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Home My WebLink AboutWPO200400014 Plan - E&S Stormwater Management Plan 2004-11-04E is SHEET INDEX REVISION$ TITLE SHEET COVER SHEET SHEET NUMBERS EROSION CONTROL NOTES, LEGENDS & QUANTITIES, 2 PHASE I - EROSION CONTROL PLAN 3 PHASE II - EROSION CONTROL PLAN 4 PHASE III - EROSION CONTROL PLAN 5 EROSION CONTROL NOTES & DETAILS 6 SEDIMENT BASIN AND TRAP DETAILS AND CALCULATIONS 7 SEDIMENT BASIN AND TRAP DETAILS AND CALCULATIONS 8 SEDIMENT BASIN AND TRAP DETAILS 9 STORMWATER MANAGEMENT PLAN ..10 STORMWATER MANAGEMENT PLAN - DETENTION POND & BASIN 11 STORMWATER MANAGEMENT PLAN -,BIO-RETENTION AREA #1 12 STOPMWATF-P, MANAGEMENT PLAN - BIO -RETENTION AREA #2 13 STORMWATER MANAGEMENT PLAN - BIO -RETENTION AREA #3 14 & S.B. #3 DETAIL Lai 9 ALBEMARLE COUNTY, VIRGINIA T -I In CROZET �'697 THIS FUTU BALL9-RD FUTURE FUTURE PWLA6W VILL,449ff 6xff FUTURE SUB,01,VfS.10W FUTURB ,0fff1EW.PJf)'W7' To CHARLO SVILLE 0 R VICINITY MAP SCALE: 1" 21000, NTAII\j PROP Owner &Developer March 1, 2004 E I E S LILmCm M 0 0 T�k] (rS 4OTT R COL.UNS ), No. 35791 � '4102NAL Ei 0 Lu < > 0 < Lu O Z —j –j > >J > U r C) 0 > < m_3 0 Z 41 Lu U U u- Lu sm 0� < 0 (D Z _j uj 0 :7:t 00 u0 1 < ui u– LU E r ui u Lj 7@ 0 0 Co > D 0 4W 40 2! Dew ui > ti - a 0 w g, m r 01 ml -,A 4 CL fill gil e r'sg cn VL' ori k" nP u0 C6 W LO APPRO . VALS �' a 0 -2 ui TIMMONS GROUP IS NOT RESPONSIBLE OR LIABLE FOR ANY 0 CONSTRUCTION OR DAMAGES TO THIS UJ PROJECT PRIOR TO ALL FINAL PLAN 0- A PPRO VAL S. U. 0 :D E 0 rP,,t,,v!aw9d.wjd Approwid by tht carnmunibj Dovelopm, ant Dt 0 ry uZ 0 . . ..... CO si ature Mi 0 p --q CL > 73 x Lu j ui E > D LNis c) 0 0 0-5 , ,s` b wLu 0 0 JOB NO. ZONED: R-6 RESIDENTIAL 6636C OFN14 TXY,' MAP #: 05500-00-00-07100 1 s.1_ O ry z F- 4— 0 0 U) CL x 41 41 41 D 0 -c to 41 Y) c 0 :3 L- c 0 0 ai Q) C 0 O E 41 0 REVISION$ DATE SHEET NUMBERS DATE SHEET NUMBERS 6/30/04 ALL 9/7/04 ALL 0/14/04 5,10,14 T -I In CROZET �'697 THIS FUTU BALL9-RD FUTURE FUTURE PWLA6W VILL,449ff 6xff FUTURE SUB,01,VfS.10W FUTURB ,0fff1EW.PJf)'W7' To CHARLO SVILLE 0 R VICINITY MAP SCALE: 1" 21000, NTAII\j PROP Owner &Developer March 1, 2004 E I E S LILmCm M 0 0 T�k] (rS 4OTT R COL.UNS ), No. 35791 � '4102NAL Ei 0 Lu < > 0 < Lu O Z —j –j > >J > U r C) 0 > < m_3 0 Z 41 Lu U U u- Lu sm 0� < 0 (D Z _j uj 0 :7:t 00 u0 1 < ui u– LU E r ui u Lj 7@ 0 0 Co > D 0 4W 40 2! Dew ui > ti - a 0 w g, m r 01 ml -,A 4 CL fill gil e r'sg cn VL' ori k" nP u0 C6 W LO APPRO . VALS �' a 0 -2 ui TIMMONS GROUP IS NOT RESPONSIBLE OR LIABLE FOR ANY 0 CONSTRUCTION OR DAMAGES TO THIS UJ PROJECT PRIOR TO ALL FINAL PLAN 0- A PPRO VAL S. U. 0 :D E 0 rP,,t,,v!aw9d.wjd Approwid by tht carnmunibj Dovelopm, ant Dt 0 ry uZ 0 . . ..... CO si ature Mi 0 p --q CL > 73 x Lu j ui E > D LNis c) 0 0 0-5 , ,s` b wLu 0 0 JOB NO. ZONED: R-6 RESIDENTIAL 6636C OFN14 TXY,' MAP #: 05500-00-00-07100 1 s.1_ O ry z F- 4— 0 0 U) CL x 41 41 41 D 0 -c to 41 Y) c 0 :3 L- c 0 0 ai Q) C 0 O E 41 0 f M, Mi f rt 111A YJ Av • . A QUAN7777ES AS SHOWN ARE APPROXIMATE ONLY. CONTRACTOR IS RESPONSIBLE FOR MAKING HIS OWN TAKEOFF. EROSION CONTROL CONSTRUCTION ENTRANCE 2 EA SILT FENCE 4,291 LF INLET PR07EC77ON 110 EA CU T PR07EC77ON CULVERT INCE R 5 EA TEMP. SEDIMENT TRAP 547 CY(WET) ROCK CHECK DAMS 12 EA PERMANENT SEEDING 30 AC DUST CONTROL ALL SECTION DIVERSION DIKE 6,662 LF . SAFETY FENCE 1, 982 LF GENERAL NOTES 1. OWNER\DEVELOPER. MARCH MOUNTAIN PROPER77ES L.L.C. BEIGHTS DEVELOPMENT CORPORA77ON clo MR. GAYLON BEIGHTS 800 E. JEFFERSON STREET CHARLOTTESVILLE, VIRGINIA 22902 . TELEPHONE. (434) 245-0100 FAX: (434) 245-0300 2, ENGINEER. 77MMONS GROUP 711 N. COURTHOUSE ROAD RICHMOND VA 23236 TELE.'(804) 379-6133 E-MAIL: Scott.Colllns@Timmons.com CONTACT MR. SCOTT COLLINS J. TAX MAP NO.: 055100-00-00-07100 D.B. 2035, PG. 728 MARCH MOUNTAIN PROPER77ES LLC 800 E. JEFFERSON STREET CHAIRLOT7ESWLLE, VIRGINIA 22902 4. GPIN NO. 421617910600 5. ZONING : R-6 RESIDEN7IAL 6. SUBDIVISION STREETS. CURB & GUTTER (PUBLIC ROADS) 7. DRAINAGE DISTRICT LICKINGHOLE DRAINAGE BASIN S WATERSHED: S RIVAINNA RESERVOIR - WA 7ER SUPPLY PR07ECTION AREA R DRAINAGE. THIS SITE CONTAINS AN AGRICULTURAL POND AND STORMWATER MANAGEMENT/BIO RETENTION AREAS THAT PROVIDE SOME DETENTION BEFORE THE RUNOFF IS RELEASED INTO LICKINGHOLE CREEK. 10. TOPO & SURVEY, TOPOGRAPHY PROVIDED BY LICENSED LAND SURVEYOR G. V. "KIRK" HUGHES IN FEBRUARY OF 2001. * TIMMONS GROUP SHALL NOT HAVE AUTHORITY OVER CONTRACTOR'S WORK, SAFETY PRECAUTIONS, SCHEDULES, OR COMPLIANCE WI7H LAWS AND REGULA77ONS. WE SHALL NOT ASSUME RESPONSIBILITY FOR ANY C0NS7RUC770N STAR7ED PRIOR TO PLAN APPROVAL. ALBEMARLE C RUNTY NOTES FOR EROSION CONTROL ES -1: UNLESS OTHERWISE: INDICATED, ALL VEGETA77VE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRAC77CES WILL BE C0NS7RUC7ED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF INE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND WIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS ES -2: THE PLAN APPROVING AUTHORITY MUST BE N077FIED ONE WEEK PRIOR TO THE PRE,-CONS7T?UC77ON CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND. ONE WEEK PRIOR TO THE FINAL INSPECTION. ES -3.• ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. ES -4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE S17E AT ALL TIMES ES -5. PRIOR TO COMMENCING LAND DISTURBING AC77W77ES IN AREAS OTHER THAN INDICATED OWN THESE PLANS (INCLUDING BUT NOT LIMITED, TO, OFF-SITE BORROW OR WASTE AREAS), THE CON7RACTOR SHALL SUBMIT A SUPPLE44ENTARY EROSION CONTROL PLAN TO 7HE OWNER FOR REVIEW AND APPROVAL BY 7HE PLAN APPROVING AUTHORITY. ES -6: THE CON7RACTOR IS RESPONSIBLE FOR INSTALLA77ON OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT. . EROSION AND SEDIMENTA RON AS DETERMINED BY THE PLAN APPROVING AUTHORITY ES -7.• ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL 7714ES DURING LAND DISTURBING AC77VI77ES AND DURING SITE DEVELOPMENT UN77L FINAL STABILIZA77ON IS ACHIEVED. ES -8: DURING DEWA 7ERINNG OPER PON. S, WA 7ER WILL BE PUMPED INTO AN APPROVED WATER RL7E 'l '_ DEVICE. ES -9: THE CONTRACTOR SHALL .6)PECT ALL EROSION CON7ROL MEASURES PERIODICALLY AND AF7E'lR "CH RUNOFF -PRODUCING RAINFALL EVENT: ANY NECESSARY REPAIRS ;R CLEANUP TO MAINTAIN THE EFFEC77VENESS OF 774E EROSION CONTROL DEVICES SHALL BE MADE IMMEDIA TEL Y. . 5B-BELVOIR-LOAM-27. TO 7% SLOPt•:S. THIS SOIL 1S DEEP, GEN7LY SLOPING, SOMEWHA T POORLY DRAINED ON SADDLES, IN DEPRESSIONS, ON FOOT SLOPES, AND ALONG S14ALL DRAINAGEWAYS, AREAS OF THIS SOIL ARE ELONGATED, IRREGULARLY OVAL, OR RECTANGLE. THEY RANGE FROM 3 TO ABOUT 20 ACRES 774E SURFACE LAYER OF THE SOIL IS DARK GRAYISH BROWN LOAM ABOUT 12 INCHES ]NICK. PERMEABILITY OF THIS . SOIL IS SLOW AND AVAILABLE WATER CAPACITY IS MODERATE SURFACE RUNOFF IS MEDIUM., THE HAZARD OF EROSION IS MODERATE: 56B-MEADOWVILLE-LOAN4-27o TO 77a SLOPES THIS SOIL /S DEEP, GENTLY SLOPING, WELL DRAINED TO MODERATELY WELL DRAINED SOIL ON FOOTSLOPES, IN DEPRESSIONS AND ALONG SMALL DRAINAGEWA YS MO ST AREAS OF 7HIS SOUL ARE LONG AND WINDING 7HEY RANGE FROM 3 TO ABOUT 15 ACRES. THE SURFACE LAYER OF THIS SOIL IS DARK BROWN LOAM ABOUT 14 !NICHES THICK. PERMEABILITY IS MODERATE TO MODERATELY RAPID), AND AVAILABLE WA7ER CAPACITY IS HIGH. SURFACE RUNOFF IS MEDIUM.. THE HAZARD OF EROSION IS MODERATE. 258 -DYKE- SILT LOAM- 27. TO 7% SLOPES. THIS SOIL IS DEEP, GENTLY SLOPING, WELL DRAINED SOIL ON BROAD, CONVEX FOOT SLOPES AND COLLUVIAL FANS SLOPES ARE SMOOTH AND ABOUT 300 TO 1000 FEET LONG. AREAS OF THIS SOIL ARE LONG AND WIDE. THEY RANGE FROM 5 TO ABOUT 30 ACRES. THE SURFACE LAYER OF THIS SOIL IS DARK REDDISH BROWN STILT LOAM ABOUT 8 INCHES THICK, PERMEABILITY AND AVAILABLE WATER ,CAPACITY ARE MODERATE. SURFACE RUNOFF IS MEDIUM. 774E HAZARD OF EROSION IS MODERATE: THIS SOIL HAS GOOD 77L 7H. 7B BRADOOCK-LOAM-:29 TO 79a SLOPES THIS SOIL IS DEEP, GENTLY SLOPING, AND WELEL DRAINED. IT IS ON NARROW TO BROAD CONVEX RIDGETOPS AREAS OF THIS SOIL ARE 100 TO 500 FEET WIDE AND ARE ELONGATED ALONG THE RIDGE OR ARE HIGH VARIABLE IN SHAPE. THEY RANGE FROM ABOOIT 10 TO 25 ACRES 774E SURFACE LAYER OF THIS SOIL IS BROWN LOAM ABOUT 8 INCHES THICK. PERMEABILITY AND AVAILABLE WATER CAPACITY ARE MODERATE SURFACE RUNOFF IS MEDIUM. THE HAZARD OF EROSION IS MODERATE' AND THE SOIL HAS FAIR 77L 77.1. 8C3-BRADDOCK-CLAY LOAM- 79 TO 157. SLOPES. THIS SOIL IS DEEP, STRONGLY SLOPING;, WELL DRAINED ON NARROW CONVEX RIDGETOPS AND MEDIUM TO SHORT SIDE SLOPES AREAS OF THIS SOIL ARE 100 TO 400 FEET WIDE AND ARE IRREGULARY ELONGATED ALONG THE RIDGE. THEY RANGE FROM ABOUT T 10 TO 20 ACRES. 7HE SURFACE LAYER OF THIS SOIL IS YELLOWISH RED CLAY LOAM ABOUT 4 INCHES THICK. PERMEABILITY AND AVAILABLE WATER CAPACITY ARE MODERATE SURFACE RUNOFF IS RAPID. THE HAZARD OF EROSION IS SEVERE. 36C H YESVILLE-LOAM-- 77. TO 159 SLOPES. THIS SOIL /S DEEP, WELL t RIDGETOP DRAINED, AND SIR ONLG SLOPING. IT IS ON NARROW CONVEX S AND SIDE SLOPES. SLOPES ARE ,SMOOTH AND ABOUT 200 TO 600 FEET LONG AREAS OF THIS SOIL ARE LONG AND WINDING, THEY RANGE FROM 5 TO ABOUT 50 ACRES. THE SURFACE LAYER OF THE SOIL IS BROWN AND STRONG BROMW ABOUT 7 INCHES THICK. PERMEABILITY AND AVAILABLE WATER CAPACITY ARE MODERATE. SURFACE RUNOFF IS RAPID. . THE HAZARD OF EROSION IS SEVERE. 7HE SOIL HAS GOOD 77L TH. 37DJHA YES WLLE-CLAY i LOAM -159. TO ,257o SLOPES, SEVERELY ERODED. THIS SOIL IS DEEP, WELLL DRAINED, AND MODERA 7ELY STEEP. I T IS ON SIDE SLOPES THAT BORIDER SMALL DRAINAGEWAYS SLOPES ARE SMOOTH AND ABOUT 200 TO 4010 FEET LONG. AREAS OF THIS SOIL ARE LONG AND WINDING. THEY RANGE FROM 3 TO ABOUT 20 ACRES 26B3 -DYKE-CLAY LOAM -2% TO 71 SLOPES, SEVERELY ERODED. THIS DEEP, GENTLY SLOPING, WELL DRAINED SOIL IS ON BROAD CONVEX SIDE SLOPES OF COLLUVIAL FANS. SLOPES ARE SMOOTH AND ABOUT 100 TO 500 FEET LONG. AREAS OF THIS SOIL ARE LONG AND NARROW. THEY RANGE FROM 5 TO ABOUT" 15 ACRES. 774E SURFACE OF THIS SOIL IS DARK RED CLAY LOAM ABOUT' 4 INCHES THICK. PERMEABILITY AND AVAILABLE WATER CAPACITY AI RE MODERA 7E SURFACE RUNOFF /S MEDIUM. THE HAZARD OF EROSION IS MODERATE_ THE SURFACE LAYER IS FIRM, AND 77L TH IS FAIR. 26CJ -DYKE-CLAY LOAM --79 TO 159 SLOPES, SEVERELY ERODED. THIS DEEP STRONGLY SLOPING;, WELL DRAINED SOIL IS ON CONVEX SIDE SLOPES OF COLLUVIAL FANS SLOPES ARE SMOOTH AND ABOUT 200 TO 400 FEET LONG AREAS OF THIS SOIL ARE LONG AND NARROW. THEY RANGE FROM 5 TO ABOUT 30 ACRES EROSION CONTROL NOTE 1. CONSTRUCT70N INSPECTION OF ALL PROPOSED ROADS WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST CONTACT THE DEPARTMENT OF ENGINEERING ( 296-5861) 48 HOURS IN ADVANCE OF 7HE START OF CONSTRUCTION. 2. PERMANENT OR TEMPORARY SOIL STABILIZA77ON SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN (7) DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION. OF THE SITE. J. TEMPORARY SOIL STABILIZA 770N SHALL BE APPLIED WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN THIRTY (30) DAYS. 4. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCK PILES SHALL BE STABILIZED OR PRO7FC7ED WITH SEDIMENT 7RAPPING MEASURES 5. STABILIZA77ON MEASURES SHALL BE APPLIED TO EAR7HEN STRUCTURES SUCH AS DAMS, DIKES, AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. 6. EROSION AND SEDIMENT CONTROL DEVICES SHALL BE CONSTRUC7FD AND INSTALLED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNC77ONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. Z A PERMANENT VEGETA77VE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETA77ON SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT, IN THE OPINION OF THE COUNTY ENGINEER OR HIS DESIGNATED AGENT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. & UNDERGROUND U71LI TY LINES SHALL BE INSTALLED /N ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO 07HER APPLICABLE CR(7ERIA: A) NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE 77ME. B) EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C) EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED 7HROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED /N A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF-S/TF PROPERTY D) RESTABILIZA77ON SHALL BE IN ACCORDANCE WITH THE ABOVE NOTES 9. ALL APPLICABLE FEDERAL, STATE, AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING A LIVE WATERCOURSE SHALL BE MET 10. WHERE CONS7RUC77ON VEHICLE ACCESS ROUTES INTERSECT PAVED PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE 7RANSPORT OF SEDIMENT BY TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRA NSPOR7ED ONTO A PUBLIC ROAD SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT ]TIE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A DISPOSAL ,AREA. 11. IT SHALL BE THE OWNER'S RESPONSIBILITY TO INSPECT EROSION CONTROL DEVICES PERIODICALLY AND AF7FR EVERY ERODIBLE RAINFALL. ANY NECESSARY REPAIRS OR CLEAN UP TO MAINTAIN 7HE EFFEC77VENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIA T E'L Y, 12. ADD177ONAL EROSION CON7ROL DEVICES MAY BE REQUIRED BY' THE COUNTY ENGINEER OR HIS DESIGNATED AGENT IF DEEMED NECESSARY. 13. ALL EROSION CONTROL DEVICES SHALL BE IN PLACE AND FUNICRONAL AT ALI. 77MES AND IF REMOVED FOR C0NS7RUC77ON PROGRESS, SHALL BE REPLACED BY THE CLOSE OF EACH WORKDAY. 14. FINAL REMOVAL OF EROSION CON7ROL DEVICES SHALL NOT OCCUR UN77L THE COUNTY ENGINEER OR HIS DESIGNATED AGENT DEEMS THE SITE STABILIZED. 15. ALL ENTRANCES EXCEPT FOR THE APPROVED CONSTRUCTION ENTRANCE SHALT_ BE BLOCKED /N SUCH A MANNER AS TO NOT ALLOW ACCESS TO THE SITE. 16. TEMPORARY CONSTRUC77ON ENTRANCE IS REQUIRED FOR THIS SITE STANDARD & SPEC. 3.02 /S ADEQUATF DUE TO THE LACK OF AVAILABLE WATER TO THE SITE. SHOULD THE 7E'MPORARY CONSTRUC77ON ENTRANCE NOT BE MAINTAINED PROPERLY OR AN EXCESSIVE AMOUNT OF SOIL FOUND TRACKED ONTO THE PUBLIC ROADWAY, THEN A PAVED C0NS7RUCTION ENTRANCE, WATER TANKER TRUCK WITH 2 PRESSURE WASHERS AND A SETTLING AREA MAY BE REQUIRED BY THE EROSION AND SEDIMENT CON7ROL PROGRAM ADMINIS7RA TOR. 17. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE ANO/OR CONVERT TO PERMANENT STRUCTURE ALL EROSION AND SEDIMENT CONTROL A, ASURES REQUIRED BY 77 -IIS PLAN REGARDLESS OF THE SALE OF ANY ILOT. 18. SHOULD 7EMPORARY SEDIMENT STRUCTURES BE CONVERTED TO PERMANENT STORM- WA7ER MANAGEMENT STRUCTURES THEN THE FOLLOWING SHALL OCCUR.• A) THE DAM SHALL BE DESIGNED AND CONSTRUCTED PER VIRGINIA DAY )AFETY REQUIREMENTS AND SHALL HAVE A CORE PER COUNTY OF ALBEMARi.av' . ENGINEERING POLICY B) THE RISER AND BARREL PIPES SHALL BE RCP C) THE SLOPE OF DAM SHALL BE 2.5.1 OR FLATTER. D) 774E OU77-ET PROTECTION SHALL BE DESIGNED AS EITHER VDOT EC -1 OR VESCH STD. & SPEC. 3.18 OUTLET PROTEC77ON TAIL WA TER DESIGN. ' E) A GE07FCHNICAL ENGINEERING STUDY SHALL CONSIST OF 1 S17F INVEST - A IGATION, 2) LABORATORY TESTING AND 3) AN ENGINEERING ANALYSI,�. EROSION & SEDIMENT CONTROL MEASURES, . STRUCTURAL EROSION AND SEDIMENT CONTROL PRAC77CES SHALL BE IN ACCORDANCE W7TN 774E VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. STRUCTURAL PRAC77CES USED IN THIS SEC77ON CONS/S77' OF THE FOLLOWNG. 1. CONS77?UC77ON EN7RANCE, ALBEMARLE COUNTY DETAIL ENTRANCE TO BE LOCATED TO PREVENT 7RACKING OF MUD ONTO EXIS77NG PUBLIC ROADS I ICA77ONS J. - SIL 7r FENCE TO BE PL 2. SIL T FENCE, STANDARD AND SPEC F E ACED WHERE SHOWN ON 7HE PLANS OR AS FIELD COND177ONS WARRANT. SILT FENCJ: ALONG STREAMS & CREEKS OR SILT FENCE ENCOUPASSING STOCK PILES SHALL HAVE WIRE BACKING J. TEMPORAR Y DI VERSION DIKE, STANDARD AND SPECIFICATION 3.09 - TEMPORARY DIVERSION DITCHES TO BE CONSTRUCTED WHERE SHOWN ON PLANS. 4. INLET PROTECTION STANDARD AND SPECIFICA77ONS 3.07 - INLET PROTEC77ON TO BE PLACED WHERE SHOWN ON THE PLANS OR AS FIELD CONDITIONS WARRANT. STANDARD AND SPECIFICA AONS 308 - CUL VERT 5. CULVERT INLET PROTEC77ONN INLET PROTECTION TO BE PLACED WHERE SHOWN ON THE PLANS OR AS FIELD COND177ONS WARRANT. 6. 7EMPORARY SEDIMENT TRAP, STANDARD AND SPECIFICATION 3.13 - TEMPORARY SEDIMENT TRAPS ARE TO BE LOCATED AS SHOWN ON THE PLANS (5) TRAP.`., TOTAL. Z OUTLET PROTECTION STANDARD AND SPEC/FICA77ON 3.18' - OUTLET PRO?:;!TION TO BE PLACED AS SHOWN ON THE PLANS 8. ROCK CHECK DAMS, STANDARD AND SPECIF/CA77ON 3.20 - ROCK CHECK DAMS ARE TO BE PLACED /N OUTFALL DITCHES AS SHOWN ON THE PLANS 9. TEMPORARY SEDIMENT BASINS, STANDARD AND SPECIF/CA770M 3.14 - SEDIMENT BASINS SHALL BE CONSTRUCTED AS SHOWN ON THE EROSION CON7ROL PHASING PLANS. ALL EROSION AND SEDIMENT CONTROL MEASURES SMALL BE PLACED AS THE FIRST PHASE OF ANY LAND DISTURBING AC77W TIES. THEY ;SHALL BE CHECKED DAILY AND AF7ER EACH SIGNIFICANT RAINFALL EVENT. THEY SHAILL BE CLEANED, REPAIRED OR REPLACED AS NECESSARY THROUGHOUT THEE CONS7RUC77ON PHASE OF THIS PROJECT. THE FOLLOWING ITEMS REQUIRE PAR77CUL'.AR CHECKING: 1. SIL T FENCE SHALL BE CHECKED REGULARL Y FOR UNLDERM/N/NG OR OE7ERIORA77ON OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL OF THE SEDIMENT DEPOSI77ON REACHES HALIFWAY TO THE TOP OF THE BARRIERS. 2. ROCK CHECK DAMS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP. E SEDIMENT HAS REACHED HALFWAY UP THE Ufa WH N E STREAM SIDE, IT SHALL BE CLEANED OUT J. TEMPORARY SEDIMENT TRAPS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP. WHEN THE SEDIMENT HAS ACCUMULA7EL) TO ONE HALF THE DESIGN VOLUME OF INE WET STORAGE IT SHALL BE: REMOVED AND THE TRAP RESTORED TO ITS ORIGINAL VOLUME. TORY WA TER RUN-OFF CONST THE CONSTRUC77ON OF THIS PROJECT WILL HAVE AN EFFECT IN PEAK RUN-OFF RATES DUE TO AN INCREASE /N QUAN777FY AND VELOCITY OF 7HE RUN-OFF THE IMPERIOUS AREA IS BEING JINCREASED DUE TO 7HE CONSTRUC77ON OF THE ROADS AND HOUSES /HOWEVER, MUCH OF THE RUN-OFF IS BEING DIVERTED TO THE POND AND BIO-RE7ENE77ON FEATURES ON THE SITE, WHICH WILL ASSSIST IN DIECREAS/NG THE RUN-OFF VELOCITY FROM THE PROJECT SITE. IN ADDITION, A PORTION OF THE S17E /S BEING PRESERVED AS OPEN SPACE . THESE TWO MEASURES WILL HELP PROTECT LICKINGHOLE CREEK BY CONTAINING . THE FIRST FLUSH. THE POND AND BIO-RETFN770N ,AREAS WILL FILTER AND DRAIN THE RUN-OFF AT A REDUCED VELOCITY. THIS WILL 14ELP PREVENT DOWNS7REAM FLOODING AND/OR DEGRAD1ATON OF THE STREAMS. A CONTRIBUTION TO THE PRO -MA TA SHARE PROGRAM WILL ALSO BE MADE TO COMPENSATE FOR THE RUN-OFF TO THE REGIONAL POND, DESCRIPTION OF EROSION & SEDIMENT EXISTING CULVERT �rT T �v CONTROL MEASURES: REiJ . e��. CUL VERT THE PURPOSE OF THE LAND DISTURBING ACTIVITY IS TO CREATE A RESIDENTIAL COMMUNITY WITH A 7RAD177ONAL A DROP INLET & S7RUCTURE NO. ADDITION, THIS PROJECT HAS A ROAD NETWORK /N A GRID DESIGN TO PROVIDE ACCESS AND ACCESSIBILITY IT IS ANTICIPATED TO USE CONSTRUCTION ENTRANCES, DIVERSION DIKES, SEDIMENT TRAPSTHROUGHOUT CURB AND BASINS, AND SILT FENCES WILL BE INSTALLED TO CONTROL SURFACE DRAINAGE. TO JAIRMAN'S GAP. THE SINGLE FAMILY LOTS IN THIS SEC77ON WILL BE ON AVERAGE 1/4 ACRES AND THE CURB & GUTTER MUL77-FAMILY TOWNHOMES APPROX. 5000 SQ. FT. IN SIZE.. THIS PROJECT WILL CONTAIN APPROXIMATELY 45 ACTIVITIES 7EMPORARY STOCKPILE AREAS WILL BE MAINTAINED FROM TOPSOIL THAT WILL ACRES OF LAND DISTURBANCE. BE STRIPPED FROM AREAS TO BE GRADED AND STORED FOR LATER SPREADING PROPOSED PAVEMENT I STOCKPILE LOCA77ONS SHALL BE ON SITE AND SHALL BE STABILIZED W17H A 7FMPORARYAT PRESENT, THE MAJORITY OF THIS S17F IS AN OPEN GRASS FIELD WITH EXIS77NG WOODED AREAS ALONG THE EC -3A DITCH BOUNDARY. 774E SITE WAS PRIMARILLY USED FOR FARMING PURPOSES UP UN77L SIX MONTHS AGO. THE S17E IS "" 6 WILL NO LONGER BE EXCAVATED AND WHERE CONSTRUCTION AC77V7T7ES HAVE CEASED. DEP7H OF EC -3A DITCH PERMANENT SEEDING SHALL ALSO BE PERFORMED FOR ALL DENUDED AREAS WHICH WILL DRAINAGE FROM THE S17E DRAINS TO THIS CREEK. THERE IS ONE EXIS77NG FARM POND LOCATED ON THIS SITE. EC -2 DITCH THERE IS ALSO A GRAVEYARD SITE LOCATED ON THE PROPERTY. THE LOW LYING AREA ALONG LICKINGHOLE 6" DEPTH OF EC -2 DITCH TEMPORARY SEEDING WILL BE PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE LEFT -,,,- EARTH DITCH ADJACENT AREAS: GERMINA77NG VEGETA77ON IMMEDIA7ELY FOLLOWING GRADING OF THOSE AREAS. SELEC77ON ITHIS DRIVEWAY CULVERT OF SEED MIXTURE WILL DEPEND ON THE 77ME OF YEAR APPLIED. 3, BENCH MARK WEST. MOST OF THE UNDEVELOPED RESIDENTIAL TRACTS AND JARMAN'S GAP ROAD ARE UPS7REAM OF THIS A STABILIZED PAVED CONSTRUCTION ENTRANCE WITH A WASH RACK LOCATED AT POINTS PROPERTY, THEREFORE, DEVELOPMENT OF THIS SITE WILL HAVE MINIMAL EFFECTS ON THESE TRACTS. OF VEHICULAR INGRESS AND EGRESS ON A CONSTRUCTION SITE. TO REDUCE 7HE - - - ..m. CLEARING LIMITS AS SEDIMENT TRAPS, BASINS, SILT FENCES, AND DIVERSION DIKES SHALL BE U77LIZED TO CONTAIN THE LAND as VDOT STANDARD STOP SIGN CONSTRUC770N EN7RANCES SHALL BE INSTALLED AS SHOWN ON THE PLANS TO REDUCE 200 EXIS77NG CONTOUR AND EN7ERS LICKINGHOLE CREEK. TRAPS AND BASINS HAVE ALSO BEEN SPECIFIED ON THE PLAN TO PR07ECT THE 200 PROPOSED CONTOUR A TEMPORARY SEDIMENT BARRIER CONSISTING OF A SMTHE77C FILTER FABRIC STRETCHED I 240.55 PROPOSED SPOT ELEVA77ON WITH HADEN LANE, WITHIN THE PRESCRIP77VE RIGHT-OF-WAY. HADEN LANE WILL BE IMPROVED UP TO 7HE LIMITS OF ,/, 7BC DENOTES TOP/BACK OF CURB OPERA77ONS IN ORDER TO PREVENT SEDIMENT FROM LEAVING THE SITE: TO DECREASE TIB DENOTES TOP OF BOX THE VELOCITY OF SHEET FLOWS AND LOW -TO -MODERATE LEVEL CHANNEL FLOWS THE EROSION CON TRDL * VIRGINIA EROSION & SEDIMENT CONTROD CRITICAL AREAS.. HANDBOOK SPECIRCA77ON NUMBER TO THE LOT DENSITY, 774E MAJORITY OF THE LAND DISTURBANCE AC77VI77ES ARE ASSOCIATED WITH THE ROAD SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND MAINTAINED /N C0NS7RUC77ON, LOT GRADING, AND BIORETENTION AREA CONS7RUCT7ON. THE CRI77CAL SLOPES Wl7HIN THE LIMITS OF QED a STRAW BAIL BARRIER 304 DD DV -- TEMPORARY DIVERSION DIKE 3.09 ST nOWoa TEMPORARY SEDIMENT TRAP 313 SB gill D SEDIMENT BASIN 3.14 lop--? --- INLET PR07FC77ON 3.07 t SF)-- SILT FENCE 3:05 ANY C0NS7RUC77ON WITHIN 7HE STREAM BUFFERS AND CRI77CAL SLOPES SHALL BE DONE IN DRY CONDITIONS. TEMPORARY SEEDING. SEGAUENC . OF CONSTRUCTION: CE c9) CONSTRUCTION ENTRANCE . 3.02 (C D ® CHECK DAM 320 FD �■ 7EMPORARY FILL DIVERSION 3.10 �V} -10---O -- 0/VERSION 3.12 (DPS ... PERMANENT SEEDING 3.32 (-TO TO TOPSOILING 3.30 O,;p CULVERT INLET PR07EC77ON 3.08 �� DC DUST CONTROL 3.39 TSD C --I TEMPORARY SLOPE DRAIN 3.15 SA I SAFETY FENCE 3.01 I?uV TEMPORARY RIGHT-OF-WAY 3.11 TRACKED ONTO THE PUBLIC ROA' WAY, THEN A PAVED C0NS7RUC77ON EN7RANCE, WA7ER TANKER 7RUCK WI7N 2 D1 VERSION PRESSURE WASHERS AND A St. , , °1/NG AREA MA Y BE REQUIRED BY 774E EROSION AND SEDIMENT CONTROL PROGRAM Mi f rt 111A YJ Av • . A QUAN7777ES AS SHOWN ARE APPROXIMATE ONLY. CONTRACTOR IS RESPONSIBLE FOR MAKING HIS OWN TAKEOFF. EROSION CONTROL CONSTRUCTION ENTRANCE 2 EA SILT FENCE 4,291 LF INLET PR07EC77ON 110 EA CU T PR07EC77ON CULVERT INCE R 5 EA TEMP. SEDIMENT TRAP 547 CY(WET) ROCK CHECK DAMS 12 EA PERMANENT SEEDING 30 AC DUST CONTROL ALL SECTION DIVERSION DIKE 6,662 LF . SAFETY FENCE 1, 982 LF GENERAL NOTES 1. OWNER\DEVELOPER. MARCH MOUNTAIN PROPER77ES L.L.C. BEIGHTS DEVELOPMENT CORPORA77ON clo MR. GAYLON BEIGHTS 800 E. JEFFERSON STREET CHARLOTTESVILLE, VIRGINIA 22902 . TELEPHONE. (434) 245-0100 FAX: (434) 245-0300 2, ENGINEER. 77MMONS GROUP 711 N. COURTHOUSE ROAD RICHMOND VA 23236 TELE.'(804) 379-6133 E-MAIL: Scott.Colllns@Timmons.com CONTACT MR. SCOTT COLLINS J. TAX MAP NO.: 055100-00-00-07100 D.B. 2035, PG. 728 MARCH MOUNTAIN PROPER77ES LLC 800 E. JEFFERSON STREET CHAIRLOT7ESWLLE, VIRGINIA 22902 4. GPIN NO. 421617910600 5. ZONING : R-6 RESIDEN7IAL 6. SUBDIVISION STREETS. CURB & GUTTER (PUBLIC ROADS) 7. DRAINAGE DISTRICT LICKINGHOLE DRAINAGE BASIN S WATERSHED: S RIVAINNA RESERVOIR - WA 7ER SUPPLY PR07ECTION AREA R DRAINAGE. THIS SITE CONTAINS AN AGRICULTURAL POND AND STORMWATER MANAGEMENT/BIO RETENTION AREAS THAT PROVIDE SOME DETENTION BEFORE THE RUNOFF IS RELEASED INTO LICKINGHOLE CREEK. 10. TOPO & SURVEY, TOPOGRAPHY PROVIDED BY LICENSED LAND SURVEYOR G. V. "KIRK" HUGHES IN FEBRUARY OF 2001. * TIMMONS GROUP SHALL NOT HAVE AUTHORITY OVER CONTRACTOR'S WORK, SAFETY PRECAUTIONS, SCHEDULES, OR COMPLIANCE WI7H LAWS AND REGULA77ONS. WE SHALL NOT ASSUME RESPONSIBILITY FOR ANY C0NS7RUC770N STAR7ED PRIOR TO PLAN APPROVAL. ALBEMARLE C RUNTY NOTES FOR EROSION CONTROL ES -1: UNLESS OTHERWISE: INDICATED, ALL VEGETA77VE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRAC77CES WILL BE C0NS7RUC7ED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF INE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND WIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS ES -2: THE PLAN APPROVING AUTHORITY MUST BE N077FIED ONE WEEK PRIOR TO THE PRE,-CONS7T?UC77ON CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND. ONE WEEK PRIOR TO THE FINAL INSPECTION. ES -3.• ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING. ES -4: A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE S17E AT ALL TIMES ES -5. PRIOR TO COMMENCING LAND DISTURBING AC77W77ES IN AREAS OTHER THAN INDICATED OWN THESE PLANS (INCLUDING BUT NOT LIMITED, TO, OFF-SITE BORROW OR WASTE AREAS), THE CON7RACTOR SHALL SUBMIT A SUPPLE44ENTARY EROSION CONTROL PLAN TO 7HE OWNER FOR REVIEW AND APPROVAL BY 7HE PLAN APPROVING AUTHORITY. ES -6: THE CON7RACTOR IS RESPONSIBLE FOR INSTALLA77ON OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT. . EROSION AND SEDIMENTA RON AS DETERMINED BY THE PLAN APPROVING AUTHORITY ES -7.• ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL 7714ES DURING LAND DISTURBING AC77VI77ES AND DURING SITE DEVELOPMENT UN77L FINAL STABILIZA77ON IS ACHIEVED. ES -8: DURING DEWA 7ERINNG OPER PON. S, WA 7ER WILL BE PUMPED INTO AN APPROVED WATER RL7E 'l '_ DEVICE. ES -9: THE CONTRACTOR SHALL .6)PECT ALL EROSION CON7ROL MEASURES PERIODICALLY AND AF7E'lR "CH RUNOFF -PRODUCING RAINFALL EVENT: ANY NECESSARY REPAIRS ;R CLEANUP TO MAINTAIN THE EFFEC77VENESS OF 774E EROSION CONTROL DEVICES SHALL BE MADE IMMEDIA TEL Y. . 5B-BELVOIR-LOAM-27. TO 7% SLOPt•:S. THIS SOIL 1S DEEP, GEN7LY SLOPING, SOMEWHA T POORLY DRAINED ON SADDLES, IN DEPRESSIONS, ON FOOT SLOPES, AND ALONG S14ALL DRAINAGEWAYS, AREAS OF THIS SOIL ARE ELONGATED, IRREGULARLY OVAL, OR RECTANGLE. THEY RANGE FROM 3 TO ABOUT 20 ACRES 774E SURFACE LAYER OF THE SOIL IS DARK GRAYISH BROWN LOAM ABOUT 12 INCHES ]NICK. PERMEABILITY OF THIS . SOIL IS SLOW AND AVAILABLE WATER CAPACITY IS MODERATE SURFACE RUNOFF IS MEDIUM., THE HAZARD OF EROSION IS MODERATE: 56B-MEADOWVILLE-LOAN4-27o TO 77a SLOPES THIS SOIL /S DEEP, GENTLY SLOPING, WELL DRAINED TO MODERATELY WELL DRAINED SOIL ON FOOTSLOPES, IN DEPRESSIONS AND ALONG SMALL DRAINAGEWA YS MO ST AREAS OF 7HIS SOUL ARE LONG AND WINDING 7HEY RANGE FROM 3 TO ABOUT 15 ACRES. THE SURFACE LAYER OF THIS SOIL IS DARK BROWN LOAM ABOUT 14 !NICHES THICK. PERMEABILITY IS MODERATE TO MODERATELY RAPID), AND AVAILABLE WA7ER CAPACITY IS HIGH. SURFACE RUNOFF IS MEDIUM.. THE HAZARD OF EROSION IS MODERATE. 258 -DYKE- SILT LOAM- 27. TO 7% SLOPES. THIS SOIL IS DEEP, GENTLY SLOPING, WELL DRAINED SOIL ON BROAD, CONVEX FOOT SLOPES AND COLLUVIAL FANS SLOPES ARE SMOOTH AND ABOUT 300 TO 1000 FEET LONG. AREAS OF THIS SOIL ARE LONG AND WIDE. THEY RANGE FROM 5 TO ABOUT 30 ACRES. THE SURFACE LAYER OF THIS SOIL IS DARK REDDISH BROWN STILT LOAM ABOUT 8 INCHES THICK, PERMEABILITY AND AVAILABLE WATER ,CAPACITY ARE MODERATE. SURFACE RUNOFF IS MEDIUM. 774E HAZARD OF EROSION IS MODERATE: THIS SOIL HAS GOOD 77L 7H. 7B BRADOOCK-LOAM-:29 TO 79a SLOPES THIS SOIL IS DEEP, GENTLY SLOPING, AND WELEL DRAINED. IT IS ON NARROW TO BROAD CONVEX RIDGETOPS AREAS OF THIS SOIL ARE 100 TO 500 FEET WIDE AND ARE ELONGATED ALONG THE RIDGE OR ARE HIGH VARIABLE IN SHAPE. THEY RANGE FROM ABOOIT 10 TO 25 ACRES 774E SURFACE LAYER OF THIS SOIL IS BROWN LOAM ABOUT 8 INCHES THICK. PERMEABILITY AND AVAILABLE WATER CAPACITY ARE MODERATE SURFACE RUNOFF IS MEDIUM. THE HAZARD OF EROSION IS MODERATE' AND THE SOIL HAS FAIR 77L 77.1. 8C3-BRADDOCK-CLAY LOAM- 79 TO 157. SLOPES. THIS SOIL IS DEEP, STRONGLY SLOPING;, WELL DRAINED ON NARROW CONVEX RIDGETOPS AND MEDIUM TO SHORT SIDE SLOPES AREAS OF THIS SOIL ARE 100 TO 400 FEET WIDE AND ARE IRREGULARY ELONGATED ALONG THE RIDGE. THEY RANGE FROM ABOUT T 10 TO 20 ACRES. 7HE SURFACE LAYER OF THIS SOIL IS YELLOWISH RED CLAY LOAM ABOUT 4 INCHES THICK. PERMEABILITY AND AVAILABLE WATER CAPACITY ARE MODERATE SURFACE RUNOFF IS RAPID. THE HAZARD OF EROSION IS SEVERE. 36C H YESVILLE-LOAM-- 77. TO 159 SLOPES. THIS SOIL /S DEEP, WELL t RIDGETOP DRAINED, AND SIR ONLG SLOPING. IT IS ON NARROW CONVEX S AND SIDE SLOPES. SLOPES ARE ,SMOOTH AND ABOUT 200 TO 600 FEET LONG AREAS OF THIS SOIL ARE LONG AND WINDING, THEY RANGE FROM 5 TO ABOUT 50 ACRES. THE SURFACE LAYER OF THE SOIL IS BROWN AND STRONG BROMW ABOUT 7 INCHES THICK. PERMEABILITY AND AVAILABLE WATER CAPACITY ARE MODERATE. SURFACE RUNOFF IS RAPID. . THE HAZARD OF EROSION IS SEVERE. 7HE SOIL HAS GOOD 77L TH. 37DJHA YES WLLE-CLAY i LOAM -159. TO ,257o SLOPES, SEVERELY ERODED. THIS SOIL IS DEEP, WELLL DRAINED, AND MODERA 7ELY STEEP. I T IS ON SIDE SLOPES THAT BORIDER SMALL DRAINAGEWAYS SLOPES ARE SMOOTH AND ABOUT 200 TO 4010 FEET LONG. AREAS OF THIS SOIL ARE LONG AND WINDING. THEY RANGE FROM 3 TO ABOUT 20 ACRES 26B3 -DYKE-CLAY LOAM -2% TO 71 SLOPES, SEVERELY ERODED. THIS DEEP, GENTLY SLOPING, WELL DRAINED SOIL IS ON BROAD CONVEX SIDE SLOPES OF COLLUVIAL FANS. SLOPES ARE SMOOTH AND ABOUT 100 TO 500 FEET LONG. AREAS OF THIS SOIL ARE LONG AND NARROW. THEY RANGE FROM 5 TO ABOUT" 15 ACRES. 774E SURFACE OF THIS SOIL IS DARK RED CLAY LOAM ABOUT' 4 INCHES THICK. PERMEABILITY AND AVAILABLE WATER CAPACITY AI RE MODERA 7E SURFACE RUNOFF /S MEDIUM. THE HAZARD OF EROSION IS MODERATE_ THE SURFACE LAYER IS FIRM, AND 77L TH IS FAIR. 26CJ -DYKE-CLAY LOAM --79 TO 159 SLOPES, SEVERELY ERODED. THIS DEEP STRONGLY SLOPING;, WELL DRAINED SOIL IS ON CONVEX SIDE SLOPES OF COLLUVIAL FANS SLOPES ARE SMOOTH AND ABOUT 200 TO 400 FEET LONG AREAS OF THIS SOIL ARE LONG AND NARROW. THEY RANGE FROM 5 TO ABOUT 30 ACRES EROSION CONTROL NOTE 1. CONSTRUCT70N INSPECTION OF ALL PROPOSED ROADS WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST CONTACT THE DEPARTMENT OF ENGINEERING ( 296-5861) 48 HOURS IN ADVANCE OF 7HE START OF CONSTRUCTION. 2. PERMANENT OR TEMPORARY SOIL STABILIZA77ON SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN (7) DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION. OF THE SITE. J. TEMPORARY SOIL STABILIZA 770N SHALL BE APPLIED WITHIN SEVEN (7) DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN THIRTY (30) DAYS. 4. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCK PILES SHALL BE STABILIZED OR PRO7FC7ED WITH SEDIMENT 7RAPPING MEASURES 5. STABILIZA77ON MEASURES SHALL BE APPLIED TO EAR7HEN STRUCTURES SUCH AS DAMS, DIKES, AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. 6. EROSION AND SEDIMENT CONTROL DEVICES SHALL BE CONSTRUC7FD AND INSTALLED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNC77ONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. Z A PERMANENT VEGETA77VE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETA77ON SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT, IN THE OPINION OF THE COUNTY ENGINEER OR HIS DESIGNATED AGENT IS UNIFORM, MATURE ENOUGH TO SURVIVE AND WILL INHIBIT EROSION. & UNDERGROUND U71LI TY LINES SHALL BE INSTALLED /N ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO 07HER APPLICABLE CR(7ERIA: A) NO MORE THAN 500 LINEAR FEET OF TRENCH MAY BE OPENED AT ONE 77ME. B) EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. C) EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED 7HROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED /N A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF-S/TF PROPERTY D) RESTABILIZA77ON SHALL BE IN ACCORDANCE WITH THE ABOVE NOTES 9. ALL APPLICABLE FEDERAL, STATE, AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING A LIVE WATERCOURSE SHALL BE MET 10. WHERE CONS7RUC77ON VEHICLE ACCESS ROUTES INTERSECT PAVED PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE 7RANSPORT OF SEDIMENT BY TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRA NSPOR7ED ONTO A PUBLIC ROAD SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT ]TIE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A DISPOSAL ,AREA. 11. IT SHALL BE THE OWNER'S RESPONSIBILITY TO INSPECT EROSION CONTROL DEVICES PERIODICALLY AND AF7FR EVERY ERODIBLE RAINFALL. ANY NECESSARY REPAIRS OR CLEAN UP TO MAINTAIN 7HE EFFEC77VENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIA T E'L Y, 12. ADD177ONAL EROSION CON7ROL DEVICES MAY BE REQUIRED BY' THE COUNTY ENGINEER OR HIS DESIGNATED AGENT IF DEEMED NECESSARY. 13. ALL EROSION CONTROL DEVICES SHALL BE IN PLACE AND FUNICRONAL AT ALI. 77MES AND IF REMOVED FOR C0NS7RUC77ON PROGRESS, SHALL BE REPLACED BY THE CLOSE OF EACH WORKDAY. 14. FINAL REMOVAL OF EROSION CON7ROL DEVICES SHALL NOT OCCUR UN77L THE COUNTY ENGINEER OR HIS DESIGNATED AGENT DEEMS THE SITE STABILIZED. 15. ALL ENTRANCES EXCEPT FOR THE APPROVED CONSTRUCTION ENTRANCE SHALT_ BE BLOCKED /N SUCH A MANNER AS TO NOT ALLOW ACCESS TO THE SITE. 16. TEMPORARY CONSTRUC77ON ENTRANCE IS REQUIRED FOR THIS SITE STANDARD & SPEC. 3.02 /S ADEQUATF DUE TO THE LACK OF AVAILABLE WATER TO THE SITE. SHOULD THE 7E'MPORARY CONSTRUC77ON ENTRANCE NOT BE MAINTAINED PROPERLY OR AN EXCESSIVE AMOUNT OF SOIL FOUND TRACKED ONTO THE PUBLIC ROADWAY, THEN A PAVED C0NS7RUCTION ENTRANCE, WATER TANKER TRUCK WITH 2 PRESSURE WASHERS AND A SETTLING AREA MAY BE REQUIRED BY THE EROSION AND SEDIMENT CON7ROL PROGRAM ADMINIS7RA TOR. 17. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE ANO/OR CONVERT TO PERMANENT STRUCTURE ALL EROSION AND SEDIMENT CONTROL A, ASURES REQUIRED BY 77 -IIS PLAN REGARDLESS OF THE SALE OF ANY ILOT. 18. SHOULD 7EMPORARY SEDIMENT STRUCTURES BE CONVERTED TO PERMANENT STORM- WA7ER MANAGEMENT STRUCTURES THEN THE FOLLOWING SHALL OCCUR.• A) THE DAM SHALL BE DESIGNED AND CONSTRUCTED PER VIRGINIA DAY )AFETY REQUIREMENTS AND SHALL HAVE A CORE PER COUNTY OF ALBEMARi.av' . ENGINEERING POLICY B) THE RISER AND BARREL PIPES SHALL BE RCP C) THE SLOPE OF DAM SHALL BE 2.5.1 OR FLATTER. D) 774E OU77-ET PROTECTION SHALL BE DESIGNED AS EITHER VDOT EC -1 OR VESCH STD. & SPEC. 3.18 OUTLET PROTEC77ON TAIL WA TER DESIGN. ' E) A GE07FCHNICAL ENGINEERING STUDY SHALL CONSIST OF 1 S17F INVEST - A IGATION, 2) LABORATORY TESTING AND 3) AN ENGINEERING ANALYSI,�. EROSION & SEDIMENT CONTROL MEASURES, . STRUCTURAL EROSION AND SEDIMENT CONTROL PRAC77CES SHALL BE IN ACCORDANCE W7TN 774E VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. STRUCTURAL PRAC77CES USED IN THIS SEC77ON CONS/S77' OF THE FOLLOWNG. 1. CONS77?UC77ON EN7RANCE, ALBEMARLE COUNTY DETAIL ENTRANCE TO BE LOCATED TO PREVENT 7RACKING OF MUD ONTO EXIS77NG PUBLIC ROADS I ICA77ONS J. - SIL 7r FENCE TO BE PL 2. SIL T FENCE, STANDARD AND SPEC F E ACED WHERE SHOWN ON 7HE PLANS OR AS FIELD COND177ONS WARRANT. SILT FENCJ: ALONG STREAMS & CREEKS OR SILT FENCE ENCOUPASSING STOCK PILES SHALL HAVE WIRE BACKING J. TEMPORAR Y DI VERSION DIKE, STANDARD AND SPECIFICATION 3.09 - TEMPORARY DIVERSION DITCHES TO BE CONSTRUCTED WHERE SHOWN ON PLANS. 4. INLET PROTECTION STANDARD AND SPECIFICA77ONS 3.07 - INLET PROTEC77ON TO BE PLACED WHERE SHOWN ON THE PLANS OR AS FIELD CONDITIONS WARRANT. STANDARD AND SPECIFICA AONS 308 - CUL VERT 5. CULVERT INLET PROTEC77ONN INLET PROTECTION TO BE PLACED WHERE SHOWN ON THE PLANS OR AS FIELD COND177ONS WARRANT. 6. 7EMPORARY SEDIMENT TRAP, STANDARD AND SPECIFICATION 3.13 - TEMPORARY SEDIMENT TRAPS ARE TO BE LOCATED AS SHOWN ON THE PLANS (5) TRAP.`., TOTAL. Z OUTLET PROTECTION STANDARD AND SPEC/FICA77ON 3.18' - OUTLET PRO?:;!TION TO BE PLACED AS SHOWN ON THE PLANS 8. ROCK CHECK DAMS, STANDARD AND SPECIF/CA77ON 3.20 - ROCK CHECK DAMS ARE TO BE PLACED /N OUTFALL DITCHES AS SHOWN ON THE PLANS 9. TEMPORARY SEDIMENT BASINS, STANDARD AND SPECIF/CA770M 3.14 - SEDIMENT BASINS SHALL BE CONSTRUCTED AS SHOWN ON THE EROSION CON7ROL PHASING PLANS. ALL EROSION AND SEDIMENT CONTROL MEASURES SMALL BE PLACED AS THE FIRST PHASE OF ANY LAND DISTURBING AC77W TIES. THEY ;SHALL BE CHECKED DAILY AND AF7ER EACH SIGNIFICANT RAINFALL EVENT. THEY SHAILL BE CLEANED, REPAIRED OR REPLACED AS NECESSARY THROUGHOUT THEE CONS7RUC77ON PHASE OF THIS PROJECT. THE FOLLOWING ITEMS REQUIRE PAR77CUL'.AR CHECKING: 1. SIL T FENCE SHALL BE CHECKED REGULARL Y FOR UNLDERM/N/NG OR OE7ERIORA77ON OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL OF THE SEDIMENT DEPOSI77ON REACHES HALIFWAY TO THE TOP OF THE BARRIERS. 2. ROCK CHECK DAMS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP. E SEDIMENT HAS REACHED HALFWAY UP THE Ufa WH N E STREAM SIDE, IT SHALL BE CLEANED OUT J. TEMPORARY SEDIMENT TRAPS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP. WHEN THE SEDIMENT HAS ACCUMULA7EL) TO ONE HALF THE DESIGN VOLUME OF INE WET STORAGE IT SHALL BE: REMOVED AND THE TRAP RESTORED TO ITS ORIGINAL VOLUME. TORY WA TER RUN-OFF CONST THE CONSTRUC77ON OF THIS PROJECT WILL HAVE AN EFFECT IN PEAK RUN-OFF RATES DUE TO AN INCREASE /N QUAN777FY AND VELOCITY OF 7HE RUN-OFF THE IMPERIOUS AREA IS BEING JINCREASED DUE TO 7HE CONSTRUC77ON OF THE ROADS AND HOUSES /HOWEVER, MUCH OF THE RUN-OFF IS BEING DIVERTED TO THE POND AND BIO-RE7ENE77ON FEATURES ON THE SITE, WHICH WILL ASSSIST IN DIECREAS/NG THE RUN-OFF VELOCITY FROM THE PROJECT SITE. IN ADDITION, A PORTION OF THE S17E /S BEING PRESERVED AS OPEN SPACE . THESE TWO MEASURES WILL HELP PROTECT LICKINGHOLE CREEK BY CONTAINING . THE FIRST FLUSH. THE POND AND BIO-RETFN770N ,AREAS WILL FILTER AND DRAIN THE RUN-OFF AT A REDUCED VELOCITY. THIS WILL 14ELP PREVENT DOWNS7REAM FLOODING AND/OR DEGRAD1ATON OF THE STREAMS. A CONTRIBUTION TO THE PRO -MA TA SHARE PROGRAM WILL ALSO BE MADE TO COMPENSATE FOR THE RUN-OFF TO THE REGIONAL POND, DESCRIPTION OF EROSION & SEDIMENT EROSION CONTROL NOTES & NARRATIVE �rT T �v CONTROL MEASURES: REiJ . e��. THE PURPOSE OF THE LAND DISTURBING ACTIVITY IS TO CREATE A RESIDENTIAL COMMUNITY WITH A 7RAD177ONAL NEIGHBORHOOD DESIGN WHERE HOUSING TYPES ARE MIXED THROUGHOUT THE LIMITS OF THE PROJECT. IN EROSION AND SEDIMENT CONTROL MEASURES: ADDITION, THIS PROJECT HAS A ROAD NETWORK /N A GRID DESIGN TO PROVIDE ACCESS AND ACCESSIBILITY IT IS ANTICIPATED TO USE CONSTRUCTION ENTRANCES, DIVERSION DIKES, SEDIMENT TRAPSTHROUGHOUT THE SITE THIS PROJECT IS ACCESSED FROM OLD TRAIL DRIVE WITH CONNECTS TO ROUTE 250 AND AND BASINS, AND SILT FENCES WILL BE INSTALLED TO CONTROL SURFACE DRAINAGE. TO JAIRMAN'S GAP. THE SINGLE FAMILY LOTS IN THIS SEC77ON WILL BE ON AVERAGE 1/4 ACRES AND THE TEMPORARY SEEDING WDLL BE USED IMMEDIATELY FOLLOWING ALL LAND DISTURBANCE MUL77-FAMILY TOWNHOMES APPROX. 5000 SQ. FT. IN SIZE.. THIS PROJECT WILL CONTAIN APPROXIMATELY 45 ACTIVITIES 7EMPORARY STOCKPILE AREAS WILL BE MAINTAINED FROM TOPSOIL THAT WILL ACRES OF LAND DISTURBANCE. BE STRIPPED FROM AREAS TO BE GRADED AND STORED FOR LATER SPREADING EXISTING SITE ,POND/ TIONS: I STOCKPILE LOCA77ONS SHALL BE ON SITE AND SHALL BE STABILIZED W17H A 7FMPORARYAT PRESENT, THE MAJORITY OF THIS S17F IS AN OPEN GRASS FIELD WITH EXIS77NG WOODED AREAS ALONG THE VEGETATIVE COVER, PERMANENT SEEDING WILL BE PERFORMED FOR ALL AREAS WHICH BOUNDARY. 774E SITE WAS PRIMARILLY USED FOR FARMING PURPOSES UP UN77L SIX MONTHS AGO. THE S17E IS "" MODERATELY ROLLING HILLS W17H SOME AREAS OF STEEP SLOPES ALONG THE LICKINGHOLE CREEK, WHICH RUNS WILL NO LONGER BE EXCAVATED AND WHERE CONSTRUCTION AC77V7T7ES HAVE CEASED. THE LENGTH OF THE SOU774ERN BOUNDARY. THE EXIS77NG S17E IS NOR7H OF LICKINGHOLE CREEK, AND ALL THE PERMANENT SEEDING SHALL ALSO BE PERFORMED FOR ALL DENUDED AREAS WHICH WILL DRAINAGE FROM THE S17E DRAINS TO THIS CREEK. THERE IS ONE EXIS77NG FARM POND LOCATED ON THIS SITE. BE LEFT DORMANT FOR A YEAR OR MORE. SELEC77ON OF SEED MIXTURE WILL DEPEND ON THERE IS ALSO A GRAVEYARD SITE LOCATED ON THE PROPERTY. THE LOW LYING AREA ALONG LICKINGHOLE THE 77ME OF YEAR APPLIED. CREEK IS LOCATED IN THE FLOODPLAIN; HOWEVER, DUE TO THE ELEVATION DIFFERENCE ON THE PROJECT, MOST TEMPORARY SEEDING WILL BE PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE LEFT OF THE PROJECT S17F IS NOT K17H/N THE FLOODPLAIN. DORMANT FOR MORE THAN SEVEN DAYS. (NESE AREAS SHALL BE SEEDED WITH FAST ADJACENT AREAS: GERMINA77NG VEGETA77ON IMMEDIA7ELY FOLLOWING GRADING OF THOSE AREAS. SELEC77ON ITHIS SITE IS BORDERED BY LICKINGHOLE CREEK TO THE SOUTH, JAIRMAN'S GAP TO THE NORTH (ALONG WITH OF SEED MIXTURE WILL DEPEND ON THE 77ME OF YEAR APPLIED. LARGE LOT RESIDEN7IAL HOMES), AND LARGE ACRE UNDEVELOPED RESIDENTIAL PROPERTY TO THE EAST AND CONSTRUCTION ENTRANCE. WEST. MOST OF THE UNDEVELOPED RESIDENTIAL TRACTS AND JARMAN'S GAP ROAD ARE UPS7REAM OF THIS A STABILIZED PAVED CONSTRUCTION ENTRANCE WITH A WASH RACK LOCATED AT POINTS PROPERTY, THEREFORE, DEVELOPMENT OF THIS SITE WILL HAVE MINIMAL EFFECTS ON THESE TRACTS. OF VEHICULAR INGRESS AND EGRESS ON A CONSTRUCTION SITE. TO REDUCE 7HE LICKINGHOLE CREEK MAY BE AFFECTED 774E MOST BY 774E DEVELOPMENT. EROSION CONTROL MEASURES SUCH AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR AS SEDIMENT TRAPS, BASINS, SILT FENCES, AND DIVERSION DIKES SHALL BE U77LIZED TO CONTAIN THE LAND RUNOFF DISTURBANCE AC77V1TYAND PROTECT LICKINGHOLE CREEK. IN ADD177ON TO LICKINGHOLE CREEK, SPECIAL ATTENTION CONSTRUC770N EN7RANCES SHALL BE INSTALLED AS SHOWN ON THE PLANS TO REDUCE ALSO NEEDS TO BE GIVEN TO THE CREEK OUTFALLING TO THE EAST AS IT CROSSES AN ADJACENT PROPERTY OWNER AND EN7ERS LICKINGHOLE CREEK. TRAPS AND BASINS HAVE ALSO BEEN SPECIFIED ON THE PLAN TO PR07ECT THE THE AMOUNT SEDIMENT TRANSPORTED ONTO PUBLIC ROADWAYS IADJACENT SILT FENCE. OWNER. A TEMPORARY SEDIMENT BARRIER CONSISTING OF A SMTHE77C FILTER FABRIC STRETCHED I OFFSITE LAND DISTURBANCE•. THE ONLY OFFSITE LAND DISTURBANCE ASSOCIATED NT V 774/S PROJECT IS THE ROAD IMPROVEMENTS ASSOCIA7ED ACROSS AND ATTACHED TO SUPPOR77NG POSTS AND ENTRENCHED. TO INTERCEPT AND WITH HADEN LANE, WITHIN THE PRESCRIP77VE RIGHT-OF-WAY. HADEN LANE WILL BE IMPROVED UP TO 7HE LIMITS OF DETAIN SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUCTION THE PROJECT BOUNDARY. ANY LAND DISTURBANCE AC77VITY WE'LL TAKE PLACE ON THE PROPERTY OR WITHIN THE OPERA77ONS IN ORDER TO PREVENT SEDIMENT FROM LEAVING THE SITE: TO DECREASE PRESCRIPTIVE RIGHT--OF-WAY. . THE VELOCITY OF SHEET FLOWS AND LOW -TO -MODERATE LEVEL CHANNEL FLOWS THE . THERE WILL BE NO BURROW SITFS, WASTE, OR SURPLUS AREAS ASSOCIATED KI 7H THIS PROJECT. SILT FENCE BARRIERS SHALL BE INSTALLED DOWN SLOPE OF AREAS WITH MINIMAL I CRITICAL AREAS.. GRADES TO FILTER SEDIMENT LADEN RUNOFF FROM SHEET FLOW AS INDICATED. THEYDUE TO THE LOT DENSITY, 774E MAJORITY OF THE LAND DISTURBANCE AC77VI77ES ARE ASSOCIATED WITH THE ROAD SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND MAINTAINED /N C0NS7RUC77ON, LOT GRADING, AND BIORETENTION AREA CONS7RUCT7ON. THE CRI77CAL SLOPES Wl7HIN THE LIMITS OF THE PROJECT WILL BE CAREFULI Y DISTURBED DURING THE CONSTRUC77ON OF BROOK VIEW ROAD AND THE ACCORDANCE WITH THE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK (VESCH). BIORE7EN77ON AREAS. EROSION CONTROL MATS MAY NEED TO BE INSTALLED IN CERTAIN AREAS TO REDUCE EROSION PERMANENT STABILIZATION: OF THE STEEP SLOPES WHILE VEGETA77ON IS BEING ESTABLISHED. IN ADD/77ON, SPECIAL ATTENTION NEEDS TO BE THE ESTABLISHMENT OF PERENNIAL VEGETA77VE COVER ON DISTURBED AREAS BY GIVEN TO THE FLOOD PLAIN AREA AND STREAM BUFFERS W17HIN 774E PROJECT LIMITS. NO CONS7RUC770N ACTT WTY IS PLAN77NG SEED. TO REDUCE EROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED TO OCCUR WITHIN THE FLOOD PLAIN, WITH THE EXCEP77ON OF UTILITY INSTALLATION AND CONS7RUC77ON OF OLD 7RAIL AREAS. TO PERMANENTLY STABILIZE DISTURBED AREAS IN A MANNER THAT IS DRIVE AND ITS INTERSECTION WITH BROOK VIEW ROAD. ANY CONSTRUC77ON WI774IN THE STREAM BUFFERS SHALL ECONOMICAL, ADAPTABLE TO SITE CONDITIONS, AND ALLOWS SELEC77ON OF THE MOST REQIUIRE SPECIAL ATTEN77ON TO HELP MAINTAIN THE INTEGRITY OF THE BUFFER, AND LIMIT THE DISTURBANCE. APPROPRIA7F PLANT MATERIALS. TO IMPROVE WILDLIFE HABITAT. TO ENHANCE NA7URAL EROSION CON7ROL MEASURES SHALL BE USED DURING 774E INSTALLATION TO PRO7ECT THE SURROUNDING AREAS. BEAUTY. UPON COMPLE77ON OF CONS7RUC77ON ACTIVITIES, ALL AREAS WILL RECEIVE A SPECIAL ATTEN77ON NEEDS TO BE GIVEN TO PRESERVING THE EXIS77NG WOODED AREAS WITHIN THE PROJECT UMTS. PERMANENT VEGETA77VE COVER. ANY C0NS7RUC77ON WITHIN 7HE STREAM BUFFERS AND CRI77CAL SLOPES SHALL BE DONE IN DRY CONDITIONS. TEMPORARY SEEDING. SEGAUENC . OF CONSTRUCTION: THE ESTABLISHMENT OF A TEMPORARY VEGETA77VE COVER ON DISTURBED AREAS BY' 1. N077FY ALBEMARLE COUNTY ENGINEERING AND PUBLIC WORKS DEPARTMENT TO SCHEDULE A PRE -CONSTRUCTION SEEDING WI7H APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS TO REDUCE EROSION MEETING AS REQUIRED. 2. FLAG THE CLEARING LIMITS AND WOODED AREA THAT IS TO REMAIN. AND SEDIMENTA710N 8Y STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO 3. MO EROSION CONTROL MEASURES MAYBE REMOVED DURING 774E CONS7RUC77ON PROCESS WITHOUT THE APPROVAL FINAL GRADE FOR A PERIOD OF MORE THAN 30 DAYS TO REDUCE DAMAGE FROM FROM 7HE INSPECTOR ON THE PROJECT. SEDIMENT AND RUNOFF TO DOWNSTREAM OR OFF-SITE AREAS, AND TO PROVIDE 4. INSTALL THE PAVED CONSTRUC770N ENTRANCE AND WASH RACK LOCA7ED AT KILLDEER LANE AS SHOWN ON THE PR07EC77ON TO BARE SOILS EXPOSED DURING CONSTRUCTION UNTIL PERMANENT PLAINS. IN ADDITION, INSTALL A PAVED CONS7RUC77ON ENTRANCE AND WASH RACK AS SHOWN ON 7HIS PLAN AND THE .VEGETATION OR OTHER EROSION CONTROL MEASURES CAN BE ESTABLISHED. OLD 7RAIL DRIVE EROSION CONTROL PLANS AT 774E IN7ERSEC77ON OF JARMANIS GAP AND OLD 7RAIL DRIVE, IF THIS DUST CONTROL IPAVED ENTRANCE HAS NOT ALREADY BEEN PREVIOUSLY INSTALLED. CONSTRUC77ON ENTRANCES WHERE REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOLf77ON CONS7RUC77ON VEHICLE ROU TFS INTERSECT PAVED PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE AND CONS7RUCTION ACTIVITIES. 7RANSPORT OF SEDIMENT BY (VEHICULAR) ]RACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS 7RANSPOR7ED TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACESAND ONTO A PUBLIC ROAD SURFACE, ?7-!E ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY PRESENT HEAL 7H SHALL BE REMOVED FROM THE ROADS BY SHOVELLING OR SWEEPING AND 7RANSPOR77NG TO A SEDIMENT CONTROL HAZARDS, TRAFFIC SAFELY PROBLEMS OR HARM ANIMAL OR PLANT LIFE. DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 774/S I- PROVISION SHALL APPLY TO INDIVIDUAL SUBDIVISION LOTS AS WELL AS TO LARGER LAND DISTURBING AC77077ES. DUST CONTROL MEASURES SHALL BE EMPLOYED TO PREVENT SURFACE AND AIR STANDARD AND SPEC. 3.021S ADEQUATE DUE TO THE LACK OF AVAILABLE WATER TO 7HE SITE. SHOULD THE MOVEMENT OF DUST DURING CONSTRUCTION. MEASURES EMPLOYED SHALL BE /N TEMPORARY C0NS77?UC7ION ENTRANCE NOT BE MAINTAINED PROPERLY OR AN EXCESSIVE AMOUNT OF SOIL FOUND ACCORDANCE WITH THE VESCH. TRACKED ONTO THE PUBLIC ROA' WAY, THEN A PAVED C0NS7RUC77ON EN7RANCE, WA7ER TANKER 7RUCK WI7N 2 TEMPORARY DIVERSION I PRESSURE WASHERS AND A St. , , °1/NG AREA MA Y BE REQUIRED BY 774E EROSION AND SEDIMENT CONTROL PROGRAM =,Vij1A RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING ADMIINIS7RATOR. I DISTURBED AREA WHICH DIVERTS OFF-SITE RUNOFF AWAY FROM UNPROTECTED SLOPES 5. INSTALL THE INI77AL CONS7%t1C77ON MEASURES AS SHOWN ON 774E PHASE I EROSION CON7ROL SHEET. THIS AND TO A STABILIZED OUTLET, OR TO DIVERT SEDIMENT -LADEN RUNOFF TO A SEDIMENT INCLUDES SEDIMENT BASIN F�', ' . #5, & #7, TEMPORARY DIVERSION DIKES AS SHOWN ON PHASE I PLAN, SEDIMENT TRAPPING STRUCTURE. MAXIMUM EFFECTIVE LIVE IS 18 MONTHS. TRAPS #1-5, SILT FENCE WI,'' acL HACKING, AND THE CHECK DAMS. SEDIMENT BASINS,#1 & #2 SHALL BE U771LIZED z THROUGHOUT PHASE/ & 11 THROUGH THE DURATION OF THE GRADING OF THE PROPERTY. SEDIMENT BASINS #5 & #7 ROCK CHECK DAMS. WILL BE OPERA77ONAL THROUGH ALL (3) PHASES OF LAND DISTURBANCE, AND WILL EVENTUALLY BE CONVER7F0 TO SMALL, TEMPORARY STONE DAMS CONSTRUCTED ACROSS A DRAINAGE DITCH TO REDUCE BIO-RE7FNT7ON AREAS DIVER `'?AI DIKES SHALL BE USED TO DIVERT RUN-OFF INTO THE BASINS AND 7RAPS ENSURE THE VELOCITY OF CONCENTRATED FLOWS, REDUCING EROSION OF THE SWALE OR. DITCH. POSI77VE DRAINAGE ALONG ,HF :�IVEERS10N DIKES /N THE DIRECT70N AS SHOWN ON INE EROSION CONTROL PLAN. SILT LIMITED TO USE /N SMALL OPEN CHANNELS WHICH DRAIN 10 ACRES OR LESS; SHOULD FENCE WITH WIRE BACKING SHALL BE USED ALONG THE SOUTHERN AND WESTERN BOUNDARY LIMITS TO PR07ECT NOT BE USED 1N LIVE STREAMS. LICKINGHOLE CREEK AND ITS ASSOCIATED STREAMS AND WETLANDS. CHECK DAMS IN THE LOW SPOTS ALONG THE SILT STORM DRAIN INLET PR07EC770N: FENCE WITH WIRE BACKING W11 HELP FILTER ANY SEDIMENT LADEN RUN-OFF THAT DOES NOT MAKE IT INTO A TRAP 7HE INSTALLATION OF VARIOUS KINDS OF SEDIMENT TRAPPING MEASURES AROUND DROP�,' OR BASIN. ADDl7TONALLYr,. �?� , ,% �� ,.tet: WILL BE USED AS SHOWN ALONG THE EASTERN BOUNDARY TO PROHIBIT INLETS OR CURB INLET STRUCTURES PRIOR TO PERMANENT STABILIZA77ON OF THE RUNT -OFF FROM REACHINC ih "OJACENT PROPERTY OWNERS WITHOUT BEING 7REATED. SEDIMENT BASINS AND DISTURBED AREA, LIMITED TO DRAINAGE AREAS NOT EXCEEDING ONE ACRE, AND NOT TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER MEASURES INTENDED TO 7RAP SEDIMENT SHALL BE INTENDED TO CONTROL LARGE, CONCENTRATED STORMWATER FLOWS CON'S7RUC7ED ASA FIRST S7EP VilTTI ANY LAND DISTURBANCE AC770TY AND SHALL BE MADE FUNCTIONAL BEFORE I TEMPORARY SEDIMENT TRAP: UPSILOPE LAND DISTURBANCE LAKES PLACE. NO7E- SEDIMENT BASIN #1 WILL HAVE TO BE REMOVED PRIOR TO fl IN57rALLA77ON OF SANITARY SEWER BETWEEN MH -1 AND MH -7, MH -14 AND MH -7, AND MH -8 AND MH -7 A SMALL PONDING AREA, FORMED BY CONSTRUC77NG AN EARTHEN EMBANKMENT WITH A 6. IN ADD177ON TO ENSURING THAT THE PAVED CONS7RUC77ON EN7RANCE IS INSTALLED AT 774E 1N7FRSEC77ON OF OLD STONE OUTLET ACROSS A DRAINAGE SWALE, TO DETAIN SEDIMENT -LADEN RUNOFF FROM 7RAIL DRIVE AND JARMAN S GAP ROAD, INSTALL ANY REMAINING EROSION CONTROL ITEMS AS SHOWN ON PHASE 1 & 11 SMALL DISTURBED AREAS FOR ENOUGH 77ME TO ALLOW MOST TO 77-1E SUSPENDED SOLIDS EROSION CONTROL PLAN AND OLD TRAIL DRIVE EROSION CON7ROL PLAN BETWEEN JAIRMAN'S GAP AND LICKINGHOLE TO S£77LE OUT. MAXIMUM EFFEC77VE LIFE IS 18 MONTHS. CREEK. THIS INCLUDES, BUT IS NOT LIMI7ED TO, THE DIVERSION DIKE ALONG OLD TRAIL DRIVE AND THE 3' HIGH ROCK TEMPORARY SEDIMENT BASIN: WEIR JUST NORTH OF LICKINGHOLE CREEK ON 80774 SIDES OF OLD TRAIL DRIVE. A TEMPORARY BARRIER OR DAM WITH CONTROLLED STORMWATER RELEASE STRUCTURES Z ONCE ALL THE EROSION CON7ROL 17EMS HAVE BEEN INSTALLED AS SHOWN ON PHASE I EROSION CON7ROL PLAN WHICH IS FORMED BY CONSTRUCTING AN EMBANKMENT OF COMPACTED SOIL ACROSS A AND 7HE COUNTY INSPECTOR HAS APPROVED 774E EROSION CONTROL MEASURES, 774E CON7RACTOR CAN CLEAR AND DRAINAGEWAY. IT IS USED TO DETAIN SEDIMENT -LADEN RUNOFF FROM DRAINAGE AREAS GRADE INE SITE INSTAL S F L A ETY FENCING AROUND THE SEDIMENT BASINS AS SHOWN ON PHASE 11 EROSION CONTROL 3 ACRES OR GREATER FOR ENOUGH 77ME TO ALLOW MOST OF THE SUSPENDED SOLIDS TO PLAN. STABILIZA77ON MEASURES SHALL BE APPLIED TO EARTHEN S7RUCTURES SUCH AS DAMS, DIKES, AND SETTLE OUT. IT CAN BE CONSTRUCTED ONLY WHERE 774ERE IS SUFFICIENT SPACE AND DIVERSIONS IMMEDIA TEL YAFIFR INSTALLA710N. APPROPRIATE TOPOGRAPHY MAXIMUM EFFECTIVE LIFE IS 18 MON774S UNLESS DESIGNED 8. ROUGH GRADE 774E S17F AND ROADS TO 774E CONTOURS AS SHOWN ON PHASE 11 OF THE EROSION CONTROL PLAN. WHILE SEDIMENT BASIN #2/S OPERA TONAL, RE -GRADE AND MODIFY 774E EXIS77NG FARM POND TO 774E CONTOURS AND AS A PERMANENT POND BY A QUALIFIED PROFESSIONAL. DESIGN AS SHOWN ON THE PLANS. INCLUDE THE RISER S7RUCTURE, THE OU7FALL S7RUC7URE, THE CLAY CORED DAM, OUTLET PROTEC77 I IAND OTHER GRADING AS SHOWN ON PHASE IL ALL DRAINAGE AND RUN-OFF FROM THIS OPERA77ON SHALL BE THE. INSTALLA 77ON OF RIPRAP CHANNEL SEC77ONS AND/OR S77LLING BASINS BELOW . DIVERTED INTO THE SEDIMENT BASIN #2, AS SHOWN. OUTFALL SEDIMENT BASIN #3 INTO BASIN #2 BYWAY OF STORM DRAIN OUTLETS To REDUCE EROSION AND UNDER -CUT TNG FROM SCOURING AT 7EMPORARY STRUCTURE. OUTLETS AND TO REDUCE FLOW VELOC177ES BEFORE STORMWATER ENTERS RECEIVING 9. IN ADD1770N, SPECIAL CARE SHOULD BE GIVEN TO ANY GRADING AC77VITYNEAR OR WITHIN THE CRITICAL SLOPES CHANNELS BELOW THESE OULETS.AND' S7REAM BUFFER AREAS INSTALL SEDIMENT BASIN #4 IN PHASE Il OF THE EROSION CONTROL PLAN. THIS WILL cUL�RTINLETPR07EC77 REPLACE SEDIMENT 7RAP #3 SEDIMENT BASIN #3 MUST BE COMPLETE AND OPERA77ONAL BEFORE PRECEDING TO A SEDIMENT FILTER LOCATED AT THE INLET TO STORM SEWER CULVERTS WHICH PREVENTS I PHASE 111 OR REMOVING BASIN #2 10. BEGIN PHASE Il/ BY INSTALLING STORM SEWER FROM SIR. 530 TO 501, AND STR.804 TO 801, INSTALLING SEDIMENT FROM ENTERING, ACCUMULA77NG IN AND BEING IRA NSFERED BY THE CULVERT. INTERMEDIA 7E INLET PRO 7EC77ON AT 7HE PIPE ENDS ONCE THIS STORM SEWER IS INSTALLED AND OPERA 77ONAL, IT ALSO PROVIDES EROSION CONTROL AT CULVERTS DURING THE PHASE OF A PROJECT SEDIMENT BASINS #1 & #2 CAN BE REMOVED. CONNECT REMAINING POND OUTFALL STORM SEWER TO 578.804 TO WHERE ELEVA77ONS AND DRAINAGE PATTERNS ARE CHANGING, CAUSING ORIGINAL CONTROL CARRY CLEAN WATER FROM SEDIMENT BASIN #3 TO 7HE S7R.801 OU7FALL. THE POND OUTFALL STORM SEWER MEEASURES TO BE INEFFECTIVE. (STR.847 TO S7R.804) IS DESIGNED TO RUN UNDER SEDIMENT BASIN #6. SEDIMENT BASIN #3 SHALL TAKE THE PLACE SAFETY FENCE: OF SEDIMENT BASIN #2, AND SEDIMENT BASIN #4 SHALL REPLACE SEDIMENT BASIN #1. COUNTY APPROVAL FROM THE A PR07EC77VE BARRIER INSTALLED TO PROHIBIT UNDESIRABLE USE of AN EROSION EROSION CONTROL INSPECTOR IS REQUIRED BEFORE THESE BASINS ARE REMOVED. SEDIMENT BASIN #6 SHALL BE CONTROL MEASURE, INSTALLED 1N LIEU OF BASIN #3. THIS BASIN WILL BE U77LIZED WITH THE CONSTRU077ON OF THE STORM SEWER �'y SY37EM. NOTE THAT CLEAN WATER DIVERSION MUST BE IN PLACE ALONG WES7FRN BOUNDARY LINE PRIOR TO PERMANENT STABILIZATION: SEDIMENT BASIN #3 BEING OPERATIONAL. AF7FR CONS7RUC710N !S COMPLETED, ALL DISTURBED 11. GRADE OUT THE REMAINDER OF THE S/7E AND GRADE THE /I EROSION CON7ROL PLAN. R ROADS AS SHOWN ON PHASE l ER ON C NIR L AREAS OF THE S17F WILL BE LIMED, FERTILIZED, AND INSTALL THE REMAINING STORM SEWER FOR THE PROJECT, USING INTERMEDIATE INLET PR07EC77ON TO PROTECT THE SEEDED AS PER CURRENT VDOT STANDARDS. 774/S SHALLEND OF THE PIPES. MODIFY INE SAFETY FENCE AS SHOWN ON PHASE X EROSION CON7ROL PLAN. INSTALL OUTLET CONSIST OF THE FOLLOWING; PRO7EC77ON AS SHOWN ON THE PLANS. STORM SEWER STRUCTURE 1101 SHALL OUTFALL INTO SEDIMENT TRAP #4 TOPSOIL - 2" DEPTHUNTIL THE UPLAND AREA IS STARIL/ZED AND THE TRAP REMOVED. LIME - 2 TONS/ACRE 12. INSTALL TEMPORARY INLET AND OUTLET STRUCTURES FROM THE STORM SEWER SYSTEM TO SEDIMENT BASIN #6 TO FER77LIZER - 600 LBS/ACRE OF 15-30-15 ENSURE RUN-OFF COLLECTED BY THE STORM PIPES IS 7REATED BEFORE BEING RELEASED INTO THE EXIS77NG CREEK. SEED - ERNST 5311 CONSERVA77ON SEED MIX - THE CONTRACTOR IS TO BRICK UP 774E STORM SEWER OPENINGS TEMPORARILY TO DIVERT 7HE.RUN-OFF TO THE BASIN. ERNMX-114 (45 LBS/ACRE PENNLAWN THE TEMPORARY OU7LET PIPE SHALL 77E BACK INTO SIR 804, ABOVE 774E POND OUTFALL PIPE, TO CROSS THE ROAD CREEPING RED FESCUE, 37.5 LBS/ACRE ARGILE AND OU77=ALL. 7HE CONTRACTOR SHALL PERMANENTL Y BRICK UP THESE OPENINGS FROM THE 7FMPORARY PIPES ONCE'' Lij THE BASIN IS REMOVED AND NORMAL STORM SEWER FLOW IS TO COMMENCE. KEN7UCKY BLUEGRASS, 37.5 LBS/ACRE PARK I 13. SEDIMENT TRAPS #2, 4, & 5 WILL BE MODIFIED TO AN INLETPR07EC77ON TRAP UPSTREAM OF AN INLET. SEE KENTUCKY BLUEGRASS, 15 LBS /ACRE ANNUAL RYEGRASS EROSION CON7ROL DETAIL FOR THIS TYPE OF INLET PRO7EC770N. & 15 LBS/ACRE PLEASURE PERENNIAL 114. FINE GRADE, INSTALL CURB & GUTTER, INSTALL SIDEWALKS, SEED, AND FER77LIZE THE DENUDED AREAS INSTALL RYEGRASS) OR ACCEPTABLE ALTERNATE, INLETS AND INSTALL INLET PR07EC77ON AS SHOWN ON THE PLANS. AFTER THESE AREAS. ARE STABILIZED, THEY WILL BE 15. PERMANENT OR TEMPORARY SOIL STABILIZA77ON SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS MOWED AND MAINTAINED ON A REGULAR BASIS AFTER FINAL GRADE IS REACHED ON ANY POR77ON OF THE SITE TEMPORARY SOIL STABILIZA77ON SHALL BE APPLIED MAINTENANCE: W17HIN SEVEN DAYS TO DENUDED AREAS 7HAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT IN GENERAL, ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CHECKED DAILY (UNDISTURBED) FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO AND AFTER EACH SIGNIFICANT RAINFALL. SPECIFIC ATTENT70N WILL BE GIVEN TO THE BE LEFT DORMANT FOR MORE THAN ONE YEAR. 16. INSTALL STONE BASE AND PAVE ROADS AND ALLEYS FOLLOWING ITEMS: A. SEDIMENT BASINS AND/ OR TRAPS WILL BE CLEANED AND MAINTAINED 17 ONCE THE SITE IS STABILIZED AND THE INSPECTOR HAS GIVEN APPROVAL, THE CONTRACTOR CAN REMOVE THE EROSION CONTROL MEASURES. NO 17EM SHALL BE REMOVED UNLESS THE UPSTREAM AREAS ARE STABILIZED AND THE IN ACCORDANCE W1TN THE VIRGINIA EROSION & SEDIMENT CON7ROL HANDBOOK. COUNTY INSPECTOR GIVES PERI;AISSION SEDIMENT BASIN #3 SHALL BE CLEANED AND WILL REMAIN FUNCTIONAL ASA B. ALL GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR SEDIMENT PERMANENT POND FOR THE COMMUNITY. SEDIMENT BASINS #4, 5, & 7 SHALL BE CONVERTED TO BIO -FILTERS AS BUILDUP 7HAT WILL PREVENT PROPER DRAINAGE. IF THE GRAVEL Is SHOWN ON THE PLANS CLOGGED BY SEDIMENT, 774E GRAVEL WILL BE REMOVED AND CLEANED, 18. MAINTAIN ALL EROSION CON: TROL MEASURES AS SPECIFIED IN THE VIRGINIA EROSION AND SEDIMENT CONTROL OR IT WILL BE REPLACED. C. ALL SUIT FENCE BARRIERS WILL BE CHECKED REGULARLY FOR UNDERMINING HANDBOOK, REMOVING ONLY WHEN APPROVED BY THE COUNTY ENGINEER IN ACCORDANCE WITH THE VIRGINIA OR DE7FR1ORA77ON OF 774E FABRIC AND REPAIRED AS REQUIRED. SEDIMENT EROSION AND SEDIMENT CONTROL HANDBOOK. 19. ALL 7EMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SHALL BE REMOVED WHEN THE LEVEL OF SEDIMENT DEPOS177ON REACHED HALF SITESTABILlZA7TON OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE WAY TO THE TOP OF THE BARRIER. D. ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO SEE THAT A GOOD STAND AUTHORIZED BY THE LOCAL PROGRAM ADMINISTRATOR. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS IS MAINTAINED. AREAS SHOULD BE FER77LIZED AND RESEEDED AS NEEDED. RESIUL 77NG FROM THE DISPOSI77ON OF 7EMPORARY MEASURES SHALL BE PERMANENR Y STABILIZED TO PREVENT FUTHER EROSION AND SEDIMENTA 770N. LD o 3: �- >e zN 2 v m 0 N i--0 0 11 / u3a046 a%a,, o ob 5 Z i _ u1p � u v Lu Lu u c `j w a < _j " 2:C w o, o _j Q < s * . �_ ui p --i _� # $� m v fm _jo 0 _j0 .0(f)-� Co U3 Z � 0 06 - v C I )-.q _j 1612 w E 0 uj M -,_, uj � � .0 N d w> p z a. 0 E 4 w w 2 a. ma=r- I- O0 U z_ 0 00 c� t� "O ��oi¢ 4 z z tom: � � C3 � � � z 0 U a) CD 4-a s-3 O z (nio fA � fl _. = .0 . - Ua w W F- $'_ tl. 6- uj J J Z �C ®mom > '-'�w -i Q -i d r. w w �'y ' a a 1j C 0 0 (L) Lij cn cn 9- �� W = t9 M 0 H 4-i lo C° �r ti- �Qo _� 7@ Q o N a 0) U) (1) DATE Q ® 4W U) 3/1/04 B. 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T . u- _�� - I I �' ", ", ,.. .111, I '1% -_ �� "I �__ __� , -,.� , , , , , , , % \ I ", '.11 � I \1111� 0 -3 ,I - , _," \0 I � ,�i�, \ ,,� "" , �� , 1� \ % ... I , - , " , , # \ SOIL CLASSInCA 770N ;�� t��gl ka" , 11 - - k - , I SILT FENCE TO REMAIN ALONG , - 1 1 I I , I - I , I �, _.� I - _', � �\ I I \ __11, 1, -- \ -1 , � I , . _ '. . \ AA I I ,. r �il_ � . I I l I - r� .... , ", I �o 11 - � "' -7-2e- , \ , I UMITS OF DIVURBANCE — - I I ( I ""' / ) / �_. - , - I I - � _ _ - � I . �) I � I � � # 9 I,' &�) ()()' ��\ , - LIMITS OF BOUNDARY TO DETER 'I / ,I --!I-- ': , � -1 , __�� I �,�Fi,�_ 4, _ -, " ,___ -11.1 .... � P \ ""A ; � , , U) - - I . �\ :5, 0\� , � , I I ,__ L, -.,- '�"'� 11 , \ 'o (_-)�,[ "()�, 0, - I I ___ - _� � _11", %,;, I i " \ �, I � 0 .,e,o ANY CONSTRUCTION TRAFFIC �;.� __ '___j I i� �, I --�_ I "t I , j I'll . � � . ,��. I I -_ ,", 11 N �',,,`, ... �', � ,, " . - \ 10 Z_ )_ -,� --Y-- I , \ FROM EN7ERINGIEX177NG THE _:� , - - �, '� I I ,� c wc�\,x ct� f - , - I _ - ,,, 11 \ ** -oo "I, j _\ \ I "'�, ) _-----_-,-*-- - 1, " V_A I - `I'! � . \ I X .A I � -1 , I �,� " �� .1 tl,N " � 'm , � __ _,�� __ , , " I � I �I \��u " o "'�)O`,) ,,, es" c - " _�� V_�. ,� � , 1 891m. � "I V . I I ____-1 - I i LIM17S OF FLOODPLAIN 0 10 10 10 10 I I I- I - � ), , (-?..�11 - �n 1, �, " - I ". � I- I I!, , , \ " �,-) I SID. BARRICADE WILL ALSO BE--- , , , __ , , � _�, ,, "'.1 " _� -, I _ ' � 11-1--, I , " S17E FROM HADEN LANE. VDOT __- , " ___ _111 - , � � 1.� \ - - - 1-1 , ___ __ , � I - � - -1 ' , - - 1w �)` \ ,_ ,� " , I '' � ` -1 ' - /V,.-,- , `� 11,1", ,' � __ - _--1 1% 0. .� , � V:41.111 %,- __ -, - 1 . " �11 11 � .�_11 ,�, -_ " 0- ,() , ; - - - � III ", __ - - � "�_ '. $,.,�-,�V;I`�%�,4�� / IF THIS CONSTRUC770� ENTRANCE � I _�_ 11, -I _�1,11'11 ,'��,I� r - � V� ',7�!, % .A � 0\,A'� �z , ,,, _�, _ I .1 , , _ � � ,, %, � I - I % , '_.11 " - , , PROPOSED - UNDER OLD� TRAIL DRIVE I'— -, f,'�' ,,'\I, _\ \ \,I/ - - ____ I . ir,\ II k " 11 - CONS -,RUCTION PLANS'HAS NOT BEE , � ` - -- -,-- - , ,1____1 I �� 1 \ w ,?�,,.) �_9 I �, , � 0 INSTALLED TO PREVENT THIS ? I I I �", \ �, -I- -;I �, �,� % I 1�11 I � e \ \ I,�� CONSTRUCRON TRAFFIC ON C �" �_ ) I X- -m, / / 25B '\ \ I ------- � 11 I - I J I. I, I / J,-il. --,,,,,,r, I 1 --- I , �, ,.,�,' � - �__ I I \ I - , ' INSTALLED -OR IS NOT,0PERATIONAL - ' "I-, . I — � lw (" \\ T\ - , " — I I , HADEN`LANE. /I 'fI I , - \ - \ I NO TE. '-- � , \ � , ��,'� � -��J., 11 I . e��I' I \ I / I'. / \ , �3 A.` J',�,f �\ B A4LE0_ k �' - - --_`�� , i j / I ,,,, �, ,__ 'i � N \ _ _ . �, K, � J I, � - , ,E INST � � 11-1 __ - - - ____ - � - � 11 It I 11 r \ � -1 T-& -, ,; 1, '_ , I 1� '1 -, � __ ;` PROPOSED CONTOURS ARE SHOW , j ; I V � 77 EN IT SHOULD , � __ __ � -T7:�- 0 i I . I � / � I � i � C ; ....... r " S SET OF PLANS. -, "I W � 7 � 14 1 ... __� � -A- I h l?. \ 1"`1 , ,1� , �)l I � � �, - ��,,,��,,�,--%� , H __ _____� , , , -1 �� \ � 1� �,`; o I I o__ """ ., \ ,� , I , 6( 4 , , I . � , I \ I I, 'I I -� 0 11 __ _1V3 , I/ I 11 . - _--m- "I ____� 'I, � � � �,k ,)�) \ % I ..-'r, ( � `�V, ��RA�Nn,�- ��,�\ \.._� - (,\" \ 'I, / i ; () I' I ., � , - 11-1 \3 ", " , __ `\ �1) AT 1'WERVALS EXIS77MG CONTOURS ,,, I � v Vk' ot.) .I lcl 0 � m A � "I -,-- ,\ 1. \ I � � I ,� o i - -- ie I ,.�q--,_.g;','�_10 � \ - \ A-1 olaP, QV�' ,�l � - , � 0 __ I ? 11� � �� I - . \ � A' A 0 , \ " -,\----- _� ARE SHOW AT 2' WERVALS. 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I � I ; I ,\"\ """! ,e /, / , j i . , ', i I \ , \ ) i il I I I - , \ � \ & ,\ ,,,, ,\ , 0 "I,.,.,. , ' _—��, - - Sediment Drainage Req'd. Vol. Volume Provided r 0 STA qDARD CONSTRUCTION DETAIL #18 Trap Area "A" & "B" "A" "B" F-- (ALL DIMENSIONS IN FEET) TOP. BOTTOM ALBEMARLE COUNTY 2' Reck FilteriOutlets LD. (Ac.) (C.Y. Each) (C.Y.} (C.Y.) C D E F G H I J K DIMENSION DIMENSION � CONSTRUCTION ENTRANCE - ST-1 Q.95 63.7 71.1 63.7 2.5 1.75 43 50 20 27 5.7 2.5 -2.75 54 X 31 38 X 15 S R CO.L),INS � ' ST-2 &CIP-2 1.10 73.7 91.8 73.7 3 2 42 50 21 29 6.6 2.5 3 54 X 33 36 X 15 NacE swAvr osRECTs n ow' l ST-3 0.97 65.0 82.5 65.0 3 2 39 47 20 28 5,8 2.5 3 51 X 32 33 X 14 No. 35791 T° BASNd I^LOW 30 ' MI 1' ST-4 & CIP 2.64 176.9 181.7 .176.9 3 2 64 72 30 38 15.8 2.5 3 76 X. 42 58 X 24'JLf � 70' MIN. ;� 3' SM-3A ASPHALT Top COURSE 1 MIN. i ST-5 & CIP-5 2.50 167.5 174.2 167.5 3 2 63 71 29 37 15.0 2.5 3 75 X 41 57 X 23 ��, N --.. A OSTING PAVEMENT I Ib 1 s�®NAS ORIGINAL ►B, #85-7, OR #5 STONE GLASS 11 RIP RAP "` AASHTO 067 TOP OF FILL GROUND 1, CLASS I E A 21A STONE !NE I R DETAIL 5"MIN I ___-_. ELEV. "F" '( RIPRAP o /EXISTIIN ERstoN DGTCH SIDE ELEVATION AGGREGATE BASE ��Rocx „ „G OUTLET CROSS-SECTION G - ORIGINAL 0 GROUND �\ / �� » PFUND E//VOL. A k>70' I�IN. sTRAwsnLIa oR //� D-- % 67 CU. YD. ACRE DRY STORAGE ' 'V. _ M .� EX. CURB OR FILTER FABRGG \ d �'� EARTH '"B w i- ra ASPHALT PAVED wASHRAac EDGE OF PAV'T WOOD P STS % � � VOL. t33 FIL TER CLOTH � I- \ % (67 CU. YD.14CRE v _ ua > WET STORAGE) V OT 3 5 0°; ~ cn to ��fE 7 } 1 IN. { I i! MIN. j0 D- ; / / : / �.. �// * "E" AGREGA 1SE z a O w w t i I1 �`� ` �4 BEDDING w Uj = � � 12' MIN. i i X MA1ERlAL ;.r_ °- ~ Q= O � ix EXISTING c of "X- DIMENSION TO BE SEDIMENT TRAP DIMENSIONS Q - � �, � PAVEMENT MAINTAINED TO THE w i RE S V �(jQR HEIGHT OF ROCK FILTER _ �' MIN, AasHTo rs7 TOP OF PIPE ice- ce o I" ,,,, oaNNAGe W6 HEIGHT OF STRAW ALES NORMAL EARTH FOUNDATION ® o °� 0 C) DIVERSION DITCH T° SEDIMENT SILT FENCE OTt FILTER FABRIC PLN E * o N'1 U O O MINIMUM WIDTH AT TRAPPING DEVICE b MAY BE ELIMINATED UNDER ENTRANCE PIPE FLOW $ ; _ In V) Us w ELEVATIONSINwAtE4.0' WHERE DIRECTED BY ENGINEER. •'� A� : `- mt y_ n IS PLAN VIEW UP-SLOPE FACE Q MUST EXTEND DULL WIDTH OF PB-1 DETAIL 0 w w in INGRESS AND EGRESS OPERATION SET 1 1/2» WATER INSTALLATION OF PIPE CULVERTS - Q HYDRANT WITH FROST Sediment must be removed whe accumulations reach 113 the height of the cutlet. AND STORM SEWERS j 12' MIN. PROOF HYDRANT 3' I _ AES I ~ ttS w Uj � OFF EDGE Of PAVEMENT. NO SCALE NF` , �.= a ABOVE AND V FILTER FABRIC _ .i. `1 STONE WEGR ENTRENCHED 8» LIJ U-1 H NAIL ABOVE w w COMPACTED soil ------ 3' MIr M>na --� PLAN VIEW SEDIMENT TRAP �(A Ui LU M.M.T. Q tv SECTION A-A Jo 6" ° °Cb° „„ W. NOTE- A MINIMUM WATER TRAP OF 1" IS REQUIRED N Oo o 1. �6 X .DRAINAGE AREA WITH A MINIMUM WASH HOSE. DIA. OF 1:5 24 MIN P ° �° 1 /N ACRES 0 MOD I E I ED MUD TRIP ��o $ �o � ° 3' CLASS i $�Q RIPRAP (TO BE PLACED IN THE LOW POINT) 000°0°p �°,o t1JYp o,°° PAVM TEMP CONST EMR NOTES °�' bow --� w E SCALE ntrs 1. APRON LINING MAY BE RIPRAP, OR GROUTED RIPRAP. (DOWNSTREAM VIEW) v 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING -w `w o10 ._ ti Q {- PLA TES 1.36d AND 1.36e. e' vaoT #' g COARSE o ..:�vvv� i- �y4\`'�� O cs 3. d = 1.5 TIMES THE D50 SIZE. AGGREGATE °off ° =�: =� -�� > DD TEMPORARY DI VER SI D DIKE 4. FABRIC UNDERLINER REQUIRED FOR ALL OUTLET PROTECTION AREAS oo i9�o O° VDOT , 3, 357 `'�" �� . DATE y FLOW o j�o d' ��' , 3 AGGREG I OARSE `'.. p ,• Compacted soil Cw TF TEMPORARY CL EANWATER DIVERSION p� ° p ° '� 31104 + 0 0 0° o o FIL TER CLOTH Non-Erodable Liner 8 0 SEDIMEN T TRAP DIMENSIONS DRAWN BY 18" ten. La d CD ROCK CHECK DAM 3.20-1 B. coPFLANi3 --Flow OPT 12 24 (2 ACRES OR LESS OF DRAINAGE AREA) 1, SET POSTS ANLL EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS. DESIGNED BY NO SCALE TRENCH UPSLOPE ALONG THE LINE oP2 , 1 2 OF POSTS. ® S.COPELAND 4.5' min. oP3 20 24" CHECKED D Bir SOURCE: VA. DSWC PLATE 3.09-1 , P4 7 S.COLLINS T min ac C S % 110 (in/hr) Q10 (cfs) V10 fts) D10 (ft) -9+ r C (min) � ) 1 P5 ' e " � �',II ,� /• SCALE �1 16.00 0.49 0.45 3.00 4.60 1.01 1.79 0.43 I2 2 � ATTACH FILTER FABRIC I 1 vk,� NONE P6 » TO STAKES OR POSTS & �' 2 12.00 0.33 0.45 4.00 5.30 0.79 1.88 0.37 PLAN 0 2 EXTEND IT INTO TRENCH 9 ,WOODEN STAKE 3 10.00 0.15 0.45 10,00 5.60 0.38 2.21 0.24 P7 26 2. vel Posr '' y; ��' =1 I is / ; = i I I I- is 4 12.00 0.15 0.45 9.00 5.30 0.36 2.09 .0.24 La LENGTH = .5' MIN. G - - 1= �� -I I P8 g 2 5 12.00 0.30 0.45 5.00 5.30 0.72 2.00 0.35 6 18.00 0.24 0.45 2.00 4.20 0.45 1.26 0,35 FLOW , I _! 11- Cl- 7 1 7 8.00 0.40 0.45 4.00 6.00 1.08 2.03 0,42 Ci.. 8 16.00 1, 71 0.45 2.00 4.60 3.54 2.11 0.75 �- d A EXCAVATED SOIL J. ATTAG THE FILTER FABRIC TO 4. BACKFILL AND COMPACT THE 9 8,00 0.36 0.45 12.Uj 00 6.00 0.97 2.98 0.33 BACKFILLED AND THE WIRE FENCE AND EXTEND EXCAVATED SOIL. 10 11.00 0,40 0.45 8.00 5.50 0.99 2.58 0.36 SEC TION A -A = I I III ;: =:_:.'IT INTO THE ]BENCH. 11 12.00 0.41 0.45 3.00 5.30 0.98 2.33 0.37 PIPE .OUTLET TO FLAT AREA WITH NO DEFINED CHANNEL 4'x4" TRENCH 12 12.00 0.24 0.45 4.00 5.30 0.57 1.73 0.33 La SIL T FENCE 13 14.00 1.07 0.45 3.00 4.80 2.31 2.20 0.59 SF (WI THOU T WIRE SJPPOR 14 13,00 0.52 0.45 1.00 5.00 1.17 1.23 0.56 ,moo NO SCALE u� k �/`--�'^�.:i _ �j� Iv.i.� `- 15 16.00 6.81 0.45 2.00 4.60 14.10 2.98 1.26 - - LU ° " /�..--`- ~- 16 10.00 0.18 0.45 9.00 5.60 0.45 2.21 0.26 2x4 WOODEN FRAME 17 12.00 1.05 0.45 1.00 5.30 2.50 1.49 0.75 d ' DROP INLET- PLAN WITH GRATE r. _I I=1 I, ; 1 FLOW I1 18 9.00 0.23 0.45 6.00 5.70 0.59 2.03 0.31 _ - _ _ z i _III III I_III-III. 19 10.00 0.03 0.45 9.00 5.60 0.08 1.44 0,14 SECTION A-A -- �- -III= ! I I- - I I=1 I II-) I1- 0 1.5 MAX. FRAME I� 20 14.00 4.03 0.45 7.00 4,80 8.70 4.22 0.83 �----� PIPE OUTLET CONDI TIONS EXTEVSION OF FABRIC AND WIRE INTO THE TRENCH. L 21 15.00 0.29 0.45 7.00 4.70 0.61 2.17 0.3.1 _____ < 2 NO SCALE o 22 14.00 0.46 0.45 6.00 4.80 0.99 2.31 0.38 RUNOF FILTER FABRIC 23 10.00 0.29 0.45 5.00 5.60 0.73 2.00 0.35 WWA I TH R m o 3' MIN. _ < 24 15.00 0.79 0.45 5..00 4.70 1.67 2,46 0.48 SEDIMENT �'?% =T1-- -I I 1-1 I - WRE_ OVERFLOW _ _ 2UJI} GATHER II�I�111111II) - �I-II(� III;.] 4 FIL TERED WA TER I III • T- 3 5 15.00 0.75 0.45 1.00 4.70 1.59 1.72 0.55 -r.. - -,,. •-,.�.A , . 26 20.00 19.20 0.45 2.00 4.00 34:56 3.72 1.76 _ - .• • -- \ i EXCESS I I j wN ]pri` w°1 •. - \ .sem' L_ Y �, 0 AT CORNERS PLATE. 3.05-1 � 27 19.00 10.38 0.45 3.00 4.10 19.15 3.05 \�\ \� _ \ ,----- 28 17.00 5.13 0.45 1.00 4.40 10.16 1,99 0.75 �s� /\\/i\\ii\\i /s\\ii �.� ° \i�\\i/\\s/�\ �'-- �''° sF COI�JS TR C TION OF A SIL T F . (WITH WIRE SUPP OR T) 3. -1Illy- *Note: A Mannings Coefficient of 0.05 was used due to non-erodable lining. SEDIMENT � ��//•\ / \/ / / � , : ,/\ /' °U, \�\\\\\�� PERSPECTIVE VIEWS `�cz ** DENOTES CLEAN WATER DIVERSION WIRE SCREEN - INATURAL GROUND ,. " TOE OF FILL / W 2x4 WOOD STUD ENDWALL Ep RIPRAP HEADWALL CURB INLI ET 25' STAKE ! -- t` CURB INLET CUL 1/ERT o PIPE INVEIRT � -'-- FABRIC 1 AREAS TO BE DISTURBED \ / ® a C. '. N .3' sus F �x (CUT, FILLED, ET ) .' � �m 1 p FLOW ."Z 0Ki CLASS RIPRAP "-----�, ORYGINAL c GRrOUND TOE OF FILL FILTER CLOTH ELL�I/. CONCRETE" BLOCK � �2 VDOT #3, #357 OR #5 E c COARSE AGGREGATE WIRE SCREEN _ SILT FENCE L) 3 MAX. SEDIMENT DEPTH (CLEAN OUT POINT) ELEVA TION OF STAKE AND �ro GRAVEL SHALL 8E VDOT 3, # A VEL FIL TER FABR/C ORIFN TA TION AT 1/2 VOLUME OF WET STORAGE AREA OR #5 COARSE AGGREGA E. JOB NO. 5 SILT FENCE 66360 C!P TEMPORARY CUL INERT INLET SIL T TRAPBLOCK & GRA VEL CURB INLET !P 3.07_1 SIL T FENCE SHEET NO. V1.5 3.07-8 DROP INLET PROTECTION No SCALE C SEDIMENT FILTER No SCALECUL VERT INLET PRD TEC TION. 3.08-1 �� CIP 6 of 4 c NO SCALE NO SCALE ro iiQ=yAffi my110,11 A A' WMA NO SEE SHEET 9 FOR PROFILE OF SANITARY SEWER UNDER SEDIMENT TRAP #2 VOLUME A=, 74.2CY VOLUME B=1675CY . . . . . . . . . . PHASES & H SEDIMENT TRAP #4 VW%l �d X e -N f SEDIMENT BASIN #1 N�l F PHA SE WM,WAWM",WAF"AVAFMFAVd d 38, IV K �4 Y > MH -8 sr FROM MH -14 MH_7 FROM -1 MH -7.. If ZUU `200' N. W.5 E.'=66779 DESIGN H1 69.60 'Er BOTTOM OF 00 N WSE.�=661.'ly HIGH WATER 669.00 1.00 TOP OF DAM=67f DESIGN TTOM OFf'BAS1N=6 .00 TDP 0§ OF DAM= 671.00 i. 0 7' 7,' 48" CMP I'RISER AND 307 "P' 48" CMP :RISER! O.UTFALL PIPE: AND 307 CMP, '4 662 i i OUTFALL PIPE' X,NOTE.• SEDIMENT BA 662 ro 1 WILL HA; VE TO REMO VED PRIOR TO INSTALLA TION OF ------- SANITARY SEWER 1 01 NO SEDIMENT BASIN #1 BETWEEN MH- 1 & �H-7/ If WILL HAVE TO BE REMOVED AND MH -8 & MH- 14® 1 1,101, SEE E. C. NARRAIRME FOR PRIOR TO INSTALLATION OF SANITARY SEWER BETWEEN • TIMING OF REMOVAL OF MH- 1 & MH' -7 AND MH ��8 -N SEDIMENT BASIN #1. F I' MH -14. SEE'E.C.NA FOR 77MING, OF REMOVAL OF SEDIMENT BASIN MH -1 1992 3.14 1992 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (with or without an emergency spillway) Project Ballard Field, E&S PHASE I Basin 4 1 k ra Total area draining to basin: 29.32 acres. Basin Volume Design fa Wet Storage: 1 Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. 29.32 acres 1964 cu. yds. 2 Available basin volume = 1964 cu. yds. at elevation 665.28 (From storage- elevation curve) 3 Excavate 11964 cu,* yds. to obtain required volume Elevation corresponding to required volume = invert of the dewatering orifice.. 665.28 dewatering device elevation 4 Available volume before cleanout required. 33.5 c.y. x 29.32 acres = 982 cu. yds. 5 Elevation corresponding to cleanout level = 663.77 (From Storage - Elevation Curve) 6 Distance from invert of the dewatering orifice to cleanout level (ft)= 1.51 (Min. = 1.0 ft.) Dry Storage: 7 Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). !0 67cu.yds.X 29.32 acres 1964 _cu. yds. 111-112 VOLUME A: 6 7C Y PER ACRE, DRY STORAGE VOLUME B.- 67C Y PER ACRE, WET S TORA GE 10 Diameter of' flexible tubing 13 INCH 1992 plus 2 inches). Preliminary Design El4evations 11 Crest of Risser = 667.79 SEDIMENT TRAP #4 VW%l �d X e -N f SEDIMENT BASIN #1 N�l F PHA SE WM,WAWM",WAF"AVAFMFAVd d 38, IV K �4 Y > MH -8 sr FROM MH -14 MH_7 FROM -1 MH -7.. If ZUU `200' N. W.5 E.'=66779 DESIGN H1 69.60 'Er BOTTOM OF 00 N WSE.�=661.'ly HIGH WATER 669.00 1.00 TOP OF DAM=67f DESIGN TTOM OFf'BAS1N=6 .00 TDP 0§ OF DAM= 671.00 i. 0 7' 7,' 48" CMP I'RISER AND 307 "P' 48" CMP :RISER! O.UTFALL PIPE: AND 307 CMP, '4 662 i i OUTFALL PIPE' X,NOTE.• SEDIMENT BA 662 ro 1 WILL HA; VE TO REMO VED PRIOR TO INSTALLA TION OF ------- SANITARY SEWER 1 01 NO SEDIMENT BASIN #1 BETWEEN MH- 1 & �H-7/ If WILL HAVE TO BE REMOVED AND MH -8 & MH- 14® 1 1,101, SEE E. C. NARRAIRME FOR PRIOR TO INSTALLATION OF SANITARY SEWER BETWEEN • TIMING OF REMOVAL OF MH- 1 & MH' -7 AND MH ��8 -N SEDIMENT BASIN #1. F I' MH -14. SEE'E.C.NA FOR 77MING, OF REMOVAL OF SEDIMENT BASIN MH -1 1992 3.14 1992 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (with or without an emergency spillway) Project Ballard Field, E&S PHASE I Basin 4 1 k ra Total area draining to basin: 29.32 acres. Basin Volume Design fa Wet Storage: 1 Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. 29.32 acres 1964 cu. yds. 2 Available basin volume = 1964 cu. yds. at elevation 665.28 (From storage- elevation curve) 3 Excavate 11964 cu,* yds. to obtain required volume Elevation corresponding to required volume = invert of the dewatering orifice.. 665.28 dewatering device elevation 4 Available volume before cleanout required. 33.5 c.y. x 29.32 acres = 982 cu. yds. 5 Elevation corresponding to cleanout level = 663.77 (From Storage - Elevation Curve) 6 Distance from invert of the dewatering orifice to cleanout level (ft)= 1.51 (Min. = 1.0 ft.) Dry Storage: 7 Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). !0 67cu.yds.X 29.32 acres 1964 _cu. yds. 111-112 PHASE H lal TWNVVITI-� SM 3.14 8 Total availalble basin volume at crest of riser 3929 cu. yds. at elevation 667.79, (From Storage -,Elevation Curve) 9 Diameter of dewatering orifice = 11 INCH 10 Diameter of' flexible tubing 13 INCH 1992 plus 2 inches). Preliminary Design El4evations 11 Crest of Risser = 667.79 Top of Damp = 671.00 Collar Design Upstream Toe of Dam = 662.00 With emergency spillway: Basin Shape 12 Length of Filow L 23 Effective Wiidth We 2.26 Ilf > 2, baffles are not required Not Required lif < 2, baffles are required Runoff Slope of upstream face of embankment (Z)= 3 13 Q2 = 31.40 cfs (From Chapter 5) h = Crest of Emergency Spillway Elevation Crest of fRiser Elevation 14 Q25 = 52.12 cfs (From Chapter 5) Principal Spillway Design Slope of principal spillway barrel (Sb) 1.43% cfs. 15 With emerglency spillway, required spillway capacity Qp=Q2 31.40 N/A (riser and barrel) Without emiergency spillway, required spillway capacity Qp=Q25 52.12 (riser and Narrel) Assumed ssumed available head (h) 1.21 ft- (Using Q25) PHASE H lal TWNVVITI-� SM j A 1992 3.1 1992 3.14 Anti -Seep Collar Design 16 With emergency spillway: 23 Depth of.water at principal spillway crest (Y) = 5.79 ft. Assumed available head (h) = 1.211 ft- (Using Q2) Slope of upstream face of embankment (Z)= 3 h = Crest of Emergency Spillway Elevation Crest of fRiser Elevation Slope of principal spillway barrel (Sb) 1.43% Without emergency spillway: Assumed ssumed available head (h) 1.21 ft- (Using Q25) Length of barrel in saturated zone (L,),= 43 ft. 24 Number of collars required 2 dimensions 5.2 X 5.2 h = Design High Water Elevation Crei&t of Riser Elevation (From Plate 3.14-12) 17 Riser diameter (Dr) = 48 in. Actual head ((h) = 1.20 ft. Final Design Elevations (From Plate 3.14-8.) 25 Top of Dam = 671.00 Note: Avoid orifice flow conditions. 18 Barrel Length (1) = 70 ft. Design High Water = 669.00 Head (H) on barrel through embankment 9.00 ft. Emergency Spillway Crest N/A (From Plate 3.14-7). Principal Spillway Crest = 667.79 19 Barrel diameter 30 in. Dewatering Orifice Invert 665.28 (From Plate 3.14-B [concrete pipe] or Plate 3.14-A [corrugated pipe]). Cleanout Elevation = 663.77 20 trash rack and anti -vortex device Elevation of Upstream Toe of Dam of Excavated Bottom of "Wet Storage Diameter = 72 inches. Area" (if excavation was performed) = NIA Thickness gage 14 Height = 21 inches. (From Table 3.14-D) USE: 1-1/4"pipe or 1-114 x 1-1/4x1/4angle Emergency Spillway Design 21 Required spillway capacity Q, = Q25 Qp NIA cfs. is 22 Bottom width (b) = N/A ft.; the slope of the exit channel (s) N/A ft./foot; and the minimum length of the exit channel (x) N/A ft. (From Table 3.14-C). N III - 114 S COLLINS .4 No. 35791 IONAL E 0 (71 cn U >I Z E > E LU M V) F- LU 0 uJ Mar, (1i UD � W, 0, 'r ") Z 90E Lu LU 37 2: 0 g z® 00 Z 0 U U0 CL >< 0 W < 0 ;7 0 Z 0 01 E Z) CD 0 Z) 0 Ln U U U U) W W <10 0� a� 0 < uJ > < < Li LU 0L � LL1 W 0- CL W W U) U) rr, 2- 7) W � >W 0 4) ry 0� 0 LU uJ LU �:-' C) < ;Z C:) M 0 > cn U) > DATE 0 311104 DRAWN BY S.GWYNN DESIGNED BY B. COPELAND CHECKED By &COLLINS SCALE 1 11=30' Z :5 Z CL LIJ 0 E F- :D U Z :D V) 0 1 U U UJ o -J LU UJI 0 t: to 0 UJ F q U U. W 0 < to 2:Z CZ Lli -0. .J U) 00 0 0 0 Z7 UJ 1 0-4) U) 4)0) X C p:S2 50 LJ C Eo as 00 -0, -V JOB NO. -50 0 .0 66360 - vs r.0 SHEET NO.UZ OC 7 OF 14 mm 11 992 3.11� _ TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (with orwithout anemergency spillway) 10 Project Ballard Field, Phase III 23 Basin # G ' 3.14 Total area draining Vobasin: 8.73 acres. ` Basin Volume Design TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET Wet Storage: 24 IMinimum required volume =07cu. yds. xTotal Drainage Area (aones). ` 17 87cu. yds. x8.73acres =585___ouyds. � ` ` 2 Available basin volume = 585 cu, yds. at elevation � 665A3� (From storage ' elevation curve) 1867.26A8ano 8 Excavate 585 cu, yds. toob��mq�edvo�me° � � °Elevation corresponding torequired volume =invert ofthe dewatering � odMuo. 665.13 dewatering device elevation 19 4 Available volume before cleanout required. (with or without an emergency spillway) 33.5uy.x 8.73acres =2g2cu. yds. ` 20 5 Elevation corresponding to cleanout level = ' UFromGtorage-BovaUonCume 8 Distance from invert of the clewatering orifice to cleanout level (ft)= 2.27 (Min. = 1.0 ft.) (From Table 2i14'D) USE: #ORebar m14/2x11/2x3xo angle Dry Storage: 21 7 Minimum required volume =87cu. yds. xTotal Drainage Area (aoreo. 22 07ou.yda}< 8.73 aon* 585 _cu. yds. U|'112 Project Ballard Field, E&S PHASE 11 1992 2\14 8 Total available basin volume atcrest of riser 110 ' ou. yds. at elevation 888.38 .(From Storage - Elevation Curve) ' ` Q Diameter ofdewatering orifice = 6 INCH lO Diameter offlexible tubing = 8 INCH plus 2inohes)`Preliminary ' Design Elevations h Crest of Emergency Spillway Elevation Crest of Riser Elevaition 11 Crest ofRiser = 868.38 Slope of upstream face of embankment (Z)= 3 Top ofDam = 871.48 Basin 4 2 Upstream Toe ofDam = 601I0 Diameter of diewatering orifice 9 INCH Basin Shape 12 Leng th of Flow L = Effective Width We 0.36 If >2.baffles are not required ` ` If <2'baffles are required Runoff ' 13 C2= 15.01 ds (From Chapter 5) Slope of principal spillway barrel (S.) 0.62% 14 Oz = 24.01 efs (From Chapter 5) Total area draining to basin: 21.17 acres. Principal Spillway Design Diameter of fl'lexible tubing = 1 I INCH ' ofs. 15 With emergency spillway, required spillway oopaohyQo=Oc 15.01 N/A (riser and barrel) Without emergency spillway, required spillway capacity Q.=Q" 24.01 (riser and barrel) U|-113 1982 314 10 With emergency spillway: ` 23 Assumed available head (N= --3.10 ---ft. (UsingQ2) 3.14 h=Crest nfEmergency Spillway Elevation - Crest nfRiser Elevation ` Without emergency spillway: TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET Assumed available head (h)= 1.10 ft. (Using Q25) 24 h=Design High Water Elevation ' Crest ofRiser Elevation ' 17 Riser diameter ([Q= 30 in. Actual head (h)=1.1D ft ---- ' (From Plate 3i14-[) Final Design Note: Avoid orifice flow conditions. 1867.26A8ano Length cu. ycls. at ' Head (H)onbarrel through embankment 15.42 ft, ' (From Plate 3]4-7). 19 Barrel diameter= 34 in. (with or without an emergency spillway) (From Plata 3.14-B pipe orPlate 3.i4-Atcormgotedpipe]). 20 Trash rack and anti -vortex device ' Diameter= 42inches. Thickness gage 16 Heighd= 15 inches. (From Table 2i14'D) USE: #ORebar m14/2x11/2x3xo angle ` Emergency Spillway Design 21 Required spillway capacity Qo=Q25-O. = N�^�s. ` 22 Bottom width exit channel (s)= Depth of water at principal spillway crest (Y) 6.07 ft. N/A ft./hootondthe minimum length ofthe exit channel (x)= Project Ballard Field, E&S PHASE 11 (FromTable 3.14'C), ' � SEDIMENT BASIN #6 N.W 68.J8 DESIGN 1GNQ-WA-7-ER= MV PHA SE il, 1992 3.1 ' . Anti -Seep Collar Design ' 23 . .' Depth nfwater atprincipal spillway crest (Y) 7.38ft. 3.14 Slope ofupstream face ofembankment (Z)= 2 ` Slope of principal spillway barrel (Sb) = ' 8j6 96 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET Length ofbarrel hnsaturated zone (L') 67.61 ft. 24 Number of collarsrequired = 2 dimensions = 5.4 X 5.4 I ' ' (FnzA? Plate 3.14- 2) Final Design Elevations - ' ' 25 Top ofDam 871/48 cu. ycls. at Design High VVmher= 86948 � ' Emergency Spillway Crest = N/A ' Principal Spillway Crest (with or without an emergency spillway) Dewatering Orifice Invert 66513 elevation 660.07 (From Storage - Elevation Curve) C�eanoudE|evaUon= 062.86 ' Elevation nfUpstream Toe ofDam ofExcavated Bottom of"Wet Storage Area" (if excavation was performed) = N/A ' ' "77 SEDIMEN T TRAP #1 0 �� //�/��/� 7- / ��iS//\/ I I 1/-1~-) L- I «� �0 mm k/QM- SEE SHEET 9 FOR PROFILE OF SANITARY SEWER UNDER SEDIME-NT 7RAP #1 WMV p, 1992 3.14 1992 3.14 1992 3.14 1992 3.1 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET 8 Total availablle basin volume at crest of riser 2837 cu. ycls. at 16 With emergency spillway: Anti-Seeo Collar Desicin (with or without an emergency spillway) elevation 660.07 (From Storage - Elevation Curve) Assumed available head (h) 3.00 ft. (UsiIng Q2) 23 Depth of water at principal spillway crest (Y) 6.07 ft. Project Ballard Field, E&S PHASE 11 h Crest of Emergency Spillway Elevation Crest of Riser Elevaition Slope of upstream face of embankment (Z)= 3 Basin 4 2 9 Diameter of diewatering orifice 9 INCH Without emergency spillway: Slope of principal spillway barrel (S.) 0.62% Total area draining to basin: 21.17 acres. 10 Diameter of fl'lexible tubing = 1 I INCH plus 2 inches)), Assumed available h I ead (h) 1.00. ffl. (Using Q25) Length of barrel in saturated zone (Q 43,55 ft. Basin Volume Design Preliminary Design Elev/ations h Design High Water Elevation Crest of Riser Elevation 24 Number of collars required 2 dimensions 5.2 X 5.2 Wet Storage: 11 Crest of R iserr 660,07 17 Riser diameter (D,) 48 in. Actual head (h) 1.00 ft. (From Plate 3.14-12) 1 Minimum required volume 67 cu. yds. x . Total Drainage Area (acres). Top of Dam 663.07 (From Plate 3.14-8.) Final Design Elevations 67 cu. yds. N 21.17 acres 1418 cu. yds. Upstrea I m To(e of Dam 654.00 Note: Avoid orifice flow conditions. 25 Top of Dam 663.07 2 Available basin volume 1418 cu. yds. at elevation 18 Barrel Length (1) 228.4 ft. Design High Water 661.07 (From storage - elevation curve) Basin Shape Head (H) on barrel through embankment 8.57 ft. Emergency Spillway Crest N/A 3 Excavate .1418 cu, yds. to obtain required volume 12 Lencith of Flo�w L Effective Widith We 2.20 (From Plate 3.14-7). Principal Spillway Crest 660.07 Elevation corresponding to required volume = invert of the dewatering orifice. 657.49 dewatering device elevation If 2, baffles are not required Not Required 19 Barrel diameter 30 in. Dewatering Orifice Invert 657.49 If 2, baffles are required 4 Available volume before cleanout required. (From Plate 3.14-B [concrete pipe] or Plate 3.14-A [corrugated pipe]). Cleanout Elevation 655.97 33.5 c.y. x 21.17 acres 709 cu. yds. Runoff 20 Trash rack and anti -vortex device Elevation of Upstream Toe of Dam of Excavated Bottom of "Wet Storage 5 Elevation corresponding to cleanobt level 655.97 13 Q2 25.72 cfs (From Chapter 5) Diameter 72inches. Area" (if excavation was perfor . med) N/A Thickness gage 14 (From Storage - Elevation Curve) 1 4 Q25 411.44 cfs (From Chapter 5) Height 21 inches, 6 Distance from invert of the dewatering orifice to cleanout level (ft)= 1.52 (From Table 3.1.4-D), USE: 1-1/4"pipe or 1-1/4 x 1-1/4xi/4angle (Min. 1.0 ft.) Principal Spillway Desigin Emergency Spillway Design 15 With emergemcy spillway, required spillway capacity QP=Q2 N/A Dry Storage: (riser and barrrel) 21 Required spillway capacity Q, Q25 QP N/A cfs. 7 Minimum required volume 67 cu. yds. x Total Drainage Area (acres). Without emerrgency spillwa y, required spillway capacity QP=Q25 41.44 22 Bottom width (b) N/A ft.; the slope of the exit channel (s) 67cu.yds.X 21.17 acres 1418 cu. yds. (riser and barrrel) N/A ft./foot; and the minim�rn length of the exit channel (x) 111-112 111-113 111-114 111 - 11& OTT R COMMS Z' 24 IONAL IL 0 0 E LU LU LLJ LU CL 0 UJ U 00 DATE 41 311104 DRAWN BY DESIGNED BY B. COPELAND CHECKED BY LLINS SCALE CL 0 LU CL 0 UJ LIJ co UJ 0 F-4 U U) in Z IS: r%000 00 Lij MOO UJ LJ 0 JOB NO� 66360 Z12 SHEET NO. 8 au 700 M -E R�R 0+00 670 650 (c cs Lr a 1+00 670 2+00 NTS Q) 4 P ROPOSED o Q) Lo o NN Ld Lo 0) EXS111NG SEDIMENT Lo -q- to (y) Q) Q) Lo GR DE ANTI -VORTEX DEVICE Q) LrQ (o (o (o EXSIT 14G Lo o3 GRA)E Q_ CL CMP RISER 18 . 5.58 L. F. _pROPOSED o. 54% GRADE INV IN= 661.00 Bin. SDR PROPOSED PROP OP1 IN V. OU T= 656.06 pvc GRA GRADE SEDIMEN T TRAP #1 Lo0 /-EXISTING co cn d 0) Q) 0T) (o 11.56% 0+00 670 650 (c cs Lr a 1+00 670 0+00 1 PROFILE SCALE.• 1"-5, N 5 1"-50** (H) 2+00 NTS Q) 4 P ROPOSED o Q) Lo o NN Ld Lo EXS111NG SEDIMENT Lo -q- to (y) Q) Q) Lo GR DE ANTI -VORTEX DEVICE Q) LrQ (o (o CN Lo Lf) ti Lo JO DIA. Lo o3 n Q_ CL CMP RISER IRS CN EXSITI0 INV IN= 661.00 PROPOSED PROP OP1 IN V. OU T= 656.06 ^I IINV EL. = 665. 13 x q_TFI I GRA GRADE Gf GRADE /-EXISTING 17' 183.73 L F. Q) 0T) GRADE 11.56% Bin. SDR 35_ 216.00 L F. MEN T TRAP 7T 1 44- c� Lo � I-_ 47,70 LF Cd Lo Bin, SDR 35 PVC 6 (o 1.24% (D (o .(o C) in. CL. 52 D L SEDIMEN TRA P zz 0 r- O rl- I- PROP 06 to fl- 00 r- GRADE (SIDE OF 0+00 1 PROFILE SCALE.• 1"-5, N 5 1"-50** (H) 679 660 1+00 2+00 NTS Q) P ROPOSED o Q) Lo NN Ld Lo EXS111NG SEDIMENT Lo -q- to Q) CN GR DE ANTI -VORTEX DEVICE ELEV =66 CN Lo Lf) ti RISER TOP ELEV=668.38 1.0, MIN. JO DIA. Lo o3 n Ld C) CMP RISER IRS CN EXSITI0 INV IN= 661.00 �ROPOSED// IN V. OU T= 656.06 ^I IINV EL. = 665. 13 x q_TFI I GRA GRADE 183.73 L F. Q) 0T) 11.56% Bin. SDR 35_ PVC 01 MEN T TRAP 7T 1 44- c� Lo � I-_ Cd Lo vtoi 6 (9) 6 (o (0 (D (o .(o 679 660 1+00 2+00 NTS Q) P ROPOSED o Q) Lo GRADE0. Ld Lo InLo SEDIMENT Lo -q- to zD c -6 Qi Q) ANTI -VORTEX DEVICE ELEV =66 0+00 1+00 0+00 1+00 2+00 y, � _M7� SEDIMENT BASIN (DURING CONSTRUCTION) NTS 10' 72" DIA. X 21" HIGH TOP. OF DAM ELEV =- r _671.001 14 GA. GALV STEEL "I 25 YR. STORM .2.0' MIN. A�. ANTI -VORTEX DEVICE , =11 ELEV =669. 00 A RISER TOP ELEV. 667.79 1.0' MIN. 48" DIA. CMP RISER `J EXISTING GROUND. DRY VOL UME ELEV. V D TO. I REQUIRED 667.79 INV IN= 61.00 VIII11 DIA. DEWATERING INV. OUT= 660.00 DEV/CE INV=665.28 r120' UPSTREAM TOE OF DAM EXISTING GROUND I 1z" RISER DR, REQUIRED ELEV 662. QQ lilt MIN. 30" COMPA C TED SOIL OR AGGREGATE OVER BOTTOM OF BASIN BASE PLATE ELEV = 662.00 OUTLET PROTECTION VDOT CLASS Il 8 x8 x1/4" THICK GAL VEC- 1 RIPRAP Jd,=7.5' L=12' STEEL BASE PLATE W=14.5, D=2' 9.8 CY W1 GEOTEXTILE FABRIC UNDERLAYMENT (2) 5.2' X 5.2' GALV. STEEL ANTI -SEEP COLLARS 30" Ch4P @ 1.437 L 70' !-7'-_T-m:-- V, 9 _(ZPnTA/fP/ P PA CTAT QD_ (vURING CONSTRUCTION) NTS X " TOP OF DAM ELEV 663.07 72" DIA. 21HIGH 14 GA. GALV STEEL IN, -VORTEX DEVICE 25 YR. STORM ANTI 2.0 MIN. N. A�. _M: ELEV =661.07 48" DIA. MIN. CMP RISER RISER TOP ELEV =660.07 11-0 EXISTING GROUND TO -37 - DRY VOLUME ELEV. R REq INV IN= 56.68 _UIRED 660.07 9 ' DIA. DEWA TERING DEVICE 711. INV EL.=657 49 INV OUT= 656, 00 15 20' UPSTREAM TOE OF DAM ELEV 654.00 EXISTING GROUND ELEV. RISER V* ISE DRY E �j 9 Ll ,E A ILF I T 1IL1 -lip arr;( BOTTOM OF BASIN MIN. JO " COMPACTED TED ELEV 65400 OUTLET PROTECTION VDOT CLASS H rf SOIL OR AGGREGATE OVER EC -1 RIPRAP 3do=7.5' L=12 ; BASE PLATE fr 8$ W=14.5, 0=2** 9.8 CY W1 x8 x1/4" THICK GALV GEO TEXTILE FABRIC UNDERLAYMENT STEEL BASE PLATE \JO*" CMP @ 0., 627. (2) 5.2 X 5.2 GAL V STEEL ANTI -SEEP COLLARS L 110' ixkW �:4 '3677717=777 777,77,777- �Y-d 44 NTS Q) P ROPOSED o Q) Lo GRADE0. Lo TOP OF DAM ELEV.= 671.48 SEDIMENT BASIN zD c -6 ANTI -VORTEX DEVICE ELEV =66 RISER TOP ELEV=668.38 1.0, MIN. JO DIA. n EXISTING' GROUND DRY VOLUME ELEV 0.5 CMP RISER IRS CN EXSITI0 INV IN= 661.00 IN V. OU T= 656.06 ^I IINV EL. = 665. 13 x q_TFI I GRA E --- Q) 0T) 6 c� Lo � I-_ Lo Z) I . I C) PROP SED GRADE (SIDE OF SEDIM _NT BASIN) 29-93 L.F. .......... Bin. 9/ (C -L 147.37 L. F O. 5,27,, in. CL, 52 DL_N & - ID/ MEN T BAS #7 t 0) to C; Lo (o 0) (o c� (o (o w (o 0+00 1+00 0+00 1+00 2+00 y, � _M7� SEDIMENT BASIN (DURING CONSTRUCTION) NTS 10' 72" DIA. X 21" HIGH TOP. OF DAM ELEV =- r _671.001 14 GA. GALV STEEL "I 25 YR. STORM .2.0' MIN. A�. ANTI -VORTEX DEVICE , =11 ELEV =669. 00 A RISER TOP ELEV. 667.79 1.0' MIN. 48" DIA. CMP RISER `J EXISTING GROUND. DRY VOL UME ELEV. V D TO. I REQUIRED 667.79 INV IN= 61.00 VIII11 DIA. DEWATERING INV. OUT= 660.00 DEV/CE INV=665.28 r120' UPSTREAM TOE OF DAM EXISTING GROUND I 1z" RISER DR, REQUIRED ELEV 662. QQ lilt MIN. 30" COMPA C TED SOIL OR AGGREGATE OVER BOTTOM OF BASIN BASE PLATE ELEV = 662.00 OUTLET PROTECTION VDOT CLASS Il 8 x8 x1/4" THICK GAL VEC- 1 RIPRAP Jd,=7.5' L=12' STEEL BASE PLATE W=14.5, D=2' 9.8 CY W1 GEOTEXTILE FABRIC UNDERLAYMENT (2) 5.2' X 5.2' GALV. STEEL ANTI -SEEP COLLARS 30" Ch4P @ 1.437 L 70' !-7'-_T-m:-- V, 9 _(ZPnTA/fP/ P PA CTAT QD_ (vURING CONSTRUCTION) NTS X " TOP OF DAM ELEV 663.07 72" DIA. 21HIGH 14 GA. GALV STEEL IN, -VORTEX DEVICE 25 YR. STORM ANTI 2.0 MIN. N. A�. _M: ELEV =661.07 48" DIA. MIN. CMP RISER RISER TOP ELEV =660.07 11-0 EXISTING GROUND TO -37 - DRY VOLUME ELEV. R REq INV IN= 56.68 _UIRED 660.07 9 ' DIA. DEWA TERING DEVICE 711. INV EL.=657 49 INV OUT= 656, 00 15 20' UPSTREAM TOE OF DAM ELEV 654.00 EXISTING GROUND ELEV. RISER V* ISE DRY E �j 9 Ll ,E A ILF I T 1IL1 -lip arr;( BOTTOM OF BASIN MIN. JO " COMPACTED TED ELEV 65400 OUTLET PROTECTION VDOT CLASS H rf SOIL OR AGGREGATE OVER EC -1 RIPRAP 3do=7.5' L=12 ; BASE PLATE fr 8$ W=14.5, 0=2** 9.8 CY W1 x8 x1/4" THICK GALV GEO TEXTILE FABRIC UNDERLAYMENT STEEL BASE PLATE \JO*" CMP @ 0., 627. (2) 5.2 X 5.2 GAL V STEEL ANTI -SEEP COLLARS L 110' ixkW �:4 '3677717=777 777,77,777- �Y-d 44 (D URING CONSTRUCTION) NTS Q) P ROPOSED GRADE0. 42 DIA. X 15" HIGH 16 TOP OF DAM ELEV.= 671.48 SEDIMENT BASIN zD c -6 (D URING CONSTRUCTION) NTS Q) P ROPOSED GRADE0. 42 DIA. X 15" HIGH 16 TOP OF DAM ELEV.= 671.48 GA. GALV STEEL 25 YR. 2.0' MIN. 948 M ANTI -VORTEX DEVICE ELEV =66 RISER TOP ELEV=668.38 1.0, MIN. JO DIA. EXISTING' GROUND DRY VOLUME ELEV 0.5 CMP RISER III REQUIRED = 66779 I Eli 9 DIA. DEWA TERING DEVICE INV IN= 661.00 IN V. OU T= 656.06 ^I IINV EL. = 665. 13 x q_TFI I (15' 15' UPSTREAM TOE OF DA -- M----------- IV IL_; I /1 1, 4 MIN. JO COMPA C TED BOTTOM OF BASIN SOIL OR AGGREGATE TE 0 VER BASE PLATE xr ELEV = 662.00 **x8'xll4" 8THICK GALV STEEL BASE PLATE--`-." (2) 5.4' X 5.4 GAL V STEEL 24 iCUP @ 8.6J% ANTI -SEEP COLLARS L = 5725' maga& ;Z""T. TA 7 �77- 7777,7,77e,77, w s COLLNS R I No. 36791 0 ONAL E 0 0.) v; 0 ce E - 1-1 > E 0 wc F- = cq r_j !� Lu * 4) a om, Lu u'. 0, 'r, z 0 E W Lu Lllu:� tu _15-r, 4) 57 m: 2: u Z 0 00 0 CL x o ce o z z LL CD o o & U) Ln 5 u u u 0 m = = (f) LU W F_ w 0 r r z u CD 0 w III 00 1,-1 co rn _1 _j >> < < r, Lu ce ce- 0� w w rL m 4) w w (n V) > 0 m (29 0 41 LlJE 0 p z V 0 9rn > Io cy-1 DATE D 4) 0 4a 311104 DRAWN BY S.GWYNN DESIGNED BY B.COPELAND CHECKED BY S. COLLINS SCALE AS SHOWN am uj _j 0 F & Lr) > CL 00 z Z) 0 u u 0 Lu LLJ _j ce oz w to CL Lu U LL F-4 < 0 i �D 0 _j LIJ -ow T_ cz Ls E� F_ I= p --q r < Lu t 2 0 x LT old 52 2 0) O _j E m c: 0 0 0 ou -0, J013 NO. -a Der0 WA 66360 C-0 0 SHEET No. or- �2 a - NI 9 OF 14 , BIO -FILTER NOTES. (1) THE BIOFILTER IS NOT TO BE INSTALLED UNTIL THE SITE IS ADEQUATELY STABILIZED ACCORDING TO COUNTY PERSONNEL (434) 296-5861. (2) 7HE BIOFILTER SOIL MIX MUST BE LUCK BIOFILTER MIX OR TESTED AND APPROVED EQUIVALENT FOR MORE INFORMA77ON PLEASE CALL WATER RESOURCES PERSONNEL AT (4J4) 296-,5861. (3) THE BIOFIL TER SOIL MIX MUST BE STABILIZED WITH EC -2 MATTING AND SEED MIXTURE OF NA77VE GRASSES ALONG WITH THE 7REES ANDIOR SHRUBS LISTED ON 7HE PLAN. SMALL OR MEDILI TREES I 12ft O.C. - 1" CALIPER SHRUBS or f 44. M I r9i i i i 8ft O.C. SOD TURF COVER GROUND QMR ELU S 1 ft O.C. (e.g. PERIWINKLE PACHYSANDRA) 3" MINIMUM SHREDED HARDWOOD MULCH 50% SAND/30% TOP SOIL/20% LEAF MULCH OPTION 1 MULCH PLANTING BED OPTIONAL SMALL , OR MEDIUMI TREES 20' D.C. 1"' CALIPER ) TURF ER 50fo SAND130% TOP SOIL/20% LEAF IMULCH OPTION 2 TURF COVER NATIVE GRASSES/SEDGES* PLANTED IN PLUGS AND OR SEEDED OPTIONAL SMALL WITH HEAVY STRAW MULCH COVERED OR MEDIUM TREES WITH EC -2 EROSION CONTROL MATTING. 20' O.C. 11" CALIiPER SOD TURF COVER . . ...... . 50% SAND/30% TOP SOIL/20% LEAF MULCH *EXAMPLES: REDTOP, BLUEJOINT, TUFTED HAIRGRASS, BIRDSFOOT-TREEFOIL, SWITCHGRASS, & WILDFLOWER MIX OPTION 3 SUITABLE FOR CONDITIONS. WILDFLOWER MEADOW B10FILTER VEGETATIVE COVER OPTIONS NO SCALE Rio 92_5_2=VW0WkrJD CWTER APPENDCO ARD MKS ON [ �7! 1992 3 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (with or without an emergency spillway) Project Ballard Field, E&S PHASE I Basin 4 3 Total area draining to basin: 41.74 acres. Basin Volume Design Wet Storage: 1 Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67 cu. yds. x 41.74 acres = 2797 cu. yds. 2 Available basin volume = 2797 cu. yds. at elevation 664.92 (From storage - elevation curve) . 3 Excavate 2797 cu, yds. to obtain required volume " Elevation corresponding to required volume = invert of the dewatering orifice. 664.92 dewatering device elevation 4 Available volume before cleariout required. 33.5 c.y. x 41.74 acres 1398 cu. yds. 5 Elevation corresponding to cleanout level 663.12 (From Storage - Elevation Curve) 6 Distance from invert of the dewatering orifice to cleanout level (ft)= 1.7 (Min. = 1.0 ft.) Dry Storage: 7 Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). 67cu.yds.X 41.74 acres 2797 -cu. yds. 111-112 1992 3.14 16 With emergency spillway: Assumed available head (h) 6.25 ft. (Using Q2) h = Crestof Emergency Spillway Elevation Crestof Riser Elevation Without emergency spillway: Assumed available head (h) 3.25 ft. (Using Q,,) h = Design High Water Elevation - Crest of Riser Elevation 17 Riser diameter (D,) = � 48 in. Actual head (h) = 3.26 ft (From Plate 3.14-8.) Note: Avoid orifice flow conditions. Is Barrel Length (1) 128.49 ft, Head (H) on barrel through embankment 14.00 ft. (From Plate 3.14-7). 19 Barrel diameter = 30 in. (From Plate 3.114-13 (concrete pipe] or Plate 3.14-A [corrugated pipe]). 20 Trash rack and anti -vortex device Diameter = 72inches. Thickness gage 16 Height = 21 inches. (From Table 3.14-D) USE: 1-114"pipe or 1-114 x 1-1/4xlAangle E m 6 rn a n 21 Required spillway capacity Q� = 025 - Qp N/A ofs. 22 Bottom width (b) = N/A ft.; the slope of the exit channel (a) NIA ft./foot; and the minimum length of the exit channel (x) ____L!IA ft. (From Table 3.14-C). 111-114 ,14 1992 3,14 8 Total available basin vcolume at crest,,i' iser 5593 cu. yds. at levation 667.75 (From Slora�,i - Elevation Curve) 9 Diameter of dewateririgi� orifice 16 INCH Length of barrel irn saturated zone (L.) 49.24 ft. 10 Diameter of flexible tub)mg -.12 --INCH (From Plate 3.14--12) plus 2 inches). 25 Preliminary Design. Elevations Design High Watcer = 671.00 Crest of Riser 667.75 Emergency SpIllwyay Crest = NIA Top of Dam 674.00 Dewatering Orificoe Invert 664.92 Upstream Too of Dam 661,00 Cleanout ElevatfoDn = 663,f2 Basin Shape Elevation of Upstribream Toe of Dam 12 Length of Fj Area" (if excavati�on was performed) = N/A Effective Width We 1.39 If > 2, baffle)s are not required If < 2, baffle�s are required Required Runoff 13 Q2 68.67 cfs (From Chapter 5) 14 Q25 110.21 ofs (From Chapter 5) Princival Spillway Design cfs. 15 With emergency spillwvay, required spillway capacity QP=Q2 68.57 NIA (riser and barrei) Without emergency sppillway, required spillway capacity Qp=Q25 110.21 (riser and barrel) 111-113 1992 Anti -Seep Collar Design 23 Depth of water at principal spillway crest (Y) 6.7� ft. Slope of upstreamn face of embankment (Z)= 3 Slope of principal I spillway barrel (Sb) = 1,01 % Length of barrel irn saturated zone (L.) 49.24 ft. 24 Number of collars5 required 0 dimensions NIA X N/A (From Plate 3.14--12) kinal Design Elevations 25 Top of Dam 674.00 Design High Watcer = 671.00 Emergency SpIllwyay Crest = NIA Principal Spillway� Crest 667d75 Dewatering Orificoe Invert 664.92 Cleanout ElevatfoDn = 663,f2 Elevation of Upstribream Toe of Dam I Excavated Botttorn of "WetStorage Area" (if excavati�on was performed) = N/A 4, If I t � I I \ 1 > 0 lei 0 0 A T coums T R ........ ....... 35791 ....................... . N 11 7 N fd h TAL V Qr) '�7 E "o 0 0, ul Z 0 E E 0 M UL! U) (on "2 cj� LU 100 0 00 4a 0 0 C2 Z in U U) UJ _J _J 0 o� W 0 Z < i LU > M ce D 0 :D 0 _DE FEN 77 ON C POND (SEE 4) SHEET 11 FOR UJ LIJ E 114- X/ POND DESIGN. CL ,t -11S UJ CD SEE 77 < d SHEET FOR MY WAUM-2 Z 0 > BASIN DESIGN) V., 100' STR�A > 311104 MEEDETAIL DRAWN BY If THIS, SHEET) B. COPELAND LIM1 15 _-1 00 - YE DESIGNED BY FLOOD IN. - B.COPELAND P ROPOSED--J, Q CHECKED BY TRAILWA T S,COLLINS SCALE LIMITS OF FLOOD PLAIN 1QO YEAR -WETLAND ASSHOWN -STR 61 N . .... )00' -'EAM �OOdtN BRIDGE -8 1,�g iSHALL REMAIN _7 4 444 Blo RETENT16N AREA I (SEE, ("7 PROJECT-/ ,pnr-ET f12) IOUNDAR i 0 G EXISTIN PAVED 'V ARIABLE WIDT�i --- -------- RE UJ ROAD VEHICULAR INTtNANOE 7710N EASEMENT-/ 1Z rAR < 0, Q PROPOSED TRAILWA B10 -J il, & :ZD E7 TENnuiv: BASINS: 0 < Z SUALA :GRAPHIC SCALE Z BIO RETENTION 50 1001-: 4W AREA 06 LLJ .3 (SEE 0 SHEE U U LU -100, YEAR 2 0 % 640 FLOOD,,PLAI k IN FE T -100, YEAR Z I inch 100 ft�: 00-F d Z_ M LLI 100' STREA V BUFFER CL 0 P OND & SEDIMENT SEDIMENT RA SIN 3 UJ 1-4 U BA SIN 55 57)-3 (DURING CONSTRUCTION) LLJ W".rn a 11" 1.." 81� U_ (D URING CONSTRUCTION) NTS \&'0 6 0 NTS IN 84"X100" ANTI -VORTEX Xr�/] G-'-LIIV1I-T 0 CZ CONCRETE STRUCTURE. N=.' DURIING CONVERSION 84"XII00" ANTI -VORTEX "0 SEE DETAIL, SHEET 14 FROM A SEIDIMENT BASIN TO CONCRETE STRUCTURE. -0 SEE DETAIL, SHEET 14 _. �-ILLIN V _J PROVIDE A DETENTIO)N POND, THE 10" ORIFICE SHALL BE PLUGGED. CIE) ADEQUA TE TOP OF 48" RCP TOP OF DAM IL r_ STRAPPING P OL YE TH YL ENE RISER ELEV < 00 CAP ELEV 674, 00 66775 10 25 YEAR STORM 2' ILA U), TOP OF 5 7R. 4 Z: ID *PERFORA TED MIN. ELEV = 671.00' ELEV 670.17 "FERNCO-STYLE"'___1 P OL YE TH YL ENE COUPLING DRAINAGE TUBING. DRY VOLUME ELE X DRY STORAGE 48 RCP RISER REQUIRED 66 Z 75 WE T S TORA GE DEWA TERING ORFICE, U4� PVC SHEDULE 40 SEE DETAIL, AN' STUB I -FOOT MIN. ELEV 667.25 17HIS PAGE IMITS Or -.,,100 YEAR X 10" DEWATERING TA CK WELD 18" 6 ORFICE, ELEV=664.92 PROPOSED LOOQPLAIN'�,,._(FLOOD- GROUND ELEV.=664.64) BOTTOM OF BASIN Ll .2 8' WETLAhVD FRINGE ELEV 661.00 irMSOEIIJ ON FEMA... 0 T ELEV 656750 FLOODPLAIN ANALY E 9) :3 C_ -7 MIN. 30" COMPACTED ELEV =660. 00 OF LICKINGHOLE C CONCRETE BASE COI SOIL OR A GGREGA TE OVER 12& 49' OF 30" RCP 0 1.01% .2 r- 0 BASE PLA TE 'F JOB NO. ROADWAY GRADING *D RAINAGE TUBING SHALL COMPL Y WITH UK �CONSTRUCTION 66360 ASTM F667 AND AASHTO M294 CONCRETE BASE OLD,,, TRAIL DRIVE ELEV=661.30 2 SHEETNO. -FO TR U C ON NSI 10 OF 14 k RA [00 WICOMM11111 ( IN FEET ) I Inch - 100 tL awm Kum "m W" 10 2� I" arm /Z SCO R. coilms � No. 35791 'K x (j, .......... N "5 � ®r, mi� win son= 4t VV_ 4f \v Y N., X COD Am.L IV Z "J m 1670 wil 15,Tk )K SEE EARTH DAM C17NSTRUCTI17N NARRATIVE AT RIGHT -T 0 IONAL P 0 U (71 uci O'l E > E LLJ N -- ---- - ui > o) w In U) U. r_ 10 < I L. o z z Z w w \ / { W_ 0 u j -oil 00 2vz u u o 1w 0 < :3 Lz z 0 Q� L_ j_ 0 z c) 00 U) v) u u u A 0) 0 c r< < C) 0 1 1 IN I MA A14. H. 35 STA 16+97.10 70P 673.00 IINVIN 664.17 43-35 N IINVIN 664.17 37-35 IINVIN 66367 35-34 A4. H. 34 STA 10+90.30 TOP 668.26 INV -IN 659,79 35-34 INVOUT 659.59 34-33 0+00 1+00 2+00 3+00 4+00 5+00 6+00 SEE SEDIMENT BASIN DETAIL, SHEET 10 00 1-1 ca m U) I _j -A uJ < < r- iy_ ry ujuj CL o- LLJ Lu V) U) vi Q > � tib.!tib.!> U1 _Z 0 of v, w u 0 w 0 0 > tD > DATE 4-J 311104 DRAWN BY B. COPELAND Jac) DESIGNED BY B.COPELAND CHECKED BY S. COLLINS POST -DEVELOPMENT POND SCALE DESIGN CRITERIA: AS SHOWN • OVERLAND DRAINAGE CONTRIBUTION: DA = 5.7 ACRES C = 0.59 • STORM SEWER DRAINAGE CONTRIBUTION: DA = 43.98 ACRES Tc = 22.3 MIN. 7p CAsoo = 20.63, Tcsoo = 22.32 (MIN),Ln z Ln CA600 = 4.67, Tc600 = 18.17 (MIN), CA7oo = 0. 82, Tc7oo = 17.64 (MIN),< 0_ am co Qm = 173.73 (CFS) -00 *SEE DRAINAGE CALCS FOR HYDRAULIC DATA0 od _07 • WQV = 112 INCH RAINFALL OVER 0 IMPERVIOUS AREA 0 z IMPERVIOUS AREA 18.5 AC. 0 808,626 SQ. FT, 0 CL < WQV = 0.0417 (FT) X 808,626 (SQ. FT) 0 = 33,720 CUBIC FEET ;o CL is AVAILABLE WQV = 251,370 CUBIC FEET > 0 • z 2 2 0 0) *Qio RELEASED = 38.53 (CFS) POND ELEV. @Qio = 670.82 %oo RELEASED = 77.69 (CFS) POND ELEV. @Qioo = 672.94 o Lij FLOW RELEASED is CAPTURED IN THE STORM SEWER. uj w -a 0 0 NOTE: GED -TECHNICAL REPORTS AND TESTING SHALL BE< PERFORMED TO ENSURE THE STRUCTURAL INTEGRITY AND SAFETY OF THE DAM. ®� C 00 E n 0 D 0 X 0 j < (D ZZ� w z F_ SITE PREPARA TIONS AREAS UNDER THE EMBANKMENT AND DUTFALL SHALL BE CLEARED, GRUBBED AND STRIPPED OF Topsom TO REMOVE TREES, VEGETATION, ROOTS, L7R DTHER OBJECTIDNAL MATERIAL. BRUSH AND TREES SHALL BE REMOVED 0, Q, FROM THE AREA OF INUNDATION BY HIGH WATER IN THE POND AREA. uj 0 EMBANKMENT o x EMBANKMENT CONSTRUCTION' SHALL CONSIST OF AN IMPERVIOUS CLAY CORE KEYED INTO AN LAYER OF NATURAL IMPERVIOUS SUBGRADE SOIL. THE KEY SHALL EXTEND THE THE FULL LENGTH OF THE DAN AND UP THE ABUTTING SIDE SLOPES TO THE ELEVATION OF THE WIER CREST THE REMAINING EARTH EMBANKMENT SHALL BE CONSTRUCTED OF c Z, CLEAN EARTH FILL FREE OF DELETERIOUS MATERIAL INCLUDING RDDTS, LJ 0 _a FROZEN M4TERIAL, MUCK, ORGANIC MATTER, AND ROCK DR GRAVEL 00 LARGER THAN 3 INCHES IN ANY DIMENSION. U) PLACEMENT OF FILL COMPACTION ALL FILL IN THE DAM SECTION IS TO BE PLACED IN 6-8 INCH LIFTS AND 0 SHALL BE CDMPAC TED TO 95 PERCENT STANDARD PROCTOR DENSITY, 0 ASSNTO T-99 (ASTM D 698). 30B NO. 66360 SHEET NO. (n 11 OF 14 TOP OF DAM 'Z'Z* C3",O, PROPOSED FINISHED ELEV. = 674.00 14- + N, (o ti_ GROUND PROPOSED N_ r< M.H.37-3 5 004 (0: GROUND Lo U) +Co- 664.71 - - 6 TOPSOIL Q_ FOR TEMPORARY u�o SEDIMENT BAST � #6 100 YEAR WATER SURFACE ELEVATION = 672.94' CDNSTRUCTION GRADE 't ,- L6 14 to %u 8' (Z) + WETLAND FIR NGE F1 LL COWP-AC- ED -TO EL V, 667.50 95%) NORMAL WATER SURFACE-----, AV ILABLE Wov-,� ELEV. = 66).75 251,370 ................. -- . CIJBIC ;z FEET ...... -------------------- ............ --------------- ---------- ...... ---- _ --- . ------ ------ _ ------- .......... ------ ......... -------- ---------- ........ ...... ....... ----------------- ........ - -------- . 2,66Z 1.33' ....... ...... ........... Bin. SDR PVC 1. 9 EXISTING 1 SCARIFIED CLAY CORED DAM AREA AT ROP. WATER SURFACE GROUND FEQUIRED WQV KEY FOA? SOIL EYED INTO HE = 33,720 ELEVATION = 0.77 AC. COHESION STR. 847 -XISTING GROUND CUBIC FEET AREA AT X. WATERS RFACE BOTTOM ELEV. 128.49 L.F. 1-0175 VDOT STD.,,- --------- IELEVATION = 0.62 AC. 661.00 30in. RCP SL -1 RE STR. 845 160, 34 L.F. 0'509' 361n. RCP FILL TO BE CONSTRUCTED _2901VI). 057FA LL (-y rO rp Z�) 8OZI TO 95% COMPACTION Q) Q) Q) fl-) Q) t1r) 14- N V- N Lr) 06 C6 06 06 06 06 L6 -14: to N cs r4o ao (6 U-) (6 cfl co {o c0 to co cn ca (Z co co 0+00 1+00 2+00 3+00 4+00 5+00 6+00 SEE SEDIMENT BASIN DETAIL, SHEET 10 00 1-1 ca m U) I _j -A uJ < < r- iy_ ry ujuj CL o- LLJ Lu V) U) vi Q > � tib.!tib.!> U1 _Z 0 of v, w u 0 w 0 0 > tD > DATE 4-J 311104 DRAWN BY B. COPELAND Jac) DESIGNED BY B.COPELAND CHECKED BY S. COLLINS POST -DEVELOPMENT POND SCALE DESIGN CRITERIA: AS SHOWN • OVERLAND DRAINAGE CONTRIBUTION: DA = 5.7 ACRES C = 0.59 • STORM SEWER DRAINAGE CONTRIBUTION: DA = 43.98 ACRES Tc = 22.3 MIN. 7p CAsoo = 20.63, Tcsoo = 22.32 (MIN),Ln z Ln CA600 = 4.67, Tc600 = 18.17 (MIN), CA7oo = 0. 82, Tc7oo = 17.64 (MIN),< 0_ am co Qm = 173.73 (CFS) -00 *SEE DRAINAGE CALCS FOR HYDRAULIC DATA0 od _07 • WQV = 112 INCH RAINFALL OVER 0 IMPERVIOUS AREA 0 z IMPERVIOUS AREA 18.5 AC. 0 808,626 SQ. FT, 0 CL < WQV = 0.0417 (FT) X 808,626 (SQ. FT) 0 = 33,720 CUBIC FEET ;o CL is AVAILABLE WQV = 251,370 CUBIC FEET > 0 • z 2 2 0 0) *Qio RELEASED = 38.53 (CFS) POND ELEV. @Qio = 670.82 %oo RELEASED = 77.69 (CFS) POND ELEV. @Qioo = 672.94 o Lij FLOW RELEASED is CAPTURED IN THE STORM SEWER. uj w -a 0 0 NOTE: GED -TECHNICAL REPORTS AND TESTING SHALL BE< PERFORMED TO ENSURE THE STRUCTURAL INTEGRITY AND SAFETY OF THE DAM. ®� C 00 E n 0 D 0 X 0 j < (D ZZ� w z F_ SITE PREPARA TIONS AREAS UNDER THE EMBANKMENT AND DUTFALL SHALL BE CLEARED, GRUBBED AND STRIPPED OF Topsom TO REMOVE TREES, VEGETATION, ROOTS, L7R DTHER OBJECTIDNAL MATERIAL. BRUSH AND TREES SHALL BE REMOVED 0, Q, FROM THE AREA OF INUNDATION BY HIGH WATER IN THE POND AREA. uj 0 EMBANKMENT o x EMBANKMENT CONSTRUCTION' SHALL CONSIST OF AN IMPERVIOUS CLAY CORE KEYED INTO AN LAYER OF NATURAL IMPERVIOUS SUBGRADE SOIL. THE KEY SHALL EXTEND THE THE FULL LENGTH OF THE DAN AND UP THE ABUTTING SIDE SLOPES TO THE ELEVATION OF THE WIER CREST THE REMAINING EARTH EMBANKMENT SHALL BE CONSTRUCTED OF c Z, CLEAN EARTH FILL FREE OF DELETERIOUS MATERIAL INCLUDING RDDTS, LJ 0 _a FROZEN M4TERIAL, MUCK, ORGANIC MATTER, AND ROCK DR GRAVEL 00 LARGER THAN 3 INCHES IN ANY DIMENSION. U) PLACEMENT OF FILL COMPACTION ALL FILL IN THE DAM SECTION IS TO BE PLACED IN 6-8 INCH LIFTS AND 0 SHALL BE CDMPAC TED TO 95 PERCENT STANDARD PROCTOR DENSITY, 0 ASSNTO T-99 (ASTM D 698). 30B NO. 66360 SHEET NO. (n 11 OF 14 25 YEAR EMERGENCY SPILL WA Y ELEV 0 657.50 OUTLET PROTECTION VDOT CLASS 11 EC -1 RIPRAP L=22' W=29' D=2' 47 CY GEOTEXTILE FABRIC UNDERLA YUENT (SHALL BE UTILIZED IN BIO -RETENTION BASIN) EXISTING GROUND ° ` --INV OUT= 652.50 STEEL BASE PLA TF 24" CMP @ 1.3290 INV. IN= 652.83 (2) 3.1 ' X 3.1 ' GAL V STEEL ANTI -SEEP COLLARS s CONSTRUCTION) NTS VDOT STD. ES -1 CLASS Il EC -1 RIPRAP L=12' ELEV = Wi=6' W2=14' D=2; 14 CY 654.50' WIGEOTEXTILW FABRIC 2.UNDERLAYMENT . M� 1. M/ 3" OF PEA GRAVEL STT. 203 & 403 SHALL BE PLACED OUTFALLS BETWEEN THE FILTER CLEAN-OUT W/ TOP OF INVERTS= 656.50' MEDIA AND THE WATERTIGHT DAM DISCHARGE APRONS SHALL UNDERDRAIN MEDIA CAP (TYP.) ELEV. _ PROVIDE PROPER SCOUR 658.50 PROTECTION PRIOR TO 1>*� FIRST FLUSH RELEASING RUN-OFF ONTO•ATER SURFACE ELEV. = 654.77 � THE FILTER MEDIA 0. OUTLET PROTEC770 (DURING CONSTRUCTION) Scientific Name NTS Installed Size 2 VDOT ES -1 41.2" DIA. X 15" HIGH 16 Betula nigra 'Heritage' River Birch .STD. GA. GALV STEEL 3 QRU ANTI -VORTEX DEVICE Red Oak STR. 203 & 403 TOP OF 30" TOP OF OUTFALLS Eastern Redbud DAM INVERTS= 656.50' CMP RISER ELEV_ Ninebark ELEV = 656.5 658.50 COSK 25 YR. S',TORMN 1.0' MIN. 0 1 gal. ELEV. =6:57.50 it (� Hamamaelis virginiana DRY VOLUIME ELEV. 1.0' MIN 1 gal. 84 REQUIRED = 656.50 _ __ OUTLET PROTECTION VDOT 4" pot 62 CLASS lI EC -1 RIPRAP L=12' 7" DIA. DEWA TERING Bluestem Wi=6' W2=14' D=2; 14 CY DE'WCE INV.=654.92 °r WIGE07EX77LE FABRIC Autumn Sentgrass Red Fescue Seed per Manufacturer's Recommendations UNDERLAYMENT UPSTREAM TOE OF DAM Wildflower Mix Manf. Rec. ELEV. = 653.00 MIN. 30" COMPACTED plus 2 inches). SOIL OR AGGREGATE OVER Assumed available head h 1.00 ft. Usion Q ( ) _ ( 9 zs) BOTTOM OF BASIN BASE PLATE ELEV = 653.00 8x8' x1/4" THICK GAL V. 25 YEAR EMERGENCY SPILL WA Y ELEV 0 657.50 OUTLET PROTECTION VDOT CLASS 11 EC -1 RIPRAP L=22' W=29' D=2' 47 CY GEOTEXTILE FABRIC UNDERLA YUENT (SHALL BE UTILIZED IN BIO -RETENTION BASIN) EXISTING GROUND ° ` --INV OUT= 652.50 STEEL BASE PLA TF 24" CMP @ 1.3290 INV. IN= 652.83 (2) 3.1 ' X 3.1 ' GAL V STEEL ANTI -SEEP COLLARS s CONSTRUCTION) NTS VDOT STD. ES -1 CLASS Il EC -1 RIPRAP L=12' ELEV = Wi=6' W2=14' D=2; 14 CY 654.50' WIGEOTEXTILW FABRIC 2.UNDERLAYMENT . M� 1. M/ 3" OF PEA GRAVEL STT. 203 & 403 SHALL BE PLACED OUTFALLS BETWEEN THE FILTER CLEAN-OUT W/ TOP OF INVERTS= 656.50' MEDIA AND THE WATERTIGHT DAM DISCHARGE APRONS SHALL UNDERDRAIN MEDIA CAP (TYP.) ELEV. _ PROVIDE PROPER SCOUR 658.50 PROTECTION PRIOR TO 1>*� FIRST FLUSH RELEASING RUN-OFF ONTO•ATER SURFACE ELEV. = 654.77 � THE FILTER MEDIA 0. OUTLET PROTEC770 BOTTOM OF BIORL TER ELEV. = 651.50 UNDERDRAIN GRAVEL - (' ASHTO M43 MIN. I' ABOVE & BELOW UNDERDRAIN PIPE) 1.5.0' MIN. ELEV. = 656.50 OUTLET PROTECTION VDOT CLASS 11 EC -1 RIPRAP ado=6; L=6; W=8A D=2' 3.1 CY W/ GEOTEXTIL E FABRIC UNDERLAYMENT (SHALL BE UTILIZED IN BIO -RETENTION BASIN) ni iri c -r ootirr-CTTON VDOT RIPRAP & D=2, 83 (TILE FABRIC T W/ VDOT )UT= 651,20 F,yl.qTlNr. 1;Rnl/Nn 4"-6" PERFORATED SCHEDULE 'UD INV. ELEV = '---OUTLET PROTECTION VDOT CLASS Il 40 PVC PIPE OR, EQUIVALENT 651.75 (TYP.) EC -1 RIPRAP L=2 ; W=2,' & D=2 AAA2 1.07a SLOPE (MIN.) TO DI LUCK BIO -FILTER MIX OR TESTED 0.3 CY W/ GEOTEX77LE FABRIC OR STROIM DRAIN PROVIDE AND APPROVED EQUIVALENT. TOP UNDERLAYMENT ACROSS !ENTIRE WIDTH @ ELEV.= 654.5 (TYP.) DEPTH= 2.0' 20' 0. C. SLOPE= 0.007 5575 s..-AP/FRc SKo - ty -BNI� s , a" _ i n� 8 5 r 100' STREAM BUFFER 26 -AN, 5'i`o•c. \ ,� : /3 -PHO N _ 3-QRU _ f HON a ,- _ _. jj O � - _ p J - - a / _ p .1 BIO ,----� s J FILT m =DRAI - UNDER N_-{TYP.) ,M O / 11 -=r-` r r�ry f �.. 8=HVI -'.. O 15-P o 0 27 0 _ .. f.�Wildflower Seed: \ - _ • ,2 -CCC, G - \ 6=COSKg - ST{DNE WEIR " 8-QTMLo. c. ~\ 'WETLAND 1/ , \' BOUNDARY a ' / ' f ry Y / \ UNDERDRAIN ,, _ ;\ �QUTFA�i� PROPOSED ` / \ \ TRAILWAY / COP f ®- " ETENTION "AREA 1 DETAIL -- / \ - 1 = / SCALE' 0, \ \\\ ` \ OUTLET PROTECTION VDOT fA EC CL SS,Ii -1 RIPRAP ` _. GRAPHIC_ .SCALE W=2', L=2'; D=2' W/ GEOTEXTILE F,AB t / 30 .._ ti 15 so 60 120 \ UNDERLAYMENT \ l (IN FEET) \ x \ / ;� j • ,�, 1 inch 30 ft. QTY. SYM. Scientific Name Common Name Installed Size 2 BNI Betula nigra 'Heritage' River Birch 5' hgt 3 QRU Quercus rubra Red Oak 1 112 " cal. 4 CCC Cercis canadensis Eastern Redbud 4' hgt 10 PHON Physocarpus opulifolius Ninebark 1 gal. 8 COSK Cornus stolonifera 'Kelsey's' Dogwood 1 gal. 8 HVI Hamamaelis virginiana OPE 1 gal. 84 N VDOT _ __ Switchgrass 4" pot BOTTOM OF BIORL TER ELEV. = 651.50 UNDERDRAIN GRAVEL - (' ASHTO M43 MIN. I' ABOVE & BELOW UNDERDRAIN PIPE) 1.5.0' MIN. ELEV. = 656.50 OUTLET PROTECTION VDOT CLASS 11 EC -1 RIPRAP ado=6; L=6; W=8A D=2' 3.1 CY W/ GEOTEXTIL E FABRIC UNDERLAYMENT (SHALL BE UTILIZED IN BIO -RETENTION BASIN) ni iri c -r ootirr-CTTON VDOT RIPRAP & D=2, 83 (TILE FABRIC T W/ VDOT )UT= 651,20 F,yl.qTlNr. 1;Rnl/Nn 4"-6" PERFORATED SCHEDULE 'UD INV. ELEV = '---OUTLET PROTECTION VDOT CLASS Il 40 PVC PIPE OR, EQUIVALENT 651.75 (TYP.) EC -1 RIPRAP L=2 ; W=2,' & D=2 AAA2 1.07a SLOPE (MIN.) TO DI LUCK BIO -FILTER MIX OR TESTED 0.3 CY W/ GEOTEX77LE FABRIC OR STROIM DRAIN PROVIDE AND APPROVED EQUIVALENT. TOP UNDERLAYMENT ACROSS !ENTIRE WIDTH @ ELEV.= 654.5 (TYP.) DEPTH= 2.0' 20' 0. C. SLOPE= 0.007 5575 s..-AP/FRc SKo - ty -BNI� s , a" _ i n� 8 5 r 100' STREAM BUFFER 26 -AN, 5'i`o•c. \ ,� : /3 -PHO N _ 3-QRU _ f HON a ,- _ _. jj O � - _ p J - - a / _ p .1 BIO ,----� s J FILT m =DRAI - UNDER N_-{TYP.) ,M O / 11 -=r-` r r�ry f �.. 8=HVI -'.. O 15-P o 0 27 0 _ .. f.�Wildflower Seed: \ - _ • ,2 -CCC, G - \ 6=COSKg - ST{DNE WEIR " 8-QTMLo. c. ~\ 'WETLAND 1/ , \' BOUNDARY a ' / ' f ry Y / \ UNDERDRAIN ,, _ ;\ �QUTFA�i� PROPOSED ` / \ \ TRAILWAY / COP f ®- " ETENTION "AREA 1 DETAIL -- / \ - 1 = / SCALE' 0, \ \\\ ` \ OUTLET PROTECTION VDOT fA EC CL SS,Ii -1 RIPRAP ` _. GRAPHIC_ .SCALE W=2', L=2'; D=2' W/ GEOTEXTILE F,AB t / 30 .._ ti 15 so 60 120 \ UNDERLAYMENT \ l (IN FEET) \ x \ / ;� j • ,�, 1 inch 30 ft. QTY. SYM. Scientific Name Common Name Installed Size 2 BNI Betula nigra 'Heritage' River Birch 5' hgt 3 QRU Quercus rubra Red Oak 1 112 " cal. 4 CCC Cercis canadensis Eastern Redbud 4' hgt 10 PHON Physocarpus opulifolius Ninebark 1 gal. 8 COSK Cornus stolonifera 'Kelsey's' Dogwood 1 gal. 8 HVI Hamamaelis virginiana Witchhazel 1 gal. 84 PV Panicum virgatum Switchgrass 4" pot 62 AN Andropogon gerardi Bluestem 4" pot 5,575 s, f. AP/FR Mix of Seed 509 Agrostis perennans 509 Festuca rubra Autumn Sentgrass Red Fescue Seed per Manufacturer's Recommendations 7,700 s.f. Wildflower Seed Mix* Wildflower Mix Manf. Rec. * "Wildflower Seed Mix shall be a mix of perennials and annuals hardy in Virginia. Follow manufacturer's recommendation for seeding rates and procledures. 3.14 3.14 1992 3.,14 1992 3.1 1992 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET 6 Total available basin volume at crest of riser " = 1462 cu. yds. at 16 With emergency spillway: Anti -Sem Collar Design (with or without an emergency spillway) elevation 656.50 . (From Storage - Elevation Curve) Assumed available head (h) _ 1.00 ft. (Using Q2)) 23 Depth of water at principal spillway crest (Y) = 3.50 ft.. Project Ballard Field, Phase 11 h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation Slope of upstream face of embankment (Z)= 2 Basin # 4 9 Diameter of dewatering orifice = 7 INCH Without emergency spillway: Slope of principal spillway barrel (Sb) = 1.3 Total area draining to basin: 10.91 acres. 10 Diameter of flexible tubing = 9 INCH plus 2 inches). Assumed available head h 1.00 ft. Usion Q ( ) _ ( 9 zs) Length of barrel in saturated zone (LS) = 22.17 ft. Basin Volume Design h = Design High Water Elevation - Crest of Riser Elevation 24 Number of collars required = 2 dimensions = 3.1 X 3.1 Preliminary Design Elevations Wet Storages 1 t Crest of Riser = 656.50 17 Riser diameter (Dr) _ 30 in. Actual head (h) = 1.00 ft. (From Plate 3.14-12) 1 Minimum required volume = 67 cu. yds, x Total Drainage Area (acres). Top of Dam = 658.50 (From Plate 3.14-8.) Final Design Elevations 67 cu, yds. x10.91 acres = 731 cu. yds. Upstream Toe of Dam = 653.00 Note: Avoid orifice flow conditions. 25 Top of Dam = 658.50 2 Available basin volume = 731 cu. yds. at elevation 654.92 18 Barrel Length (1) = 25 ft. Design High Water = 657.50 (From storage - elevation curve) Basin Shape Head (H) on barrel through embankment = 5.00 ft. Emergency Spillway Crest = 657.50 3 Excavate 731 cu, yds. to obtain required volume °. 12 Length of Ft ow L = Effective Width We 0.15 (From Plate 3.14-7). Principal Spillway Crest = 656.50 " Elevation corresponding to required volume = invert of the dewatering orifice. 654.92 dewatering device elevation If > 2, baffles are not required 19 Barrel diameter = 24 in. Dewatering Orifice Invert = 654,92 If < 2, baffles are required Required 4 Available volume before cleanout required. (From Plate 3.14-B [concrete pipe] or Plate 3.14-A [corrugated pipe]). Cleanout Elevation = 654.03 33.5 c.y. x 10.91 acres = 365 cu. yds. Runoff 20 . Trash rack and anti -vortex device Elevation of Upstream Toe of Dam of Excavated Bottom of "Wet Storage 5 Elevation corresponding to cleanout level = 654.03 13 Qz = 21.17 cfs (From Chapter 5) Diameter = 42 inches. Area" if excavation was performed) 653.00 ( p ) _ Thickness gage 16 (From Storage - Elevation Curve) 14 Q25 = 34.40 cfs (From Chapter 5) Height = 15 inches. 6 Distance from invert of the dewatering orifice to cleanout level (ft)= 653.92 (From Table 3,14-D) USE: #6 Rebar or 1-112 x 1-1/2 x 3/16 angle (Min. = 1.0 ft.) Principal Spillway Design cfs. Emergency Spillway Design Dry Storage: 15 With emergency spillway, required spillway capacity QP Q2 21.17 N/A (riser and barrel) 21 Required spillway capacity Qe = Q25 - Qp = 11343 cfs. 7 Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). Without emergency spillway, required spillway capacity QQ Q25 34.40 22 Bottom width (b) = 29 ft.; the slope of the exit channel (ss) _ 67cu.yds.X 10.91 acres = 731 cu. yds. (riser and barrel) 2 ft./foot; and the minimum length of the exit channel (x) _ 10 ft. (From Table 3.14-C). 111-112 111-113 111-114 111-115 BIO -DETENTION BASIN #1 CALCULATION SUMMARY Volume at Weir Elevation = 16,703 CF. Required Volume = 7,029 CF. First Flush Elevation = 654.77 Weir Elevation = 656.50 NOTE: 1. Reservoir volumes are calculated using the Conic Method. Impervious. Area Volumes: Alleys 16,200 CF Roads and Sidewalks 66,500 CF Roofs and Driveways (Townhomes) 67,600 CF Roofs and Driveways (Homes) 18,400 CF Total: 168,700 CF NOTE: 2. Assuming 100 SF driveways, 1200 SF townhomes, and 1500 SF homes. Water Quality Calculations: 1. WQ = 7,029 CF 0.1.6 Ac.Ft. 2. Hmax= 0.27 Ft. ow a S OTT N. CO.LUNS No. 35791 , IONAL -F' � to {� o cC rx d- E °- > w E LU m� W Q u> > - d 1,7n, to in Z B O E W W "I LU 2:2:0 �FiY� 2:2: < z 2-6 U U oe LQ o c� =- a 0 0 v g 0 0 U I- w J J 9- a 4- o �' ¢ < z t CD 0�-+ t� w mm > �.. Q <t M LL� Ui 0- CL 4J � nn U.1 LU Vi _ H U) n � � 0 4) U 0 W W lit Ui 0 Q o ` Q > 0 c V > i DATE 0 4J 311/0# DRAWN BY d. COPELAND DESIGNED BY & COPELAND CHECKED BY S. COLLINS SCALE AS SHOWN C Q 0 o C LL J 0 O y o H O O a » C CL T C - O 00 zLLJ� D N O U I v a LLJ J � � o W � 1= C-9 n. c UJ 0 F-1 3 LL F- a -a U o � v= a� -J 0 � LU -0o W EF C O Z CL O 0 N C a v \ z Y i� VJ U E i q, O i tea. ri O s >o �0 7U U O O� LJ e pY s® vm o2 0 N 2 l it 0 00 o� JOB NO. o °vri o' 6 60 f�y'� 53 c n SHEET NO. o° 12 OF 14 10111 B10FIL TER (AFTER CONSTRUCTION) VDOT SID. ES -1 NTS STR. 1203 J OF PEA GRAVEL OU7FALLS SHALL BE PLACED INVERT= 649.2 BETWEEN THE FILTER CLEAV-OUT W/ Top OF �EV DISCHARGE APRONS SHALL MEDIA AND THE WATERTIGHT DAM PROVIDE PROPER SCOUR UNDERDRAIN MEDIA P , (TYP.) ELEV 649.21 OUTLET PROTECTION VOOT 651.21 PROTECTION PRIOR TO FIRS F FLUSH CLASS H EC -1 RIPRAP RELEASING RUN-OFF ONTO WA7FR SURFACE L=15, W=45' & D=2' 50 THE FILTER MEDIA ELEV = 647.79 �CY W/ GE07EXTILE FABRIC 0. UNDERLA YMEN T LOPE OUTLET PR07EC77ON VDOT CLASS // EC -1 RIPRAP L=13' ELEV= ++n++]++ + C/o EXISTING GROUND Wi 6' W2=15' D=2' 14 CY 64721'-- WIGEOTEXTILE FABRIC �2.0' ELEV UNDERLA YMEN T MIN.64771 643.96. (Typ.) INV OUT 1.0 MIN. BOTTOM OF BIOFILTER 15.0' Ulm ELEV = 644.21 U0 INV ELEV= 4"-6"-6" PERFORATED SCHEDULE 644.46, (TYP.) OUTLET PR07EC77ON VDOT UNDERDRAIN GRAVEL 40 PVC PIPE OR EQUIVALENT LUCK BIO -FILTER MIX OR CLASS II EC -1 RIPRAP L=2, (AASHT0 M43 MIN. AAA2 1.07. SLOPE (MIN.) TO DI TESTED AND APPROVED W=2,' & D 2' W/ 1 ABOVE& BELOW OR STROM DRAIIN PROVIDE EQUIVALENT TOP ELEV. = GE07EX77LE FABRIC UNDERDRAIN PIPE) ACROSS EN77RE WIDTH @ 647.21 (TYP.) DEPTH= 2.0** UNDERLA YMEN T 20' O. C. SLOPE= 0.007. 5 -PV, 5' 0'.-d. - OU( >77CCC k. 0 44P 0 D U X FILTER, -AP 2650 F- k n": Z ';-� DERDRAIN.. s.f.-Wildflo N� PROPOSED w TRAILWAY 100' STREAM BUFFER 3-PHON15--,PV, 11 -PV, 5' o. c. 10 -AN;' -5' STONE WEIR OUTFALL 4 • • • AN at N ON 'ERPRA!N OUTFALL 2 -BN ti 11 AN, 5' o.c.U 7 -COS OUTLET PROTECTION VDOT L3-- CCC- CLASS 11 EC., 1 RIPRAP ti W=2', L=2, 8cD`Z', W/ GEOTEXTILE FABRIC UNDERLAYMENT .. ...... ...... . . GRAPHIC'SCALE nL 30 0 15 30 so 120 CO BIO-nv-jTENTIONf ,AREA'-'< D L TA -30' 7�7 SCAT 1,, IN FEET I inch = 30 ft. NO ZD E7 PLANTING SCh"ULE 11-VUENTION AREA -z10 �rjlj QTY, SEDIMENT BASIN SB -5 Scientific Name Common Name (DURING. CONSTRUCTION) 2 BN1 NTS River , Birch hgt VDOT SID. ES -1 QRU Quercus rubra 36" DIA. X 13" HIGH 16 25 YEAR STR. 1203 GA. GALV STEEL EMERGENCY OUTFALL ANTI-VOIRTEX DEVICE TOP OF SPILL WA Y INVERT= 649.21'DAM TOP OF 24" CMP ELEV = ELEV= 1 gal. RISER ELEV:= 649.21 651.21 650.21 OUTLET PROTECTION VDOT Cornus stolonifera,Kelsey's' Dogwood CLASS, // EC -1 RIPRAP L=8' 26 f 25 YR. S TORMW=14' 1.0' MIN. D=2' 8.3 CY W/ Switchgross ELEV =650.21 1� 10, GE07EX77LE FABRIC AN Andropogon gerardi UNDERLA YMENT (SHALL BE OUTLET PROTECTION VDOT 2,650 S. f. DRY VOLUME ELEV REQUIRED = 649.21 1.0"MIN. UTILIZED IN BIO -RETENTION CLASS H EC -1 RIPRAP L=lJ' Seed per Manufacturer's Recommendations 1,350 S -f. Wildflower Seed Mix* 0. 5' Wonf-Re�c Basin # 5 BASIN) W1=60 W2=15' D=2'$ 14 CY Without emergency spillway: Slope of principal spillway barrel (8b) 0.5% IGE07EXTILE FABRIC W Diameeter of flexible tubing = 7 INCH 5" DIA. DEW47ERING 1-5' 15 INV OUT= 644.50 UNDERLA YMEN T DEVICE INV=646.8 plus 22 inches), UPSTREAM TOE OF DA,M Assumed available head (h) 1.00 ft. (Usingl Q25) EXISTING GROUND Length of barrel in saturated zone (LS) = 44.16 ft. ELEV = 642.00 Desiicjn Elevations MIN. 30" COMPACTED OUTLET PR07EC77ON VDOT CLASS Il BOTTOM OF BASIN SOIL OR, A GGREGA TE OVER BASE PLA 7E EC -1 RIPRAP Jd�,=4.5' L=8' ELEV = 642.008 x8'x1l4- THICK GAL V 18", CMP a 0.507. W=7.5' D=2' J.6 CY W1 STEEL BASE PLATE GEOTEXTILE FABRIC UNDERLAYMENT Wet Storage: (SHALL BE U77LIZED IN Crest: of Riser = 649.21 INV #N=66486 BIO-RETEN77ON BASIN) Riser diameter (D,) = 24 in. Actual head (h) = 1.00 ft. (2) 4.2' X 4.2' GALV STEEL (From Plate 3.14-12) I Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). AN77-SEEP COLLARS Top o)f Dam = 651.21 B10FIL TER (AFTER CONSTRUCTION) VDOT SID. ES -1 NTS STR. 1203 J OF PEA GRAVEL OU7FALLS SHALL BE PLACED INVERT= 649.2 BETWEEN THE FILTER CLEAV-OUT W/ Top OF �EV DISCHARGE APRONS SHALL MEDIA AND THE WATERTIGHT DAM PROVIDE PROPER SCOUR UNDERDRAIN MEDIA P , (TYP.) ELEV 649.21 OUTLET PROTECTION VOOT 651.21 PROTECTION PRIOR TO FIRS F FLUSH CLASS H EC -1 RIPRAP RELEASING RUN-OFF ONTO WA7FR SURFACE L=15, W=45' & D=2' 50 THE FILTER MEDIA ELEV = 647.79 �CY W/ GE07EXTILE FABRIC 0. UNDERLA YMEN T LOPE OUTLET PR07EC77ON VDOT CLASS // EC -1 RIPRAP L=13' ELEV= ++n++]++ + C/o EXISTING GROUND Wi 6' W2=15' D=2' 14 CY 64721'-- WIGEOTEXTILE FABRIC �2.0' ELEV UNDERLA YMEN T MIN.64771 643.96. (Typ.) INV OUT 1.0 MIN. BOTTOM OF BIOFILTER 15.0' Ulm ELEV = 644.21 U0 INV ELEV= 4"-6"-6" PERFORATED SCHEDULE 644.46, (TYP.) OUTLET PR07EC77ON VDOT UNDERDRAIN GRAVEL 40 PVC PIPE OR EQUIVALENT LUCK BIO -FILTER MIX OR CLASS II EC -1 RIPRAP L=2, (AASHT0 M43 MIN. AAA2 1.07. SLOPE (MIN.) TO DI TESTED AND APPROVED W=2,' & D 2' W/ 1 ABOVE& BELOW OR STROM DRAIIN PROVIDE EQUIVALENT TOP ELEV. = GE07EX77LE FABRIC UNDERDRAIN PIPE) ACROSS EN77RE WIDTH @ 647.21 (TYP.) DEPTH= 2.0** UNDERLA YMEN T 20' O. C. SLOPE= 0.007. 5 -PV, 5' 0'.-d. - OU( >77CCC k. 0 44P 0 D U X FILTER, -AP 2650 F- k n": Z ';-� DERDRAIN.. s.f.-Wildflo N� PROPOSED w TRAILWAY 100' STREAM BUFFER 3-PHON15--,PV, 11 -PV, 5' o. c. 10 -AN;' -5' STONE WEIR OUTFALL 4 • • • AN at N ON 'ERPRA!N OUTFALL 2 -BN ti 11 AN, 5' o.c.U 7 -COS OUTLET PROTECTION VDOT L3-- CCC- CLASS 11 EC., 1 RIPRAP ti W=2', L=2, 8cD`Z', W/ GEOTEXTILE FABRIC UNDERLAYMENT .. ...... ...... . . GRAPHIC'SCALE nL 30 0 15 30 so 120 CO BIO-nv-jTENTIONf ,AREA'-'< D L TA -30' 7�7 SCAT 1,, IN FEET I inch = 30 ft. NO ZD E7 PLANTING SCh"ULE 11-VUENTION AREA -z10 �rjlj QTY, SYM. Scientific Name Common Name Installed Size 2 BN1 Betula nigra 'Heritage' River , Birch hgt 1 QRU Quercus rubra Red Oak 1 112" cal. 3 CCC Cercis canadensis Eastern Redbud 4' hgt 13 PHON PhYsOcOrPus OPulifOlius Ninebark 1 gal. .7 COSK Cornus stolonifera,Kelsey's' Dogwood 1 gal. 26 PV Ponicurn virgotum Switchgross 4" pot 21 AN Andropogon gerardi Bluestem 4" pot 2,650 S. f. AP/FR Mix of Seed 50% Agrostis perennons 509 Festuco rubra Autumn Bentgrass Red Fescue Seed per Manufacturer's Recommendations 1,350 S -f. Wildflower Seed Mix* Wildflower Mix Wonf-Re�c "Vildflower Seed Mix" shall be a mix of perennials and annuals hardy in Virginia. Follow manufacturer's recommendation for seeding rates and procedures. 1992 3.14 3.14 1992 3.144 1992 3.1 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET 8 Total <available basin volume at crest of riser 761 cu. yds. at 16 With emergency spillway: Anti -Seep Collar Design (with or without an emergency spillway) elevattion 649.21 (From Storage - Elevation Curve) Assumed available head (h) ft. (Using Q2) 1.00 23 Depth of water at principal spillway crest (Y) = 7.21 ft., Project Ballard Field, Phase 11 h = Crest of Emergency Spillway Elevation Crest of Riser Elevation Slope of upstream face of embankment (Z)= 2 9 Diameeter of dewatering orifice = 5 INCH Basin # 5 Without emergency spillway: Slope of principal spillway barrel (8b) 0.5% 10 Diameeter of flexible tubing = 7 INCH Total area draining to basin: 6.68 acres. plus 22 inches), Assumed available head (h) 1.00 ft. (Usingl Q25) Length of barrel in saturated zone (LS) = 44.16 ft. Basin Volume DesignPreliminary Desiicjn Elevations h = Design High Water Elevation Crest of Riser Elevation 24 Number of collars required = 2 dimensions = 4.2 X 4.2 Wet Storage: 11 Crest: of Riser = 649.21 17 Riser diameter (D,) = 24 in. Actual head (h) = 1.00 ft. (From Plate 3.14-12) I Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). Top o)f Dam = 651.21 (From Plate 3.14-8.) Final Design Elevations 67 cu. yds. x 6.68 -acres = 381 cu. yds. Upstrfeam Too of Dam = 642.00 Note: Avoid orifice flow conditions. 25 Top of Dam = 651.21 2 Available basin volume = 381 cu. yds. at elevation 646.84 18 Barrel Length (1) = 72 ft, Design High Water = 650.21 (From storage - elevation curve) Basin Shape Head (H) on barrel through embankment = 5.71 ft. Emergency Spillway Crest = 650.21 3 Excavate 381 cu, yds. to obtain required volume 12 Lenqtth of Flow L Effecttive Width we 0.17 (From Plate 3.14-7). Principal Spillway Crest = 649.21 Elevation corresponding to required volume = invert of the dewatering orifice. 646.84 dewatering device elevation If > 2, baffles are not required 19 Barrel diameter = 18 in. Dewatering Orifice Invert = 646.84 If< 2, baffles are required Required 4 Available volume before cleanout required. (From Plate 3.14-13 [concrete pipe] or Plate 3.14-A [corrugated pipe]). Cleanout Elevation = 645.13 33.5 c.y. x 5.68 acres = 190 cu. yds. Runoff 20, Trash rack and anti -vortex device Elevation of Upstream Toe of Dam of Excavated Bottom of "Wet Storage 5 Elevation corresponding to cleanout level = 645.13 13 Q2 = 10.89 cfs (From Chapter 5) Diameter = 36 inches. Area" (if excavation was performed) = N/A Thickness gage 16 (From Storage - Elevation Curve) 14 Q25 = 17.24 cfs (From Chapter 5) Height = 13 inches. 6 Distance from invert of the dewatering orifice to cleanout level (ft)= 1.71 (From Table 3.14-D) USE: #6 Reber or 1-1/2 x 1-1/2 x 3/16 angle (Min. = 1,0 ft.) Principal Spillwaay Design cfs. Emergency Spillway Design 15 With (emergency spillway, required spillway capacity QP=Q2 10.89 N/A Dry Storage: (riser, and barrel) 21 Required spillway capacity Q. = Q25 Or, = 6.35 cfs. 7 Minimum required volume = 67 cu, yds. x Total Drainage Area (acres). Without emergency spillway, required spillway capacity QP=Qts 17.24 22 Bottom width (b) = 19 ft.; the slope of the exit channel (s) 67cu.yds.X 5.68 acres = 381 cu. yds. (riser, and barrel) 2 _ft./foot; and the minimum length of the exit channel (x) 8 ft. (From Table 3.14-C). 111-112 111-113 111-115 1310 -DETENTION BASIN #2 CALCULATION SUMMARY Volume at Weir Elevation = 20,534 CF Required Volume - 3,559 CF. First Flush.Elevation = 647.79 Weir Elevation = 649.21 NOTE: 1. Reservoir volumes are calculated using the Conic Method. impervious Area Volumes: Alleys 7,020 CF Roads and Sidewalks 56,000 CF Roofs and Driveways (Homes) 22,400 CF Total: 85,420 CF NOTE: 2. Assuming 100 SF driveways, and 1500 SF homes. Water Quality Calculations: 1. WQ = 3,559 CF 0.08 Ac.Ft. 2. Hmax= 0.58 Ft. ( 1-0 "776 R C01UNS Z OTT �M 7N(01 35791 Al - h b 0 , '01AL 01YAL E 0 Ch c E �-q > E 1-- LU U) uJ LU W U0 V) F - Z Z " UJ57 2: 0 Ieu- :5 2: 2: 00 0 00 4J U U K , X U 0 OC2 0 Ln CJ (ou 0 4J 0 0 U) 0 M U U U LLJ W LLJ F- -J -i 0 =3 0) r,� Z U 0-4 o 0 W LU co > LU >a < U-1 c a� y., M LT- Lu uJ LLI in W Ln V) V) LLJ LIJ 0 0 UJ LIJ E U 0 W 0 1-- -- 0-1 < Z 0 0 > 0) V) > DATE 0 311104 DRAWN BY B.COPELAND DESIGNED BY B. COPELAND CHECKED BY S. COLLINS SCALE AS SHOWN 0 UJ 0 < LU < 0 Z 0 F- > U) LLJ Z 106 LU 0 U U II UJ 0 LLi .J LJ CO Z in -J < 0 LLJ .9 0 LL - Ln Z LU 0 M UJ LU (D g EM < co ZC LU 16 AX Qr >o rnT 4):R 0 W.2 0 2 C 4) EI; Ln -91, 0 oe JOB NO. g. 0 66360 CM SHEET NO. -0 13 OF 14 � I INLET AREA ~ \ \ ! Y OUTLET AREA �� \ -_I- i Ili � 11 II � 11 \l \ \ OPTIONAL 0 VENT FE 8 GRATE STD. RAM CAST IN TOP SLAB PLAN ANTI -VORTEX CAP O.D. NOTE: 1. ANTI -VORTEX DEVICEAP ANO RISER MANUFACTURED INA ANCE KITH TM C478. 2. DIMENSIONS SUBJECT TO PERMISSIBLE VARIATIONS OF ASTM C478. 3. INLET AREA (AREA BETWEEN DEVICE I.D. AND RISER O. I5 GREATER THAN OUTLET AREA ( OF RISER I.D.) 4. SLAB REINFORCEMENT TO BE ASTM ADIS 44 BARS • B' E.N. CIRCUMFERENTIAL REINFORCEMENT To BE Asc - 1 a 0.150 2x6 W2.5 x •2-5 WWF MINIMUM. MATERIAL PROPERTIES: fy = 60 k.s. fc = 4 k.l. CONCRETE COVER OVER REINFORCEMENT (CCAR) = 1', UNLESS NOTED S. DI -1 FRAME B GRATE IS AVAILABLE FOR 48' I,D: RISERS AND LARGER. RISER I.D- D.D. ANTI -VORTEX CAP I I.D. i D.D. NOTCH APPROX. PIAMETERCAP WEIpIT 29' 30' 48' Se' 34' 1.49 T 27' 332 60' 70' OR 72' 372 2.28 T 30' 37' 60' 70' OR 72' 41' 2,26 T 36' 44' 60' 70' OR 72' 48' 2.22 T 92• 53- 72' 86" 55' 3.16 T 48' S6' 84' 100' 62" 4.27 T 54' 662 84' 100• 1 702' 4.20 T 60' 72' 96' 114' 76' 5.48 T 56' 802' 96' 114- 6a2 5.39 T 72' 86' 108' 126' 90' 6.63 T 78' 942 726' 147' 982' 8.97 T H4' 100' 126' 147' 104' W==15.5; D=2' 10.4 CY W/ SECTION Technical Manual page 14.1 PRECAST ANTI -VORTEX DEVICE ORIGINAL 02 PRECAST RCH DATE LAST ( CAP AND RISER) REVISION SCALE 3/8 = 11-0" G I FFORD-HILL CONCRETE PRODUCTS Ta'IC - PROJECT r -DRAWING r 2900 Terminal Ave. 11 Richmond, Virginio 23234 ❑ 804-233-5471 1 ST -0847-63 1992 3.14 VDOT STD. ES -1 (DURING CONSTRUCTION) 16 SIR. 1303 NTS , QRU OUTFALL Red Oak NTS Total availale basin volume at crest of riser' = 371 INVERT= 663.25' 36" DIA. X 13" HIGH 16 In = Design High Water Elevation - Crest of Riser Elevation elevation 662.04 (From Storage - Elevation Curve) Riser diameter (Dr) = 24 in. Actual head (h) = 1.00 ift. GA. GALV STEEL TOP OF Top of Dam = 665.25 OUTFALL ANTI -VORTEX DEVICE DAM Diameter oflewatering orifice = 4 INCH INVERT= 663.25' BETWEEN THE FILTER CLEAN-OUT W/ TOP OF 24" CMP RISER ELEV. _ 665.25 DISCHARGE APRONS SHALL MEDIA AND THE WA TER T1 UNDERDRAIN MEDIA CAP (TYP.) ELEV = 662.04 (From Plate 3.14-8 [concrete pipe] or Plate 3.14-A [corrugated pipeil). PROVIDE PROPER SCOUR Trash rack and anti -vortex device 663<25 665.25 OUTLET PROTECT70N VDOT PROTECTION PRIOR TO OUTLET PROTECTION VDOT 25 YR. STORM 2.0' MIN, ELEV. =663.04 _ cy 10' RELEASING RUN ---OFF ONTO CLASS 11 EC -1 RIPRAP L=10' _ _ _ _ _ _ _ 1.0' MIN L=35, W=11' & D=2; 29 THE FILTER MEDIA, Wi=5' W2=12' D=2 , 7 CY +� CY W/ GEDTEXTlLE FABRIC Crest of Tor = 662.04 W/GEOTEXT/LE FABRIC DRY VOLUME ELEV 0>5' (From Table 3.14-C). N UNDERLAYMENT REQUIRED = 662.04 Top of Dao = 665.25 ELEV. = 661.54 --------- _------------ ---- INV OUT= 65ZOO 10" DEWA TERING 107 15' Upstream'ae of Dam = 657.25 ORFICE INV =660,11 OUTLET PROTECT/ON VDOT CLASS 11 FN (From storage - elevation curve) Basin Shape EC -1 RIPRAP ado= 4.5 ; L=14' Wi=5' W2=12' D=2; 7 CY 661.25' UPSTREAM TOE OF DAM � Lenqth of Flw L = W==15.5; D=2' 10.4 CY W/ - ELEV. = 657.25 Effective W th We 2.1.7 GE07EXT/LE FABRIC UNDERLAYMENT BOTTOM OF BASIN MIN. 30" COMPACTED (SHALL BE UTILIZED IN ELEV = 657.25 SOIL OR AGGREGATE OVER I> 2, baffles are not required Not Required �'��__ _ BIO -RETENTION BASIN) BASE PLA 7E I< 2, baffles are required 4 Available volume before cleanout required. 8x8 x1/4" THICK GALV. UNDERLAYMENT MIN. 33.5 c.y. x 2.77 acres = 93 cu. yds. STEEL BASE PLATE _ = EXISTING GROUND 18" CMP @ 0.96q 5 Elevation corresponding to cleanout level = 658.88 INV. IN= 65225 Q2 = 4.78 cfs (From Chapter 5) _'` (2) 3.5' X 3.5' GALV. STEEL ANTI -SEEP COLLARS ;> 1992 3.14 B10.F'IL TER ,3 16 3.14 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (AFTER CONSTRUCTION) QRU h = Crest of Emergency Spillway Elevation - Crest of Riser Elevatiron Red Oak NTS Total availale basin volume at crest of riser' = 371 cu. yds. at VDOT STD. ES -1 In = Design High Water Elevation - Crest of Riser Elevation elevation 662.04 (From Storage - Elevation Curve) Riser diameter (Dr) = 24 in. Actual head (h) = 1.00 ift. SIR. 1301 3" OF PEA GRAVEL (From Plate 3.14-8.) Top of Dam = 665.25 OUTFALL SHALL BE PLACED 9 Diameter oflewatering orifice = 4 INCH INVERT= 663.25' BETWEEN THE FILTER CLEAN-OUT W/ TOP OF VNE/R 10 DISCHARGE APRONS SHALL MEDIA AND THE WA TER T1 UNDERDRAIN MEDIA CAP (TYP.) DAM ELEV. = ELEV.= (From Plate 3.14-8 [concrete pipe] or Plate 3.14-A [corrugated pipeil). PROVIDE PROPER SCOUR Trash rack and anti -vortex device 663<25 665.25 OUTLET PROTECT70N VDOT PROTECTION PRIOR TO FIRST FLUSH AP,FR GLASS Il EC -1 RIPRAP RELEASING RUN ---OFF ONTO WATER SURFACE Wet Storage: L=35, W=11' & D=2; 29 THE FILTER MEDIA, ELEV = 661.52 +� CY W/ GEDTEXTlLE FABRIC Crest of Tor = 662.04 0. 1 Minimum required volume = 67 cu. yds, x Total Drainage Area (acres). (From Table 3.14-C). UNDERLA YMENT III - 114 SLOPE Top of Dao = 665.25 OUTLET PROTECTION VDOT --------- _------------ ---- CLASS /I EC -1 RIPRAP L=10' ELEV. _ Upstream'ae of Dam = 657.25 2 Available basin volume = 186 cu. yds. at elevation 660.11 FN (From storage - elevation curve) Basin Shape Wi=5' W2=12' D=2; 7 CY 661.25' 12 Lenqth of Flw L = Effective W th We 2.1.7 * Elevation corresponding to required volume = invert of the dewatering N VVGEOTEXTILE FABRIC 2, 0'10 orifice. 660.11 dewatering device elevation I> 2, baffles are not required Not Required I< 2, baffles are required 4 Available volume before cleanout required. -' UNDERLAYMENT MIN. 33.5 c.y. x 2.77 acres = 93 cu. yds. Runoff _ = 5 Elevation corresponding to cleanout level = 658.88 =�` Q2 = 4.78 cfs (From Chapter 5) _'` 661.75 14 ;> 6 Distance from invert of the dewatering orifice to cleanout level (ft)= 1.24 (Min. = 1.0 ft.) IMVV, OUT = 65&25 1.0 Principal Spillway Deign CIS. Dry Storage: 15 With emetency spillway, required spillway capacity QP Q2 4.78 N/A MIN.. (riser and'arrel) 7 Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). BOTTOM OF BIOFIL TER 15.0'. MIN. Without erergency spillway, required spillway capacity QP 025 ELEV. = 65&25 67cu.yds.X 2.77 acres = 186 cu. yds. UD INV. ELEV.= (riser and arrel) 4"-6" PERFORATED SCHEDULE 658.25 (TYP.) `- !II -113 UNDERDRAIN GRAVEL 40 PVC PIPE OR EQUIVALENT LUCK BIO -FILTER MIX OR "k AASHTO M43 MIN. AAA2 1.09° SLOPE (MIN.) TO Dl 7FSTED AND APPROVED �'� 1 ABOVE & BELOW OR STROM DRAIN PROVIDE EQUIVALENT TOP ELEV = - EXIS77NG GROUND UNDERDRAIN PIPE) ACROSS ENTIRE WIDTH @ 661.25 (TYP,) DEPTH= 2.0' 20' 0. C. SLOPE= 0.009 1992 3.14 1992 16 3.14 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET Assumed available head (h) = 3.21 ft. (Usin<g Q) QRU h = Crest of Emergency Spillway Elevation - Crest of Riser Elevatiron Red Oak 8 Total availale basin volume at crest of riser' = 371 cu. yds. at (with or without an emergency spillway) In = Design High Water Elevation - Crest of Riser Elevation elevation 662.04 (From Storage - Elevation Curve) Riser diameter (Dr) = 24 in. Actual head (h) = 1.00 ift. Project Ballard Field, Phase III (From Plate 3.14-8.) Top of Dam = 665.25 Note: Avoid orifice flow conditions. Basin # 7 9 Diameter oflewatering orifice = 4 INCH Head (H) on barrel through embankment = 8.50 ft. Total area draining to basin: 2.77 acres. 10 Diameteroftlexible tubing = 6 INCH Barrel diameter = 18 in. Cleanout Elevation = 658.88 (From Plate 3.14-8 [concrete pipe] or Plate 3.14-A [corrugated pipeil). plus 2 incles). Trash rack and anti -vortex device Basin Volume Design Diameter = 36 inches. Area" (if excavation was performed) = N/A Thickness gage 16 AP,FR Prelimimary Design Eevations Emergency Spillway Design Wet Storage: Required spillway capacity Q. = Q25 OP = N/A cfs. 22 Bottom width (b) = N/A ft.; the slope of the exit channel (s) _ 11 Crest of Tor = 662.04 N/A ft. 1 Minimum required volume = 67 cu. yds, x Total Drainage Area (acres). (From Table 3.14-C). III - 114 Top of Dao = 665.25 67 cu, yds. x 2.77 acres = 186 cu. yds. Upstream'ae of Dam = 657.25 2 Available basin volume = 186 cu. yds. at elevation 660.11 (From storage - elevation curve) Basin Shape 3 Excavate 186 cu, yds. to obtain required volume *. 12 Lenqth of Flw L = Effective W th We 2.1.7 * Elevation corresponding to required volume = invert of the dewatering orifice. 660.11 dewatering device elevation I> 2, baffles are not required Not Required I< 2, baffles are required 4 Available volume before cleanout required. 33.5 c.y. x 2.77 acres = 93 cu. yds. Runoff 5 Elevation corresponding to cleanout level = 658.88 13 Q2 = 4.78 cfs (From Chapter 5) (From Storage - Elevation Curve) 14 025 = 7.59 cfs (From Chapter 5) 6 Distance from invert of the dewatering orifice to cleanout level (ft)= 1.24 (Min. = 1.0 ft.) Principal Spillway Deign CIS. Dry Storage: 15 With emetency spillway, required spillway capacity QP Q2 4.78 N/A (riser and'arrel) 7 Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). Without erergency spillway, required spillway capacity QP 025 7.59 67cu.yds.X 2.77 acres = 186 cu. yds. (riser and arrel) 111-112 !II -113 1992 3.14 16 With emergency spillway: 23 Assumed available head (h) = 3.21 ft. (Usin<g Q) QRU h = Crest of Emergency Spillway Elevation - Crest of Riser Elevatiron Red Oak Without emergency spillway: 3 Assumed available head (h) = 1.00 If. (Using Q25) 24 In = Design High Water Elevation - Crest of Riser Elevation 17 Riser diameter (Dr) = 24 in. Actual head (h) = 1.00 ift. Final Design Elevations (From Plate 3.14-8.) Top of Dam = 665.25 Note: Avoid orifice flow conditions. 18 Barrel Length (1) = 26 ft. Emergency Spillway Crest = N/A Head (H) on barrel through embankment = 8.50 ft. Principal Spillway Crest = 662.04 (From Plate 3.14-7). 19 Barrel diameter = 18 in. Cleanout Elevation = 658.88 (From Plate 3.14-8 [concrete pipe] or Plate 3.14-A [corrugated pipeil). 20 Trash rack and anti -vortex device of Excavated Bottom of "Wet Storage Diameter = 36 inches. Area" (if excavation was performed) = N/A Thickness gage 16 AP,FR Height = 13 inches. (From Table 3-14-D) USE: #6 Rebar or 1-1/2 x 1-1/2 x 3/16 angle Emergency Spillway Design 21 Required spillway capacity Q. = Q25 OP = N/A cfs. 22 Bottom width (b) = N/A ft.; the slope of the exit channel (s) _ N/A ft./foot; and the minimum length of the exit channel (x) w N/A ft. (From Table 3.14-C). III - 114 4- 4 - 61,3 ` � \ $--- w =' -, 1 yam} ��-` - 6%\O�t�L•y`) 'PROPOSED''.- `+�^ TRAI WIAY- BI ER 8 -AN, 5' c. , YNDERDRAIN-y 5-HVI i 3 2CC.0 NO TE. • SEE SHEET 119 FOR PROFILE OF _ SAN/TARY SEIWER UNDER SEDIMENT1-QRU _ BASIN #7 f 1230 s.'fVt I d fl a w 6"le,- ,.1`.I STON WEIR, a 1 4 .. �aTF OU ; \` NDE DRA( OUTFALL OUTLET 'PROTECTI-ON-VDQT ~� \ l CLASS IIs EC- RIPRAP -= '♦i® � 1 � � 1 P _ I j } EOTEXTILE FABRIC \\ UNDERLAYMENT.*�,, I`•l■/ / \ e /.,, \ h1® RETENT101� A.I�EA �` DE'TAI�, - `.SCALE:\ ~1 �J� ``30 \ t A - _ GR PHC 'SCALE 30 4 :, 0 15 30 60 � � ~ 12- IN FEET . 1. inch 30 it. Z BIO -RETENTION AREA #3.- PLANTING SCHEDULE io92 SYM. Anti -Seep Collar Design 23 Depth of water at principal spillway crest (Y) = 4.79 ft, QRU Slope of upstream face of embankment (Z)= 2 Red Oak Slope of principal spillway barrel (Sb) = 1.0 % 3 Length of barrel in saturated zone (LS) = 29.88 ft. 24 Number of collars required = _ 2 dimensions = 4', hgt (From Plate 3.14-12) Final Design Elevations 25 Top of Dam = 665.25 1 gal. Design High Water= 663.04 HVI Emergency Spillway Crest = N/A Witchhazel Principal Spillway Crest = 662.04 7 Dewatering Orifice Invert = 660.11 Panicum virgatum Cleanout Elevation = 658.88 4" pot Elevation of Upstream Toe of Dam AN of Excavated Bottom of "Wet Storage Bluestern Area" (if excavation was performed) = N/A 3.1 3.5 X 3.5 QTY. SYM. Scientific Name Common Name Installed Size 1 QRU Quercus rubra Red Oak 1 1/2" cal. 3 CCC Cercis conadensis Eastern Redbud 4', hgt 15 COSK Cornus stolonifera 'Kelsey's' Dogwood 1 gal. 5 HVI Hamomaelis virginiana Witchhazel 1 gal. 7 PV Panicum virgatum Switchgross 4" pot 17 AN Andropogon gerardi Bluestern 4" pot 2,350 s.f AP,FR Mix of Seed 50% Agrostis perennans 50% Festuca rubra Autumn Bentgrass Red Fescue Seed per Manufacturer's Recommendations 1,230 s.f. Wildflower Seed Mix* Wildflower Mix Monf. Rec. * "Wildflower Seed Mix" shall be a mix of perennials and annuals hardy in Virginia. Follow manufacturer's recommendation for seeding rates and procedures. BIO -DETENTION BASIN #3 CALCULATION SUMMARY Volume at Weir Elevation = 13,541 CF Required Volume = 1,617 CF, First Flush Elevation = 663.52 Weir Elevation = 663.25 NOTE: 1. Reservoir volumes are calculated using the Conic Method. Impervious Area Volumes: Alleys 6,900 CF Roads and Sidewalks 17,500 CF Roofs and. Driveways (Homes) 14,400 CF Total: 38,800 CF NOTE: 2. Assuming 100 ST driveways, and 1500 SF homes. Water Quality Calculations: 1. WQ 1,617 CF 0.04 Ac.Ft.. 2. Hmax-- 0.27 Ft. CO�fi R. COLLINS No, 35791 I n3VAL Z E�. E 0 H LU N LU Iu LU Z 21 Z [L E d W W �lu U 0, a 0>Y 00 G U Z 0 CO Z . , -t9 �o ZZ U Z3 v' U U m fn W W 4. W .J _J arc". <QW Z Z 2:7. � ® W W LL �� ,-I _J �; 0 � °Cn�-i ». U5 LU a¢ � Gran w w �� ® 0 ¢ W W E�r U 0 W C) 0 > � DATE ® .3/1/04 DRAWN BY & COPELAND DESIGNED BY B. COPELAND CHECKED BY S. COLLINS SCALE AS SHOWN til CO - UJ -F+ "^ + O J I� h Q W c� 1 �. R -a d Cy 6 Q a 1 � W a Z 00-01 00 Q 0 Z 0Lij m UJ a < lJ 11.1LJLI o o UJc U s LL P-4 V) � � o Q _J 00 rk� o=z Z: >11LLI �Icl LIJ 0n L.0 m c co U n® �X os LU LL F - Ip L 1A_ 3 U X0' v °D `v0 n W U C 7L O ® 3 U 1J 0xi m� JOB NO. o 66360 0 SHEET NO, a- 14 ° 1 / OF 14