCAPING STONE AT THE BIOFILTER INLETS AND WEIRS AS SPECIFIED ON THE PLANS AND DETAILS. 11. UPON AUTHORIZATION FROM DESIGNATED INSPECTOR, REMOVE ALL SEDIMENT CONTROLS AND STABILIZE ALL DISTURBED AREAS. UNDERDRAIN MATERIAL TYPES UNDERDRAIN SYSTEMS SHALL BE COMPOSED OF 6 -INCH PVC PIPE (SCHEDULE 40) OR APPROVED EQUAL. UNDERDRAIN CONNECTIONS PIPE SECTIONS SHALL BE COUPLED USING SUITABLE CONNECTION SOCKET -WELDED JOINTS. FIELD CONNECTIONS TO STORMDRAIN STRUCTURES AND PIPES SHALL BE SEALED WITH POLYMER GROUT MATERIAL THAT IS CAPABLE OF ADHERING TO SURFACES. UNDERDRAIN PIPE SHALL BE CAPPED (AT STRUCTURE) UNTIL COMPLETION OF SITE. UNDERDRAINS CONNECTED DIRECTLY TO A STORM DRAINAGE STRUCTURE SHALL BE NON -PERFORATED FOR A DISTANCE OF AT LEAST 5 FEET FROM THE STRUCTURE INTERFACE TO AVOID POSSIBLE PIPING PROBLEMS. UNDERDRAIN PERFORATIONS UNDERDRAIN PERFORATIONS SHALL BE 4" PERFORATIONS, 6" CENTER TO CENTER ALONG TWO OR THREE EQUALLY SPACED LONGITUDINAL ROWS. PERFORATIONS SHALL BE PLACED CLOSES' TO THE INVERT OF THE PIPE TO ACHIEVE MAXIMUM POTENTIAL FOR DRAINING THE FACILITY. NO PERFORATIONS ARE TO BE WITHIN 5 FEET OF WHERE THE UNDERDRAIN SYSTEM CONNECTS TO A STORMDRAIN STRUCTURE. UNDERDRAIN INSPECTION THE CONTRACTOR SHALL CONTACT THE COUNTY WATER RESOURCES INSPECTOR 24 -HOURS PRIOR TO BACKFILLING THE BIOFILTER AND REQUEST AN INSPECTION AND APPROVAL OF THE 'UNDERDRAIN INSTALLATION AND SOIL MIX. 2.) PRE -DEVELOPED LAND CLASSIFICATIONS AND RUNOFF COEFFICIENTS (USED TO DETERMINE POST -DEVELOPED RELEASE RATES AT THE 2 ANALYSIS POINTS) (REFERENCE SHEET C-25) NOTES: A.) AREAS ARE IN SQUARE FEET. PRE -DEVELOPED DRAINAGE AREAS AND RUNOFF VALUES 3.) PRE -DEVELOPED TIME OF CONCENTRATIONS (REFERENCE SHEET C-25) PRE -DEVELOPED TIME OF CONCENTRATION 1 REVISED PER COUNTY & ACSA COMMENTS 2 REVISED TO INCLUDE BIOFILTER NO REVISION SWB 1 11/17/0 JBS 1 2/7/07 BY I DATE NO. REVISION BY I DATE TH 0 DAVID M. JENSEN .e� No. 11484 O ONAl- 5.) POST -DEVELOPED TIME OF CONCENTRATIONS NOTES: A.) OVERLAND FLOW FOR ROOF AND PAVEMENT SURFACES EXCEEDED THE 150' MAXIMUM. B.) THESE TIMES OF CONCENTRATIONS ARE USED PRIMARLY ON THE STORM PIPE ANALYSIS. C.) A MINIMUM TIME OF CONCENTRATION OF 5 MINUTES WAS USED. D.) REFERENCE SHEETS C-26 AND C-27. POST-DEVELOPED TIME OF CONCENTRATION OVERLAND SEEYLE SHALLOW FLOW KIRPICH I TOTAL TIME OF CONCENTRATION L (FT) RESIDENTIAL - C TC(MIN) L(FT) H(FT) TC (MIN) TC MIN DESIGN TC MIN AREA 1 94 10.5 WOODED AREA 3.10 215 72 0.81 3.91 5.00 AREA 2 0.61 0.77 Flows To SWM 1 3 (GRADE >5X) 117,000 SF LOT NOT USED NOT USED NOT USED NOT USED NOT USED NOT USED 0.82 5.73 Flows To SWM 1 5 26,806 GRADE >5X 5.73 AREA 4 275 2.67 0.90 5.27 0.53 0.90 Flows To SWM 1 AREA NO. 0.30 0.45 0.00 0.00 0.00 0.00 0.00 0.00 TOTAL ACRES COMPOSITE C COMMENTS 1 871,200 2.67 0.90 5.86 Flows To SWM 1 10 37,138 5.86 20.00 0.30 ANALYSIS POINT 1 2 0.90 199,405 0.24 0.90 Flows To SWM 1 5.09 5.09 AREA 8 4.58 0.45 1 ANALYSIS POINT 2 3.) PRE -DEVELOPED TIME OF CONCENTRATIONS (REFERENCE SHEET C-25) PRE -DEVELOPED TIME OF CONCENTRATION 1 REVISED PER COUNTY & ACSA COMMENTS 2 REVISED TO INCLUDE BIOFILTER NO REVISION SWB 1 11/17/0 JBS 1 2/7/07 BY I DATE NO. REVISION BY I DATE TH 0 DAVID M. JENSEN .e� No. 11484 O ONAl- 5.) POST -DEVELOPED TIME OF CONCENTRATIONS NOTES: A.) OVERLAND FLOW FOR ROOF AND PAVEMENT SURFACES EXCEEDED THE 150' MAXIMUM. B.) THESE TIMES OF CONCENTRATIONS ARE USED PRIMARLY ON THE STORM PIPE ANALYSIS. C.) A MINIMUM TIME OF CONCENTRATION OF 5 MINUTES WAS USED. D.) REFERENCE SHEETS C-26 AND C-27. POST-DEVELOPED TIME OF CONCENTRATION OVERLAND SEEYLE SHALLOW FLOW KIRPICH I TOTAL TIME OF CONCENTRATION L (FT) SLOPE (°k) C TC(MIN) L(FT) H(FT) TC (MIN) TC MIN DESIGN TC MIN AREA 1 94 10.5 0.75 3.10 215 72 0.81 3.91 5.00 AREA 2 0.61 0.77 Flows To SWM 1 3 174 56 0.70 0.70 5.00 AREA 3 173 1 0.82 5.73 Flows To SWM 1 5 26,806 5.73 5.73 AREA 4 275 2.67 0.90 5.27 0.53 0.90 Flows To SWM 1 5.27 5.27 AREA 5 326 2.67 0.90 5.66 20,300 0.47 5.66 5.66 AREA 6 355 2.67 0.90 5.86 Flows To SWM 1 10 37,138 5.86 5.86 AREA 7 254 2.67 0.90 5.09 0.24 0.90 Flows To SWM 1 5.09 5.09 AREA 8 324 3 0.90 5.52 5,481 0.13 5.52 5.52 AREA 9 415 3 0.90 6.12 Flows To SWM 1 16 2,902 6.12 6.12 AREA 10 584 3 0.90 7.07 0.32 0.90 Flows To SWM 1 7.07 7.07 AREA 11 444 3 0.90 6.30 3,043 0.07 6.30 6.30 AREA 12 418 3 0.90 6.14 Flows To SWM 2 21 11,935 6.14 6.14 AREA 14 Flows To SWM 2 22 6,597 262 20 1.64 1.64 5.00 AREA 15 0.81 0.90 Flows To SWM 2 24 275 20 1.73 1.73 5.00 AREA 16 125 2 0.79 4.55 Flows To SWM 2 26 10,342 4.55 5.00 AREA 17 Flows To SWM 2 27 3,336 4,240 457 38 2.41 2.41 5.00 AREA 18 168 3.58 0.90 4.05 33,272 0.76 4.05 5.00 AREA 19 25,776 15,498 0.95 0.82 195 16 1.28 1.28 5.00 AREA 20 Flows To SWM 2 32 33,285 201 16 1.32 1.32 5.00 AREA 21 227 6.93 0.90 4.05 134 16 0.84 6.62 6.62 AREA 22 49.36 4 0.90 2.37 285 20 1.80 6.88 6.88 AREA 23 382 2.89 0.90 5.95 5.95 5.95 AREA 24 584 2.89 0.90 7.12 7.12 7.12 AREA 25 463 2.89 0.90 6.46 6.46 6.46 AREA 26 291 6.93 0.78 5.19 93 3 1.05 6.24 6.24 AREA 27 264 6.93 0.79 4.92 4.92 5.00 AREA 28 293 2 0.90 5.71 5.71 5.71 AREA 29 207 2 0.90 4.94 4.94 5.00 AREA 30 236 2 0.82 5.73 5.73 5.73 AREA 31 150 10.5 0.90 3.15 402 64 1.71 4.86 5.00 AREA 32 150 2 0.9 4.31 4.31 5.00 AREA 33 150 2 0.9 4.31 4.31 5.00 AREA 50 321 2 0.90 5.94 5.94 5.94 AREA 51 321 2 0.90 5.94 5.94 5.94 AREA 52 321 1 2 1 0.90 1 5.94 5.94 1 5.94 4.) POST -DEVELOPED LAND CLASSIFICATIONS AND RUNOFF COEFFICIENTS (USED TO DETERMINE POST -DEVELOPED RUNOFF CONDITIONS FOR THE STORM SEWER AND THE 2 ANALYSIS POINTS) NOTES. A.) REFERENCE SHEETS C-26 AND C-27. B.) AREAS ARE IN SQUARE FEET. POST -DEVELOPED DRAINAGE AREAS AND RUNOFF VALUES WOODED AREA (GRADE >5%) PAVED AND ROOF AREAS CULTIVATED AREAS PASTURE (GRADE NOT USED (GRADE >5%) >5%) NOT USED NOT USED NOT USED SET NUMBER: 5 DRAWN BY: JBS AREA NO. 0.30 0.90 0.70 0.45 0.00 0.00 0.00 0.00 TOTAL ACRES COMPOSITE C COMMENTS 1 23,429 76,073 2.28 0.75 Flows To SWM 1 2 8,787 17,873 0.61 0.77 Flows To SWM 1 3 25,660 16,470 0.97 0.82 Fbws To SWM 1 4 30,088 0.69 0.90 Flows To SWM 1 5 26,806 0.62 0.90 Fbws To SWM 1 6 23,302 0.53 0.90 Flows To SWM 1 7 15,274 0.35 0.90 Flows To SWM 1 8 20,300 0.47 0.90 Flows To SWM 1 9 23,541 0.54 0.90 Flows To SWM 1 10 37,138 0.85 0.90 Flows To SWM 1 11 10,272 0.24 0.90 Flows To SWM 1 12 52,087 1.20 0.90 Flows To SWM 1 14 5,481 0.13 0.90 Flows To SWM 1 15 4,896 3,774 0.20 0.81 Flows To SWM 1 16 2,902 3,735 0.15 0.79 Flows To SWM 1 17 13,870 0.32 0.90 Flows To SWM 1 18 5,850 0.13 0.90 Flows To SWM 2 19 3,043 0.07 0.90 Flows To SWM 2 20 4,947 0.11 0.90 Flows To SWM 2 21 11,935 0.27 0.90 Flows To SWM 2 22 6,597 0.15 0.90 Flows To SWM 2 23 35,407 0.81 0.90 Flows To SWM 2 24 66,255 1.52 0.90 Flows To SWM 2 25 46,835 1.08 0.90 Flows To SWM 2 26 10,342 14,912 0.58 0.78 Flows To SWM 2 27 3,336 4,240 0.17 0.79 Flows To SWM 2 28 19,787 0.45 0.90 Flows To SWM 2 29 33,272 0.76 0.90 Flows To SWM 2 30 25,776 15,498 0.95 0.82 Flows To SWM 2 31 11,941 0.27 0.90 Flows To SWM 2 32 33,285 0.76 0.74 Flows To SWM 2 33 15,464 25,111 0.93 0.78 Flows To SWM 2 50 46,954 1.08 0.90 ROOF DRAIN/SWM1 51 40,891 0.94 0.90 ROOF DRAIN/SWM1 52 49,938 1.15 0.90 ROOF DRAIN/SWM1 �L_2G_o7 ENGINEERS SURVEYORS PLANNERS ASSOCIATES P.O. BOX 4119 1402OiembdwPlme Lynchb�r�,vA24-M ChwhamwUk VA n"I Pho * .316.60!0 rti : 434.9!4.2700 �.wwn@0cw•.� DESIGNED BY: JBS PROJECT: FINAL SITE PLAN GAZEBO PLAZA ALBEMARLE COUNTY VIRGINIA SET NUMBER: 5 DRAWN BY: JBS DRAWING NUMBER: C-26 TITLE: STORMWATER MANAGEMENT CALCULATIONS REVIEWED BY HFW SHEET NUMBER: 27 OF 44 WWA NUMBER: 205151.05 FILE NAME: C-26.DW� DISCIPLINE: CIVIL SCALE: . NA NA V. V DATE: 3113106 6.) INLET COMPUTATIONS NOTES: A.) A TIME OF CONCENTRATION WAS NOT USED TO COMPUTE THE INTENSITIES. PER ALBEMARLE COUNTY CODE A DEFAULT INTENSITY OF 4 IN/HR WAS USED. Stormwater Inlet Computations INLET REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 INLET TIME (TO MIN RAIN FALL (110) IWHR CURB INLETS ON GRADE 2 REVISED STORM PIPE SIZES JBS 2/7/07 CAPA- CITY (FULL) CFS VEL (DESIGN) FPS FLOW TIME SEC VEL (DESIGN) FPS 3 CURB SAO INLETS ONLY REMARKS C N e>A • O vz V a L ix • 4 N� O Q OI ` 0 • K � t (A ; C ; i ei ; 8 1 W g o w w X Z Fi w M > W W + rCL ) 1I)W II ! J I• eCc A I � a � o. � V ;,, L 1.08 q � I J 1 W 06 j 02, .2 « J 6.18 511.00 510.70 20.00 1.50 12.00 0.009 6.32 9.35 2.14 RD -51 0.94 0.90 0.85 0.85 5.94 6.37 5.41 511.00 510.50 20.00 2.50 12.00 0.009 8.16 11.28 1.77 RD -52 1.15 0.90 1.04 1.04 D1 DI -3C 18.0 510.50 2.28 0.78 1.71 4.00 6.54 6.32 6.64 2.14 1.78 14.62 2.00 9.31 D2 D3 0.61 0.77 0.47 3.15 5.24 6.59 20.76 507.41 506.23 037 OA2 0.64 6.00 17.60 SAO 02 DHC 6.0 6.62 0.61 0.77 0.47 4.00 1.88 0.013 1.88 7.65 1.36 TD 52 TO SMH-21 2.00 0.90 0.05 0.05 5.94 6.37 0.32 509.49 509.31 33.20 0.62 15.00 0.013 028 OA2 0.40 SAO 2.94 SAO 03 DI -4C 8.0 6.37 0.97 0.82 0.80 4.00 3.20 15.00 3.20 8.37 1.34 12.74 2.00 0.06 0.90 1 0.05 0.05 5.94 6.37 1 0.32 509.49 509.00 1 93.90 1 0.55 1 15.00 036 OA2 0.00 IIAS 7.63 SAO D4 DI -4B 10.0 5.94 0.69 0.90 0.62 4.00 2.40 1 0.73 2AO 1.15 2.86 6.73 2.00 0.30 8.33 2.91 0.73 0.28 14.00 13.08 9.69 1.03 1.00 2A8 0.00 1 15.00 1 0.013 1 16.19 1 5.27 1 2.28 GRADE D6 DI.413 10.0 0.62 0.90 0." 4.00 2.24 2.24 1.39 3.00 5.52 2.00 0.36 6.33 2.33 021 0.26 13.00 14.11 9.39 1.06 1.00 2.24 0.00 GRADE Di DI -4B 10.0 0.83 0.90 OAS 4.00 1.92 0.69 1.92 1.92 2.42 9.90 2.00 0.34 8.33 3.44 0.79 0.28 14.00 13AS 9.97 1.00 1.00 1.92 0.00 D5 D6 0.62 0.90 0.56 GRADE D7 DI -3C 4.0 498.20 0.35 0.90 0.32 4.00 1.28 55.15 1.28 14.59 1.18 12.72 2.00 034 OA2 0.67 6.00 1.13 SAG D8 DI -4B 10.0 0.35 0.47 0.90 0.42 4.00 1.4S 2.13 1.68 2.00 2.31 5.31 2.00 0.38 8.33 3.61 0.83 0.29 14.0 14.34 9.19 1.09 1.00 1.44 0.00 GRADE D9 DI -48 12.0 0.64 0.90 0.49 4.00 1.96 D8 1.96 2.07 2.15 6.10 2.00 0.33 6.33 327 0.77 0.29 14.80 13.31 10.36 1.16 1.00 1.96 0.00 11.87 GRADE D70 DI -48 14.0 0.85 0.90 0.77 4.00 3.06 3.08 2.3S 2.50 9.94 2.00 0.29 8.33 3.33 0.72 0.28 14.00 12.58 1332 1.04 1.00 3.06 0.80 0.80 36.00 0.013 59.82 8.96 GRADE D11 DI -4C 6.0 1.20 0.90 1.08 4.00 4.32 4.32 3.15 2.00 D9 D10 0.54 0.90 0.49 0.36 OA2 OAS 6.00 5.10 SAG 184.92 1.66 36.00 0.013 86.17 11.97 15.45 503.04 8.72 D10 SMH24 0.85 0.90 D23 01-48 12.0 5.47 0.81 0.90 0.73 4.00 2.92 36.00 2.92 1.50 3.48 6.27 2.00 0.32 8.33 2.39 0.76 0.26 13.00 13.34 11.10 1.08 1.00 2.92 0.00 GRADE D24 DI -3C 10.0 D11 1.52 0.90 1.37 4.00 5.48 6.14 5.48 48.15 3.48 493.36 2.00 1.29 36.00 0.013 75.96 11.55 4.29 501.99 7.99 0.38 OA2 0.80 1 6.00 6.57 SAG D25 DI -3C 10.0 1.08 0.90 0.97 4.00 3.88 3.88 SWM1 1.50 2.00 7.63 9.67 5.44 41.51 489.79 484.70 63.67 7.99 36.00 0.013 189.04 21.75 026 0.42 0.42 6.00 9.12 SAG 029 DI -3C 8.0 0.76 0.90 0.66 4.00 2.72 2.00 2.72 0.013 1.36 10.62 2.00 SMH25 SMH26 18.11 476.80 025 0.42 0.60 6.00 6.86 SAO 030 DI -3C 4.0 22.51 0.95 0.82 0.78 4.00 3.12 3.12 1.36 475.35 2.00 68.47 0.50 30.00 0.013 29.08 6.34 10.80 511.93 27.33 025 OA2 0.60 4.00 7.25 SAG D31 DI -3C 16.0 0.27 0.90 024 4.00 0.96 0.96 D25 1.36 1.08 2.00 0.97 0.97 5.95 6.36 1 6.17 501.00 500.64 72.01 0.50 18.00 0.013 7.45 025 OA2 0.60 6.00 0.26 SAG D16 DI -48 10.0 2.34 0.20 0.81 0.14 4.00 0.64 88.18 1 0.64 8.00 2.00 1.65 2.00 1.21 6.33 4.17 1.00 0.29 14.50 16.80 8.54 1.17 1.00 0.64 0.00 499.80 498.89 181.79 0.50 36.00 GRADE D14 DI -313 8.0 507.10 0.16 0.79 0.12 4.00 0.48 0.48 7.75 2.00 1A9 2.00 1.34 8.33 4.17 1.00 0.29 14.00 16.50 7.50 1.07 1.00 DAB 0.00 0.95 0.90 0.86 0.86 5.00 GRADE D18 DI -36 8.0 150.02 0.13 0.90 0.12 4.00 0.46 24.20 0.48 5.97 2.00 1.57 2.00 1.27 8.33 4.17 1.00 0.29 14.50 16.50 6.83 1.15 1.00 OAS 0.00 16.04 5.41 52.68 513.72 5.66 GRADE D14 DI.46 8.0 0.24 0.13 0.90 0.12 4.00 0.48 505.94 0.48 8.00 2.00 1AS 2.00 1.35 8.33 4.17 1.00 0.29 14.50 16.60 7.57 1.04 1.00 OAS 0.00 18.24 505.74 505.64 59.64 0.17 GRADE D17 DNB 12.0 14.10 0.32 0.90 0.29 4.00 1.16 0.90 1.16 9.00 2.00 225 2.00 0.89 6.33 4.17 1.00 0.29 14.50 16.80 11.36 1.06 1.00 1.16 0.00 SMH17 0.30 0.90 0.27 3.60 GRADE D19 DI -36 8.0 503.74 0.07 0.90 0.06 4.00 0.24 6.59 0.24 8.00 2.00 1.14 2.00 1.75 8.33 4.17 1.00 0.29 14.50 16.50 6.64 1A1 1.00 0.24 0.00 0.013 69.43 12.82 6.64 514.62 GRADE D20 01-38 8.0 0.11 0.90 0.10 4.00 0.40 498.69 0.40 8.00 2.00 1.39 2.00 1.44 8.33 4.17 1.00 0.29 14.50 16.50 7.01 1.14 1.00 OAS 0.00 11.21 491.60 491.21 77.95 GRADE D21 DI -38 12.0 5.61 0.27 0.90 0.24 4.00 O.N6 0.96 8.33 2.00 1.91 2.00 1.05 8.33 4.17 1.00 0.29 14.50 16.50 1025 1.17 1.00 0.94 0.00 'Includes Flow From Trench Drain GRADE D22 DI -38 10.0 0.15 0.90 0.14 4.00 0.56 0.54 8.33 2.00 1.66 2.00 1.28 8.33 4.17 1.00 0.29 14.50 16.50 8.17 122 1.00 0.66 0.00 0.013 13.16 4.28 14.97 504.00 GRADE D26 DI -3C 8.0 0.58 0.78 OAS 4.00 1.90 496.80 1.80 94.38 1.00 18.00 2.00 9.99 3.51 26.89 504.79 7.99 D26 SMH11 0.58 0.79 0.46 0.46 6.24 023 OA2 0.55 6.00 3.50 SAG D27 DWB 8.0 4.65 0.17 0.79 0.13 4.00 0.52 0.52 221 2.00 1.96 2.00 1.03 8.33 4.17 1.00 0.28 14AO 16.80 5.32 1.50 1.00 0.52 0.00 GRADE D29 DI -3C 6.0 0.74 0.90 0.68 4.00 2.72 2.72 j 2.00 j 2.00 029 OA2 0.69 6.00 3.97 SAG 030 DI -3C 2.0 0.15 0.95 0.82 0.78 4.00 3.12 15.66 3.12 488.84 2.00 1.86 2.00 0.013 30.94 10.03 2.79 498.00 8.64 D21 D19 0.27 0.90 0.24 0.97 029 OA2 0.69 6.00 5.09 SAG 031 DI -3C 12.0 68.69 0.27 0.90 0.24 4.00 0.96 D20 0.94 0.90 2.00 1.03 2.00 6.04 17.43 470.42 469.89 34.33 1.54 24.00 0.013 28.15 9.58 3.58 478.06 029 OA2 0.69 9.00 0.93 SAG D32 DI -4C 2.0 1 18.01 0.38 0.90 0.34 1 4.00 1.36 1 0.013 1.36 8.21 2.00 478.00 2.00 D17 SMH14 0.32 0.90 0.29 1.42 7.31 5.98 19.70 468.99 468.20 137.83 029 OA2 0.69 6.00 0.19 1 SAO 033 DI -4C 12.0 SMH14 0.30 0.90 027 4.00 1.06 6.67 1.08 465.00 2.00 91.68 2.00 18.00 0.013 7.95 2.92 31.40 473.48 8.48 D16 SMH14 0.15 0.90 0.14 029 0.42 0.69 6.00 0.69 SAG 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 INLET TIME (TO MIN RAIN FALL (110) IWHR RUNOFF Q10 CFS INVERT ELEVATIONS 2 REVISED STORM PIPE SIZES JBS 2/7/07 CAPA- CITY (FULL) CFS VEL (DESIGN) FPS FLOW TIME SEC VEL (DESIGN) FPS 3 UPDATED STORM PIPE DESIGN JBS 3/23/07 2 3 INCRE- MENT ACCUM- ULATED NO REVISION BY I DATE I NO. REVS I BY I DAT THOFP DAVID M. JENSEN k No. 11484 9 fORAL �&ti 7.) STORM ROOF DRAIN COMPUTATIONS: NOTES: THESE COMPUTATIONS DEAL WITH THE THREE BUILDINGS PROPOSED FOR THIS SITE. ALL RUNOFF IS COORDINATED TO FLOW TO THE REAR OF THE BUILDING, TO DOWNSPOUTS, AND TO AN UNDERGROUND PIPE SYSTEM. CALCULATIONS FOR THE ROOF DRAINS (RD) AND THE TRENCH DRAINS (TD) ARE INCLUDED BELOW. 8.) STORM PIPE COMPUTATIONS: STORM PIPE DESIGN FROM POINT AREA DRAIN "A" ACRES RUN- OFF COEF C RUN- OFF COEF C INLET TIME (TO MIN RAIN FALL (110) IWHR RUNOFF Q10 CFS INVERT ELEVATIONS LENGTH FT SLOPE % DIA IN MANNING'S n CAPA- CITY (FULL) CFS VEL (DESIGN) FPS FLOW TIME SEC VEL (DESIGN) FPS CA ROOF DRAIN LEADERS INLET DEPTH (H) FT 1 2 3 INCRE- MENT ACCUM- ULATED UPPER END LOWER END 8 9 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 RD -50 1.08 0.90 0.97 0.97 5.94 6.37 6.18 511.00 510.70 20.00 1.50 12.00 0.009 6.32 9.35 2.14 RD -51 0.94 0.90 0.85 0.85 5.94 6.37 5.41 511.00 510.50 20.00 2.50 12.00 0.009 8.16 11.28 1.77 RD -52 1.15 0.90 1.04 1.04 5.94 6.37 6.62 510.50 510.20 20.00 1.50 12.00 0.009 6.32 9.34 2.14 6.74 14.62 517.50 9.31 D2 D3 0.61 0.77 0.47 3.15 5.24 6.59 20.76 507.41 506.23 203.49 0.58 RD -52 TO SMH-21 1.15 0.90 1.04 1.04 5.94 6.37 6.62 510.50 510.00 34.30 1.65 15.00 0.013 8.32 7.65 4.48 TD 52 TO SMH-21 0.05 0.90 0.05 0.05 5.94 6.37 0.32 509.49 509.31 33.20 0.62 15.00 0.013 5.10 2.35 14.13 RD -51 TO D2 0.94 0.90 0.85 0.85 5.94 6.37 5.41 510.50 509.00 93.90 1.67 15.00 0.013 8.37 7.37 12.74 TD -51 TO D2 0.06 0.90 1 0.05 0.05 5.94 6.37 1 0.32 509.49 509.00 1 93.90 1 0.55 1 15.00 1 0.013 4.80 1 2.25 1 41.73 TD -50 TO D3 0.02 0.90 0.02 0.02 5.94 6.37 0.13 509.49 508.50 1 138.90 1 0.73 1 15.00 1 0.013 5.53 1 1.90 1 73.11 RD -50 TO SMH-22 0.06 0.90 1 0.05 0.05 5.94 6.37 0.32-T 510.50 510.00 1 12.00 1 6.25 1 15.00 1 0.013 1 16.19 1 5.27 1 2.28 8.) STORM PIPE COMPUTATIONS: STORM PIPE DESIGN FROM POINT TO POINT AREA DRAIN "A" ACRES RUN- OFF COEF C INCRE- MENT CA ACCUM- ULATED INLET TIME (TO MIN RAIN FALL (110) IN/HR RUNOFF 010 CFS INVERT ELEVATIONS UPPER LOWER END END LENGTH FT SLOPE % DIA IN MANNING'S n CAPA- CITY (FULL) CFS VEL (DESIGN) FPS FLOW TIME SEC TOP INLET ELEVATIONS FT INLET DEPTH (H) FT 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 20 21 SMH-21 D1 1.08 0.90 0.97 0.97 5.94 6.37 6.18 509.11 508.39 123.11 0.58 18.00 0.013 8.02 5.09 24.19 516.33 7.22 D1 D2 2.28 0.75 1.71 2.68 5.00 6.67 17.88 508.19 507.61 98.53 0.59 30.00 0.013 31.59 6.74 14.62 517.50 9.31 D2 D3 0.61 0.77 0.47 3.15 5.24 6.59 20.76 507.41 506.23 203.49 0.58 30.00 0.013 31.32 6.93 29.36 517.50 10.09 D3 SMH23 0.97 0.82 0.80 3.95 5.73 6.43 25.40 506.03 505.51 77.16 0.67 1 30.00 0.013 33.66 7.66 10.07 516.87 10.84 SMH22 SMH23 0.02 0.02 7.16 6.02 0.12 510.93 510.02 90.70 1.00 15.00 0.013 10.08 2.82 32.16 517.40 6.47 SMH23 *'D4 3.95 3.97 7.70 5.88 23.34 503.30 501.40 263.42 0.72 30.00 0.013 34.90 7.74 34.03 517.60 14.30 " TC IS NOW BASED OFF OF ROOF DRAIN SYSTEM LONGER TC D4 D5 0.69 0.90 0.62 4.59 8.27 5.75 26.39 501.20 500.32 109.48 0.80 36.00 0.013 59.82 8.32 13.16 512.34 11.14 D5 D6 0.62 0.90 0.56 5.15 8.49 5.69 29.30 498.20 497.40 117.34 0.68 36.00 0.013 55.15 8.04 14.59 510.92 12.72 D7 D6 0.35 0.90 0.32 0.32 5.00 6.67 2.13 504.47 503.15 51.79 2.55 18.00 0.013 16.82 6.61 7.84 510.51 6.04 D6 D8 0.53 0.90 0.48 5.95 8.73 5.64 33.56 497.20 495.80 157.89 0.89 36.00 0.013 63.09 9.20 17.16 509.07 11.87 D8 D9 0.47 0.90 0.42 6.37 9.02 5.58 35.54 495.60 494.52 134.45 0.80 36.00 0.013 59.82 8.96 15.01 505.78 10.18 D9 D10 0.54 0.90 0.49 6.86 9.27 5.52 37.87 494.32 491.25 184.92 1.66 36.00 0.013 86.17 11.97 15.45 503.04 8.72 D10 SMH24 0.85 0.90 0.77 7.63 9.53 5.47 41.74 491.05 489.99 88.07 1.20 36.00 0.013 73.26 10.87 8.10 497.81 6.76 D11 SMH24 1.20 0.90 1.08 7.63 6.14 6.31 48.15 494.00 493.36 49.56 1.29 36.00 0.013 75.96 11.55 4.29 501.99 7.99 SMH24 SWM1 7.63 9.67 5.44 41.51 489.79 484.70 63.67 7.99 36.00 0.013 189.04 21.75 2.93 502.35 12.56 SWM1 SMH25 18.11 477.10 477.00 5.00 2.00 30.00 0.013 58.16 10.62 0.47 SMH25 SMH26 18.11 476.80 475.55 250.39 0.50 30.00 0.013 29.08 6.34 39.49 507.16 22.51 SMH-26 OUTFALL 18.11 475.35 475.01 68.47 0.50 30.00 0.013 29.08 6.34 10.80 511.93 27.33 D25 D24 1.08 0.90 0.97 0.97 5.95 6.36 1 6.17 501.00 500.64 72.01 0.50 18.00 0.013 7.45 4.79 15.03 506.30 5.30 D24 D23 1.52 0.90 1.37 2.34 7.12 6.03 14.11 500.44 500.00 88.18 1 0.50 24.00 0.013 16.04 5.86 15.05 505.80 5.36 D23 SMH18 0.81 0.90 0.73 3.07 7.37 5.97 18.33 499.80 498.89 181.79 0.50 36.00 0.013 47.29 6.36 28.58 507.10 7.30 D30 D31 0.95 0.90 0.86 0.86 5.00 6.67 5.74 512.45 510.94 150.02 1.01 18.00 0.013 10.59 6.20 24.20 517.08 4.63 D29 D31 0.76 1 0.82 0.62 1.48 5.73 6.43 9.52 508.06 506.63 285.01 0.50 24.00 0.013 16.04 5.41 52.68 513.72 5.66 D31 SMH16 0.27 0.90 0.24 2.58 6.61 6.17 15.92 506.43 505.94 98.06 0.50 24.00 0.013 16.04 5.94 16.51 515.45 9.02 *SMH16 D32 0.45 0.90 0.41 2.99 6.89 6.10 18.24 505.74 505.64 59.64 0.17 36.00 0.013 27.57 4.23 14.10 513.69 7.95 D32 D33 0.38 0.90 0.34 3.33 7.13 6.03 20.08 505.44 504.94 99.29 0.50 30.00 0.013 29.08 6.49 15.30 515.00 9.56 D33 SMH17 0.30 0.90 0.27 3.60 7.39 5.96 21.46 504.74 503.74 199.99 0.50 30.00 0.013 29.08 6.59 30.35 517.09 12.35 SMH17 SMH18 0.27 3.87 7.90 5.83 22.56 505.54 503.11 85.12 2.85 30.00 0.013 69.43 12.82 6.64 514.62 9.08 SMH18 SWM2 6.94 8.01 5.81 40.32 498.69 498.67 5.00 0.40 36.00 0.013 42.30 6.94 0.72 512.22 13.53 SWM2 SMH13 11.21 491.60 491.21 77.95 0.50 24.00 0.013 16.04 5.61 0.72 SMH13 1 D22 5.00 11.21 491.01 489.36 70.29 2.35 24.00 0.013 34.77 10.01 7.02 509.09 18.08 'Includes Flow From Trench Drain D27 SMH12 0.17 0.79 0.13 0.13 5.00 6.67 0.87 498.00 497.00 64.08 1.56 18.00 0.013 13.16 4.28 14.97 504.00 6.00 SMH12 SMH11 0.13 0.13 5.25 6.58 0.86 496.80 495.95 94.38 0.90 18.00 0.013 9.99 3.51 26.89 504.79 7.99 D26 SMH11 0.58 0.79 0.46 0.46 6.24 6.28 2.89 493.00 492.00 134.04 0.75 18.00 0.013 9.12 4.65 28.83 502.00 9.00 SMH11 D22 0.59 0.59 5.00 6.67 3.94 490.80 489.56 165.93 0.75 24.00 0.013 19.64 4.96 33.45 504.10 13.30 D22 D21 0.15 0.90 0.14 0.73 6.88 6.10 15.66 489.36 488.84 28.00 1.86 24.00 0.013 30.94 10.03 2.79 498.00 8.64 D21 D19 0.27 0.90 0.24 0.97 6.93 6.08 17.11 488.64 470.62 196.53 9.17 24.00 0.013 68.69 18.42 10.67 498.00 9.36 D19 D20 0.07 0.90 0.06 1.03 7.11 6.04 17.43 470.42 469.89 34.33 1.54 24.00 0.013 28.15 9.58 3.58 478.06 7.64 D20 D17 0.11 0.90 0.10 1.13 7.17 6.02 18.01 469.79 469.09 68.79 1.02 24.00 0.013 22.91 8.21 8.38 478.00 8.21 D17 SMH14 0.32 0.90 0.29 1.42 7.31 5.98 19.70 468.99 468.20 137.83 0.57 30.00 0.013 31.05 6.80 20.27 478.60 9.61 D18 SMH14 0.13 0.90 0.12 0.12 5.00 6.67 0.80 465.00 464.48 91.68 0.57 18.00 0.013 7.95 2.92 31.40 473.48 8.48 D16 SMH14 0.15 0.90 0.14 0.14 6.14 6.31 0.88 468.10 468.00 11.70 0.85 18.00 0.013 9.71 3.46 3.38 473.50 5.40 SMH14 SMH15 1.68 5.00 6.67 22.42 464.30 464.13 31.79 0.53 30.00 0.013 29.94 6.80 4.68 474.10 9.80 D14 D15 0.13 0.9 0.12 1.80 5.00 6.67 12.01 469.44 469.28 32.56 0.49 30.00 0.013 28.79 5.68 5.73 478.12 13.12 D15 SMH15 0.20 0.9 0.18 1.98 5.00 6.67 13.21 469.08 468.72 71.56 0.50 30.00 0.013 29.08 5.87 12.19 479.19 11.09 SMH15 OUTFALL 1.98 5.00 6.67 35.63 463.93 463.00 153.84 0.60 36.00 0.013 51.80 8.03 19.16 495.29 30.99 SET NUMBER: 5 DRAWING NUMBER: C-27 SHEET NUMBER: 28 OF 44 DESIGNED BY: is PROJECT: FINAL SITE PLAN ENGINEERS SURVEYORS PLANNERS ASSOCIATES GAZEBO PLAZA ALBEMARLE COUNTY VIRGINIA DRAWN BY: �S TITLE: STORMWATER MANAGEMENT CALCULATIONS REVIEWED BY: HFW P.O. DOX %VA29 1402(3nvWk VA LyncYb�r6, VA 24302 (arlw�ilM, vA 21f01 Pho :434.316.6060PYoM:434.904MO0 ��•• .•a�� •. WWA NUMBER: 205151.05 FILE NAME: C-27.DWG DISCIPLINE: CIVIL SCALE: V. NA NA V: DATE: 3113106 SET NUMBER: 5 DRAWING NUMBER: C-27 SHEET NUMBER: 28 OF 44 9.) STORMWATER MANAGEMENT CALCS FOR FACILITIES 1 AND 2. �Y�AIJ13 IM,T-11, fl Drainage Area Pre- Development = 20.0 ac Post -Development = 13.45 ac Ground Cover and C -Factor Pre -development: Forest C = 0.30 Post -development: Pavement + Roof = 10.73 ac C = 0.90 Cultivated = 2.72 ac C = 0.70 C ost=(10.73ac)(0.90)+(2.72acX0.70)=0.86 T 13.45ac Time of Concentration Pre -development (hyo parts): 1) Seelye Method for Overland Flow T,y = 0.225L042so 1901 o L= 15011 S = 0.068 C = 0.30 Tc, 10.25 min 2) Kirpich Method for Shallow Concentrated Flow T, •,= 0.00094811'0 "L 1 1 a H=21011 L = 1846 ft T,•,= 6.1 min l,. 10.25 + 6.1= 16.35 min (Pre -Developed) Post -Developed - See Post -Developed Time of Concentration Table on Dwg C-28 l,. = 7.07 min (Post -Developed) Intensity (VSMII Appendix 4D -Albemarle County IDF) 2 yr (t, = 16.35 min) = 3.2 in/hr 10 yr (t, = 16.35 min) = 4.3 in/hr 100 yr (t, = 16.35 min) = 5.8 in/hr SWM Area 2 Drainage Area Pre -Development = 4.58 ac Post -Development = 9.10 ac Ground Cover and C -Factor Pre -development: Residential = 4.58 ac C = 0.45 Post -development: Pavement + Roof= 6.9 ac C = 0.90 Cultivated = 2.2 ac C = 0.70 C post = (6.9ac)(0.90)+(2.2ac)(0.70) = 0.85 P 9.lac Time of Concentration Pre -development (t%vo parts): 1) Seep a Method for Overland Flow TC, = 0.225L0 also ,n(-, o L = 150 S=0.1 C = 0.45 T;•/= 6.35 min 2) Kirpich Method for Shallow Concentrated Flow T, , = 0.00094811-0 "L 1 1' H=140ft L= 1.11611 T,;=4.03 min 1, Tc, + Tc2 = 10.38min (Pre -Developed) Post -Developed - See Post -Developed Time of Concentration Table On Dwg C-28 1,. = 7.12 min (Post -Developed) Intensity (VSMH Appendix 4D -Albemarle County IDF) 2 yr (t,= 10.38 min) = 4.1 in/hr 10 yr (t,= 10.38 min) = 5.4 in/hr 100 yr (t, = 10.38 min) = 7.0 in/hr Rational Method Q = CIA (Allowable Discharge) 2 yr: Q2 = (0.30)(3.2 in/hrx20 ac.) = 19.2 cfs 10 yr: Q,o = (0.30x4.4 in/hrX20 ac.) = 26.4 cfs 100 yr:Q,00 = (0.30x5.8 in/hrX20 ac.) = 34.8 cfs Modified Rational Direct Solution: (VSMH p. 5-23) 1) Define 2 -year critical storm duration. 2CAa(b - t, 14) T =,,2 - b 9.2 C = 0.86 A = 13.45 ac t,= 7.07 min qo2 = 19.2 cfs a2 = 106.02 b2= 15.51 2(0.86)(13.45x106.02)(15.51- 7.07) Td2 = 19.2 4 -15.51= 26.39 min 2. Solve for the 2 -yr critical storm intensity. 12 _ a2 = 106.02 = 2.531n / hr b+TJ2 15.51+26.39 3. Determine 2 -yr Peak Inflow Qi2 = C/2A = (0.86)(2.53)(13.45) = 29.26cfs 4. Determine the 2 -yr required storage volume 1'2 = Q,2Td2 + Q,21, _ 9.2 Td2 _ 39„2tc 4 2 4 Q,2 = 29.26 cfs C = 0.86 A = 13.45 ac Td2 = 26.39 min I, = 7.07 min qo2 = 19.2 cfs 12 = 1.(29.26)(26.39)+ (29.26X7.07) - (19.2)(26.39) _ (3)(19.2)(7.07)lL�, L 4 2 4 z=28.126c Rational Method Q = CIA (Allowable Discharge) 2 yr: Q2 = (0.45X4.1 in/hrX4.58 ac.) = 8.45 cfs 10 yr: Q,o = (0.45X5.4 in/hrX4.58 ac.) = 11.13 cfs 100 yr: Q,00 = (0.45X7 in/hrX4.58 ac.) = 14.43 cfs Modified Rational Direct Solution: (VSMH p. 5-23) 1) Define 2 -year critical storm duration. 2CAa(b - t, l 4) Td2 = - b 9.2 C = 0.85 A=9.1 ac t,= 7.12 min qo2 = 8.45 cfs a2 = 106.02 b2= 15.51 2(0.85X9.1X106.02X15.51- 7.12) T12= 8.45 4 -15.51=36.11 min 2. Solve for the 2 -yr critical storm intensity. 1 _ a2 _ 106.02 = 2.05in / hr 2 b+Td2 15.51+22.9 3. Determine 2 -yr Peak Inflow Qi2 = C/2A = (0.85X2.05X9.1) = 15.86cfs 4. Determine the 2 -yr required storage volume 1'2 = Q;2Td2 + Q12t, _ 9.2Td2 _ 39.21c60 4 2 4 ] Q;2 = 15.86 cfs C = 0.85 A= 9.1 ac Td2 = 36.11 min to=7.07 min qo2 = 8.45 cfs 1.2 = (15.86)(36.11)+ (15.867.07) - (8.45X36.11) _ (3)(8.45X7.07)10 2 = 11,628 cf 5. Determine 10-yrTdio C = 0.86 A = 13.45 ac to=7.07 min goio = 26.4 cfs aio = 161.60 b,o = 18.73 (2X0.86X13.45X161.60X18.73- 7.07) Td,o =26.4 4 -18.73 = 30.3 min 6. Solve for /,o _ a,o 161.60 _ /10 3.3in/hr b,o+Td,o 18.73+30.3 min- 7. Solve for Qi,o Q.=C/,oA=(0.86)(3.3in/hr)(13.45ac)=37.2cfs 8. Solve for 10 yr storage volume. Q;io = 37.2 cfs C = 0.86 A = 13.45 ac Tdio = 30.3 min T�=7.07 min Q0 10- 226.4 cfs 110 =(37.2)(30.3)+ (37.2x7.07) _ (26.4x30.3) - (3X26.4X7.07) 1. LL 4 2 4 Fy i o = 39,178 cf Rautiue Summary The post -development discharges for the 2 -year and 10 -year storms are less than the pre -development discharges. AddkionaNy, freeboard is provided above the 100 -yr WSE. Q2p..t (13.66 cfs) < Q4, (19.2 cfs) Qrs,,..t (15.62 cfs) < Qlo ,. (26.40 ch) 100 -yr WSE - 483.3 5. Determine 10 -yr Tdio C = 0.85 A= 9.1 ac tr=7.12 min q.io = 11.13 cfs a,o= 161.60 b,o = 18.73 (2x0.85)(9.1)(161.60)(18.73- 7.12) Td,o = 11.13 4 -18.73 = 42.9 min 6. Solve for /,o _ a,, _ 161.60 /10 2.6in/hr b,o+Td,o 18.73+42.9 min = 7. Solve for Qi,o Q;,o = C110A = (0.85x2.6in / hrx9. lac) = 20.1 I cfs 8. Solve for 10 yr storage volume. Qi to = 20.11 cfs C = 0.85 A=9.1 ac Tdio = 42.9 min T,=7.12 min Q. 10 = 11.13 cfs ROUTING SUMMARIES Modified Rational Method (Trapezoidal Inflow Hydro`raphs): Design (Td = 27 min) 2 -Year Storm: Q2 = 13.66 cfs T, = 7.07 min Td = 27 min Maximum Storage = 16.557 of Peak Elevation = 481.46 10 -Year Storm: Qio = 15.62 cfs T, = 7.07 min Td = 27 min Maximum Storage = 21.731ef Peak Elevation = 482.12 100 -Year Storm: Q100 = 18.11 cfs T, = 7.07 min Td = 27 min Maximum Storage = 31,218 of Peak Elevation = 483.3 Iteration I (Td = 26 min) 2 -Year Storm: Q2 = 13.99 cfs T� = 7.07 min Td=26 min Maximum Storage = 17.291 cf Peak Elevation = 481.55 10 -Year Storm: Qio = 17.94 cfs T, = 7.07 min Td = 26 min Maximum Storage = 30.506 cf Peak Elevation = 483.20 100 -Year Storm: Q,00 = 32.43 cfs T, = 7.07 min Td = 26 min Maximum Storage = 38,482cf Peak Elevation = 484.16 V10 =1.(20.1 1)(42.9) + (20.11) 4 (7.12) _ (11.13 42.9) - (3)(11.13)(7.12)0 V,o = 36,022 cf Routing Summary The post -development discharges for the 2 -year and 10 -year storms are reduced to their pre -development discharges. Additionally, freeboard is provided above the 100 -year WSE. 10.) OPEN CHANNEL COMPUTATIONS FOR STORMWATER CONVEYANCE CHANNELS NOTES: A.) THESE CHANNELS ARE LABELED ON EROSION AND SEDIMENT CONTROL DRAWING NUMBER C-32. Q2p..t (8.83 cfs) Q2pr, (8.45 cfs) Q10p.N (9.90 cfs) Qrspre (11.11 cfs) 100 -yr WSE - 497.63 OPEN CHANNEL COMPUTATIONS ROUTING SUMMARIES Modified Rational Method (Trapezoidal Inflow Hydrographs): Design (Td = 36 min) 2 -Year Storm: Q2=8.83 cfs T� = 7.12 min Td = 36 min Maximum Storage = 10,770 cf Peak Elevation = 495.83 10 -Year Storm: Q,o=9.9cfs Tc=7.12 min Td = 36 min Maximum Storage = 14.371 cf Peak Elevation = 496.59 100 -Year Storm: Qioo = 11.37 cfs T, = 7.12 min Td=36 min Maximum Storage = 19,536 cf Peak Elevation = 497.63 Iteration I (Td = 35 min) 2 -Year Storm: Q2 = 9.02 cfs T� = 7.12 min Td = 36 min Maximum Storage= 11.353 cf Peak Elevation = 495.95 10 -Year Storm: Q,o = 10.73 cfs T, = 7.12 min Td = 35 min Maximum Storage = 17,552 cf Peak Elevation = 497.23 100 -Year Storm: Qioo = 11.83 cfs T,=7.12 min Td = 35 min Maximum Storage = 20.459 Peak Elevation = 497.81 Iteration 2 (Td = 28 min) 2 -Year Storm: Q2 = 13.34 cfs Tc = 7.07 min Td = 28 min Maximum Storage = 15,857 cf Peak Elevation = 481.76 10 -Year Storm: Qio = 14.67cfs Tc = 7.07 min Td = 28 min Maximum Storage = 18,856 cf Peak Elevation = 481.76 100 -Year Storm: Qloo = 18.15 cfs Tc=7.07 min Td=28 min Maximum Storage = 31,364 cf Peak Elevation = 483.80 Iteration 2 (Td = 37 min) 2 -Year Storm: Q2=8.65 cfs Tc 7.12 min Td = 37 min Maximum Storage = 10,226 cf Peak Elevation = 495.71 10 -Year Storm: Q10=9.86 cfs Tc=7.12 min Td = 37 min Maximum Storage = 14,197 cf Peak Elevation = 496.55 100 -Year Storm: Q100 = 11.08 cfs Tc=7.12 min Td = 37 min Maximum Storage = 19,006 cf Peak Elevation = 497.52 SEGMENT ID INCREMENTAL C INCREMENTAL DRAINAGE AREA (AC) C * A TC (MIN) 12 (INIHR) Q2 (CFS) SLOPE ('M CHANNEL GEOMETRY LINER MATERIAL V2 x R2 n ALLOWABLE VELOCITY 2 -YEAR VELOCITY (FPS) 110010 (IN/HR)(FPS) (CFS) 10 -YEAR DEPTH (FT) MAX CHANNEL DEPTH (FT) REMARKS INCREME ACCUMUL NTAL ATED BZ1 Z2 CHANNEL 1 0.30 5.52 1.66 1.66 14.70 3.48 5.78 13.000 0.0 2.0 2.0 EC -3 Type A 1.74 0.050 7.00 5.25 4.59 7.62 0.82 2.00 VELOCITY OK DEPTH OK �1 FIFE Slin MME. Q#LVAN11= PLAN (SWAM PLAN NO. REVISION BY CHANNEL 2 NO. REVISION BY DATE 0 BARS0- 4'-t0' • r C -C C -C EACH MIAY 'N �� JOINT ALL FOUR SDES H W CH MIRY (FROMAREA 14) 0.90 0.13 0.12 0.12 5.00 5.18 1 0.62 17.000 0.0 3.0 3.0 EC -3 Type B 0.38 0.050 10.00 3.08 6.67 0.80 0.28 3.00 VELOCITY OK DEPTH OK (FROMAREA 15) 0.81 0.20 0.16 0.28 5.00 5.18 1.45 17.000 0.0 1 3.0 3.0 EC -3 Type B 0.64 0.050 10.00 3.81 6.67 1.87 0.39 3.00 VELOCITY OK DEPTH OK (FROMAREA 16) 0.86 0.15 0.13 0.41 5.00 5.18 2.12 17.000 0.0 3.0 3.0 EC -3 Type B 0.82 0.050 10.00 4.20 6.67 2.73 0.45 3.00 VELOCITY OK DEPTH OK (FROM AREA 17) 0.90 0.32 0.29 1 0.70 5.00 5.18 3.63 17.000 0.0 3.0 3.0 EC -3 Type B 1.14 0.050 10.00 4.80 6.67 4.67 0.55 3.00 VELOCITY OK DEPTH OK (FROM AREA 18) 0.90 0.13 0.12 0.82 5.00 1 5.18 4.25 17.000 0.0 3.0 3.0 EC -3 Type B 1.26 0.050 10.00 5.01 6.67 5.47 0.58 3.00 VELOCITY OK DEPTH OK (FROMAREA 19) 0.90 0.07 0.06 0.88 5.00 5.18 4.56 17.000 0.0 3.0 3.0 EC -3 Type B 1.32 0.050 10.00 5.08 6.67 5.87 0.60 3.00 VELOCITY OK DEPTH OK (FROMAREA 20) 0.90 0.11 0.10 0.98 5.00 5.18 5.08 17.000 0.0 1 3.0 3.0 EC -3 Type B 1.41 0.050 10.00 5.23 6.67 6.54 0.63 3.00 VELOCITY OK DEPTH OK (FROMAREA 21) 0.84 0.27 0.23 1.21 5.00 5.18 6.27 17.000 0.0 3.0 3.0 EC -3 Type B 1.61 0.050 10.00 5.51 6.67 8.07 0.68 3.00 VELOCITY OK DEPTH OK (FROMAREA 22) 0.90 0.15 0.14 1.35 5.00 5.18 6.99 17.000 0.0 3.0 3.0 EC -3 Type B 1.72 0.050 10.00 5.65 6.67 9.00 0.70 3.00 VELOCITY OK DEPTH OK (FROMAREA 26) 0.58 0.78 0.45 1.80 5.00 5.18 9.32 17.000 0.0 3.0 3.0 EC -3 Type B 2.06 0.050 10.00 6.08 6.67 12.01 0.79 3.00 VELOCITY OK DEPTH OK (FROM AREA 27) 0.79 0.17 0.13 1.93 5.00 5.18 10.00 17.000 0.0 3.0 3.0 EC -3 Type B 2.15 0.050 10.00 6.19 6.67 12.87 0.81 3.00 VELOCITY OK DEPTH OK (FROM AREA 59) 0.90 0.72 0.65 2.58 5.00 5.18 13.36 17.000 0.0 3.0 3.0 EC -3 Type B 2.58 0.050 10.00 6.66 6.67 17.21 0.90 3.00 VELOCITY OK DEPTH OK (FROM SWM2) 0.90 9.10 8.19 10.77 1 5.00 5.18 55.79 17.000 0.0 3.0 3.0 1 EC -3 Type B 6.31 0.050 10.00 9.53 6.67 7.25 0.65 3.00 VELOCITY OK DEPTH OK CHANNEL 3 (FROM AREA 60) 0.70 1.40 0.98 0.98 5.00 5.18 5.08 6.300 0.0 3.0 3.0 EC -3 Type A 1 1.17 1 0.050 1 7.00 1 3.60 6.67 1 6.54 1 0.75 1 3.00 1 VELOCITY OK DEPTH OK I I I I I I I I I I t I I I ** Stt UKAWING NUMdLH C -Z5 FUR AREAS 14, 15, 16, 17, 18, 19, 20, 21, 22, 26, 27, 59 & 60. -_1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 •4E� 0 0' C -C __2 UPDATED OPEN CHANNEL COMPUTATIONS AND SWM ELEVATIONS MWS 3/23/07 Y DImam A A B B •T J AP,/� - ii IrXW MW HAMMAIE CLOTH__ 17 QALVNN?Q£DAFTER ��•liAUI;E p OF lllt]SUECI MIN P E l �1 FIFE Slin MME. Q#LVAN11= PLAN (SWAM PLAN NO. REVISION BY DATE NO. REVISION BY DATE DES,GNEiY: PROJECT: OF Ad s FINAL SITE PLAN r' ENGINEERS DRAWN BY: GAZEBO PLAZA A& SURVEYORS JS ALBEMARLE COUN VIRGINIA ► DAVID M. JENSEN > PLANNERS TITLE: REVIEWED BY. STORMWATER MANAGEMENT CALCULATIONS .oho No. 11484 11.-Z6 _ �-� ASSOCIATES HFW &PRECAST SPRING BOX DETAIL vw + ► P.O. BOX 4119 1402 OoabrW Plus tDNikLGti 3 6 �zMt WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: .�.2W 205151.05 C-28.DWG CIVIL V. NA 3/13/06 SET NUMBER: 5 DRAWING NUMBER: C-28 SHEET NUMBER: 29 OF 44 s -t PC •4E� 0 0' C -C Y DImam A A B B •T J AP,/� - ii IrXW MW HAMMAIE CLOTH__ 17 QALVNN?Q£DAFTER ��•liAUI;E p OF lllt]SUECI MIN P E l �1 FIFE Slin MME. Q#LVAN11= PLAN (SWAM PLAN () 0' AIA. 0 BARS0- 4'-t0' • r C -C C -C EACH MIAY 'N �� JOINT ALL FOUR SDES H W CH MIRY t*EA IN NTH AASM So DIA '•• !. j t3' 2'-0' X 2'-0' • i3�AR=� EMtOPENING ;. OPENING . MAE1D • IEaINiD IN d0 IAIDAIOMN� UP SECTION B -B SECTION A -A REAM FM �MD'AMON' OON EN 70 BE 4000 PSI MINIMUM COW ES9VE 111E1107M. REINFORCIING STEEL IN A-615 &AARS). WANCE YN7H A.S.T.AI. PIPE OPENING AS REQUIRED 4' MIH, 0' MAX. LARGER THAN O.D. PIPE 011MENStONS SHOW ARE MINIMUM. ACTUAL MEAS R110ME 173 MAY VARY MATH MANUFACTURER'S TOLERANCES. Mello PRECAST SPRING BOX 105 VAN" DEPARTMENT OF TRANSPORTATION 110.02 DES,GNEiY: PROJECT: OF Ad s FINAL SITE PLAN r' ENGINEERS DRAWN BY: GAZEBO PLAZA A& SURVEYORS JS ALBEMARLE COUN VIRGINIA ► DAVID M. JENSEN > PLANNERS TITLE: REVIEWED BY. STORMWATER MANAGEMENT CALCULATIONS .oho No. 11484 11.-Z6 _ �-� ASSOCIATES HFW &PRECAST SPRING BOX DETAIL vw + ► P.O. BOX 4119 1402 OoabrW Plus tDNikLGti 3 6 �zMt WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: .�.2W 205151.05 C-28.DWG CIVIL V. NA 3/13/06 SET NUMBER: 5 DRAWING NUMBER: C-28 SHEET NUMBER: 29 OF 44 WATER QUALITY CONTROL AND DETAILS WATER QUALITY IS OBTAINED BY USING A CARTRIDGE STORMFILTER BY CONTECH AND A BIOFILTER. BELOW IS A SUMMARY OF REMOVAL EFFICIENCY AND SIZING CALCULATIONS. THE AVERAGE REQUIRED REMOVAL FOR THE SITE IS 65% SWM 1 REMOVAL SUMMARY SWM Propd Dminege Ales Desipna0on Srnmw. MoMmurR F.0, 01 L nCTI p t-` e.pn. 1 In Parr, L - IP(PIPI'/1] I I C(AP.M I (Eta - ti I M nwn lleaN CMI= Rv. D, w. O.MM TIr a0v sTd1A0E wE PI •I.wSO- cm.dM NOW. D.9 6•( ) I P•»m Nn.•war.. E'ORATfD !E HIIOND P w.r p"AA..IIm..S In uIWWe PIE OIYWaC lA%w A PW.d.0 M •em In cubed &Mr n•. •. IEZTATgx tt5.fW1m ESO 11WAtIwIT #(pIF"llbb c P&INni..embn moil P FPR MIDI[.W. 10/1 m 11/]0 M w:rAax AM' e]D AaeAs w IINW 1 W.qM.p ID RR MIa]CMaI xmm 1 TALL MMM" Trim v npMM Ines. dura In W. D ow lmp.v..e.• AIIM35b1a11]Y27 N/A MT rMem.lplr. L01Irl-1. LIP•) RYD•E FINIMC IIIAW %NI rwrwldld"Iry. w'ixaerO JA L: IPPLYHO ICN M IWID OXCE flQI »O ImMMwtev.r Compexft. I»bw In r4 am. 4.q /M AlTlae or HWD W. MESOrOmD1 IATDI (OPRPL•>,I "< wwRI.M M. po.lbvlopm.m M. RUY Lmgm WWI_ .M., L..Nrn VMR wddl 0 D 0 (aPtlddU M IWb ONDE M yfNl YRMO D o wWIl1bN w rylpapr ;it o V.170Pluwry. LNyn wain re wddd LNIpR wMM Iw Nlla]I nA* p1w A YF/R 0 0 0 0 "-11 0 W�.%S o o 0 i 0 M SP�aaIOftIR6 p 41.0 y.YO 3.X0 PMYIeq Ld. M. t AI.. ] Pie.3 Nw. M. I M.3 AM 3 N... -"- 0'aw.a1 ... Ne.wO ." C MN MN•• I N..2 wd0' A NMN .. I x Mtlde Ptc1L Fal ADPIYWIm SEDaID7rs 0 D e,»o,a7o. e..w ew+swwT+'>RP o.D.m. a slMclae• An. ..oast Ar wddY 0 0 0 a o "AAI 0 we4o a,ea AalyNp•7.Jy. tv An. .y.. yen er]cW1IVIN IUI .4104. Y.,ay%ry'{.D.M. 0 A0.G INq A. N.N, 0.025. 0 PnlIN"I 0.n• 0 01nm Y.pNbn M" M.. I Anse 2 Iva 3 M. I /w x NY 3 0 ., .<:,6 ImgMoa Com NPmI 11Mw RN v Dm s»I ]M" Mwb«n•nl lF«Uwlapm.nl M.• Won lonwm..'.. P%1 IM: C 1 I' I"") L(ml LMe.I FIR %RR Me Try• 0,m I.w 141% aM Ie.w 51,72 32.73 al%'.. Dnod r AM 0.w I,w oY 0w 2a m.M ]1]P M pYabpw .wanomr 0.0 1.w 1% 0..0 2.03 A.Ta wn M DOr M•%I,Ind •W elua R lope..'M pI.nn1 .e alaq Imp.rvbu.wy.ra ]qp c 1 IMn)• '11(m) LMn) LIMA) r %RR Me Try. Om abM 023 few 5172 N.N Ism D MµwrR Ar 0.25 an M om zN "M M.75 w%;D In,W.w W0wmc. am a85 1% Ow 2.83 w.X 27.15 Me, Pxr MeY lad 2 REMOVAL SUMMARY anonv.nla er cDmpwYMn. F«W«Y.IeW ].4 ,wnrwCa.ryvir Pnwdlan CN•nnrr'. Mid.•a Si.TM•MNC CONTECH SIZING SUMMARY SWM 1 CARTRIDGE CALCULATION SWM 2 CARTRIDGE CALCULATION P. au... rY.• NY"rib An,e. IYrq. . wONTE0�` M.p.w Me.M'n D. P.e.a via-Rlltl/II1t191��`� Sizing Summary 4. PnydDnm,M DepyflYdl 9wmaa«Naynr. F• O Gazebo Plaza t Volow Bood Stone~ SWIM - War QWlryoYala Dow «wn ma...... qr.w. L•PlreMnll G•PI]I StoT a1tt TRall]IMt Svs16M-SizJna Pmpcsel as ..' ] M nwn nw•[wrM. r•005.ONln MIL, ry .n.11.mm emwrin.ww. of on f roveled ...I Y.«va•n•. www+en..r w.ew�r• • TaN AnIoI 1345 Pwv.nnww...wMw awr..r. Iala� A7N 1. tJ.45 awe• Arsa2-9.10•rn. 0.•In •w..r P.rr I .Y• vne.vasx a•Iw ew.�rPw•••1 # •r Pywwnrn.m, qlw lP M•X Pwpnv• ]aN Mw.hlr••I M ewl�•Yaaw.M •A T•YI4•eh4vnl • ybr Bn.rl•nw O r YPwwpewr b�' An"I-12.73 s. MM 2. 8.65 Gass ..ww•<.•a.•••. AI•w"I t].» ".r. v.r.r.�Nw lsq zDa w�P... -.Ap •.N ]r•r r•ylu•wnn.•.•n wq.0.e'•r.wn.. w•• nIP]'M vrM7 •w•TM•.I•e P+M•1 # vr.l �wmN mnw. L� I r. LPn • WYr Am OwI Vdlrrw eNw<7. ,]wl . w.»en' A.w 2. 29.81M.1? Mw.<•r cawr.wc a.r M.rc•.wriL coo •n air•mwe«wr «wwr.••MV•I.wl•rnM • Ra%Ok19 aGenCy-AbrtIMe C01FIlY *wANS•PN O Twluw u.wr....M..law w Ntb FmrWwr..11•Ia.r.M O awluw rrrwMr•Y"r. M.b ]F FbcM»a. U•ael • Uw M7•IYrY./I..la a •• wN•Ir"A. ww.r�w..w 1] rr •ry. ry.W » I+rnw•rr dews bad wrn mwdd .4w •r�rY•Mw.+aR .]• RaaY Lwi]R YR". t•n]w •Wv.l ~ . M•W .w Lw1.lY1 awf Y..r WL.•a 6W A•w Yo 0 Design rMftI Qpa91 • 1 a' Ib.ww FRY• rMm•Y, nl I.w C.wNps OPa•aU•q aa. rr • 7.S tIPM (JB PINwd.Mw lied rr.9IN oriplOMY pr b wrAwml Aerr.r.. c.Ylw., Mil w n•.'M•ser' ur].1%I •# 0 0 Maele•pwalYLply(wAC Ilr.rl•r Fr uwynM Y D....r• Iwpn Nva . 0 I«an eta . .rw+w v..w • DW lel%Wre aw,I,Vvwa -2.0' xrwrwlwwl.•..N•. Ir ,wwa.r.�rv]w a.rrraeawm%.aMr I" �AL,� CONTECH' •x'wna.Yaarwlc I YI/VA, Ia H' A rapLa 0 .. YY.ww.r.wr.cc.•w..la...r e M. •]#a PMRNPFFNINNW SRINIMMaTgR w. c.+Ylw.w. •n �STOIMYITI811 Mrtor%w w. x .] rafm arybnl www" a winker M awNr redargewb� ItlwY MW Mr am". The I"vwO�v.N�,wa ow r TTONS.. wrarevw�,.%. %.al l.r L/5(MLiIONi awr.r. Swn w lydlr b/ Ma•Ip wrw•rr V.0 M I.IaaY111s0 ealwid0sa. IYItlI to omaAww end IAneYvrw••, wa lrM urn Mllwll "el�e'w .�a.n.m. er401mwm ]I%IpA' .un• 0 abalb PaMMrlb walwaaaeh%Onwb. I Im"Ift. Ind;;;; Oar. rw%.o.•vwr...%o- x." m» e•aw•I •rw o dto TabmlFllr syr. b Yee In weala neat PadllO•e by rn weir 4M' III 9Mne o .AIa wdo w,mo lnl w b Yee tIN. E e b M alaela n%w bel] .Alin, N w dss was b h Sbmleaw MwrprrrN, bc. dwgr mr.r. EarArM� aw nrwlDd nddeb M IoW marl (lad a Tss, r PIa.dA rr ne er'errrw eY,+rwP. oa. Relalpr. on. 0 9a11rrE wan air Ma n n rnlPYtrre rr, I"Yg M paDm%an aTow. TM nnUn d MiepM Aem. ew.e Ai. A Ispbee b r cw d Riad bW npbr..er e M cYaAIwO, w • a.dDM a tie best Ilra M rr M PRECAST 10'x64'-6" "" �" s' PRECAST 10'x37'-6" "" ElEVA s. rrYya..w.]aWIInl'woai ] ° PWlmt4'Na] na 0 rnwaer OM10M IRW bnpA'w tr alr9aaM m" ,u v x41 Frbme,r,wawa"p dealslrame,aa„baalanalaMwWwasw: VOLUME STORMFILTER VOLUME STORMFILTER b Oto b mM /M nlw btl rrN•s.rt. W Cn acwl.anpdrb tNM uM1tlMa IetS • pnseo MY•,p.. v w Ww'.g4.5' 6Cuban Sbm " W An,* 1 ne a Wffx3]3' Bw Car11 SWnFaw W Alae 21w TOT SITE AWA 13.45 9.10 R7o'. 4w.1- mdre dne tVII. TM •IAm*W wr d My aryrm, con gre M e•raw b h Icbalb, r www MPEIMDIA MFA 12.78 NFERVAM AREA 8.65 *Wee" T%e LaltatbbmlpaNabWYlrarq tw vra ane Melrl.la pLaltalq. WATER OlVI VOLUME 3 39.27 r q 1 re rmlrw.rlleos)wN....r N.n nwnlewmwnrwr.. rN WATER QtMl71Y VOLUME R'•3 6519 I -505 DO a w4ann C Yw1• enol Iynl 1M r .w Aa TI.• TM wafer Olwlly YOF•iN nRI.1 G rose WrYewr a dw S FIIW. Plew..olr M pie VolaM OF CARMIDOES AWAIED 154 ♦ .4ea.Ta x - - + + wsa5.D7 OF CARTROM RET UI ED 104 m # m• •a I]r w w1. .»j r.4rm+Aa SW ft npm*2.0'aOapwl.rwurse OdnYmlInbinvwllM. p.a I.. w o" 2. Iad I1N r;Orla.]ImwrnAr MEDIA TYPE ZPG MEDIA TYPE ZPG ab Lr I% IN 2N all 1111 wi aLM41 «•..Ia Maw b -QA w2a' stn. I.E aIATERML GAIMER PIPE [MTA IE M1TEMIL DMMETER rrwYwwmow rr The SbmIFM raaukm leper mabNwraa b Oprr• •awaaN- TM a%waba .na•Iwlardr MEET PPE 1 484.7 RCP 36' wwrwww7r �.w. INLET PIPE 1 496.67 RCP 36' rrw�wra�-M II.I.amMa Yaawwmrawr•rN •Nernst N 12-18 mPWr•, X0 ney vary depending m .rewllf ed she wFlwlens. CONTECH e r I".I• Moot 14el Mwb Io SM Maryr RII.Ef PPE 2 RII.Ef PPE 2 PEMEIFR OIt111 to •r Ne Da 'm w# a" M DnaIP+dA- SWmwlw Sddbn dbn M mer men. Ms b al d w OWN. w eel w a cmndps PERI ETER GRIM YES / NO nwI. •% •r ].. aN I7w I' .A awavarww.Y.m acneWe prawn b r'Idele M.v Pn9iese nwwawrxa. pleme a w CONTECH Sbmrwr OUTLET PPE 477.0 DI 30' (INSTALLED � AOR) YE$ / NO OUTLET WE 497.9 DI 24' •r n ea ]N a# an In. wrbatae Sax1Da1%Inc.aMvgar IonWmen ivsmwvl wlas nerd. NOTES/SPECIAL REQUIREMENTS: NOId/WECAL FAMARINERM COntacMlwmWar.<wn .r rNaY dorYwMa.•.....w�rem. rn.w�..me arav a.wa.«.. •r.uws.r>a9 r>.r,aw..o......w m...•r +rw %9.•Na. .. ra.nri TM+.•wN.ne r. •%Mw GROUTED LANDSCAPE STONE WEIR NIS 1L 2 BIOFILTER DETAIL - 6" P.V.G. Cl FANOUT NTS BIOFILTER ELEV.w 4 1 UNDERDRAIN (RAVEL (AMSHTO M43. )r-1' WRAPPED IN FILTER FABRIC PROVIDE 6 -MCN PIPE ALONG ENTIRE LENGTH BIOFILTER PROFILE (TYP) NTS ora 1 - sTORMFILTER - PLAN VIEW T 30' I MANWAY COVER (TYP) a PIPE r - S10RMNGTEIt•- (TYP) Ape FLOOR BAY 1 PUCE BY CONTRACTOR 4'x3' ACCESS HATCH (TYP) MANWAY INLET 30' 0 MANWAY COVER (TYP)� II II e' I INLET PIPE MANIFOLD /CONTRACTOR OUTLET PIPE 2 TO SWM i Box CULVERT SToRMFiLTER - SECTION- " 1 RECOMMENDED MAINTENANCE SCHEDULE FOR BIOFILTER (Eta - ti I I TIr a0v sTd1A0E wE alx 6•( ) rY[C. "b RPM1 fT09M ViYL YpTILY YMIIIT E'ORATfD !E HIIOND Tom' A KAW PIE OIYWaC lA%w IEZTATgx tt5.fW1m ESO 11WAtIwIT #(pIF"llbb a PIPE r - S10RMNGTEIt•- (TYP) Ape FLOOR BAY 1 PUCE BY CONTRACTOR 4'x3' ACCESS HATCH (TYP) MANWAY INLET 30' 0 MANWAY COVER (TYP)� II II e' I INLET PIPE MANIFOLD /CONTRACTOR OUTLET PIPE 2 TO SWM i Box CULVERT SToRMFiLTER - SECTION- " 1 RECOMMENDED MAINTENANCE SCHEDULE FOR BIOFILTER RECOMMENDED MAINTENANCE SCHEDULE FOR BIOFILTER aagllWa ItT11ap Nttwby Tat w M saw! feenownevir la[ 41' M HM alx RIME ISI ISI rY[C. "b RPM1 fT09M ViYL YpTILY YMIIIT IMb/N NIO IOIADpA)I! w ALL OMD AM OrAaw !E HIIOND Tom' A KAW 5/fa ./m .wD OIYWaC lA%w IEZTATgx tt5.fW1m ESO 11WAtIwIT #(pIF"llbb 10/1 m 11/]0 M w:rAax AM' e]D AaeAs w IINW ynlDevtll rednfn MIa]CMaI xmm 1 TALL MMM" Trim 1NMMwL n N/A NEI.• M Dl4A9EWIM�M RYD•E FINIMC IIIAW JA L: IPPLYHO ICN M IWID OXCE flQI »O yw" /M AlTlae or HWD MESOrOmD1 IATDI (OPRPL•>,I ro 11e1¢ T£va we O w P1.rT W7T]aL Axel TNC "/2 AT TC AMMIKMY IFlDI µT AppnWYlt 1µC!1 ]Dem (aPtlddU M IWb ONDE M yfNl YRMO m w FAP( Dw m FplRlml w1oQTa•F Mn Nlbl A/IOK Ile MMI wlPLF1m M xep wWIl1bN w rylpapr N/A a7]Im MlEll PC w' WM p1w A YF/R M W�.%S M SP�aaIOftIR6 IEMAfrE Na D61CaMi Pf IWID N/A eTIf7L•Q nRm ftAm M WRE Ptc1L Fal ADPIYWIm SEDaID7rs vwa% IA7xIxLr %DxnAr SWM2 - STORMFILTER - PLAN VIEW SCAM N.TS 1 4'x3' ACCESS HATCH (TYP)� FT�'TI OUTLET BAY T FINISH FLOOR-/ CARTRIDGE BAY (BY CONTRACTOR) (GENERAL NOTES OUTLET PIPE CAST -IN STEP (TYP) OUTLET PIPE VOLUME STORMFILTER -COVER PUN 2 TO SWM 2 a N.Ts 1 1.) BOX CULVERT STORMFILTER BY CONTECH STORMWATER SOLUTIONS PORTLAND. OREGON (800.548.46417). 2.) ALL STORNFILTERS REQUIRE REGULAR MAINTENANCE REFER TO CONTECH'S OPERATION AND MAINTENANCE GUIDELINES FOR DETAILS. 3.) PRECAST CONCRETE VAULT PANELS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM 0657. 4.) IINLLEETTRANNDD OOUTTTLpLETTA SPSIIEEP�II(NtG TO BE SPECIFIED BY ENGINEER (SEE THIS 7PLAN CSSEryT)) AATND PROVIDED p BY CONTRACTOR. 5.) CONTRACTOR TO Fdle0LALLPRAPPROPRRIIATE PROCEDURES %S SENVtE STR�UCIIIRE IS WATERTNiITDEO BY PRECASIER. 6.) SSTROORNIFILLTGGELR1AAppCEpALaIRFrITI��R5IID,,GAESSpAND VAULT TTEESIHALL BE (INSTALLED PER CONTECH STORMWATER SOLUTIONS SPECIFICATIONS AND 7.) PRECAST SRMWFILTER EQUIPP6WWIiH PITPE BLOCHWT� FLED NB -M-TJET LOCATIONS 8.) DETAIL REFLECTS DESIGN INTENT ONLY. ACTUAL VAULT DIMENSIONS AND CONFIGURATION WILL BE SHOWN ON THE aOM%Vrn(YA O MA% _ 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 _ DESIGNED BY.. PROJECT: SET NUMBER: 2 REVISED CONTECH STORMFILTER JBS 2/7/07 TH OP Dr , JBS FINAL SITE PLAN 5 3 REVISED CONTECH STORMFILTER JBS 3/23/07 'Q+� ENGINEERS DRAWN BY: GAZEBO PLAZA SURVEYORS ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: DAVID M. JENSEN PLANNERS JBS TITLE: ND. 11484REVIEWED BY: C-30 /2-L6-o'j ASSOCIATES HFW STORMWATER MANAGEMENT DETAILS AND NOTES oma, yo aox4119 Hmo.mYrer• SHEET NUMBER: +9.970NAL L,"..Sai"al"]o A;A WWA NUMBER: FILE NAME: DISCIPLINE: S� L A DATE: In -NO. REVISION BY DATE NO, REVISION BY DATE ^��•w' 205151.05 C-31.DWG CIVIL V. NA 3/13/06 31 OF 44 ISI • CARTRIDGE �I ISI ISI _ III III,II Ililll.ill.IILIILIII_111_Ill.11l.lilaill „ i T FINISH FLOOR-/ CARTRIDGE BAY (BY CONTRACTOR) (GENERAL NOTES OUTLET PIPE CAST -IN STEP (TYP) OUTLET PIPE VOLUME STORMFILTER -COVER PUN 2 TO SWM 2 a N.Ts 1 1.) BOX CULVERT STORMFILTER BY CONTECH STORMWATER SOLUTIONS PORTLAND. OREGON (800.548.46417). 2.) ALL STORNFILTERS REQUIRE REGULAR MAINTENANCE REFER TO CONTECH'S OPERATION AND MAINTENANCE GUIDELINES FOR DETAILS. 3.) PRECAST CONCRETE VAULT PANELS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM 0657. 4.) IINLLEETTRANNDD OOUTTTLpLETTA SPSIIEEP�II(NtG TO BE SPECIFIED BY ENGINEER (SEE THIS 7PLAN CSSEryT)) AATND PROVIDED p BY CONTRACTOR. 5.) CONTRACTOR TO Fdle0LALLPRAPPROPRRIIATE PROCEDURES %S SENVtE STR�UCIIIRE IS WATERTNiITDEO BY PRECASIER. 6.) SSTROORNIFILLTGGELR1AAppCEpALaIRFrITI��R5IID,,GAESSpAND VAULT TTEESIHALL BE (INSTALLED PER CONTECH STORMWATER SOLUTIONS SPECIFICATIONS AND 7.) PRECAST SRMWFILTER EQUIPP6WWIiH PITPE BLOCHWT� FLED NB -M-TJET LOCATIONS 8.) DETAIL REFLECTS DESIGN INTENT ONLY. ACTUAL VAULT DIMENSIONS AND CONFIGURATION WILL BE SHOWN ON THE aOM%Vrn(YA O MA% _ 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 _ DESIGNED BY.. PROJECT: SET NUMBER: 2 REVISED CONTECH STORMFILTER JBS 2/7/07 TH OP Dr , JBS FINAL SITE PLAN 5 3 REVISED CONTECH STORMFILTER JBS 3/23/07 'Q+� ENGINEERS DRAWN BY: GAZEBO PLAZA SURVEYORS ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: DAVID M. JENSEN PLANNERS JBS TITLE: ND. 11484REVIEWED BY: C-30 /2-L6-o'j ASSOCIATES HFW STORMWATER MANAGEMENT DETAILS AND NOTES oma, yo aox4119 Hmo.mYrer• SHEET NUMBER: +9.970NAL L,"..Sai"al"]o A;A WWA NUMBER: FILE NAME: DISCIPLINE: S� L A DATE: In -NO. REVISION BY DATE NO, REVISION BY DATE ^��•w' 205151.05 C-31.DWG CIVIL V. NA 3/13/06 31 OF 44 4' 70 TYPICAL PIT -PLANTED SHRUB DETAIL Wr 70 stony ■w f i I T— PLANTING NOTES: 1. CONTRACTOR MUST VERIFY THE CORRECT LOCATION OF ANY EXISTING UTILITES WHICH ARE UNDERGROUND, PRIOR TO INSTALLATION. THE CONTRACTOR SHALL CALL MISS UTILITY (1-800-552-7001) A MINIMUM OF 48 HOURS PRIOR TO CONSTRUCTION. 2. IF SYNTHETIC WRAPPING MATERIAL IS USED ON ANY ROOT BALL, REMOVE ENTIRELY. 3. ALL MAJOR TREES AND SHRUB MASSES SHALL BE STAKED IN THE FIELD PRIOR TO INSTALLATION. 4. ALL PLANT BEDS SHALL BE MULCHED WITH A 3" LAYER OF MULCH WITHIN 24 HOURS OF PLANTING. THIS SHALL BE SHREDDED HARDWOOD BARK AND SHALL COVER THE ENTIRE PLANTING BED. THE EDGE OF THE PLANT BED SHALL BE CONSTRUCTED SO THE MULCH LEVEL DROPS 2" BELOW THE ADJACENT GRADE. 1 1 REVISED PER COUNTY & ACSA COMMENTS SWB 1 11/17 NO. I REVISION I BY I DATE I NO. T1 WC& ME PUININVG DETAIL OVER 2-1/2' GILDER Ww~ TYPICAL GROUND COVER & SHRUB BED DETAIL WT TO SCAa SHRUBBERY: MINIMUM SPACING 10 FT., MINIMUM SINGLE ROW. ROOT MAT SHOULD REMAIN CLEAR OF THE SUBSURFACE DRAIN. 13 ft. I ELEV 816.00' 4" PERFORATED HDPE 4 — 1/2" DIA HOLES EVERY 1' 3 ft. FILTER FABRIC 45 ft. X 18 ft RN EMERGENCY SPILLWAY FILTER FABRIC 10% LEAF MULCH 20% TOPSOIL 80% LUCK STONE BIOMIX STORMWATER MANAGEMENT SWALE/BIO-RENTENTION FILTER NTS VDOT No.57 STONE PER PLANTINGS APPROPRIATE AS DESIGNATED BY THE CITY OF LYNCHBURG ZONING ORDINANCE. DESIGNED BY: PROJECT: FINAL SITE PLAN SET NUMBER: OP / 5 r ENGINEERS GAZEBO PLAZA SURVEYORS DRAWN BY: ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: DAVID M. JENSEN � PLANNERS SWB TITLE: No. 11484 REVIEWED BY. BIOFILTER DETAILS C -30A /Z-2 6-�'� ASSOCIATES HFW - o SHEET NUMBER: P.O. BOX 4119 1402 Oreembriu PWw f►d LyneYbur�VA24302 arler».IlwvAn�o1 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DA S`yTONAL Pbm: 434.31 434."4.noo H: NA 31 A OF 44 BY DATE 205151.05 C-30A.DWG CIVIL V. NA 3/13/06 INORTN \ \ tD °RS BOTTOM OF 8ASIN ELEV = `\ BASIN CREST \ MP RI CULVE INV �4*2. \ .5 . \ I WIDTH = 8' UCTURE OUT 44 .00' \ - \\�AANTI - ".�� 450.00' DETAIL EROSION & SEDIMENT CONTROL LEGEND I I ( , ( ' \ –� \\ \ \\ \ `^ \ sso �� \ �� ►� NOT ALL SYMBOLS MAY BE USED SAFETY FENCE CE Ycn SAF ww= aos sT�Aewz — �AnaaHi noAo CRS sir FENM '5,,o I r orecnaH IP pVq�i as DD I � / _ \� / / \ \ i\ `�`' I � \ � —_ �� \ � � �� \ \� — — — — _ _— — ❑pFlLL VER51YON FD O / \ -OF-WAY IEMPORMY Po61T e— Do- -46 gws9aN DV _— 3.14 �7E a1RBA4N $B 4?0 TEMPORARY SEDIMENT TRAP _ _ _� _ \ iOTAL� \�_ _ — ❑ m�wannAnY �D `4-S O��CLEARIND ` _ _ a1s %aPe diAw D17TURBEQ G —� I s.n CsmmWATER M%SYMCE SCC O ounrr PRorecnaN OP 0 itlPRAP RR 62 I I II SB + _ ` / �� / azo Rocx aea DAMS CD y' suresAce nowxENInc TEMPORARY SEEDM EEj,IERGENCY —� / — J J ase PERMANENT s�r+c PS 11 1111 U x — / / / �� /{' ILL.WAY sa1L srAewJZAnaN / /// — — _ BLNINEIS ! MATTING II\V\ $Ef ELOW UP - 1 a 1 DETAIL THIS IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED a3o ousrcoNma RAPDC – SHEET. SCALE: 1" 60' aa3 TREE PRon:cnaN O �- 1 1 1 1 60' 0 60' 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 DESIGNED BY: PROJECT: SET NUQp MBER: 2 REVISED LIMITS OF DISTURBANCE SWB 2/7/07 Dr� MWS FINAL SITE PLAN 5 WA ENGINEERSDRAWN BY: GAZEBO PLAZA SURVEYORS SWB ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: DAVID M. JENSEN PLANNERS TITLE: No. 11484 C REVIEWED SY: EROSION AND SEDIMENT CONTROL PLAN - PHASE I C-31 b iz-2G-off ASSOCIATES HFW G roeoxuu um au.r�.re SHEET NUMBER: toN.L oti W a � N A i wwA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: NO. REVISION BY DATE NO. REVISION BY DATE 205151.05 C-32.DWG CIVIL V.. NA 60 3/13/06 32 OF 44 Table 15: Sediment Basin design (spec 3.14) t } route 1 Thm to peak IM*+I Hydrograph type = Reservoir Peak discharge = 0.10 cfs i E Hyd. Volume Sediment Basin design 1 11 42,769 MN. 11MN:4LLMIAY i'IMTMOVT CREST Of EMERGENCY SPILLWAY drainage area (acres) 24.86 0.10 1 basin volumes: (using 1' contour intervals) ( no DESIGN HIGH WATER (25 -YR. STORM EUV.) 449.54 elevation (ft) contour area (sf) volume(cy) OX gazebo.gpW 442 ° 0 _ -------- 1. --------- 443 3170 58.7 RISER CREST 444 6371 236.0' 445; 96051 533.61 .... :.. ........ _. wcr sTORAoc ..................... 446 12870 953.3 447 16168'1497.0 448 19498; 2166.41 (S°wEr""�"'r sro`�iw°c`E'TRm ED 449'; 228591 2963.2' TO 34 C.Y./ ACRE) 450 26253 j 3889.3 wet storage: wet storage required (cy) (67*DA) 1665.6 design high water 449.41 dewatering orifice elevation (ft) 447.26' top of dam (ft) 451.41 wet storage provided at this elevation (cy) 1671.0; top width of dam (ft) 6.0 available volume before cleanout (cy) (33*DA) E 820.4 bottom of basin (ft) 0.0 cleanout elevation (ft) 445.T approx. bottom dimensions: ' O'x79T distance from cleanout to orifice (ft) (> 11) ! 1.6; upstream face sl P � ' E 2:1 downstream face slope: 3:1 dry storage: dry storage required (cy) (67*DA) 1665.6; baffles: ; i no principle spillway crest (ft) 449.41; length of flow, L (ft) 797 dry storage provided at this elevation (cy) 1671.9 ° effective width, We (ft) 30 diameter of dewatering orifice (in) 9.0 I L / We (baffles required if > 2) 26.6 diameter of flexible tubing (in) (orifice+2") ! SEE NOTE 11.0; I runoff: collars: depth of no water at spillway crest (ft)N 0 C (use 0.45 for bare earth) 0.45; slope of upstream face (Z 1) 0 tc (min) 6 slope of barrel (Sb) ' I 01 12yr 5.0 Q 2yr 44.4; length of barrel in saturated zone (Ls) j 01 125yr 8.0 Q 25yr; 65.0' number collars required ! 0 dimension of collars j '4x4 principle spillway: available head (ft) 1.0' emergency spillway.yes diameter riser (in) 48 required capacity (925-Qp) (cfs) i 20.6, spillway capacity, Qp (cfs) 44.4 bottom width (ft) % diameter trash rack (In) 120 slope of exist channel (ft/ft) 0.0125 erre length O 65 ' minimun length of exit i channel (ft) 40 head on barrel through embankment ft g O 10 8 , crest of spillway ft p' y O 450.41 diameter of barrel (in) 36' _ NOTE: DRAWDOWN TIME ON THE SEDIMENT BASIN (SBI) IS 6 HOURS PER ORIFICE DESIGN RECOMMENDED DE WA TERING SYSTEM FOR SEDIMENT BASINS A" -VORTEX DEVICE (SEE DETAIL THIS SHEET) FPRWOV41DE ADEQUATE STRAPPNG RISER CREST ELEV - 449.41' L(ilk-21WI-13 CORRl1G11TEDMEM RISER 48 POLYETHYLENE CAP PERFORATED POLYETHYLENE e DRAINAy�G�yE�+T�UBING, 10" DIAMETER (SEE NO E) DEPTH - 2.15' REQUIRED FOR . STORAGE FERNCO-STYLE • COUPLM STORAGE DEWATERING ORIFIM o UUE STEEL STI 1 -FOOT MILM, NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE 'DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 11" TUBING IS REQUIRED, HOWEVER PIPING IS NOT MANUFACTURED IN 11" DIAMETER. USE 10" OR 12" TUBING AS ALLOWED BY E&S INSPECTOR. SOURCE: VA. DSWC PLATE. 3.14-151 SEDIMENT BASIN SCHEMATIC ELEVATIONS CRIM OF 8111011138W LWAY DESIGN HM WATER EL 450. (25-M. �'OfW ELEV.) l EL 450.41' _EL Oda l; 1 EL 451.41' •RY - STORAGE'111 �•�a� i Y ~ 7 •AC.VIET l I rwErq RSD TO34 C.Y./ ACRE) EL 445.7' DESIGN ELEVATIONS WITH EMERGENCY SPILLWAY VA. DSWC PLATE. 3.14-2 Multi-Hydrograph Plot Hyd. No. 1 Mod. Rational Hydrograph type = Mod. Rational Peak discharge = 64.83 ds Time to peak = 0.18 hrs Hyd. Volume = 42,789 cult Q(Cfe) 70.00 60.00 50.00 40.00 30.00 20.00 10.00 Hydn9ow HydroWe0s by Intellsolve Hyd. No. 2 hok low (Cft) route 1 Thm to peak IM*+I Hydrograph type = Reservoir Peak discharge = 0.10 cfs Time to peak = 0.37 hrs Hyd. Volume = 880 CUR Mod. Rational through route 1 25 -yr frequency Q (ds) 70.00 80.00 50.00 40.00 30.00 20.00 10.00 0.00 ` 0.00 0.0 1.0 2.0 3.0 4.0 5.0 8.0 7.0 8.0 9.0 10.0 Hyd No. 1 Hyd No. 2 Tine fts) RISER PIPE BASE CONDITIONS "-VORM DEVICE TYPICAL CONCRETE BASE SOURCE: VA. DSWC PLATE. 3.14-3 Hydrograph Summary Report Nyd. No. HydroWsph type IeA/M) hok low (Cft) T1me kderval 1ntin1 Thm to peak IM*+I Velum• (ems) kMew hygs) MaakmonManknu elevation 11U n storage Iq Nydrepryh description 1 Mod. RO Mai 64.83 1 11 42,769 Mod. Ratbnal 2 Reservoir 0.10 1 22 no 1 449.54 90.823 route 1 gazebo.gpW Return Period: 25 Year Wednesday, Nov 22 2006, 2:11 PM O L Hydra9ow Hy&aWWhs by Intellsolve I ANTI- VORTEX DEVICE DESIGN PRES9LJRE RELIEF HOLES 1/2OUk A O O PLAN VIEW r! 120• _ I TACMEID Al MOUND %0 X 12 -- SPACER BAR (m'K'IAU RISER DUMETER 4a• SECTION A -A a• MMI. SUPPORT' am SIZE (Ila REBAR MIN.) S7" IF R TOLLWELDED REQUIRED) Q TOP AND ORIENTED PER - n PENDICULAR TO tymmv ATw c ISOMETRIC TOP ISI2GAGE CORRUGATED METAL OR 11/8" STEEL PLATE. PRESSURE RELIEF HOLES MAY BE OMIMMED, IF ENDS OF CORRUGATIONS ARE LEFT FULLY OPEN WHEN THE TOP IS ATTACHED. CYLINDER IS 12 GAGE CORRUGATED METAL PIPE OR FABRICATED FROM STE • EL PLATE. NOTES: 1. THE CYLINDER MUST BE FIRMLY FASTENED TO THE TOP OF THE RISER. 2. SUPPORT BARS ARE WELDED TO THE TOP OF THE RISER OR ATTACHED BY STRAPS BOLTED TO TOP OF RISER. 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 DESIGNED BY: PROJECT: SET NUMBER: 2 REVISED SEDIMENT BASIN COMPUTATIONS & ADDED TABLE 16 MWS 3/23/07 01P p1 A MWS FINAL SITE PLAN 5 r ENGINEERS DRAWN BY: GAZEBO PLAZA -- SURVEYORS MWS/SWB ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: ---- - DAVID M. JENSEN PLANNERS TITLE: -- .� No. 11484 yqr 2 - Z 6 - d REVIEWED BY: TEMPORARY SEDIMENT BASIN DETAILS C-33 ASSOCIATES HFW 1 1-�•+► P.O. BOX 4119 1402 ,e•etx;er PlaceSHEET NUMBER: Greenbrier LyoM-4 hMr� VA 24302 awkonvil* VA 22901 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: G� Pkaee: 434.316.6090 Phone: 434.9642700 NO. REVISION BY DATE NO. REVISION BY DATE IOVAL W". �.oK 205151.05 C-33.dwg CIVIL V. NA 3/13/06 34 OF 44 DIVERSIONS TYPICAL PARABOLIC DIVERSION 109. SETTLEMENT 0.3' FREE BOARD UB . f10. OERTN TYPICAL TRAPEZOIDAL DIVERSION TYPICAL VEE -SHAPED DIVERSION source: Va. USWU Plate 3.12-1 BLOCK & GRAVEL CURB INLET SEDIMENT FILTER CURB INLET "g; raj ►��a�iii j ►��Z�/�ly�\ RUNOFF OVERFLOW WADER WITH FILTERED WATER SEDIMENT rtt'Yi7J PINIII1I�Wi>•�f`�—TTTTF� SEDIMENT WIRE SCREEN 2" X 4" WOOD STUD �• CURB INLET SPECIAL APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE. • GRAVEL SHALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE SOURCE: VA. DSWC PLATE 3.07-8 Source: Va. SWCC Plate 3.11-1 BLOCK AND GRAVEL DROP INLET SEDIMENT FILTER WIRE SCREEN CONCRETE BLOCK FILTEREDGRAVEL FILTER WIRE SCREEN WATER OVERFLOW WATER ,.'1i RUNOFFSEDIMENT . �►�i Wil) DROP INLET WITH GATE SEDIMENT SPECIFIC APPLICATION THIS IIIIO�Illpll—Itilll�ll ` �IIIIIIIIIIII�IIIIII: —I METHOD OF INLET PROTECTION FLOWSHEAVY 9 AND WHERE AN OVERFLOW CAPACITY IS NECESSARY TO PREVENT EXCESSIVE PONDING AROUND THE STRUCTURE. GRAVEL SHALL BE 41 OR COARSE SOURCE: VA. DSWC PLATE. 3.07-3 TEMPORARY SEDIMENT TRAP 1 1 V I VARABLE I ORIGINAL GROUND ELEV. 67 CU. TD./ACRE VARIABLE 67 DU. YD./ACRE / AE SEDIMENT TRAP 2 j \ 4' MA%, (EXCAVATED) ORIGINAL GROUND VARIABLE EL. 454.0' ELEV. FILLER CLOTH ORIGINAL EL. 509.0' COARSE AGOREGAIE' CLASS IRIPRAP CROSS SECTION GROUND CLASS I RIPRAP LENGTH (IN FEET) _ ELEV. 'SEE PLATE 3.13-1 COARSE AGGREGATE* CLASS E RIPRAP CROSS SECTION OF OUTLET CLASS I RIPRAP LENGTH (IN FEET) _ 6 % DRAINAGE AREA L (IN AC.) DIYERSON DIKA GINE COARSE AGGRE/iE EXCAVATED FILTER CLOTH �\ AREA J..COARSE AGGREGATE SHALL BE VOOT #3. #357 OR #5 OUTLET (PERSPECTIVE VIEW) SOURCE: VA. DSWC TEMPORARY SEDIMENT TRAP 2 1' VARIA&E \ FILLER CLO1H ORIONAL ORIGINAL GROUND VARIABLE EL. 454.0' ELEV. I 67 Cov0./ACRE (EXCAVATED) \ FILLER CLO1H ORIONAL EL 450.0' GROOND ELEV. -SEE PLATE 3.13-1 COARSE AGOREGAIE' CLASS IRIPRAP CROSS SECTION OF OUTLET CLASS I RIPRAP LENGTH (IN FEET) _ 6N% NAGE AREA CR; DIVERSION DIKE COARSE AGGREGATE AREA � E%CREATED RL SIR CLOTH 1 ..COARSE AGGREGATE SHALL BE VDOT #3. #357 OR #5 OUTLET (PERSPECTIVE VIEW) PLATE. 3.13-2 SOURCE: VA. DSWC TEMPORARY DIVERSION DIKE SOURCE: VA. DSWC PLATE 3.09-1 PLATE. 3.13-2 GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER F ILIENLU SPECIFIC APPLICATION WATER THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. • GRAVEL SHALL BE VDOT #13, #8357 OR #5 COARSE AGGREGATE. GRAVEL • • INLET SEDIMENT FILTER GRAVEL FILTER RUNOFF WATER SEDIMENT — CONCRETE ARE MESH FILTERED WATER a CURB INLET THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. • GRAVEL SHALL BE VDOT #S, #357 OR 5 COARSE AGGREGATE. SOURCE: VA. DSWC PLATE 3.07-1 TEMPORARY FILL DIVERSION � 2' SOURCE: VA. DSWC PLATE 3.10-' 1 I REVISED PER COUNTY & ACSA COMMENTS SWB 1 11/17 06 DESIGNED BY: PROJECT: SET NUMBER: Cp -2 REVISED SEDIMENT TRAP DETAILS & ELEVATIONS MWS 3/23/07 _ 4r AKS FINAL SITE PLAN ENGINEERS ENGINEfiRS DRAWN BY: GAZEBO PLAZA SURVEYORS ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: DAVID M. JENSEN PLALNNERS cws TITLE: •p No. 11484 4 REVIEWED BY: C-34 �, v / 2 _2C -o7 ASSOCIATES HFW EROSION AND SEDIMENT CONTROL DETAILS •► P.O. WE 4119 T4ma.rrel.. SHEET NUMBER: L.%.eYn•VA' N0. . E I WWA NUMBER: FILE NAME: DISCIPLWE: SCALE: DATE: REVISION BY DATE N0. REVISION BY DATE r4��oxAl n'Gl 205151.05 C-34.DWG CIVIL 1"=60R 3/13/06 35 OF 44 �"� SPACING BETWEEN CHECK DAMS L = THE DISTANCE SUCH THAT POINTS A AND B ARE OF EQUAL ELEVATION ROCK CHECK DAM CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) 1. Siff ME STAKES. 2. EXCAVATE A 4*X 4m TRENCH 2 ACRES OR LESS OF DRAINAGE AREA: UPSLOPE ALONG THE LINE OF PAVED CONSTRUCTION ENTRANCE STAKES.iluselopIp" I —-31 SM -9.5A ASPHALT 3. DRAINAGE SWALE DIRECT5 FLOW a. Will TO SEDNEPIT BASIN ,i _TOP COURSE j I — - a-ONIAl PAVEMENT FILTER CLOTH m E, STING !�` � a ,I . - r 1 —� (DOWNSTREAM—i �� \tt �I I � !i •i, /iii..:,''-� _1.�-•�_.r. -i' II II II II -II �1• • � ...- �`�..��:1 • �� — 'IIII I' I 111 I' M111� i •i 2i20-2'• ..•_�_-'•�MIN. ZIA • — 1•AGGRI BASE COARSEr DO � ISIDE ELEVATION FLOW 3. STAPLE FILTER MATERIAL 4. BACKFITJ AND COMPACT e 70' MIN. �. TO STAKES 1 Ell THE EXCAVATED SOIL��w��w�ww�w��w�ww; �ww��w��w��w�iw��w�w�•�ww�•��w�•�iw�ww�ww��. IT INTO THE TRENCH. p 2-10 ACRES OF DRAINAGE AREA: 2X r i WAR i PAVEMEfIT � IIIi -��! „. IIIl PERSPECTIVE VIEW POSITIVE mmAoE 3' TO SEDIMENT FILTER CLOTH ;-,i. ;*�'s,..; l TRAPPING DEVICE (OPTIONAL) FLOW / '°r�. • MUST EXTEND FULL WIDTH (DOWNSTREAM VIEW) OPERRATIONATION OF EGRESS PLAN VIE � VDOT X11 SHEET FLOW INSTALLATION COARSE AGGREGATE (PERSPECTIVE VIEW):° � r � Ja 2X FLOW _ �•, 3, A \\\ ». �• A FILTER CLOTH SECTION A—A CLASS I RIPRAP gI 141 I � Ill A MINIMUM wATER TAP OF 2&4MM (17 Is REQUIRED WITH A MINMMUTA WASH HOSE DIA OF 36.1MM (1.6� N SOURCE: VA. DSWC PLATE. 3.20-1POLY£TNYLENE !1 LINE POST I AERIC ATTACH TO 10' MAX. POINTS A SHOULD BE HIGHER THAN POINT B. �'L TIE !6! 4' OR(XJND LINE FIB TYPICAL TREATMENT — 1 MAX. CONMEu�TEwREs.) DRAINAGE1fAY INSTALLATION 5' MIN. METt nONA" .N� (SOIL STABILIZATION BLANKET)(FRONT ELEVATION) PERSPECTIVE VIEW PERSPECTIVE VIEW Imo.yI•t.i ".. �"' hill >� for SO&EM ` entriLYL l�lC F• x•05-2 PLASTIC FENCE METAL FENCE TYPICAL ORIENTATION OF INSTALLATION CRITERIA S��'�t TREATMENT - 1 A+aipR10T M1o� SOURCE , TWLCPLATE. 3.1-1 VDOROADAND STANDARDS 40 (SOIL STABILIZATION B LAN K A� VA. DSWC SRO SHALLOW ® 1T MAK 411 OR nArMt ROPE JUNC110N LOT r MAI{. STO7Ot RM 411 _I � SLOPEll OF INOS WAND DO JO" I , , 1 I MAY IE APPLIED ACROSS M MAY • TO L A LY ANT= THE LOPE. OE JUTE MUH WILL NAV[ I I 1OMM1AL FOLD STAR= W JOINTT j LMU OF WK JOSI LAP JOMT Y MK TAMP FLMJLr (AM MESH my) SLOT V MAK k1 OR nATIM 1 �— 1 MAX 91tr R THAN k 1I I I I WHERE THERE IS A Will AT INE TOP OF THE SLOPE. YMe" THE •' TO tY I 1 BEHIND EMS AL OVER THE Wi lM AN ANCHOR IT, I I I I 11 I 11 I STEEP BMOC LOT SLOPE 2• TAV OIEaiC SLAT--" t" TO 2" 1 I I I Y.: � ,b ,r OMECIM OF FLOW a Toe MIN. PLAN VIEW �� AND ANCHOR SECUP&Y. }_ STAPLING DIAGRAM STA►lt f110M N0.11 gym .M. •111�CK LOTS AT MIN. Ir STAKE MIL LOOM FOR IMIDY SOL NO C11 WINALLjr STAPLL PMN. umm Fait OHIO! SOL �OMOMII MSL.ANKEM ON T TDMrNAL FOLD 2. PMMLr e' To I z" �- 12. +•t TAMP FLMLLr2- �_ , `—� (RING MATERIAL DOWN TO A LEVEL MEA DEFORE - FENCING AND ARMORING TERMINATING ,� �� TLS TIE LAGER C AND STAPLE AT 12' INTERVALS. r DITCH FLOW mow • HOOT ROAD/Luo rrr cT nJytOg PLATE: 3.36-2 -' PARA EL TO THE DIRECTION OF FLOW. IN DITCHM APPLY PROTECTIVE COVERING ;- USE CFECR LATS AS REOLWAD AVOID JOINING MATEIMA IN THE CENTER OF THE DITCH IF AT ALL POSSUM DRIP LINE LINEAR TREE PR 0 TE C TION SOURCE: ADAPTED FROM LUDLOW PRODUCTS BROCHURE PLATE: SNOW FENCE BOARD FENCE � CORD FENCE DRIP LINE PLASTIC FENCE *CORRECT METHODS OF TREE FENCING PROTECTIVE DEVICE MAXIMUM LIMITS OF I i CLEARING AND GRADING PROPOSED GRADING—",,. NMN 040% N NN � NN N N ISN NNS NNNNNNN� 1«N 5' MIN. 4-004 WHERE DRIPLINE A IS LESS THAN NNN'�N� L Jr CONSTRUCTION OPERATIONS RELATIVE �+MLM I r CORRECT TRUNK ARMORING TO THE LOCATION OF PROTECTED TREES •'" pA TRIANGULAR BOARD FENCE SOURCE: VA. DSWC PLATE 3.38-2 PLEASE NOTE: TREE PROTECTION SHALL BE LINEAR ALONG THE TREE DRIP LINE, SOURCE: VA. DSWC PLATE. 3.20-2 ALONG THE LIMITS OF DISTURBANCE. 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 DESIGNED BY. PROJECT: SET NUMBER: 2 REVISED TO SHOW TREE PROTECTION DETAIL JBS 2/07/07 OF �f AKS FINAL SITE PLAN 5 3 ADDED TABLE 16 AND CLARIFIED TREE PROTECTION MWS 3/23/07 ENGINEERS DRAWN BY: GAZEBO PLAZAryl SURVEYORS ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: -- DAVID M. JENSEN > PLANNERS CWS REVIEWED BY: TITLE: No. 11484 ,Z— Z ` — O EROSION AND SEDIMENT CONTROL DETAILS C-35 o ASSOCIATES HFW - -- .r► P.O. BOX 4119 14MCkeeubmPl SHEET NUMBER: VA24502WWA NUMBER: FILE NAME: DISCIPLINE: SCALE DATE: R'•IN.wwamminw.IIEt No. REVISION Br DATE NO. REVISION Br DATE TONAL 205151.05 C-35.DWG CIVIL 1 =60 3/13/06 36 OF 44 __ 1 EROSION do SEDIMENT CONTROL NARRATIVE SWB 11/17/06 I. PROJECT DESCRIPTION C. MINIMUM STANDARDS VIII. SEQUENCE OF CONSTRUCTION REVISED CONSTRUCTION SEQUENCE THE PURPOSE OF THIS PROJECT IS TO CONSTRUCT FOUR LARGE COMMERCIAL BUILDINGS TOTALING 180,364 SF. IN ADDITION, MS -1. STABILIZATION OF DENUDED AREAS: 1. CLOSE CROSSOVER AND LEFT TURN LANES AND REMOVE ANY LEFT TURN LANE MARKINGS AND SIGNAGE ON US 250. INSTALL GRAVEL CROSSOVER THE SITE WILL ALSO CONTAIN AN AUTOMOBILE/GAS STATION CENTER WITH 1500 SF AND ASSOCIATED CANOPY AREA. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN 7 DAYS AFTER FINAL GRADE IS REACHED REVISED SEQUENCE OF CONSTRUCTION PER VDOT AND NEW SIGNS PER HANSENS MOUNTAIN ROAD IMPROVEMENTS PLAN FOR EMERGENCY VEHICLE ACCESS. 5/18/07 LOCATED IN ALBEMARLE COUNTY, THE PROJECT WILL BE LOCATED NEAR THE INTERSECTION OF INTERSTATE 64 AND ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN 7 DAYS TO DENUDED AREAS THAT MAY NOT BE 2. INSTALL SILT FENCE ALONG HANSENS MOUNTAIN ROAD AND CONSTRUCT HANSENS MOUNTAIN ROAD IMPROVEMENTS PER PLAN TO ALLOW THROUGH STATE ROUTE 250 JUST OFF HANSENS MOUTAIN ROAD. THE PROJECT WILL REQUIRE DEMOLITION OF VARIOUS STRUCTURES AT FINAL GRADE, BUT WILL REMAIN DORMANT OR UNDISTURBED FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TRAFFIC AND LEFT TURN LANE INTO PROJECT SITE. AND EXISTING DRIVES, EXTENSIVE GRADING AND POTENTIAL BLASTING. THE PROJECT WILL INVOLVE DISTURBING 27.70 ACRES. TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. 3. CONSTRUCT PAVED CONSTRUCTION ENTRANCE PER DETAIL AND ALBEMARLE COUNTY STANDARDS. PLACE PERIMETER SILT FENCE. MS -2. STABILIZATION OF SOIL STOCKPILES: 4. INSTALL SPRING BOXES AND CONSTRUCT TEMPORARY SEDIMENT BASIN AS REQUIRED BY PHASE ONE E&S TO CREATE PERIMETER CONTROL. II. EXISTING SITE CONDITIONS DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT 5. CONSTRUCT DIVERSIONS AS SHOWN IN PHASE I E&S TO DIRECT STORM WATER TO TEMPORARY SEDIMENT BASIN, MAINTAINING PERIMETER CONTROL. THE SITE IS LOCATED EAST OF THE INTERSECTION OF HANSENS MOUNTAIN ROAD AND STATE ROUTE 250, JUST NORTH TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL STOCKPILES 6. BEGIN GRADING AND CLEARING OF LAND AND REMOVE UNSUITABLE MATERIAL TO AN APPROVED OFF-SITE LOCATION. OF THE INTERSECTION OF INTERSTATE 64 RIGHT-OF-WAY IN ALBEMARLE COUNTY. THE SITE IS PARTIALLY TO MOSTLY ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. 7. EACH AREA SHALL BE SEEDED AND MULCHED AS FINISHED GRADE IS ACHIEVED. WOODED WITH LIMITED OPEN AREA. LOCATED ON SITE ARE AN EXISTING HOUSE AND SOME MINOR OUT BUILDINGS WHICH MS -3. PERMANENT VEGETATIVE COVER: 8. CONTRACTOR IS ADVISED THAT STORMWATER SHALL BE ROUTED AWAY FROM RETAINING WALL DURING CONSTRUCTION (SEE SHT 44). STORM DATE WILL BE DEMOLISHED PRIOR TO CONSTRUCTION. THE SITE IS SURROUNDED BY SINGLE FAMILY HOMES. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT BY WATER SHALL BE ROUTED TO THE SUMP INLETS SHOWN ON THE PLANS UTILIZING DIVERSION DIKES. ADJUST DIVERSION DIKES CONTINUOUSLY VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT, IN THE OPINION OF THE E&S INSPECTOR, DURING CONSTRUTION TO MAINTAIN DRAINAGE TO THE SUMP INLETS. THE TOP OF THE SUMP INLETS SHALL BE MAINTAINED BELOW THE PREVAILING III. ADJACENT PROPERTIES IS UNIFORM AND MATURE ENOUGH TO SURVIVE AND INHIBIT EROSION. FILL GRADE ELEVATIONS TO INSURE PROPER OVERLAND RELIEF. RAISE THE INLET IN 2-3 FEET INCREMENTS AS THE FILL IS PLACED AROUND THE INLETS. THE PROJECT SITE IS PRIMARILY BOUNDED BY CULPEPPER BRANCH TO THE SOUTH, GLENORCHY SUBDIVISION TO MS -4. TIMING AND STABILIZATION OF SILT TRAPPING MEASURES: INLETS SHALL BE VDOT DI -7. INLETS SHALL BE PROVIDED WITH CONTINUOUS INLET PROTECTION AND SAFETY FENCING. WHEN CONSTRUCTION IS COMPLETE, THE NORTH, ROUTE 250 TO THE WEST AND ADDITIONAL SINGLE FAMILY PROPERTIES TO THE EAST. THE SITE IS SEDIMENT BASINS AND TRAPS, STORM INLET PROTECTION, SILT FENCING, AND OTHER MESURES INTENDED TO TRAP SEDIMENT SHALL BE AND NEW STORM DRAINAGE SYSTEM IS OPERATIONAL, FILL IN THE SUMP DRAINAGE AND ASSOCIATED DISCHARGE PIPING WITH 3000 PSI CONCRETE USING A TREMIE PIPE. CURRENTLY ACCESSED BY THE EXISTING SINGLE FAMILY HOME ENTRANCE OFF HANSENS MOUNTAIN ROAD. CONSTRUCTED AS A FIRST STEP IN ANY LAND DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE CONTRACTOR SHALL SUBMIT A DETAILED SEQUENCE OF CONSTRUCTION. UPDATED WEEKLY TO INSURE COMPLIANCE WITH THESE REQUIREMENTS. TAKES PLACE. 9. PERFORM ALL UTILITY CONSTRUCTION, AND OTHER SITE IMPROVEMENTS. UTILIZING FILL DIVERSIONS, DIVERSION DIKES, IV. OFF-SITE AREAS MS -5. STABILIZATION OF EARTHEN STRUCTURES: INLET AND OUTLET PROTECTION AND ALL OTHER PRACTICES DETAILED IN THE E&S PLAN OR OTHERWISE NEEDED TO FILL MATERIAL WILL BE OBTAINED FROM AREAS OF EXCAVATION WITHIN THE SITE. UNSUITABLE STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER ELIMINATE TRANSPORT OF SEDIMENT OFF SITE INCLUDING BUT NOT LIMITED TO CONSTRUCTION ROAD STABILIZATION AND DUST CONTROL. MATERIAL WILL BE HAULED FROM THE SITE AND DISPOSED OF IN AN APPROVED MANNER AND LOCATION. INSTALLATION. 10. ADJUST/CONSTRUCT SEDIMENT TRAPS AS PHASE I E&S IS CONFIGURED TO PHASE II E&S WHILE MAINTAINING PERIMETER CONTROL. MS -6. SEDIMENT BASINS AND TRAPS: 11. CONSTRUCTION RIGHT TURN LANE AND ACCELLERATION LANE. V. SOILS SEDIMENT TRAPS AND BASINS SHALL BE CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED. 12. CONSTRUCT BUILDINGS AND BUILDING APPURTENANCES. A. THE MINIMUM CAPACITY OF A SEDIMENT TRAP SHALL BE 134 -CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND SHALL CONTROL A 13. BRING SITE TO FINISHED ROAD GRADE AND PREP SUB GRADE. PERFORM SURFACE ROUGHING AND SLOPE STABILIZATION AS NEEDED. ACCORDING TO USDA SCS SOIL MAPPING, THE PROJECT SITE LIES ON SOIL TYPES: DAVIDSON CLAY LOAM -23B, DRAINAGE AREA OF LESS THAN 3 -ACRES. REMOVE SEDIMENT TRAPS AS ALLOWED BY ALBEMARLE E&S INSPECTOR FOR FINAL SITE PREP. DAVIDSON CLAY LOAM -23C, AND RABUN VERY STONY CLAY LOAM -73D. B. THE MINIMUM CAPACITY OF A SEDIMENT BASIN SHALL BE 134 -CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND SHALL CONTROL A 14. PAVE SITE, PREPARE LANDSCAPING AREAS, PLACE MULCH AROUND ALL PLANTINGS, PERFORM PERMANENT SEEDING, DRAINAGE AREA OF 3 -ACRES OR GREATER. STRAW MULCHING, AND STABILIZE ALL DISTURBED AREAS. THE SOIL TYPE DAVIDSON CLAY LOAM, 2 TO 7 PERCENT SLOPES IS MAPPING UNIT 238. THIS DEEP, GENTLY MS -7. CUT AND FILL SLOPES: 15. REMOVE SEDIMENT BASIN AND FINISH GRADING TO MEET FINAL PROPOSED CONTOURS. SLOPING, WELL DRAINED SOIL IS ON NARROW TO BROAD CONVEX RIDGE TOPS OF PIEDMONT UPLANDS. CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING 16. REMOVE E&S AS ALLOWED BY INSPECTOR FOR FINAL CLOSE OUT OF PROJECT. THIS SOIL HAS AN ERODIBILITY FACTOR K = 0.24-0.32(INDICATING MODERATE ERODIBILITY), IS WITHIN EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES 17. ONCE SITE IS STABILIZED, CONSTRUCT BIOFILTER BMP. HYDRAULIC SOIL GROUP B, AND HAS A PERMEABILITY RANGING FROM 0.6-2.0 INCHES PER HOUR. UNTIL THE PROBLEM IS CORRECTED. 18. CLOSE OUT PROJECT. MS -8. CONCENTRATED RUNOFF DOWN CUT OR FILL SLOPES: THE SOIL TYPE DAVIDSON CLAY LOAM, 7 TO 15 PERCENT SLOPES IS MAPPING UNIT 23C. THIS DEEP, CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR IX. CONTACT PARTY FOR E&S IMPLEMENTATION STRONGLY SLOPING, WELL DRAINED SOIL IS ON NARROW CONVEX RIDGE TOPS AND CONVEX SIDE SLOPES. PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. RICHARD T. SPURZEM THIS SOIL HAS AN ERODIBILITY FACTOR K = 0.24-0.32(INDICATING MODERATE ERODIBILITY), IS WITHIN MS -9. WATER SEEPAGE FROM A SLOPE FACE: P.O. DRAWER R HYDRAULIC SOIL GROUP 8, AND HAS A PERMEABILITY RANGING FROM 0.6-2.0 INCHES PER HOUR. WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. CHARLOTTESVILLE, VA 22903 MS -10. STORM SEWER INLET PROTECTION: (434) 923-2700 THIS SOIL TYPE RABUN VERY STONY CLAY LOAM, 15 TO 25 PERCENT SLOPES IS MAPPING UNIT 73D. THIS DEEP, ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER STRONGLY SLOPING, WELL DRAINED SOIL IS ON NARROW CONVEX RIDGE TOPS AND ON CONVEX SIDE SLOPES. CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. X. ALBERMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES FOR EROSION CONTROL PLANS AREAS OF THIS SOIL COMMONLY ARE LONG AND WINDING. THIS SOIL HAS AN ERODIBILITY FACTOR K = 0.28-0.32 MS -11. STABILIZATION OF OUTLETS: 1. UNLESS OTHERWISE INDICATED ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED (INDICATING MODERATE ERODIBILITY), IS WITHIN HYDRAULIC SOIL GROUP 8, AND HAS A PERMEABILITY RANGING BEFORE NEWLY CONSTRUCTED STORM WATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND MAINTAINED ACCORING TO MINIMUM STANDARDS AND SPECIFICATIOS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK FROM 0.6-2.0 INCHES PER HOUR. AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING AND VIRGINIA REQULATIOS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS. CHANNEL. 2. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE VI. CRITICAL AREAS MS -12. WORK IN LIVE WATERCOURSES: COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. THERE ARE SEVERAL CRITICAL AREAS ADDRESSED BY THE EROSION AND SEDIMENT CONTROL PLAN. STEEP WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT 3. ALL EROSION AND SEDIMENT CONTROL MEASURE ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. SLOPES (2:1) ARE STABILIZED WITH VDOT STANDARD EC -2. DOWNSTREAM PROPERTIES AND DRAINAGE STRUCTURES TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NONERODIBLE MATERIAL SHALL 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES. ARE PROTECTED THROUGH THE USE OF SILT FENCING, FILL DIVERSIONS, DIVERSION DIKES, STORMWATER CONVEYANCE BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, CHANNELS, CHECK DAMS, AND SEDIMENT BASINS. CULPEPER BRANCH WHICH BOUNDS THE EASTERLY SIDE OF THE BY NONERODIBLE COVER MATERIALS. OFF-SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW PROPERTY IS PROTECTED BY SILT FENCING, FILL DIVERSIONS, DIVERSION DIKES, CHECK DAMS, AND A SEDIMENT MS -13. CROSSING A LIVE WATERCOURSE: AND APPROVAL BY PLAN APPROVING AUTHORITY. BASIN. WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX MONTH PERIOD, A TEMPORARY 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIALS SHALL BE PROVIDED. SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. VII. EROSION AND SEDIMENT CONTROL MEASURES MS -14. APPLICABLE REGULATIONS: 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. DURING SITE DEVELOPMENT UNITL FINAL STABILIZATIO IS ACHIEVED. AND MAINTAINED BY THE CONTRACTOR IN ACCORDANCE WITH THE LATEST EDITION OF THE VIRGINIA EROSION MS -15. STABILIZATION OF BED AND BANKS: 8. DURING DEWATERING OPERATIOS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. AND SEDIMENT CONTROL HANDBOOK. SYMBOLS, DETAILS, AND DIMENSIONS USED ARE TAKEN FROM THE HANDBOOK, THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY AS WELL AS THE VIRGINIA DEPARTMENT OF TRANSPORTATION'S ROAD AND BRIDGE STANDARDS, VOLUME 1, 2001. MS -16. UNDERGROUND UTILITIES: NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS, IN ADDITION TO OTHER APPLICABLE A. STRUCTURAL PRACTICES: CRITERIA: 1. SAFETY FENCE (SAF), 3.01: SEDIMENT BASIN AREAS SHALL BE ENCLOSED WITH A SAFETY FENCE AND TWO SIGNS A. NO MORE THAN 500 -LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. STATING EITHER "DANGER -QUICKSAND" OR "HAZARDOUS AREA -KEEP OUT". B. WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS, EXCAVATED MATERIAL IS TO BE PLACED ON THE UPHILL SIDE OF TRENCHES, 2. TEMPORARY CONSTRUCTION ENTRANCE (CE), 3.02: TEMPORARY CONSTRUCTION ENTRANCES SHALL BE PAVED IN EXCEPT FOR ANY DIVERSION DITCHES. ACCORDANCE WITH ALBEMARLE COUNTY REQUIREMENTS. A MINIMUM WATER TAP OF 1" MUST BE INSTALLED WITH C. EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, A MINIMUM 1" BALLCOCK SHUTOFF VALVE SUPPLYING A WASH HOSE WITH A DIAMETER OF 1.5" FOR ADEQUATE AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFFSITE PROPERTY. CONSTANT PRESSURE. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO AN APPROVED SETTLING D. TRENCH BACKFILL MATERIAL SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. AREA TO REMOVE SEDIMENT. ALL SEDIMENT SHALL BE PREVENTED FROM ENTERING STORM DRAINS, DITCHES OR E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATION'S. WATERCOURSES. F. ALL APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH AT ALL TIMES. 3. CONSTRUCTION ROAD STABILIZATION (CRS), 3.03: STONE SHALL BE PLACED ALONG ROADWAYS AND PARKING MS -17. CONSTRUCTION ACCESS ROUTES: AREAS SHORTLY AFTER SUBGRADE IS REACHED TO MINIMIZE EROSION AND SUBSEQUENT REGRADING. WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE 4. SILT FENCE (SF), 3.05: SILT FENCE BARRIERS SHALL BE INSTALLED DOWN SLOPE OF AREAS WITH THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A MINIMAL GRADES TO FILTER RUNOFF FROM SHEET FLOW AS INDICATED ON THE ATTACHED SITE PLAN. PAVED OR PUBLIC ROAD, THE ROAD SURFACE SHALL BE CLEANED THROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE 5. STORM DRAIN INLET PROTECTION (IP), 3.07: STORM DRAIN INLET PROTECTION SHALL BE PROVIDED FOR REMOVED BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED INLETS AS SHOWN ON THE PLANS. ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS 6. TEMPORARY DIVERSION DIKE (DD), 3.09: TEMPORARY DIVERSION DIKES SHALL BE PROVIDED AS SHOWN OR TO LARGER LAND -DISTURBING ACTIVITIES. AS NEEDED TO DIVERT SEDIMENT -LADEN RUNOFF TOWARDS THE TEMPORARY SEDIMENT BASINS. MS -18. TEMPORARY E&S CONTROL MEASURE REMOVAL: 7. TEMPORARY FILL DIVERSION (FD), 3.10: TEMPORARY FILL DIVERSIONS SHALL BE PROVIDED AS SHOWN OR AS ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALLS BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION NEEDED TO DIVERT SEDIMENT -LADEN RUNOFF TOWARDS THE TEMPORARY SEDIMENT BASINS. OR AFTER TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL E&S AUTHORITY. 8. DIVERSION (DV), SPEC. 3.12: DIVERSIONS SHALL BE PROVIDED WHERE SHOWN AND AS NEEDED TO DIVERT TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE STORMWATER RUNOFF. PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. 9. TEMPORARY SEDIMENT TRAP (ST), 3.13: A SEDIMENT TRAP SHALL BE PLACED AT THE EXCAVATED HOLE FROM MS -19. ADEQUACY OF RECEIVING CHANNELS: POOL DEMOLITION FOR THE DV PERIMETER DITCH. ADDITIONALLY, AN EXISTING ON-SITE TRAP SHALL BE USED PROPERTIES AND WATERWAYS DOWNSTREAM FROM THE DEVELOPMENT SITE SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, DURING CONSTRUCTION. EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATES OF STORM WATER RUNOFF FOR THE 10. TEMPORARY SEDIMENT BASIN (SB), 3.14: TEMPORARY SEDIMENT BASINS SHALL BE PROVIDED AS SHOWN ON PLANS. STATED FREQUENCY STORM OF 24-HOUR DURATION. SEE PLAN SHEET FOR DESIGN DETAILS. THE CONTRACTOR SHALL REMOVE BASIN No.2 AS DIRECTED ON THE PLANS. D. MAINTENANCE: ALL EROSION AND SEDIMENT CONTROL STRUCTURES AND SYSTEMS SHALL BE MAINTAINED, INSPECTED, AND REPAIRED SEDIMENT BASIN No.1 SHALL BE CONVERTED TO A RETENTION POND SHORTLY UPON COMPLETION OF THE GRADING OF AS NEEDED TO INSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL EROSION AND SEDIMENT CONTROL MEASURES THE SITE AND ESTABLISHMENT OF VEGETATION. SHALL BE CHECKED AT THE END OF EACH DAY AND AFTER EVERY RAINFALL EVENT. 11. TEMPORARY SLOPE DRAIN (TSD), 3.15: PROVIDE SLOPE DRAINS TO DIVERT RUNOFF INTO THE TEMPORARY SEDIMENT 1. DAMAGE TO EROSION CONTROL MEASURES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITY SHALL BE REPAIRED BEFORE BASINS AS SHOWN ON THE PLANS. THE END OF EACH WORKING DAY. 12. STORMWATER CONVEYANCE CHANNEL (SCC), 3.17: PROVIDE STORMWATER CONVEYANCE CHANNELS AND DITCH LINING 2. MAINTAIN ALL SEEDED AREAS UNTIL A UNIFORM STAND IS ACCEPTED. MATERIALS AS SHOWN ON THE PLANS. 3. PROVIDE FOR EQUIPMENT WASHING AS NEEDED TO PREVENT THE TRANSPORT OF SOIL ONTO EXISTING ASPHALT ROADWAYS. 13. OUTLET PROTECTION (OP), 3.18: PRIOR TO ANY STORMWATER CONVEYANCE SYSTEM BEING MADE OPERATIONAL, 4. BOTH TEMPORARY AND PERMANENT ROADS AND PARKING AREAS MAY REQUIRE PERIODIC TOP DRESSING WITH NEW GRAVEL. OUTLET PROTECTION SHALL BE PROVIDED AS INDICATED ON THE SITE PLAN. 5. SILT FENCE BARRIERS WILL BE CHECKED DAILY FOR UNDERMINING OR DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE 14. RIPRAP (RR), 3.19: RIPRAP IS TO BE INSTALLED AS SHOWN ON THE SITE PLAN AND AS NECESSARY TO PREVENT REMOVED WHEN THE LEVEL REACHES HALF WAY TO THE TOP OF THE BARRIER. EROSION. ALL RIPRAP SHALL BE PLACED ON A GEOTEXTILE FABRIC. 6. SEDIMENT SHALL BE REMOVED FROM AROUND THE INLET PROTECTION TRAP STRUCTURE AND RESTORED TO ITS ORIGINAL 15. ROCK CHECK DAMS (CD), 3.20: ROCK CHECK DAMS ARE TO BE INSTALLED IN THE DIVERSION DITCHES AS NEEDED DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH OF THE TRAP. THE TRAP STRUCTURES TO REDUCE THE VELOCITY OF CONCENTRATED FLOW AND THE POTENTIAL OF EROSION. SHALL BE REMOVED AND THE AREA STABILIZED WHEN THE REMAINING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED. 16. SOIL STABILIZATION BLANKETS AND MATTING (B/M), 3.36: PROVIDE SOIL STABILIZATION BLANKETS AND MATTING 7. TEMPORARY DIVERSION DIKES AND TEMPORARY FILL DIVERSIONS SHALL BE INSPECTED REGULARLY AND REPAIRS MADE IF NEEDED. AS SHOWN ON THE PLANS. IN AREAS WHERE SEEDING OR HYDROSEEDING OF SLOPES ARE UNSUCCESSFUL, 8. SEDIMENT ACCUMULATED WITHIN DIVERSIONS SHALL BE REMOVED FROM THE CHANNEL AND REPAIRS MADE AS NECESSARY. PROVIDE EC -2 BLANKETS AND OVERSEED. 9. SEDIMENT SHALL BE REMOVED AND THE TEMPORARY SEDIMENT TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE 17. DUST CONTROL (DC), 3.39: PROVIDE DUST CONTROL IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT OF DUST SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN VOLUME OF THE WET STORAGE. FILTER STONE SHALL BE REGULARLY WHERE ON-SITE AND OFF-SITE DAMAGE IS LIKELY TO OCCUR IF PREVENTIVE MEASURES ARE NOT TAKEN. CHECKED TO ENSURE THAT FILTRATION PERFORMANCE IS MAINTAINED. THE TRAP EMBANKMENTS SHOULD BE CHECKED REGULARLY TO ENSURE THAT IT IS STRUCTURALLY SOUND AND HAS NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION B. VEGETATIVE PRACTICES: EQUIPMENT. THE HEIGHT OF THE STONE OUTLET SHOULD BE CHECKED TO ENSURE THAT ITS CENTER IS AT LEAST 1 -FOOT 1. TOPSOILING do STOCKPILING (TO), 3.30: TOPSOIL WILL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER USE. BELOW THE TOP OF THE EMBANKMENT. STOCKPILES ARE TO BE STABILIZED WITH TEMPORARY VEGETATION AND HAVE SILT FENCE INSTALLED ALONG THE LOWER PERIMETER. 10. THE TEMPORARY SEDIMENT BASIN EMBANKMENTS SHALL BE CHECKED REGULARLY TO ENSURE THAT THEY ARE STRUCTURALLY STOCKPILES SHALL BE LOCATED AS SHOWN ON THE PLANS. SOUND AND HAVE NOT BEEN DAMAGED BY EROSION OR CONSTRUCTION EQUIPMENT. THE EMERGENCY SPILLWAY SHOULD BE 2. TEMPORARY SEEDING (TS), 3.31: ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR EXTENDED PERIODS OF TIME SHALL BE SEEDED CHECKED REGULARLY TO ENSURE THAT ITS LINING IS WELL ESTABLISHED AND EROSION -RESISTANT. THE BASIN SHALL BE CHECKED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING. SEED SELECTION WILL BE DEPENDANT ON THE TIME AFTER EACH RUNOFF -PRODUCING EVENT FOR SEDIMENT CLEANOUT. WHEN THE SEDIMENT REACHES THE CLEANOUT LEVEL, IT SHALL OF YEAR IN ACCORDANCE WITH THE EROSION AND SEDIMENT CONTROL HANDBOOK. BE REMOVED AND PROPERLY DISPOSED OF. DRY CLEANOUT MATERIAL REMOVED MAY NOT BE USED IN FILL AREAS BENEATH 3. PERMANENT SEEDING (PS), 3.32: PERMANENT SEEDING SHALL BE PROVIDED ON SITE TO PROVIDE STABILIZATION FOR ALL DISTURBED BUILDINGS, PAVEMENT, CONCRETE, STRUCTURES, OR POND EMBANKMENTS. AREAS. SEEDING RATES ARE IN POUNDS PER ACRE. FOR HIGH MAINTENANCE LAWN AREAS APPLY 200-250 POUNDS OF KENTUCKY 31 OR 11. THE SLOPE DRAIN STRUCTURE SHALL BE INSPECTED WEEKLY AND AFTER EVERY STORM, AND REPAIRS MADE IF NECESSARY. THE TURF -TYPE TALL FESCUE. FOR GENERAL SLOPES 3:1 OR LESS APPLY 128 POUNDS OF KENTUCKY 31 FESCUE, 2 POUNDS OF RED TOP GRASS, CONTRACTOR SHOULD AVOID THE PLACEMENT OF ANY MATERIAL ON AND PREVENT CONSTRUCTION TRAFFIC ACROSS THE DRAIN PIPE. AND 20 POUNDS OF A SEASONAL NURSE CROP. FOR LOW MAINTENANCE SLOPES STEEPER THAN 3:1 APPLY 128 POUNDS OF KENTUCKY 31 12. THE STORMWATER CONVEYANCE CHANNELS SHALL BE CHECKED PERIODICALLY TO ENSURE THAT SCOUR IS NOT OCCURRING. FESCUE, 2 POUNDS OF RED TOP GRASS, AND 20 POUNDS OF SEASONAL NURSE CROP. FOR SOUTHERN SLOPE (BEYON BLDG 15) APPLY 108 SEDIMENT DEPOSITED IN CHANNELS SHALL BE REMOVED PRIOR TO THE REMOVAL OF THE TEMPORARY EROSION AND SEDIMENT POUNDS OF KENTUCKY 31 FESCUE, 2 POUNDS OF RED TOP GRASS, 20 POUNDS OF SEASONAL NURSE CROP, AND 20 POUNDS OF CROWNVETCH. CONTROL MEASURES, AND DURING CONSTRUCTION WHEN THE CAPACITY OF THE CHANNELS IS REDUCED. THE SEASONAL NURSE CROP USED IS BASED ON THE FOLLOWING SEEDING DATES: FROM FEBRUARY 16 THROUGH APRIL USE ANNUAL RYE; 13. RIPRAP INSTALLATIONS SHOULD BE INSPECTED PERIODICALLY TO DETERMINE IF HIGH FLOWS HAVE CAUSED SCOUR BENEATH THE FROM MAY 1 THROUGH AUGUST 15 USE FOXTAIL MILLET; FROM AUGUST 16 THROUGH OCTOBER USE ANNUAL RYE; AND FROM NOVEMBER RIPRAP OR GEOTEXTILE FABRIC OR DISLODGED ANY OF THE STONE. THROUGH FEBRUARY 15 USE WINTER RYE. ALL PERMANENT SEEDING SHALL BE FERTILIZED, LIMED AND MULCHED AT THE FOLLOWING 14. SEDIMENT SHOULD BE REMOVED FROM ROCK CHECK DAMS WHEN IT REACHES ONE-HALF OF THE ORIGINAL HEIGHT OF THE MEASURE. RATES: FERTILIZER 10-20-10 AT A RATE OF 1000 POUND PER ACRE; LIME OF AGRICULTURAL GRADE LIMESONE AT A RATE OF 2 TONS PER REGULAR INSPECTIONS SHOULD BE MADE TO ENSURE THAT THE CENTER OF THE DAM IS LOWER THAN THE EDGES. EROSION CAUSED ACRE; AND STRAW MULCH AT A RATE OF 1-1/2 TONS PER ACRE. BEFORE SEEDING, 4 INCHES OF TOP SOIL SHALL BE SPREAD IN AREAS TO BY HIGH FLOWS AROUND THE EDGES OF THE DAM SHOULD BE CORRECTED IMMEDIATELY. BE SEEDED. APPLY FERTILIZER AND LIME UNIFORMLY AND MIX WELL INTO TOP 4 INCHES OF SEED BED. PREPARE SOIL FOR PERMANENT 15. ALL SOIL STABILIZATION BLANKETS AND MATTING SHALL BE INSPECTED AFTER RAINSTORMS TO CHECK FOR EROSION AND SEEDING BY TILLAGE OF TOPSOIL IN PLACE TO LOOSEN THOROUGHLY AND BREAK UP ALL CLODS TO A DEPTH OF 6 INCHES. REMOVE ALL UNDERMINING. IF WASHOUT OR BREAKAGE OCCURS, REINSTALL THE MATERIAL AFTER REPAIRING DAMAGE TO THE SLOPE OR DITCH. STUMPS AND ROOTS, COARSE VEGETATION, STONES LARGER THAN 1-1/2 INCHES AND ALL CONSTRUCTION DEBRIS. SOIL SHALL BE WORKED BY SUITABLE AGRICULTURAL EQUIPMENT TO A DEPTH OF NOT LESS THAN 4 INCHES. SURFACE SHALL BE UNIFORM, SMOOTH AND DRAINABLE. A FIRM AND COMPACT SEED BED IS REQUIRED. 4. MULCHING (MU), 3.35: ALL TEMPORARY AND PERMANENT SEEDING SHALL BE STRAW MULCHED. __ 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 2 REVISED CONSTRUCTION SEQUENCE SWB 2/07/07 3 REVISED SEQUENCE OF CONSTRUCTION PER VDOT MWS 5/18/07 NO. REVISION BY DATE I NO. REVISION BY DATE TH OP DAVID M. JENSEN No. 11484 joxAL Ad ENGINEERS SURVEYORS PLANNERS ASSOCIATES P.O. BOX 4119 1402 Oreabrier Pine Lynchbur& VA 24302 Chwkftnilk, VA 22901 Phono:434.316.6M Phone: 434.994.2700 www.wwnsocism.na DESIGNED BY: MWS DRAWN BY: CWS REVIEWED BY: HFW WWA NUMBER: 205151.05 PROJECT: FINAL SITE PLAN GAZEBO PLAZA ALBEMARLE COUNTY, VIRGINIA TITLE: EROSION AND SEDIMENT CONTROL NOTES AND NARRATIVES FILE NAME: DISCIPLINE: SCALE: DATE: C-36.DWG CIVIL N. T. S. 3/13/06 SET NUMBER: 5 DRAWING NUMBER: C-36 SHEET NUMBER: 37 OF 44 STANDARD EC -1 OK V \ 1 2 ACC 2 \ I I ' I (JGHNI — \ I CIV DE- ftkft ?5 •S � � --_ __--- =5 \` 4 GR 11 GEN M / _ .- I •� _ TR TME NT AR N F SIG SHALL BE CLEARED R=50' 6 f\ _ - •�S \ � � AND GRUBBED VEGETATION TO 0 \ PROVIDE THE RE UIRED SIGHT \ I DISTANCE UNE ALONG HANSENS //.. \ MOUNTAIN ROAD. THE OWNER SHALL �\ �� 6-1,0 12' WIG T � INSPECT AND MAINTAIN SIGHT UNE BY.c�.a� ADJ T B AND GUTTER AS GRUBBING AND CUTTING REGULARLY 1? - \ EEDEb\A EMOLISH PAVED DITCH UNDER PERMIT WITH VDOT. -- _'N THR h \� _STANDARD PG -7 DITCH FLUME CONNECTOR TO ALLOW FO EW PAVEMENT. A \ \ -STANDARD STANDARD EG -1 ENERGY DISSIPATOR \ GRADE ROSID ITCH. � � � � � � 472 _V f � � � � � � SEE SHEET 39 FOR DETAILS. HEN11 — \ num uwE i3 IDL�aW uI w ocM AMM ti i►wo�LAK�\ ��00- 12' 12' 12' 12' PAVED CROSSOV AND LE ES SHALL \ law i� •� a — _ _ — — — BE ELIMINATED. CUT ALO OF SHOLLM 1 1— EXISTING PAVEMENT R TYPICAL T5 5 36 8 DEMOLITION DETAIL, ROUTE 250 AT S \ \ m 2 _ �- 8+00 MOUNTAIN ROAD ON SHE NO. A \ \� 1r HM our 14 1M OW 6 O 39.E ------ NEW SHOULDER PER TYPIC PAVEMENT a� / --� �1 — S65 / 4 6 6 X THROU d -ANE + 00 — I— — RESTORATION DETAIL, ROUTE 0 AT H S S �� \ t� , ADJUST EXISTING—GCIARDRAIL EW �� N � �5 .� }I+ MOUNTAIN ROAD ON SHEET 39.\STRI G �\ 1r CURB AND PAVEMENT. PER THE GRIT EX• 11' T �,a._I 9 49.gg v \ 1.O0M MMOR TO M our ix WK of (GUARDRAIL DESIGN INSTALLATION 464 HROUGH E N OF LEFT LANES AND REMOVE ANY TUR E �wmR, PROM W& our me ocrolo MARKINGS AND SIGNAGE. v \ carr MAMM WNW woowa >� Rc INSPECTION, AND REPAIR) MANUAL, � � — IF THIS DRAWING IS A REDUCTION PROVIDE TENSAR SS2 POLYMER GRID STRI�URE \ �+ � w� vooR Ra�c • wrooc suv� �-z No a-7• GUARDRAIL SHALL BE A MINIMUM OF 4 � — OVER COMPACTED SUB—GRADE, 4" VDOT N0. 21A : o°"'"w'i°R'°'r"MrM' cx. aRosM-sic FEET OFF THE EDGE OF PAVEMENT, AND GRAPHIC SCALE MUST BE USED OR 21 B AGGREGATE BASE COURSE, AND SOD TQ \ ""101J0M MW 11J"" LW WNW NO FLUSH WITH THE FACE OF CURB BEHIND 1 M WK Inve" A"D''"011'0R THE TURN LANE. THE PORTION OF SCALE: 1 " 30' ---- __ PROVIDE A GRASSED SURFACE, PROVIDE TWO slOO M 7ftvww mo Maw GUARDRAIL FLUSH WITH THE FACE OF loom "EMERGENCY VEHICLES ONLY" SIGNS. SEEPOUM OwavOE HANSENS MOUNTAIN ROAD \ CURB MUST BE STIFFENED BY ADDING DRAWING NUMBER C -37A FOR "NO U-TURN" SIGN a 00"Mcaft M 1ATON D1.1N1O1 MOMfr"M DESIGN SPEED= 45 MPH AN ADDITIONAL RAIL ON THE BACK LOCATIONS AND LEFT TURN LANE EXTENTS. \ RDD F^uw o0CT1oK POSTED SPEED= 40 MPH , 30 0 30 HANSENS MOUNTAIN ROAD (R -0-W VARIES) NESTED, OR BY ADDING A RUBRAIL NOT TO sc" 11 i.EK*FT OF EYE=3.5' UNDERNEATH THE NORMAL RAIL. A a I — - rMcfTANCE usE - - \ -_ > — -- -- EXISTING__ ._.- ___ - ---- -- --- -- -- - ----------- - mtil 415 W.- EXISTING RADE - — _ — - --- -- - ---D1STg1yEE -- NEW -GRADS -- -- / HEIGHT OF NEW GRADE- RADE Ae - - - - --- - _ - --- - -_ - - ................ 490 i - - - - -- -- - - - - - 490 - - - - - - --_ - -- - t , 45 480 a• 480 ------ -- --- ---- ------ -- - -- -- I-- _-- # -- - NEW LEFT EDGE OF PAVEMENT --- - - - -- - - - - - --- --- - - -- - 470 - NEW -RIGH --EDGE--OF--PAVEMENT - -- -- --- 0 40- NEW LEFT EDGE OF AVEMENT --�- i i } - r _ -._ _- --- ---- - - _ - - --- -- -- -- - -- --- - -- ----- - F --HI NSEN OusVW-ROAD ----- - 460 04 ' LT.- �� - - EXISITI -CONNE MOUNTAIN R �- I NEW RIGHT- G EDGE OF PAVEMENT, TIDIT= OF HANSENS AD EDGE OF PAV€M€ LT. 11 = PROPO MOUNTAIN ED � t i - t I STATIONS FISTED SECTIONS'IN IN THE IN PROFILE ARE WESTBOUND -- - - _ __ - - F - - - FOR PAVEMENT E OF _-- XISITING EDGE OF P MENT RT: -11'--_- ONNECTION -EDGE--OF ._HANSENi-MOUNTAIN- -- - _ =-EXISITING-- - - -- -- - - eONNT - - -- -- --- ---- -- -- -- -- -- - - - _ - -__ _-._ _ ROPOSE --- -- - - 460 450 -- ---- ROAD--- . -- --- - --- - E -OF PAVEMENT, L"_lw =PR6PDSED--_N =f_-0_..-HANg%-AIN--ROAD ---- --' - --- CONNECTION EDGE OF HANSENS MOUNTAIN -_ ROAD _ -- - - - 450 w _ = EX. OF HANSENS _ - - --- -- -- - --- -_ __ --- - - - -------- --- - - -- i zp 440 W w v - - - _ -- - v Z 1 - - { - - - -- --- ---- -- - - --- - - - - 440 - -- --- -- --- -- - -- --- - — --- — - - - --- -U --- - --- ----- - — - — — — — I _o _ .aZ ^ O + W - - - - -- -� - - 430 J J N E-_ I r ! I J x- n d ` J OD • w r- t � - ca O M m W � v; C7 m --- - -- - - -- --- - - - -- --- N - — -- Z - -- - -- - - - - -- - -tD - ---- — - - N wan } - M a 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 OF Pr � DAVID M. JENSEN .o No. 11484 A '9IONAL Gti ENGINEERS SURVEYORS PLANNERS ASSOCIATES P.O. BOX 4119 1402 OnsWxiw Phos Lywlbur& VA 24502 P600e: 4&3 6.6000 �%A22"11 •".�.sw DESIGNED BY: MWS PROJECT: FINAL SITE PLAN GAZEBO PLAZA ALBEMARLE COUNTY VIRGINIA SET NUMBER: 5 2 ADDED CENTERLINE OF ENTRANCE SWB 2/7/07 3 ADDED LEFT TURN LANE, ELIMINATED CROSSOVER, &ADDRESSED MWS 5/18/07 DRAWN BY: MWS OTHER VDOT COMMENTS DRAWING C-37 NUMBER: TITLE: HANSENS MOUNTAIN ROAD IMPROVEMENTS 4 REVISED CROSSOVER, EC -1, FLUME, GUARDRAIL, SHOULDER, MWS 6/15/07 REVIEWED BY. HFW AND TYPICAL ROAD SECTION PER VDOT COMMENTS�o SHEET NUMBER: 38 OF 44 5 REVISED DITCH GRADING MWS 6/21/07 WWA NUMBER: 205151.05 FILE NAME: C-37.DWG DISCIP CIVIL SCALE: —30 V. i "_ 10, DATE: 3/13/06 No. REVISION BY DATE NO. REVISION -- BY DATE I ADDED SHEET PER VDOT COMMENT SHOWING SIGNS I MWS 151181 7 2 ADDED GIRARD PLACE ROAD NAME I MWS 1 72/5/07yTH OF trf AD M. JENSEN s No. i /L-26— d% F - NO. DESIGNED BY: (mmm SET NUMBER: .. ---� l I ADDED SHEET PER VDOT COMMENT SHOWING SIGNS I MWS 151181 7 2 ADDED GIRARD PLACE ROAD NAME I MWS 1 72/5/07yTH OF trf AD M. JENSEN s No. i /L-26— d% F - NO. DESIGNED BY: PROJLCI: SET NUMBER: FINAL SITE PLAN asmw I ADDED SHEET PER VDOT COMMENT SHOWING SIGNS I MWS 151181 7 2 ADDED GIRARD PLACE ROAD NAME I MWS 1 72/5/07yTH OF trf AD M. JENSEN s No. i /L-26— d% F - NO. DESIGNED BY: PROJLCI: SET NUMBER: FINAL SITE PLAN MWS 5 ETIG77VEER5 GAZEBO PLAZA SURVEYORSALBEMARLE DRAWN BY: COUNTY VIRGINIA DRAWING NUMBER: PLANNERS MWS TITLE: 'IATES REVIEWED BY. VDOT ROAD IMPROVEMENTS C -37A SHEET NUMBER: 1103Ona°"� Ob�.lq VA]3f01 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: lYm: IN.9N]TIO 205151.05 C-37A.DWG CIVIL H: 14=30' 3113106 38A OF 44 NOTES: 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 2. CONCRETE TO BE CLASS A3 IF CA811AGE, 4000 PSI IF PRECAST. 3.CURB HAVING A RADIUS OF 300 FEET. OR LESS (ALONG FACE OF CURB) WILL BE PAID FOR AS RADIAL CURB. 4. (TH5' DEPTH OORCURB INC REASED A REDUCED UAS 3'MUCH ' AS IN ORDER THAT THE BOTTOM OF CURB WILL �OINCIDE WITH THE: TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE. OTHERWISE THE DEPTH IS TO BE 18" AS SHOWN. NO ADJUSTMENT IN THE PRICE BID IS TO BE MADE FOR A DECREASE OR AN INCREASE IN DEPTH. 5. THIS CURB IS TO BE USED WHEN DESIGN SPEED IS 40 MPH OR LESS ON RURAL HIGHWAYS AND 2" R 45 MPH OR LESS IN DEVELOPED URBAN AND �4 SUBURBAN AREAS. IF THESE DESIGN SPEEDS ARE EXCEEDED STANDARD CG -3 IS REQUIRED. .'a • a . a a. a 6,. .4 • . d SEE K 4 22" RADIUS NOTE 4 ••d ° '••a . SURFACE ,d •'d C<, 4 • d ' 7 .'d BASE -� -- --- -- SUBBA 6., ACCEPTABLE ALTERNATIVE IF CURB IS EXTRUDED SPECIFICATION REFERENCE STANDARD 6" CURB 105 502 VIRGINIA DEPARTMENT OF TRANSPORTATION DOWELS E I DOWELS H-, BARS H- 0 I N BARS V= 0 I N 6" SPECIFICATION REFERENCE 502 H� PLAN VIEW J CG -2 SURFACE BASE SUBBASE 201.01 0 0 0 3' WIDE BY 7' TAL GATE (OPTIONAL) CONTAINER ENCLQSURE SHALL BE MIN. 8 HIGH 6„ DIAMETER LD BOLLARD CONCRETE CONCRETE 3' BELOW GRADE EXTENDING 4' ABOVE GRADE PAINT OSHA YELLOW -� 3'4" DIAMETER BY 1X2" DEEP RECESSES FOR GATE CANE BOLTS. PROVIDE TWO AT EACH GATE IN CLOSED AND OPEN POSITION. FIELD VERIFY EXACT LOCATIONS. CONCRETE PAD DESIGN TO WITHSTAND 10,000 lbs. SINGLE WHEEL LOADS SECTION F -F 5'-0" 6" 4'-0" 6' BARS H2 WIRE FABRIC W2.1 X W2.1 o DOWELS A I N BARS V1, CUT TO CLEAR OPENING FOR ST'D. PG -5. �+ DOWELS B WELDED WIRE FABRIC ,o ST -94, 6 X 6-W2.1 X W2.1 c�A��O SECTION H -H 4iF )INT # 4 DOWELS 24" LONG ® 5" C -C REVISED BACK SLOPE 10'-0" C-CMAX. APPROXIMATE QUANTITIES WALL ' CLASS A3 CONC. 1.7 CU. YDS. SECTION E -E H2 3 6 6" 5'-3" WELDED WIRE FABRIC REVISED FLUME DETAIL AND ADDED ENERGY DISSIPATOR DETAIL 6 X 6-W2.1 X W2.4 --- CURTAIN WALL TO BE LOCATED AT BEGINNING AND END OF ALL FLUMES AND ON THE LOWER END OF EACH JOINT, 3'-3" `vL 27- D12 BARS H2 PRICE BID PER EACH TO INCLUDE DOWELS, WELDED BLACK FILL WITH LUGSFANDIC6URTAINOWALL, ANDEL, CLASS A-3 CONC. ® FIELD CUT BARS V1 & BARS H2 TO CLEAR OPENING FOR ST'D. PG -5. J CG -2 SURFACE BASE SUBBASE 201.01 0 0 0 3' WIDE BY 7' TAL GATE (OPTIONAL) CONTAINER ENCLQSURE SHALL BE MIN. 8 HIGH 6„ DIAMETER LD BOLLARD CONCRETE CONCRETE 3' BELOW GRADE EXTENDING 4' ABOVE GRADE PAINT OSHA YELLOW -� 3'4" DIAMETER BY 1X2" DEEP RECESSES FOR GATE CANE BOLTS. PROVIDE TWO AT EACH GATE IN CLOSED AND OPEN POSITION. FIELD VERIFY EXACT LOCATIONS. CONCRETE PAD DESIGN TO WITHSTAND 10,000 lbs. SINGLE WHEEL LOADS SECTION F -F 5'-0" 6" 4'-0" 6' BARS H2 WIRE FABRIC W2.1 X W2.1 o DOWELS A I N BARS V1, CUT TO CLEAR OPENING FOR ST'D. PG -5. �+ DOWELS B WELDED WIRE FABRIC ,o ST -94, 6 X 6-W2.1 X W2.1 c�A��O SECTION H -H 4iF )INT # 4 DOWELS 24" LONG ® 5" C -C REVISED BACK SLOPE 10'-0" C-CMAX. APPROXIMATE QUANTITIES REINFORCING STEEL 132.9 LBS. CLASS A3 CONC. 1.7 CU. YDS. DITCH FLUME CONNECTOR VIRGINIA DEPARTMENT OF TRANSPORTATION 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 H2 3 6 6" 5'-3" 2 REVISED FLUME DETAIL AND ADDED ENERGY DISSIPATOR DETAIL MWS 6/15/07 DOWELS 4 10 10" 1 '-0" 3 ADDED PAVEMENT DEMOLITION & PAVEMENT RESTORATION DETAILS MWS 6121107 3'-3" `vL 27- D12 BARS H2 BE PAINTED W BLACK FILL WITH o CONCRETE I Zo in FIN GRADE 8" BARS A3 a 2 BARS A ' ;..' o I CONCRETE 8" FLOW LINE OF Ivo' REVISION BY DATE NO. REINFORCING STEEL SCHEDULE MARK SIZE N0. SPACING LENGTH H 3 9 6" 5'-8" H1 3 4 6" 4'-8" H2 3 6 6" 5'-3" V 4 6 12" 4'-0" vi 4 24 6 3'-0" DOWELS 4 12 10 2 -0 DOWELS 4 6 10" 2'-0" DOWELS 4 10 10" 1 '-0" W. W. F. 8G 83 S. F. BENDING DIAGRAM 12" -cola, w ®BARS V 1 ip on 27 DOWELS A 1 SECTIONS H -H �� 3'-3" `vL 27- D12 BARS H2 35'- 4" - 1 6" DIAMETER PIPE BOLLARD u I V 41 P I „ °• 10 CUBIC YARD TOP & END ° LOAPINq CONTALINER , I ° 6 Lx6 Wx7 -8 H P P P P • f u u ior u f v V ` P P P• • P P P P P I 6 10 CUBIC YARD „ TOP & END ° LOApING CONTAINER P ° 6 Lx6'Wx7 -8 H r P v L> u. u ° RESERVED BARS D PARKING R7-8 1 • 2. 12" X 18" N ca 2:1 6" SCH 40 61.20 STEEL PIPE 3. COMBINATION CURB & GUTTER HAVING A RADIUS PIPE TO 2'-10" BE PAINTED W BLACK FILL WITH o CONCRETE I Zo in FIN GRADE 8" BARS A3 a 2 BARS A ' ;..' o I CONCRETE 8" FLOW LINE OF 4. III ' PAVED DITCHI III V_0" ------- -- ---- V_0" cn cn ACCESSIBLE PARKING SIGN NOT TO SCALE 3'-8" 3'-8" #4 AND GUTTER SHALL BE CONSTRUCTED PARALLEL 2 y2" PLAN VIEW 4 (NO GRATE TO THE SLOPE OF SUBBASE COURSES #3 8" STRAIGHT D2 AND TO THE DEPTH OF THE PAVEMENT. 1 '-6 2 {: # 3 5. THIS CURB MAY BE USED WHEN D3 4 1 7-- 107," l'-7" #3 DESIGN SPEED IS 40 MPH OR LESS 8" N o i 4 I• v ON RURAL HIGHWAYS AND 45 MPH OR i u i u 8" STRAIGHT r v LESS IN DEVELOPED URBAN & SUBURBAN 2'-6 2 u I' u 2" R 8" AREAS. IF THESE DESIGN SPEEDS ARE E1 4 1'-11 4" #3 EXCEEDED STANDARD CG -7 IS REQUIRED. 8" a, E2 4 1'-5 2 1'-5 2# 3 8" STRAIGHT D REVERSE (SPILL) CURB AND GUTTER DETAIL , ° D ' 120' DEGREE 7,. 6 " D SWINE s r P 2" 7w P P P P V P V V P P p ° I' V N I p P P P- P- l D e l D- P i u I v I v i of o f v i u i •ui u i v i o f v ° , °, In, , ° I` • f V I• P P V !' V P 1• V 1' P V j P v P i V 1• P u i u i u O P P RESERVED BARS D PARKING R7-8 1 • 2. 12" X 18" N ca 2:1 6" SCH 40 61.20 STEEL PIPE 3. COMBINATION CURB & GUTTER HAVING A RADIUS PIPE TO 2'-10" BE PAINTED W BLACK FILL WITH o CONCRETE I Zo in FIN GRADE 8" BARS A3 a 2 BARS A ' ;..' o I CONCRETE 8" FLOW LINE OF 4. III ' PAVED DITCHI III V_0" ------- -- ---- V_0" cn cn ACCESSIBLE PARKING SIGN NOT TO SCALE 4' - 2' DUMPSTER PAD DETAIL_ SCALE: Y4" s 1'-0" Z �Q o PROVIDE FLEXIBLE PAVEMENT PLANING AT 2" DEEP AND 4' WIDE PROVIDE FULL DEPTH PAVEMENT SAW CUT w DEMOLISH AND REMOVE EXISTING z g z PAVEMENT (VARIABLE WIDTH AS O Z DEPICTED ON THE PLANS) EXISTING ROUTE Q > 250 PAVEMENT o of a Q TYPICAL PAVEMENT DEMOLITION DETAIL ROUTE 250 AT HANSENS MOUNTAIN ROAD NOT TO SCALE O 4' 4, Ln NI w O tz -PROVIDE SM -9.5A AT 220 LBS/SY OVER RC -250 AT 0.4 GAL/SY MATCH EXISTING ROUTE 250 PAVEMENT CROSS SLOPE wPROVIDE VDOT NO.21 B AGGREGATE 3 6 DEEP AND 4 WIDE OVER Q w COMPACTED SUBGRADE EXISTING ROUTE t 250 PAVEMENT Lu (D z NEW SAW CUT EDGE z o OF PAVEMENT gYOf�_ wQoo 0� m U > TYPICAL PAVEMENT RESTORATION DETAIL ROUTE 250 AT HANSENS MOUNTAIN ROAD NOT TO SCALE -- - - - TH Ofd' P fir DAVID M. JENSEN No. 11484 �0� - -- - ��s9r0NAL t�6ti BY I DATE 6-c'7 NOTES: �,G-6 2" - - - _ THE BOTTOM OF THE CURB AND 6•. - GUTTER MAY BE CONSTRUCTED 29_0" PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A THIS AREA MAY BE CONCRETE MINIMUM DEPTH OF 7" AT THE OPTION OF THE CONTRACTOR IS MAINTAINED. SPECIFICATION REFERENCE COMBINATION 6" CURB & GUTTER 105 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 BARS D F REINFORCING STEEL 1 • 2. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 4000 PSI IF PRECAST. ca 2:1 II 61.20 C) 3. COMBINATION CURB & GUTTER HAVING A RADIUS cc 2'-10" II W 8" OF 300 FEET OR LESS (ALONG FACE OF CURB) SHALL � 4 II Zo # 3 BE PAID FOR AS RADIAL COMBINATION CURB & 8" BARS A3 a 2 BARS A GUTTER. eW 8" FLOW LINE OF 4. FOR USE WITH STABILIZED OPEN -GRADED PAVED DITCHI I I o o� Q cn cn LAYER, THE BOTTOM OF THE CURB oDRAINAGE _ 8 3'-8" 3'-8" #4 AND GUTTER SHALL BE CONSTRUCTED PARALLEL 2 y2" PLAN VIEW 4 (NO GRATE TO THE SLOPE OF SUBBASE COURSES #3 8" STRAIGHT D2 AND TO THE DEPTH OF THE PAVEMENT. 1 '-6 2 1 '-1 2" # 3 5. THIS CURB MAY BE USED WHEN D3 4 1 7-- 107," l'-7" #3 DESIGN SPEED IS 40 MPH OR LESS 8" N o D4 4 2'-2 2 ON RURAL HIGHWAYS AND 45 MPH OR _ 8" STRAIGHT D5 LESS IN DEVELOPED URBAN & SUBURBAN 2'-6 2 1 # 3 2" R 8" AREAS. IF THESE DESIGN SPEEDS ARE E1 4 1'-11 4" #3 EXCEEDED STANDARD CG -7 IS REQUIRED. 8" a, E2 4 1'-5 2 1'-5 2# 3 8" STRAIGHT D REVERSE (SPILL) CURB AND GUTTER DETAIL D ' I 7,. 6 2" 7w �,G-6 2" - - - _ THE BOTTOM OF THE CURB AND 6•. - GUTTER MAY BE CONSTRUCTED 29_0" PARALLEL TO THE SLOPE OF SUBBASE COURSES PROVIDED A THIS AREA MAY BE CONCRETE MINIMUM DEPTH OF 7" AT THE OPTION OF THE CONTRACTOR IS MAINTAINED. SPECIFICATION REFERENCE COMBINATION 6" CURB & GUTTER 105 502 VIRGINIA DEPARTMENT OF TRANSPORTATION 201.03 NOTES: AMOUNT OF PAVED DITCH REPLACED BY "ENERGY DISSIPATOR" TABULATED BY DEPTHS AS SHOWN IN STANDARD PG -2A. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. " SMOOTH CONCRETE TO BE CLASS A3 IF CAST IN PLACE. LS ® 12" C -C FOR PRECAST SEE SHEET 111.02. BARS B BARS El A THE 2:1 DESIGN MAY BE USED ON EITHER 1 2:1 OR 2:1 SLOPES. BARS E2 J EG- I -ENERGY DISSIPATOR WITHOUT GRATE. BARS E2 EG -IA -ENERGY DISSIPATOR WITH GRATE. BARS El ENERGY DISSIPATOR PAY LINE SHIM OR GROUT TO SEAT ANGLE IRON AIti 6 O? -BOLT ANGLE IRON 2560? I TO CONCRETE 0� �ZP FR ?G 0 CRS BARS E2 SLOPE Y4"- 1'I-- - 7" BARS B BOLT PIPE . TO CONCRETE -9 1 2:1 SLO SL SECTION A -A 11-0.1 1 '-0" 11-0. APPROXIMATE QUANTITIES BARS D F REINFORCING STEEL ENERGY DISSIPATOR LBS. PAY LINE 2:1 II 61.20 C) 0.5921 57.63 cc 2'-10" II W 8" STRAIGHT � 4 II Zo # 3 6" 3'-0" 6" r 8" BARS A3 a 2 BARS A " 0'-10" eW 8" FLOW LINE OF B po to PAVED DITCHI I I o o� Q cn cn cn cn cn , C 8 3'-8" 3'-8" #4 I B 2 y2" PLAN VIEW 4 (NO GRATE SHOWN) NOTES: AMOUNT OF PAVED DITCH REPLACED BY "ENERGY DISSIPATOR" TABULATED BY DEPTHS AS SHOWN IN STANDARD PG -2A. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. " SMOOTH CONCRETE TO BE CLASS A3 IF CAST IN PLACE. LS ® 12" C -C FOR PRECAST SEE SHEET 111.02. BARS B BARS El A THE 2:1 DESIGN MAY BE USED ON EITHER 1 2:1 OR 2:1 SLOPES. BARS E2 J EG- I -ENERGY DISSIPATOR WITHOUT GRATE. BARS E2 EG -IA -ENERGY DISSIPATOR WITH GRATE. BARS El ENERGY DISSIPATOR PAY LINE SHIM OR GROUT TO SEAT ANGLE IRON AIti 6 O? -BOLT ANGLE IRON 2560? I TO CONCRETE 0� �ZP FR ?G 0 CRS BARS E2 SLOPE Y4"- 1'I-- - 7" BARS B BOLT PIPE . TO CONCRETE -9 1 2:1 SLO SL SECTION A -A 11-0.1 1 '-0" 11-0. APPROXIMATE QUANTITIES BARS D CONCRETE REINFORCING STEEL CU. YDS. LBS. ENERGY DISSIPATOR 2:1 0.7479 61.20 1 y2:1 0.5921 57.63 EG -1, 1A BARS D OF REINFORCING STEEL /111 BA i S C 1 j- BARS A3 ' ; :•� :; : BARS A2 SIZE SPACING C -C •; BARS Al 8 2'-10 2'-10" # 3 W 8" STRAIGHT BARS A 1 4 27-6 4 l'-10" # 3 6" 3'-0" 6" r 8" SECTION B -B A3 EG -1, 1A WELD PIPE TO ANGLE IRON FOR 2: Y SLOPE L=5'-7" FOR 1 2:1 SLOPE L=4'-6" NLN CUT PIPE TO FIT SLOPE ANGLE T Y2" ANCHOR BOLTS TO ELEVATION BE HOOK TYPE FOR L 5 z3V2"xYi" GALV. NEW CONSTRUCTION VIEW AND EXPANSION TYPE FOR RETROFIT. co _ 0 3" DIAMETER o STANDARD PIPE -I DIA. HOLE %" DIA. HOLE FOR Yz" DIA. FOR Y2" DIA. ANCHOR BOLT ANCHOR BOLT PLAN VIEW SAFETY GRATE DETAIL SPECIFICATION REFERENCE STANDARD ENERGY DISSIPATOR FOR USE WITH PAVED FL LIMED 502 VIRGINIA DEPARTMENT OF TRANSPORTATION Ald ENGINEERS SURVEYORS PLANNERS ASSOCIATES P.O. BOX 4119 1402 Groeebrier Placa Ly-hbur� VA 24502 CYwkaavilk. VA 2MI Phooe:4 .316.60!0 Pbm:434."4.2700 DESIGNED BY: SCHEDULE OF REINFORCING STEEL DRAWN BY: MARK N0. LENGTH 2:1 1 112:1 SIZE SPACING C -C SHAPE Al 8 2'-10 2'-10" # 3 FILE NAME: 8" STRAIGHT A2 4 27-6 4 l'-10" # 3 8" STRAIGHT A3 4 l'-0 " 0'-10" # 3 8" STRAIGHT B 6 3'-9" 3'-9" #3 8" STRAIGHT C 8 3'-8" 3'-8" #4 2 y2" STRAIGHT D1 4 l'-2 2 0'-8" #3 8" STRAIGHT D2 4 1 '-6 2 1 '-1 2" # 3 8" STRAIGHT D3 4 1 7-- 107," l'-7" #3 8" STRAIGHT D4 4 2'-2 2 2'-0 112" # 3 8" STRAIGHT D5 4 2'-6 2 2'-6" # 3 1 8" STRAIGHT E1 4 1'-11 "1'-11 2 #3 8" STRAIGHT E2 4 1'-5 2 1'-5 2# 3 8" STRAIGHT WELD PIPE TO ANGLE IRON FOR 2: Y SLOPE L=5'-7" FOR 1 2:1 SLOPE L=4'-6" NLN CUT PIPE TO FIT SLOPE ANGLE T Y2" ANCHOR BOLTS TO ELEVATION BE HOOK TYPE FOR L 5 z3V2"xYi" GALV. NEW CONSTRUCTION VIEW AND EXPANSION TYPE FOR RETROFIT. co _ 0 3" DIAMETER o STANDARD PIPE -I DIA. HOLE %" DIA. HOLE FOR Yz" DIA. FOR Y2" DIA. ANCHOR BOLT ANCHOR BOLT PLAN VIEW SAFETY GRATE DETAIL SPECIFICATION REFERENCE STANDARD ENERGY DISSIPATOR FOR USE WITH PAVED FL LIMED 502 VIRGINIA DEPARTMENT OF TRANSPORTATION Ald ENGINEERS SURVEYORS PLANNERS ASSOCIATES P.O. BOX 4119 1402 Groeebrier Placa Ly-hbur� VA 24502 CYwkaavilk. VA 2MI Phooe:4 .316.60!0 Pbm:434."4.2700 DESIGNED BY: PROJECT: MWS DRAWN BY: MWS/FAW TITLE: REVIEWED BY: HFW WWA NUMBER: FILE NAME: 205151.05 C-38.Dw FINAL SITE PLAN GAZEBO PLAZA ALBEMARLE COUNTY, VIRGINIA SITE DETAILS DISCIPLINE: SCALE: DATE: G CIVIL NIA 3/13/06 111.011 SET NUMBER: 5 DRAWING NUMBER: C-38 SHEET NUMBER: 39 OF 44 IYF'E A ROADWAY GRADE IN PERCENT PERPENDICULAR 2.4" TRUNCATED DOME A PERMISSIBLE CONSTRUCTION 5 JOINT 2 C -c 3 MIN. BACK OF CURB 20: 1--._ J Q —wry U �-2' MI 11H 0 12:1 MAX. f 4' 5' MIN 5' MIN 10.1 MAX. (10:1 MAX.) ALTERATIONS J5 DOWELS, 8" LONG 12" C -C cV 10:LM B SECTION A -A v . o. . . v. SECTION B -B A 4' SQUARE LANDING AREA OUTSIDE OF TRAVELWAY SHALL BE PROVIDED WITHIN THE MARKED CROSSWALK AREA. J V) cn O CROSSWALK � 0�� n 11 TYPICAL PLACEMENT AT INTERSECTION WITHIN CROSSWALK TRUNCATED DOMES CIROSSWALK DIAGONAL VARIATION 4' —0" PERMISSIBLE CONSTRUCTION JOINT Q U) �ry U 1--, —F TYPICAL PLACEMENT AT INTERSECTION WITHIN CROSSWALK (WITH BUFFER STRIP) i:1 _X_ I M MAX. 5 2' MI . AT * 2" HIGHER THAN EDGE OF PAVEMENT AT >10� , SAM E AS TOP OF CURB TYP E C PARALLEL & PERPENDICULAR THE SELECTION OF CURB TYPE AND THE CONFIGURATION OF THE UTILITY STRIP MAY VARY TO MEET EXISTING FIELD CONDITIONS AND ROADWAY GEOMETRICS PROVIDING THE DIMINSIONS AND SLOPES ARE AS NOTED. THIS COMBINED (PARALLEL & PERPENDICULAR) DESIGN FOR ALTERATIONS CAN BE USED WITH ADJOINING BUFFER STRIP. LANDING AT BOTTOM OF TWO SLOPING SIDES WITH 60" X 60" MIN. DIMENSIONS. THE SHORT PERPENDICULAR RUN TO THE STREET CAN BE PROTECTED BY A LANDSCAPED SETBACK OR CONNECTED TO THE SIDEWALK WITH A WARPED SURFACE. IIN I-'/AMlALLLL 5 DOWELS, 8" LONG A PERMISSIBLE 14T 12 C—C CONSTRUCTION — 5' MIN. JOINT — 12:1 MA)k. N 00 12:1 MA X. L B 2' B RAMP (SEE TABLE) A TRUNCATED DOMES L 5'-0" MIN. -1 SHAPE TO MATCH FACE OF ROADWAY CURB BACK OF CURB 48 1 20 . AO 4 LAAW z' M,rr-� SECTION A -A v .. v v v v' v .. SECTION B -B n n CROSSWALK TYPICAL PLACEMENT AT INTERSECTION WITHIN CROSSWALK 6" A E7 -4i 5'I M4 PERMISSIBLE CONSTRUCTION JOINT y MA 5' MIN ;0 12:1 o z A 4' SQUARE LANDING AREA OUTSIDE OF TRAVELWAY SHALL BE PROVIDED FOR CROSSWALK WITHIN NCROSSWALK THE MARKED CROSSWALK AREA. PERMISSIBLE CONST. JOINT 0L A E—J '-TRUNCATED DOMES TANGENT PLAN 2'-0" 5' — 0" STD. CG -2 BACK OF CURB I 12 : I 48: 1 MA 20 1 48: 1 'v 'v�•o.o• v'. v•v• v•v• v', v• ,v v v 'v .v • .v v , v . R• v v 2' MI Np- SECTION A -A CROSSWALK TYPICAL PLACEMENT AT INTERSECTION WITH BUFFER STRIP TYP E B PARALLEL APPLICATION ROADWAY GRADE IN PERCENT 1.6" 2.4" TRUNCATED DOME 0 4 1 5 2 C -c 3 O O 0 10 15 6 14 15 7 13 O O 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 cy 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 UO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 (R1 + U p (V 0000000000000002 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.2" 50% — 65% OF BASE DIAMETER O O O O O O O O O O O O O O O .� TOP DIAMETER VARIABLE 4' MINIMUM. 0.9" — 1.4" PAY LIMITS BASE DIAMETER DETECTABLE WARNING TRUNCATED DOME D ETA I L D ETA I L TYP E B PARALLEL APPLICATION ROADWAY GRADE IN PERCENT MINIMUM RAMP LENGTH IN FEET 4" CURB 6" CURB 0 4 1 5 2 3 12 5 10 15 6 14 15 NOTE: THE REQUIRED LENGTH OF A PARALLEL RAMP IS LIMITED TO 15 FEET, REGARDLESS OF THE SLOPE. TYPE C PARALLEL & PERPENDICULAR APPLICATION ROADWAY GRADE IN PERCENT MINIMUM RAMP LENGTH IN FEET 4 CURB 6 CURB 7 13 1 15 8 15 1 15 NOTES: 1. THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES. 2. DETECTABLE WARNING TO BE CLASS A-3 CONCRETE (CLASS A-4 IF PRECAST) WITH SLIP RESISTANT INTEGRAL SURFACE COVERING THE FULL WIDTH OF THE RAMP FLOOR BY 2' IN LENGTH IN THE DIRECTION OF PEDESTRIAN TRAVEL. OTHER TYPES OF MATERIAL WITH THE TRUNCATED DOMES DETECTABLE WARNING MAY BE USED WITH THE APPROVAL OF THE ENGINEER. 3. SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQUIRED BARS. 4. IF RAMP FLOOR IS PRECAST, HOLES MUST BE PROVIDED FOR DOWEL BARS SO THAT ADJOINING FLARED SIDES CAN BE CAST IN PLACE AFTER PLACEMENT OF PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS A-4. 5. REQUIRED BARS ARE TO BE NO. 5 X 8" PLACED 1' CENTER TO CE TER ALONG BOTH SIDES OF THE RAMP FLOOR, MID—DEPTH OF RAMP FLOOR. MINIMUM CONCRETE COVER 1�". 6. CURB &CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS ARE INCLUDED IN PAYMENT FOR CB / CURB AND GUTTER. 7. CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER AN ACCESSIBLE ROUTE WITHIN THE RIGHT OF WAY OF A HIGHWAY FACILITY CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED, OR NONEXISTENT. THEY MUST BE LOCATED WITHIN PEDESTRIAN CROSSWALKS AS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER, AND SHOULD NOT BE LOCATED BEHIND VEHICLE STOP LINES. EXISTING LIGHT POLES, FIRE HYDRANTS, DROP INLETS, ETC. ACCESSIBLE ROUTES PROVIDE A CONTINUOUS UNOBSTRUCTED, STABLE, FIRM AND SLIP RESISTANT PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED AND USED BY PEDESTRIANS. 8. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AND THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS PERPENDICULAR TO THE CURB. 9. TYPICAL CONCRETE SIDEWALK IS 4" THICK. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK TRAFFIC THE CONCRETE SIDEWALK DEPTH SHOULD BE INCREASED TO 7". 10. WHEN CURB RAMPS ARE USED IN CONJUNCTION WITH A SHARED USE PATH, THE MINIMUM WIDTH SHALL BE THE WIDTH OF THE SHARED USE PATH. REV. 7/05 SPECIAL DESIGN SECTION DRAWING NO. A 59 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 DESIGNED BY: PROJECT: SET NUMBER: —__-- -_- -_ - - _ ---- °F p A Mws FINAL SITE PLAN ENGINEERS GAZEBO PLAZA 5 VVI - SURVEYORS AWN BY: GAZEBO ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: — --- _-- DAVID M. JENSEN � PLANNERS TITLE: -------- ------- - - - ------ ,� REVIEWED BY: C-39 No. 11484 o L-2-4— O ASSOCIATES HFW ADA ACCESSIBLE RAMP DETAILS -- A l P.O. BOX 4119 1402Orembrxrrlwe SHEET NUMBER: _ �s`�IONAL &VA2 l WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: N0. REVISION BY DATE NO. REVISION BY DATE wwwww"wim••.ne 205151.05 C-39.DWG CIVIL 1 "=60 3/13/06 40 OF 44 FRAME do COVER (SEE FIG. S -1-0.E) SLOPED AREA STREET SURFACE OR NON -PAVED AREA 1'-0" MAX "WEDC-LOK' TYPE OEDREE RUBBER COATED STEEL I STEPS OR APPROVED 3'- MMI EQUAL CAST IN PLACE U NOTE PRECAST REINFORCED Z " CONCRETE SECTIONS 1III4%_I � "0" RING SEALS 1B" MAX � MINIMUM ELEVATION 1.OPEN CUTS IN PAVED AREAS VATHIN DIFFERENCE ACROSS M.N. 5" - z IPA FROM INLET TO OUTLET Rif E E SHALL BE 0.20 FEET. I T DEPTH OF FLOW CONCRETE FILLETS VARIES CHANNEL TO BE STONE. 3/4 DIAMETER OF - 0.24 CONTRIBUTING -- u -- p SEWER. °• •J 12` A FILLETED INVERTOR A SMDO 2.FOR DUCTILE IRON PIPE THE BOTTOM AND COMPACTED, AND ALL STONES TRANSITION OF FLOW BETWEEN 1_d k -IA INLET h OUTLET PIPE SHALL BE 2^ �� a� PROVIDED. MIN. B• BEDDING NOTE : W/ NO. 68 STONE 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT WILL DETERMINE WETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, LIFT HOLES. INLETS, OUTLETS TO BE SEALED & GROUTED INSIDE AND OUT. SHALL BE INSTALLED TYPICAL MANHOLE SECTION SHOWING BRANCH TIE-IN n GRADE SPAUNG 207E TO 351E NOT OVER 36' 35X TO SOX NOT OVER 24' SOX OR GREATER N07 OVER 16' DITCH LINE DJ. PI 12" FLEXIBLE CONNECTION WITH STAINLESS STEEL BAND 3000 PSI CONC. BASE BENCH SLOPED TO FLOW CHANNEL 1/4" : 1' MIN r BRANCH 2` NOTE: ALL CONNECTIONS TO EXISTING MANHOLES SHALL BE CORED AND A FLEXIBLE CONNECTION . BOOT " INSTALLED TYPICAL MANHOLE PLAN SHOWING BRANCH TIE - IN ANCHOR EXTENDS INTO SIDE OF DITCH W3 I Lp I I OI. WE 2 2500 PSI ---112` PLAN TYPICAL ANCHOR DETAIL FOR SEWERS ON GRADES 20% AND GREATER ANCHOR N0. 1 AT FMIST JOINT ABOVE MANHOLE. Ll OEDREE WATER I Fo N ns ^isL-�� U NOTE n 9 Z " Ll SEWER SERVICE LATERAL CONNECTION NOTES 1. WHERE A SERER SERVICE LATERAL CONNECTS ,AT7OF11AALMANHOLE AND NO INVERT ELEVATION INDICATED , THE TOP (CROLMI EITMEVATd/ OF ifC SERVICE LATERAL PIPE SHAH 6E Ai LEAST 0.2' HIGHER /WAN THE ro=[&NATION OF THE THE LONCST PIPE CONNECTED LSEWER LATERALS TAPPED INTO AN EIDSTING 3CWER MAN6E S CONNECTED UK A WE SADDLE AS MANUFACTURED INY ' DTV. OR AN APPROVEO EQUAL 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2K (I' PER FOOT) AND 1X (k PER FOOT) FOR 6' SEWER SERVICE CONNECTION CALL SEWER LATERALS SHALL HAVE A IM41N DIAMETER OF 4". 2 4mm 4 S.ALL SEWER LATERALS SMALL HAVE A MINIMUM COVER OF 3 FEET. SALT TREATED FINISHED GROUND 2 x 4 MARKER TAPE FOR WHERE PLASTIC PIPE IS USED 24' EMBEDMENT B"MIN SPF070 NO. eeOOFFSTOMEPIPE - - TAMI ROM YATfltlAL THAN C IN ANY IGHLY COMPACTED ICOft APPROM K TAMM 40 a• max 4° min ON SHALL BE {3_ ARE UNSTABLE OEDREE WATER SEVER IEE AND PLUGS .I PLUG END OF �I U NOTE a CU.YD. LOCATION � J � MAIN LINE SERVICE LATERAL SECTION 1.OPEN CUTS IN PAVED AREAS VATHIN EXISik1G VDOT RTCHT-OF-MAY SHALL BE z IPA T I Rif E E y I T _ 1 BACKFILLED ENTIRELY WITH NO. 21A STONE. 301 0.24 p SEWER SERVICE LATERAL CONNECTION NOTES 1. WHERE A SERER SERVICE LATERAL CONNECTS ,AT7OF11AALMANHOLE AND NO INVERT ELEVATION INDICATED , THE TOP (CROLMI EITMEVATd/ OF ifC SERVICE LATERAL PIPE SHAH 6E Ai LEAST 0.2' HIGHER /WAN THE ro=[&NATION OF THE THE LONCST PIPE CONNECTED LSEWER LATERALS TAPPED INTO AN EIDSTING 3CWER MAN6E S CONNECTED UK A WE SADDLE AS MANUFACTURED INY ' DTV. OR AN APPROVEO EQUAL 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2K (I' PER FOOT) AND 1X (k PER FOOT) FOR 6' SEWER SERVICE CONNECTION CALL SEWER LATERALS SHALL HAVE A IM41N DIAMETER OF 4". 2 4mm 4 S.ALL SEWER LATERALS SMALL HAVE A MINIMUM COVER OF 3 FEET. SALT TREATED FINISHED GROUND 2 x 4 MARKER TAPE FOR WHERE PLASTIC PIPE IS USED 24' EMBEDMENT B"MIN SPF070 NO. eeOOFFSTOMEPIPE - - TAMI ROM YATfltlAL THAN C IN ANY IGHLY COMPACTED ICOft APPROM K TAMM 40 a• max 4° min ON SHALL BE {3_ ARE UNSTABLE E IYPICAI_ MANHOLE FRAME & COVER NIS LTF°ou.° A"p,"L 19, MS nt S -1-0_ - TO 4 JUNCTION BOXES. TRANSFORMER PADS. PEDESTALS, ETC SHALL NOT BE LOCATED WITHIN THE RIGHT K WAY. .1o•S�I1 _. I I �D1L-yl r OEDREE WATER SEVER IEE AND PLUGS .I PLUG END OF �I U NOTE a CU.YD. LOCATION -T (GAS, ELECTRIC, TELEPHONE, CAtLE. ETC) MAIN LINE SERVICE LATERAL SECTION 1.OPEN CUTS IN PAVED AREAS VATHIN EXISik1G VDOT RTCHT-OF-MAY SHALL BE O T I L I H I T 4311 U BACKFILLED ENTIRELY WITH NO. 21A STONE. 301 0.24 2.FOR DUCTILE IRON PIPE THE BOTTOM AND COMPACTED, AND ALL STONES OF THE TRENCH SHALL BE SCkAPEO REMOVED OIt.A 44 BOOM OF 1#Q. ISE 1_d k -IA 4� 2^ �� a� 200 2.26 STONE SHALL BE PROVIDED* ON A MINIINJM 111- 221/2 1.60 2.00 h 0.10 3.WNERE ROCK. IS ENCOUNTERED PIPE SHALL BE INSTALLED 11 1/4 4 Ri AI is Re 0.10 BEDDING OF NO. so STONE BO 3.50 3.1445 3.21 0.N 6" 221/2 E IYPICAI_ MANHOLE FRAME & COVER NIS LTF°ou.° A"p,"L 19, MS nt S -1-0_ - TO 4 JUNCTION BOXES. TRANSFORMER PADS. PEDESTALS, ETC SHALL NOT BE LOCATED WITHIN THE RIGHT K WAY. .1o•S�I1 _. I I �D1L-yl r EASEMENT VIDTHS� WATER OR SEWER ONLY - EO' MINIMUM WATER L SEWER - 30' MINIMA • SEE PART X PARAGRAPH D1 SEPARATION Or WATER L SEVER LINES. UTILITIES CROSSING A WATER OR SEVER EASEMENT SHOULD K AT 10' TO THE RIGHT OF WAY. UTILITY LOCATIONS & EASEMENT WIDTHS LINE WYE -TEE PLAN VARIES e TYPICAL SEWER SERVICE LATERAL CONNECTION GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL INITIAL BACKFILL • 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 /6B STONE. FOUNDATION IN PJQOR SOIL UNDER -CUT CONDITION UNSTA SOIL DNTIAL BACKFILL TONE eee STONE NOTE I.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 TYPICAL SEWER PIPE INSTALLATION IN TRENCH RE SAS PIPE OEDREE WATER SEVER IEE AND PLUGS VOL. �I C a CU.YD. LOCATION OF OTHER UTLITIEs (GAS, ELECTRIC, TELEPHONE, CAtLE. ETC) EASEMENT VIDTHS� WATER OR SEWER ONLY - EO' MINIMUM WATER L SEWER - 30' MINIMA • SEE PART X PARAGRAPH D1 SEPARATION Or WATER L SEVER LINES. UTILITIES CROSSING A WATER OR SEVER EASEMENT SHOULD K AT 10' TO THE RIGHT OF WAY. UTILITY LOCATIONS & EASEMENT WIDTHS LINE WYE -TEE PLAN VARIES e TYPICAL SEWER SERVICE LATERAL CONNECTION GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL INITIAL BACKFILL • 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 /6B STONE. FOUNDATION IN PJQOR SOIL UNDER -CUT CONDITION UNSTA SOIL DNTIAL BACKFILL TONE eee STONE NOTE I.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 TYPICAL SEWER PIPE INSTALLATION IN TRENCH RE SAS PIPE OEDREE BEND DWgaIOMS VOL. IEE AND PLUGS VOL. SIZE OF (FEM CU.YD. Omma.w. 6EtO L I H I T I L I H I T DO L50 ISO 301 0.24 43 TDO 125 260 0.15 200 2.26 LSO all 221/2 1.60 2.00 152 0.10 11 1/4 LSO 1001 2.50 0.10 BO 3.50 3.1445 3.21 0.N 6" 221/2 12.66 L Lei 77 160 0.13 116 2.31 2.M 0.32 11 1/4 1.66 216 167 0.13 60 4.63 393 3.42 0.63 ID' ! 12" 43 3.535.56 165 0.43 3.63 4.00 Lu au 221n 133 LOS 2.66 0.24 111/4 1.63 L33 2.64 1 0.16 1. THRUST BLOCKS ARE REQUIRED WHENEVER TWE PlfL6RE : CHANGES DMIECTTON. L+A"M SM OLIO 043 NO At VALVM L USE 2500 ►.SL CONOILTE. 1 NO CONCRETE SHALL K POURED ON ANY PMT OF THE JOINT. 4. THE Co NOXIIN6 00MEER SMALL K RESPONSIBLE TO THE V06FY THE TTPE ! ON OF ALL THRUST BLOOM CONCRETE THRUST BLOCKS 1 REVISED PER COUNTY & ACSA COMMENTS __ __ SWB 11/17/06 _ - DEs7GNeo Br: PROJECT: SET NUMBER: _ _ 'rTT oIP r � Mws FINAL SITE PLAN ---- --- ? /y/� $URVEVORS FAW ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: ___ No. 1 t484 rrEVHEwEo er. ALBEMARLE COUNTY SERVICE AUTHORITY C-40 _ _ - _- ___- _._ ASSOCIATES HFW STANDARD DETAILS - OA � ro Aoxuu Hoxa,.ee,v rNw SHEET NUMBER: Jg 0t LY��`il naea� � ..� �1 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: N0. REVISION BY DATE N0. REVISION BY DATE 9JONAL � rev. ".,..""..ar..e. 205151.05 C-40.DWG CIVIL NTS 3/13/06 41 OF 44 -F2! 8N 0" ANCHOR BOLT ON CENTER LINE OF BEND. FOR BENDS 10' THROUGH 12" USE 2 STRAPS ON BENDS ADJACENT TO BELLS, - FOR 18" BEND USE 3 STRAPS AS SHOWN. Az. ON 6.< ELEVATION PAINT ALL EXPOSED STEEL IMTM 2 COATS OF BITUMINOUS PAINT. BEND I PIPE A 8 C D Ekil 3' 51 mK 1W HIM r- 6 r -s 2'-Y r -s' 1•-2 r - 1o' r -s a•-sx-+r Y- 4'- Y- r- -Ir 1 3"—e• — • _ 2 + • 22 t/r •• - s r-6 S- -6 r- r- I vel Ir 'r -Ni 4!-xr-s r - • 2' for ' - " - X-41 - - 1r 1 e•- r -s z'_ 4' 2 1 4r 4' - r-4 r-0 S -D• '- - 2 1 4 Ir r- -� Hi' 4'-s r -s 3•- 4'- s' I I Ir s -a r- s -r 3- - t i •-a n• -o -r r- r- : 1 ART FOR UPPER VERTICAL BLOCKING i 1 3" THREAD DIAMETER EXTRA STRONG STEEL PIPE e UT RFf CON CRETE CLASS "B L SECTION � BOLTS TO FAACEHOOK CENTON RR OF BLOCKD OF ANCHOR TER SIZE DIMENSION A DIMENSION DIMENSION a C I Itt• 3.10 $.0' 3•r ,. Sooit 3' 51 mK 1W HIM +. 1 mK GRTHANEATER PROPOSALS WILL IE SUlsIIITTED B L I I I I I I I I I I I o I I I I I l._ ..............- TYPICAL METER VAULT SIDE VIEW J3' DIAMETER DRILLED FOR TOUCH READ TOP VIEW r DIAMETER FLAT U%N MI ACE 2{' X 36• ALUMINUM ACCESS HATCH 6" — _ — 11 1 Side Vow slrsr�� — — _ 36 Min hwm �sss■>1 —4 I, A 1 — CMtlAestJen e/ seal �, 'I I` . 6+Mf1♦ett1011 rw wa a. � . � � . , • ' a , Gosvonized Steri 8sm. , ( I W12 x 14 (min, size) 3' min. penetration into undisturbed 801 , or all approved by the Service Authority. SIZE BRANCI VALVE THE ! WATER MAIN WATER 45• TYPICAL THRUST BLOCK IN FILL AREA PVC SLEEVE THRUST BLOCK VALVE BOX--N� M.J. RTTiNG� TO TEE ON—LINE (TYPE "B") PLACE 5' GALV. " MITNESS " POST PAINTED BLUE TO NDICATE VALVE LOCATION AS o DIRECTED. MARKER LOCATION MAY K SUOJECT TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE —.. WATER AOJUBTABLE VALVE BOX W/ IID BINOMAM t TAILOR FIG, NO. 4905 (SCREW TYPE) Olt APPROVED EQUAL M.J. GATE YALVE LME 2500 P.S.I. CONCRETE I , 2'x 2' BEARRNC AREA. THRUST BOCK a A i A NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (a) INOtES ABOVE GRAVE. TYPICAL GATE VALVE AIR RELEASE VALVE J. PLUG APCO M L. N0. I bC 1" _ N0: 20�OC 2"�• ORNO. APPROVED)`EOUAL BRASS OR BRONZE PIPE —� IF POSSIBLER ADE S _ THREADED FOR COUPLING AND CAP ETER BOX (SEE FIC. W-7) N0. 57 STONE 2" PIPE SLOPED TO DRAIN IF GRADE ALLOWS i 2" GALV. VARIES VARIES PIPE 2" THREADED TAP PLUG DEAD END (TYPE "A") TYPICAL BLOW—OFF ASSEMBLY K • T GATE STONE 110• , • leer oa�ecwal , . STIIAINltt IA" mot • r Mr+ +wTsw wW"�+ Ii W WK r WL ` r sTNNOANIb Is3ts " • • A o x 7�" At,IRlIRN11 AC" NATCNN OYER IE7E11 lin itlT TA • i j • • �. d t11eFs avu K IIusm111911'1111111010-40wa +n�c+uoM Sim s-40 A$ oo+►Tto sY ocuA.,�,I NOW IS OR APPA WAft 1!3V UK M i IIICIMR i 44%. m BTtlAMNsII ' .• 4 4. Birt MK NOTES: gg p 1. MINIMUM WALL THICKNESS FOR PRECASXJOR rgCTEDNOF M vAULTS SHALL RE 4" MIIN#AUM WALL THI ARY B"O" SHALL BE�8"• 2. WATER PRS TNG C /E y�T�}BELOW GRADE pS�HpAALL K CpOApTED MATH AN �A�PPROVED 3. PRO YIO�MP!ILIONOEII ATMER CASE T iL00R OF THERVAULT �11AALL SLOPE ITQ N t)MPsum TYPICAL METER VAULT (3" METER) NT5 NOTES: 1) A PRECAST MANHOLE CONE AND COVER MATH WATER CAST ON LID, OR APPROVED EQUAL. SHALL BE USEO. 2) FOR WATERUNES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS. 3) IN SITUATIONS INHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN ADEQUATE FOUNDATION SMALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT THE MANHOLE CONE. TYPICAL AIR RELEASE VALVE (ARV) C PRECAST CONCRETE MANHOLE BABES SHALL BE FAMCATED N ACCORDANCE WITH PART V. SECTION O OF THESE SPECIFICATIONS. SET DOGHOUSE BASE •' - EASTNG SANITARY ON CONCRETE BLOCKS : • SEVER PIPE DOGHOUSE OPENING SHALL ; •. `; .: "�, a ' MN. 12" CLEARANCE K PREFORMED BY • : r • BETWEEN EXISTING PIPE MANUFACTURER OR ''* ' , : '.. AND STONE BEDONf SAW CUT TO FIT PIPE +. • : , ; OUTSIDE DIAMATER •'. ...., PLUS 6". ti. 12' THICK VDOT Na 66 STONE BEDDING S"xe'x16" AND 4"x5` it • SOLID CONCRETE BLOCKS CENTER wACH) WALL (4 EACH) DOGHOUSE MANHOLE BASE MANHOLE ABOVE BASE SHALL BE CONSTRUCTED AS SHOWN ON FIGURE S -1-A ALLOW CONCRETE FILL DOGHOUSE OPENING TO FLOW A MM. AROUND EXISTING PIPE 1'-0' BEYOND BASE WITH 3.000 PSI CONCNIETE OF STRUCTURE OR NON-SIMKNG GROUT WRAP EXISTING PIPE WITH NEOPRENE CASKET MATERIAL BEFORE FILLING THE OPENING 12' MN. CAST -N PLACE 3,000 PSN CONCRETE BASE FOUNDATION SECTION VIEW „ ......,, ,,,, NOTES: 1. CONSTRUCT A FORMED INVERT FROM NEW SEWER UNE TO ALLOW FLOW TO THE EXISTING PIPE. 2. POUR A SHELF TO THE LOWER HALF OF THE EXISTING PIPE. 3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6" OF THE MANHOLE WALLS AFTER THE INVERT AND SHELF HAVE BEEN FORMED, AND THE MH HAS BEEN FULLY TESTED IN ACCORDANCE WITH THESE SPECIFICATIONS. TYPICAL MANHOLE BASE SHOWING "DOGHOUSE" INSTALLATION NTS FIG. S -1-A1 ADDED FEB. — 2006 FRAME & COVER SEE FIG. S -I -D. E STREET SURFACE OR NON -PAVED AREA SLOPED AREA 2'-0• "WEDG LOK' TYPE RUBBER COATED 1'-0" MAX ; STEEL STEPS OR APPROVED EQUAL ® CAST IN PLACE ' PRECAST REINFORCED CONCRETE G • SECTIONS WITH "0' RING SEALS • ' OR APPROVED EQUAL 3'-0' MIN THE DROP CONNECTION SHALL BE DUCTILE IRON PIPE (CLASS 50) 5" BACKFILLED IN 6" LAYERS AND IP COMPACTED BY HAND TAMPERS OR 12 MIN BACKFILLED WITH SELF -COMPACTING 16" MAX STONE. 5 p MINIMUM ELEVATION DIFFERENCE 12"MIN 12"MIN ACROSS M.H. FROM INLET TO VARIE OUTLET SHALL BE 0.20 FEET A FILLETED INVERT FOR A SMOOTH TRANSITION OF FLOW BETWEEN INLET & OULET PIPE SHALL BE t ' G PROVIDED. 12 Q': ....; p .. ... 3/4 DIA OF LARGEST PIPE IN MANHOLE MIN. 6" BEDDING WITH NO. 68 STONE NOTES: 1. BEDDING THICKNESS REQUIREMENTS SHOWN ARE MINIMUM AND SHALL BE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. 2. THE CONSULTANT SHALL DETERMINE WHETHER MANHOLES SHALL HAVE EXTENDED OR NON -EXTENDED BASES. 3. ALL JOINTS, UFT HOLES, INLETS, OUTLETS TO BE SEALED do GROUTED INSIDE AND OUT. 4. SPECIAL CONSIDERATION SHALL BE GIVEN FOR ENTRANCE DESIGN ON SEWERS WITH STEEP SLOPES. TYPICAL MANHOLE WITH DROP CONNECTION NTS Effective August 16, 2005 FIG. S -1-C rn- 3 NOTE: HYDRANT MUST BE KENNEDY GUARDIAN (K -AIA) EQUIPPED WITH CHARLOTTES - MUELLER CENTURION (A-423) VILLE THREADS WHICH IS Q OR APPROVED EQUAL THE LOCAL -STANDARD. 1 LENGTH OF BRANCH VARIES 6' MIN 2' TO 10' (270') 7 CU. FT. 6' ALIVE BO GRAVEL I � r6" GATE 36"MIN ::. , •� . VALVE Tax 6" 2500 P.S.I. CONCRETE ., �' • - BASE AND THRUST ;•' ', '•� 'rr BLOCK AGAINST •� /'%1 UNDISTURBED STABLE SOIL. STEEL PILE TO V1HEN THE SOIL IS DISTURBED OR WHEN 3AIN AIN N THREADED RODS IO MALL NSTALLATIONA A HYDRANT IS LOCATED IN A FILL, ANCHOR RODS SHALL BE GALVANIZED THE VALVE TO THE HYDRANT WITH 2-3/4` pR ASPHALT COATED THREADED RODS IN ADDITION TO POURING CONCRETE. IF NECESSARY, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT NOTE . 1. SURROUND WEEP HOLES WITH GRAVEL ANO KEEP FREE OF CONCRETE. 2. MAINTAIN A 3' MIN. COVER FROM THE MAN To THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FRE HYDRANT AND VALVE BOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 3. Fire hydrants shall be installed at locations where weep holes are above the prevailing groundwater elevation. If requlrad to he :in wet areas, the veep holes shall be plugsed and the hydrant shall be psaped dry. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.1. S. Effective August 18, 2005 FIG' W-4 TD -17 1 REVISED PER COUNTY & ACSA COMMENTS SWB 11/17/06 DESIGNED BY: PROJECT: SET NUMBER: -------------- — — � 01P� � Mws FINAL SITE PLAN l ENGINEERSGAZEBO PLAZA -- -- --- --- — — SURVEYORS DRAWN 8Y.-ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: ----- --- _ DAVID M. JENSEN PLANNERS FAB TITLE: N0. 11484 REVIEWED 8Y: C-41 `0,� / NZ—ZIr —o''� ASSOCIATES HFW ALBEMARLE COUNTY SERVICE AUTHORITY STANDARD DETAILS ---- — — - -- O.+► P.O. BOX 4119 14020roe•bni•rr1•oe SHEET NUMBER: d' ti Lywbbtwt VA 24502 ChwWa.v10,•VA22"1 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: No �` TONAL 1 G Pbom: 434.316.6010 �: 434.9NI' 205151.05 C-41.DWG CIVIL NTS 3/13/06 42 OF 44 REVISION BY DATE N0. REVISION BY DATE .W i".om EMI i 1�11111 IMF "IIIIIIIIIIIIIIIIIIIiiiii Jim now Rz M NINE �.��s�,_. ..�-ase•. , �=��s_ W. A NO "Noft`�•�.�. � =mss, '�= ��s, • �ss�� : • +�- ��.. �is•� - ...�, sasses �, � • .* . IN AQ _• . •-02viommi Oft" . Woo— a 7i-�..,,�� FINE 3A II �Mffili_—.r.r _ __.—.. �a\�� , ��'IIt itl t e,. It 1 •� '4P LEGEND: LANDSCAPE FEATURES REQUIRED FOR BIOFILTER. • • r i .r A) \_ 4.0 .� �.. • / • / / • / / / Aa \ ( / SCALE. 1 = 60 60' 0 60' 1 REVISED PER COUNTY & ACSA COMMENTS SWB 1117106 OF DESIGNED BY: PROJECT: SET NUMBER: 2 ADDED BIORETENTION VEGETATION SCHEDULE SWB 2/7/07 `1 MWS FINAL SITE PLAN 5 3 DISTINGUISHED 810FILTER REQUIREMENTS IN LEGEND SWB 4/17/07 ENGINEERS DRAWN BY: GAZEBO PLAZA DAVID M. JENSEN SURVEYORS MWS/FAW TITLE: ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: PLANNERS - — _ - ---- ---- No. 11484 REVIEWED BY: L-1 o ASSOCIATES HFW LANDSCAPE PLAN +► T P.O. BOX 4119 14o Gve=brWPw«SHEET NUMBER: Lyxwv111s, 6bw&VA24502 ch.kaVAn"I WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: NO-- - --- --_- — - - �s`9t ANALPbooe: 434.316.60!0 : 434:9!4.2700 205151.05 5151.05E-1. DWG CIVIL 1 "= 60' 3 13 43 OF 44 REVISION BY DATE NO. REVISION BY DATE """ ""iN0C1°eive1 106 KEY QTY BOTANICAL NAME COMMON \ NAME SIZE SYMBOL TREES AC 10 AMELANCHIER canadensis erican Serviceberry 1 5-2 Inch Cal CCv 7 CARYA ovata Shagbark Hickory 2-3 Inch Cal. 10 8 ILEX opaca American Holly 1.5-2 Inch Cal • Jv 7 JUNIPERUS virginiana Eastern Red Cedar 1.5-2 Inch Cal. NS 8 NYSSA sylvatica Black Gum 1.5-2 Inch Cal. PO 8 PLATANUS occidentalis Howard Howard Sycamore 2-3 Inch Cal. TD 8 TAXODIUM distichum Bold Cypress 1.5-2 Inch cal JM 6 JAPANESE MAPLE JP 7 JAPANESE PAGODA TREE SG 18 ISWEET GUM TREE WO 28 WILLOW OAK TREE WP 18 WHITE PINE TREE SHRUBS BH 9 BACCHARIS holimifolia Groundsel Tree 3 gallon p CA 12 CLETHRA alnifolia Sweet Pepperbush 3 gallon 0 COC 10 CEPHALANTHUS occidentalis Buttonbush 3 gallon CS 10 CORNUS sericea Red1twig Dogwood 3 gation 0 EA 7 EUONYMUS americanus Heart a ustin Strawberrybush 3 gallon p IN 9 [TEA vir inica Virginia Sweetspire 3 gallon • IV 1 11 JILEX verticillate Winterbenry Holly 3 gallon • HERBACEOUS PERENNIALS EF 480 EUPHATORIUM fislulosum oe ewee pug EP 320 ECHINACEA purpurea Purple Coneflower plug MSZ 1,040 MISCANTHUS sinensis Zebrinus Zebra Grass Plug PAH 1,475 PENNISETUM alopecuroides Hameln Hameln Dwarf Fountaingrass plug RH 930 RUDBEOKIA hirta Black—eyed Susan plug MIX 1 —DRYMIX ANDROPOGON gerardi Big Bluestem seed mix ANDROPOGON virginicus Poverty Grass seed mix AGROSTIS alba Redtop seed mix PANICUM vergatum Heavy Metal Heavy Metal Switchgrass seed mix TRIDENS flavus Purpletop Tridens seed mix MIX 2 — WET MIX 915 ASCLEPIAS incornata Swamp Milkweed plug 915 CHASMANTHIUM latifolium River Oats plug 915 LOBELIA cardinalis Cardinal Flower Plug 915 MD1VJW didyma Bee Balm Pug 915 MONARDA fistulosa Wild Bergamont plug 915 PANICUM virgatum heavy metal Heavy Metal Switchgrass plug LANDSCAPE FEATURES REQUIRED FOR BIOFILTER. • • r i .r A) \_ 4.0 .� �.. • / • / / • / / / Aa \ ( / SCALE. 1 = 60 60' 0 60' 1 REVISED PER COUNTY & ACSA COMMENTS SWB 1117106 OF DESIGNED BY: PROJECT: SET NUMBER: 2 ADDED BIORETENTION VEGETATION SCHEDULE SWB 2/7/07 `1 MWS FINAL SITE PLAN 5 3 DISTINGUISHED 810FILTER REQUIREMENTS IN LEGEND SWB 4/17/07 ENGINEERS DRAWN BY: GAZEBO PLAZA DAVID M. JENSEN SURVEYORS MWS/FAW TITLE: ALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: PLANNERS - — _ - ---- ---- No. 11484 REVIEWED BY: L-1 o ASSOCIATES HFW LANDSCAPE PLAN +► T P.O. BOX 4119 14o Gve=brWPw«SHEET NUMBER: Lyxwv111s, 6bw&VA24502 ch.kaVAn"I WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: NO-- - --- --_- — - - �s`9t ANALPbooe: 434.316.60!0 : 434:9!4.2700 205151.05 5151.05E-1. DWG CIVIL 1 "= 60' 3 13 43 OF 44 REVISION BY DATE NO. REVISION BY DATE """ ""iN0C1°eive1 106 NO , Granular Drain Fill between and behind anchors Trim cap with continous adhesive (as per manufacturer's recommendation) GRANULAR DRAIN FILL BETWEEN AND BEHIND ANCHORS Height H' Varies Embedment Varies*_. b A Compacted granular base or optional concrete leveling pad VDOT # GR -2 Fence Dpost Guard Rail— Use steel posts and recycled material block outs in accordance with VDOT specifications. 2'-0 6,_0„ Min. Gravel /--Sidewalk <e II II N. Filter 00 %r,:; ;;:;:; 0, 000 ;:;0f; of- 00 00 • • • ,�w•I � •w•I w•I I�•w•I w•I•% 0 ad 0-00 0.0 Of Apd 00 00to00. SEE WALL NOTES 2 do 3 • go '•0e, 0, '•'•: , 4'e Fabric Provide for drainage away from wall. (i.e. Drainage Swale or Impermeable Soils.) Reinforced fill i Perforated Subdrain TYPICAL CROSS SECTION - CLASSIC 8 SCALE: NONE Notes: 1. Pipe to extend beyond base course of wall no less than 12" 2. Bed pipe in open graded crushed stone (i.e. no. 57 or 67 stone) and tie stone to 4" dia. pipe at wall base and daylight 4" pipe through wall face on each side of concrete headwall Concrete Headwall Outside Dia. Pipe, , perpendicular through wall and reinforced zone • Min 12" pipe overhang Pipe past wall face Scour protection as required O Rip Rap I — Class I Filter Fabric —1 17 Grid not shown for clarity Fabric Iter Fabric L CURBING r— GUTTERING Geogrid — RoadWay/Pavement (See Pavement Detail) * Minimum 3'-0" embedment. Embedment increases with increased wall heights, sloping fills in front and behind wall or poor foundation soils. Rip Rap Class I 3/4 INCH NO. 4 NO. 40 NO. 200 �nn�_ •r Rip Rap Class I Scour protection as required 3/4 INCH NO. 4 NO. 40 NO. 200 hjj A M IMMIIIIIISMIN �1 mai �� i� Scour protection as required Scour protection as required Cut blocks to fit around pipe and provice bond break at wall opening Concrete headwall min. 12" wider than pipe Provide bond break at wall opening 4 rebar each way SEGMENTAL RETAINING WALL NOTES 1. PROVIDE SEGMENTAL RETAINING WALLS WHERE INDICATED ON DRAWINGS. WALLS SHALL BE ROCKWOOD CLASSIC 8 UNIT SEGMENTAL RETAINING WALLS, COLOR AS SELECTED BY THE OWNER. 2. DESIGN SEGMENTAL RETAINING WALLS TO CONFORM TO THE REQUIREMENTS OF THE NCMA "DESIGN MANUAL FOR SEGMENTAL RETAINING WALLS." 3. PRIOR TO THE START OF WORK, PROVIDE RETAINING WALL DETAIL SHOP DESIGN DRAWINGS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN VIRGINIA SHOWING WALL ELEVATIONS, GEOSYNTHETIC TYPES AND LOCATIONS, BACKFILL MATERIAL, AND OTHER DETAILS REQUIRED TO CONSTRUCT THE WALLS. OBTAIN APPROVAL FROM ALBEMARLE COUNTY BUILDING INSPECTIONS FOR DETAILED SHOP DESIGN DRAWINGS PRIOR TO CONSTRUCTION. 4. A GEOTECHNICAL REPORT IS AVAILABLE FOR THE SITE. GEOTECHNICAL INFORMATION IN ADDITION TO THAT PROVIDED REQUIRED FOR THE WALL DESIGN IS THE RESPONSIBILITY OF THE WALL DESIGNER. 5. EXTERNAL STABILITY ANALYSIS FOR BEARING CAPACITY, GLOBAL STABILITY, AND TOTAL AND DIFFERENTIAL SETTLEMENT ARE THE RESPONSIBILITY OF THE WALL DESIGNER. 6. PROVIDE BASE LEVELING PADS OF COMPACTED AGGREGATE OR NON—REINFORCED CONCRETE TO THE LINES AND GRADES SPECIFIED BY THE WALL DESIGNER. PAD SHALL BE 6" MINIMUM THICKNESS, AND SHALL EXTEND 6" MINIMUM IN FRONT AND IN BACK OF THE WALL UNITS. 7. GEOGRID SHALL BE MANUFACTURED SPECIFICALLY FOR SOIL REINFORCEMENT APPLICATIONS, AND SHALL BE ORIENTED WITH THE HIGHEST STRENGTH AXIS PERPENDICULAR TO THE WALL ALIGNMENT. 8. GRANULAR DRAIN FILL SHALL CONSIST OF CLEAN ANGULAR GRAVEL, MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422. SIEVE SIZE 1 INCH 3/4 INCH NO. 4 NO. 40 NO. 200 �i� Scour protection as required Cut blocks to fit around pipe and provice bond break at wall opening Concrete headwall min. 12" wider than pipe Provide bond break at wall opening 4 rebar each way SEGMENTAL RETAINING WALL NOTES 1. PROVIDE SEGMENTAL RETAINING WALLS WHERE INDICATED ON DRAWINGS. WALLS SHALL BE ROCKWOOD CLASSIC 8 UNIT SEGMENTAL RETAINING WALLS, COLOR AS SELECTED BY THE OWNER. 2. DESIGN SEGMENTAL RETAINING WALLS TO CONFORM TO THE REQUIREMENTS OF THE NCMA "DESIGN MANUAL FOR SEGMENTAL RETAINING WALLS." 3. PRIOR TO THE START OF WORK, PROVIDE RETAINING WALL DETAIL SHOP DESIGN DRAWINGS SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN VIRGINIA SHOWING WALL ELEVATIONS, GEOSYNTHETIC TYPES AND LOCATIONS, BACKFILL MATERIAL, AND OTHER DETAILS REQUIRED TO CONSTRUCT THE WALLS. OBTAIN APPROVAL FROM ALBEMARLE COUNTY BUILDING INSPECTIONS FOR DETAILED SHOP DESIGN DRAWINGS PRIOR TO CONSTRUCTION. 4. A GEOTECHNICAL REPORT IS AVAILABLE FOR THE SITE. GEOTECHNICAL INFORMATION IN ADDITION TO THAT PROVIDED REQUIRED FOR THE WALL DESIGN IS THE RESPONSIBILITY OF THE WALL DESIGNER. 5. EXTERNAL STABILITY ANALYSIS FOR BEARING CAPACITY, GLOBAL STABILITY, AND TOTAL AND DIFFERENTIAL SETTLEMENT ARE THE RESPONSIBILITY OF THE WALL DESIGNER. 6. PROVIDE BASE LEVELING PADS OF COMPACTED AGGREGATE OR NON—REINFORCED CONCRETE TO THE LINES AND GRADES SPECIFIED BY THE WALL DESIGNER. PAD SHALL BE 6" MINIMUM THICKNESS, AND SHALL EXTEND 6" MINIMUM IN FRONT AND IN BACK OF THE WALL UNITS. 7. GEOGRID SHALL BE MANUFACTURED SPECIFICALLY FOR SOIL REINFORCEMENT APPLICATIONS, AND SHALL BE ORIENTED WITH THE HIGHEST STRENGTH AXIS PERPENDICULAR TO THE WALL ALIGNMENT. 8. GRANULAR DRAIN FILL SHALL CONSIST OF CLEAN ANGULAR GRAVEL, MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422. SIEVE SIZE 1 INCH 3/4 INCH NO. 4 NO. 40 NO. 200 •• 00 0-60 0-50 0-5 9. REINFORCED FILL SHALL BE AS SPECIFIED BY THE WALL DESIGNER, AND SHALL CONSIST OF INORGANIC USCS SOIL TYPES GP, GW, GM, GC, SW, SP, OR SM MEETING THE FOLLOWING GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422. SIEVE SIZE PERCENTAGE PASSING 4 INCH 100 NO. 4 20-100 NO. 20 0-60 NO. 200 0-30 THE FINE FRACTION (MINUS NO. 40.) SHALL HAVE A MAXIMUM LIQUID LIMIT OF 40 AND A MAXIMUM PLASTICITY INDEX OF 20. THE FILL SHALL BE FREE OF DEBRIS, ORGANIC SOILS, AND EXPANSIVE SOILS 10. PERFORATED SUBDRAIN SHALL BE PVC OR CORRUGATED HDPE PIPE. SUBDRAIN SHALL BE PERFORATED OR SLOTTED. 11. CONSTRUCT SEGMENTAL RETAINING WALLS IN ACCORDANCE WITH THE WALL DESIGNER'S INSTRUCTIONS. 12. CONTRACTOR IS ADVISED THAT STORMWATER SHALL BE ROUTED AWAY FROM THE RETAINING WALL DURING CONSTRUCTION SEE SHEET 37 OF 44 FOR ADDITIONAL REQUIREMENTS). THE REINFORCE FILL SHALL BE MAINTAINED IN A DRY CONDITION DURING PLACEMENT AND COMPACTION IN ACCORDANCE WITH THE WALL DESIGNER RECOMMENDATION. WALL WITH PIPE PENETRATION - CLASSIC 8 SCALE: NONE DESIGNED BY: PROJECT: SET NUMBER: � °F �f JAM FINAL SITE PLAN 5 $ ENGINEERS DRAWN BY: GAZEBO PLAZA DAVID M. JENSEN SURVEYORS GASALBEMARLE COUNTY VIRGINIA DRAWING NUMBER: PLANNERS REVIEWED BY. TITLE: SEGMENTAL R ETA I N I N G WALL ,4 No. 11484 ��2 _ 2 (e _ d S SOCIATES JAM/HFW o DETAILS 8c NOTES S-1 P.O. BOX 4119 14M GrenbrW Ph= SHEET NUMBER: L VA24302 a WWWAI.•VA2MI WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: `9 ONAL Phoee 4 .316.60!0 ram: 434.9e4.27oo REVISION BY DATE I NO. REVISION BY DATE .,.M.WW49@0CW=.00 205151.05 1 S-1 .dwg STRUCTURAL AS NOTED 2/7/07 44 OF 44