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HomeMy WebLinkAboutSDP200800084 Plan - Approved 2009-01-23FINAL SITE PLAN 0 FOR o r . N N PF G 7E DEVELOPMENT SUMMARY ~Q)SUM TOTAL PARCEL AREA . . . . . . . . . . . . . . . . . . . 7.90 AC.w RESIDUE /OPEN SPACE AREA . . . . . . . . . . . . . . . . 2.72 AC. (34.47.) AREA OF PUBLIC ROW TO BE DEDICATED . . . . . . . . . 0.86 AC.4 AREA OF LOTS . . . . . . . . . . . . . . . . . . . . . . . 3.76 AC. TOTAL PROPOSED LOTS . . . . . . . . . . . . . . . . . . .18 LOTS (31 MAX) N MINIMUM LOT AREA . . . . . . . . . . . . . . . . . . . . . . 0.12 AC. ' X MAXIMUM LOT AREA . . . . . . . . . . . . . . . . . . . . . .0.38 AC. RIO MAGISTERIAL DISTRICT AVERAGE LOT AREA . . . . . . . . . . . . . . . . . . . . . . 0.21 AC. PROPOSED DENSITY . . . . . . . . . . . . . . . . . . . . . 2.28 DU /AC. MAXIMUM IMPERVIOUS COVER . . . . . . . . . . . . . . . 52% ESIDENTIAL PROPOSED) CURRENT ZONING . R4 R BE COUNTY, VIRGINIAESID TAX MAP . . . . . . . . . . . . . . . . . . . . . . . . . . 62 -10 SOURCE OF TITLE . . . . . . . . . . . . . . . . . . . . . . D.B. 3413, Pg. 37 SOURCE OF TOPOGRAPHIC MAPPING. . . . . . . . . . . . LOUISA AERIAL SURVEYS - DEC. 2007 SOURCE OF SURVEY . . . . . . . . . . . . . . . . . . . . THE ENGINEERING GROUPIE, INC. - DEC. 2007 V)Z DATUM . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAD 1983 ALBEMARLE COUNTY ENGINEERING DEPARTMENT OF FIRE RESCUE O 1. THE SITE IS BUILDING SETBACK (BRU AND HEIGHT REQUIREMENTS o #t.4HN GENERAL CONSTRUCTION NOTES FOR PUBLIC ROADS ALBEMARLE COUNTY SERVICE AUTHORITY & !4tVY ) 0 THE ENGINEERING GROUPE PROJECT STATUS DATE: 5/07/08 VIRGINIA DEPARTMENT OF TRANSPORTATION o 2. SITE IS LOCATED OUTSIDE OF THE 100 YEAR FEMA FLOODPLAIN. SCALE: 1 " =30' HEALTH DEPARTMENT 2 ()3. ALL DRIVEWAYS ARE TO BE ASPHALT MATERIAL. U DESIGNER: TED 1. Construction inspection of all proposed roads within the development will be made by the County. The w o 4. PRELIMANARY PLAN SDP 2008 -0013 WAS APPROVED ON MAY 06, 2008 DRAFTSMAN: TED FILE NO. SP -010CH FRONT 25' MIN contractor must notify the Department of Community Development (296 -5832) 48 hours in advance of BE SAVED ON SITE ARE MAINLY DECIDUOUS. a SHEET 1 OF 15DATEACTION G: \Project \Dunlora Gates \ENG \DWG \00- K0001.dwg,00- 0001, 1/13/2009 12:01:16 PM, allenc, 1:1 the start of construction. SIDE 15' (MIN)631 o REAR 20' (MIN)2. Upon completion of fine grading and preparation of the roadbed subgrade, the contractor shall have 0 Ld HEIGHT 35' (MAX)CBR tests performed on the subgrade soil. Three (3) copies of the test results shall be submitted to M o the County. If a subgrade soil CBR of 10 or greater is not obtainable, a revised pavement design shall o o It be mode by the design engineer and submitted with the test results for approval.tZtio FREE STATE no 3. Surface drainage and pipe discharge must be retained within the public right -of -way or within easements prior to acceptance by the County. All drainage outfoll easements are to be extended to a APPLICANT - OWNER:boundary line or a natural atercourse. a o 4. Guardrail locations are approximate. Exact length, location and appropriate end treatments will be DUNLORA GATES, LLC field verified at the time of construction. Additional guardrail may be required at locations not shownaySITE °when, in the opinion of the County Engineer, or designee, it is deemed necessary. When guardrail is750GREENLN631required, it shall be installed four (4) feet offset from the edge of pavement to the face of guardrail, FABER VA 22938 g dr"and roadway shoulder widths shall be increased to seven (7) feet. CONTACT: MR. JIM GATES s 5. Where urban cross sections are installed, all residential driveway entrances shall conform to VDOT 434) 962- 3855k.CG -9(A, B or C). GR RIAR r^ Vn 6. Where rural cross sections are installed, all residential driveway entrances shall conform to VDOT V ) standard PE -1.F ALBEMARLE COUNTY ENGINEERING a 7. Compliance with the minimum pavement width, shoulder width and ditch sections, as shown on the typical pavement section detail, shall be strictly adhered to.L a EGENERALCONSTRUCTIONNOTESFORSITEPLANS8. Road plan approval for subdivisions is subject to final subdivision plat validation. Should the final r1 H631plat for this project expire prior to signing and recordation, then approval of these plans shall be null and E+ T j 1-I void.W A 1. Prior to any construction within any existing public right -of -way, including connection to any x f ,w 4 existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT).9. All signs or other regulatory devices shall conform with the Virginia Manual for Uniform Traffic Control99Y9 Z This plan as drawn may not accurately reflect the requirements of the permit. Where any Devices and the Albemarle County Road Naming and Property Numbering Ordinance and Manual. discrepancies occur the requirements of the permit shall govern. 10. Traffic control or other regulatory signs or barricades shall be installed by the developer when, in a M E U 2. All materials and construction methods shall conform to current specifications and standards VICINITY MAP the opinion of the County Engineer, or designee, they are deemed necessary in order to provide safe W of VDOT unless otherwise noted.and convenient access.p ®a 3. Erosion and siltation control measures shall be provided in accordance with the approved r 1 - 2000 11. The speed limits to be posted on speed limit signs are 5 mph below the design speed, or as erosion control plan and shall be installed prior to any clearing, grading or other construction.determined by VDOT for public roads.2 WW 4. All slopes and disturbed areas are to be fertilized, seeded and mulched.12. VDOT standard CD -1 or CD -2 cross - drains under to be installed under the subbase material at all cut and fill transitions and grade sag points as shown on the road profiles. 5. The maximum allowable slope is 2:1 (horizontal: vertical). Where reasonably obtainable, lesser slopes of 3:1 or better ore to be achieved.13. A video camera inspection is required for all storm sewers and culverts that are deemed inaccessible SHEET INDEX to VDOT or County inspections. The video inspection shall be conducted in accordance with VDOT's video 1 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the camera inspection procedure and with a VDOT or County inspector present. County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control SHEET NO.TITLE Devices.1 COVER SHEET 2 NOTES, TABULATIONS AND DETAILS 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe -Class III.3 EXISTING CONDITIONS, SOILS MAP AND DATA 9. All excavation for underground pipe installation must comply with OSHA Standards for the 4 -5 GRADING PLAN Construction Industry (29 CFR Part 1926).6 ROAD PLANS AND PROFILES 7 SANITARY SEWER PROFILES AND LATERAL SCHEDULE 8 STORM SEWER PROFILES AND COMPUTATIONS APPROVALS 9 EROSION AND SEDIMENT' CONTROL PLAN - PHASE 1 4kk444 #### 10 EROSION AND SEDIMENT' CONTROL PLAN - PHASE 11 NTH OFAPPROVALSDATE11 -12 EROSION AND SEDIMENT' CONTROL NOTES AND DETAILS II DEPARTMENT OF COMMUNITY DEVE 13 POST- DEVELOPMENT DRAINAGE DIVIDE PLAN 001o IG' z PLANNER /ZONING j 14 S POND PROFILES, COMPUTATIONS, AND DETAILS o Mic F. ENGINEER D 15 SWM POND HYDROLOGY S Lic. No.28 INSPECTIONS 4 NOTES 0 10 Gor000, Q- A R B UU ALEDEPARTMENTOFFIRERESCUEO1. THE SITE IS NOT LOCATED WITHIN A RESERVOIR WATERSHED.o #t.4HN ALBEMARLE COUNTY SERVICE AUTHORITY & !4tVY )1 THE ENGINEERING GROUPE PROJECT STATUS DATE: 5/07/08 VIRGINIA DEPARTMENT OF TRANSPORTATION 2. SITE IS LOCATED OUTSIDE OF THE 100 YEAR FEMA FLOODPLAIN. SCALE: 1 " =30' HEALTH DEPARTMENT 2 ()3. ALL DRIVEWAYS ARE TO BE ASPHALT MATERIAL. DESIGNER: TED 4. PRELIMANARY PLAN SDP 2008 -0013 WAS APPROVED ON MAY 06, 2008 DRAFTSMAN: TED FILE NO. SP -010CH 5. TREES TO BE SAVED ON SITE ARE MAINLY DECIDUOUS. SHEET 1 OF 15DATEACTION G: \Project \Dunlora Gates \ENG \DWG \00- K0001.dwg,00- 0001, 1/13/2009 12:01:16 PM, allenc, 1:1 Appendix IV Flexible Pavement Design Worksheet for New Subdivision Streets l %, ;,,vn, h•d t:,, u.r anti .ob111kc1nn in cnniunctian will, VD01 - 's Subdivision Street Rcquircntculs aunty pibti %.0.(i'Date: Subdivision 1IIf - GC (1":L - Street Name T3 v,) f\ 2. Gf C ;g cw,. La l' Developer A h 1 at \ fib Phone: /baZ 'Jj 1 A) Limited 10 Doiuit ADT '> 100 - Shoe p:wenient material notations and th ickucss lion) APprmhc A lades .A 311,113 ALBEMARLE CO. SERVICE AUTHORITY GENERAL WATER AND SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF THE WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN, ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL ON HIS OWN INITIATIVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY 1- 800 - 552 -7001) 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3 FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEAD -END LINES SHALL BE ROUTED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. DITCH COMPUTATIONS T = 5 MINS Q 2.6 CFS C = 0.72 V = 4.0 FPS 1 = 518 IN /HR D = 0.51 FT I 6.67 IN /HR A = 0.71 AC. Q 3.41 CFS S = 4.5% Vlo= 4.29 FPS n = 0.03 D 0.56 FT A = 0.92 SQFT P = 3.03 FT DITCH CALCULATIONS ARE FROM THE WORST CASE SCENARIO. SINCE MAX VELOCITY IN DITCH IS EQUAL TO 4.0 FPS, CONTRACTOR TO USE KENTUCKY BLUEGRASS TO LINE THE ROADSIDE CHANNELS. TYPICAL ROAD SECTION TOWNBROOK CROSSING AND TOWNBROOK COURT DRAWING NOT TO SCALE) ROW C/L 1 50' R.O.W. 2:1 CUT 4_1' ROW 2. 7 q SURFACE = 1.5" SM -9.5A ASPHALT BASE COURSE = 6.0" 21A AGGREGATE SUB -BASE = 4" SELECT MATERIAL, TYPE I, II, OR III, MINIMUM CBR 30 NOTES SHOULDER = 4" AGGREGATE 1.) SUB -BASE DEPTHS ARE BASED ON AN ASSUMED C.B.R. VALUE OF 4. SOIL TESTS OF THE SUBGRADE MUST BE PERFORMED TO DETERMINE ACTUAL C.B.R. VALUE AND TO DETERMINE THE ACTUAL MATERIAL DEPTH. 2.) THE PAVEMENT SPECIFICATION DOES NOT TAKE INTO CONSIDERATION INTERIM CONSTRUCTION TRAFFIC. THE GEOTECHNICAL ENGINEER SHOULD BE CONSULTED TO DETERMINE IF CONDITIONS WARRANT UPGRADED SPECIFICATIONS. 3.) ROADSIDE DITCHES ARE TO BE GRASS LINED UNLESS OTHERWISE SPECIFIED ON THE SITE PLAN. MINIMUM DEPTH IS ONE 1.0 FEET. 4.) DITCH BACKSLOPES MAY VARY AT DEVELOPER'S DIRECTION - IN ANY EVENT TO BE NO STEEPER THAN 2H TO 1V. 5.) A FLEXIBLE PAVEMENT DESIGN BASED ON 2000 PAVEMENT DESIGN GUIDE SUBGRADE SHALL BE SUBMITTED TO VDOT PRIOR TO MATERIAL PLACEMENT, 6.) APPENDIX IV, TABLE A AND TABLE B USED TO DESIGN PRELIMINARY DEPTHS. PROJECTED ADT FOR THE DEVELOPMENT IS NOT EXPECTED TO EXCEED 10VPD PER EVERY PLANNED DWELLING UNIT. OR 180 VPD. LANDSCAPE NOTES 1) TREE LOCATIONS SHOWN ARE APPROXIMATE. 2) TREES SHALL BE LOCATED AWAY FROM SANITARY SEWER LATERALS & WATER SERVICE LINES CONNECTING TO THE HOUSE. 3) BACKFILL TREES AND SHRUBS WITH TOPSOIL AND PEATMOSS (OR LEAF MOLD) 3:1 RATIO BY VOLUME. 4) ALL PLANT MATERIAL TO BE NURSERY GROWN AND COMPLY WITH CURRENT "AMERICAN STANDARD FOR NURSERY STOCK" PRACTICES. 5) SPRAY TREES AND SHRUBS WITH ANTI- DESICCANT, IF FOLIAGE IS PRESENT. 6) ALL DISTURBED AREAS SHALL BE SEEDED. 7) TREE PROTECTION FENCES (TREE PROTECTION AND SILT FENCE) SHALL BE INSTALLED AS A FIRST ORDER OF CONSTRUCTION. 8) TREE COVER IN EXCESS OF THE REQUIRED AREA FROM THIS SECTION MAY BE USED TO MEET CANOPY COVERAGE REQUIREMENTS FOR FUTURE SECTIONS. LANDSCAPE CALCULATIONS: Evergreen Tree Planting Detail Not To Scale TREES UP TO 4" CAL SHALL BE STAKED WITH 2 -2 "x2" HARDWOOD STAKES. TREES OF 4" CAL. OR LARGER SHALL BE GUYED WITH 3 EQUALLY SPACED, TWISTED, DOUBLE STRAND #12 GAUGE WIRE WITH HOSE AND TURNBUCKLES. LOOP HOSE AROUND TRUNK. FLAG WIRES WITH SURVEY TAPE. REFER TO SPECIFICATIONS FOR FURTHER INFORMATION GUYWIRES WITH RUBBER HOSE AND TURNBUCKLES 2/3 UP TREE 2 "x2" HARDWOOD STAKES, ALIGN TOP OF STAKES MULCH SAUCER AMENDED SOIL MIX CUT AND REMOVE BURLAP FROM TOP 1/3 OF BALL AS SHOWN SCARIFY SUBSOIL TO 4" MIN. DEPTH COMPACTED SUBGRADE SITE AREA: 7.9 ACRES TOTAL CANOPY REQUIRED: 0.20 x 7.9 ACRES = 1.58 ACRES NEW CANOPY PROVIDED: 5,909 SF = 0.14 ACRES CANOPY PRESERVED: 2.86 ACRES ® 125% = 3.58 ACRES CANOPY TOTAL: 3.72 ACRES > 1.58 ACRES DOUBLE STRAND #12 GAUGE WIRE WITH RUBBER HOSE & TURNBUCKLES 2 "x2" HARDWOOD STAKE CUT & REMOVE BURLAP FROM TOP 1/3 OF BALL AS SHOWN SCARIFY SUBSOIL TO 4" MIN. DEPTH MULCH SAUCER FINISHED GRADE TREES UP TO 4" CAL. SHALL BE STAKED. TREES 4" CAL OR LARGER SHALL BE GUYED WITH 3 EQUALLY SPACED TWISTED, #12 GAUGE HARE WITH HOSE AND TURNBUCKLES. LOOP HOSE AROUND TRUNK ABOVE BRANCHES AS SHOWN, FLAG WIRES WITH SURVEY TAPE. REFER TO SPECS FOR ADDITIONAL INFORMATTON. AMENDED SOIL MIX COMPACTED SUBGRADE Tree Planting and Staking Detail Not To Scale TYPICAL SIDEWALK SECTION ROW C L ROA WAY 5.0' 2.0' 25' 4" - 300OPSI CONCRETE---- 4•: 1' e STONE BASE ` V4: 1' TYPICAL ACCESS ROAD SECTION ROW 1.0' 10.0' 1.0' 8" COMPAICTED AGGREGATE NOTE:-. ALL PRIVATE DRIIVEWAYS SHALL CONFORM TO VDOT STANDARD PE -1 WITHIN THE RIGHT OF WAY CONSERVATION PLAN MEASURES: 1. ALL TREES TO) BE SAVED SHALL BE MARKED WITH PAINT OR RIBBON AT A HEIGHT CLEARLY VISIB3LE TO EQUIPMENT OPERATORS. 2. NO GRADING `'SHALL BEGIN UNTIL THE TREE MARKING HAS BEEN INSPECTED AND APPROVED BY' A COUNTY INSPECTOR. 3. TREE PRESERWATION AND PROTECTION MEASURES SHALL BE REVIEWED WITH THE CONTRACTOR ON SITE. 4. HEAVY EQUIPMENT, VEHICULAR TRAFFIC AND STORAGE OF CONSTRUCTION MATERIALS INCLUDING SOIIL SHALL NOT BE PERMITTED WITHIN THE DRIP LINES OF TREES TO BE SAVED. 5. SOIL EROSION AND STORMWATER DETENTION DEVICES SHALL NOT ADVERSELY AFFECT TREES TO BE SAVED. 6. FIRES ARE NO)T PERMITTED WITHIN 100 FEET OF THE DRIP LINE OF TREES TO BE SAVED. 7. TOXIC MATERIALS SHALL NOT BE STORED WITHIN 100 FEET OF THE DRIP LINE OF TREES TO BE SAVED. 8. SILT FENCING USED AT DRIP LINE OF TREES SHALL ACT AS PROTECTIVE FENCING FOR TREES TO BE SAVED. 9. FENCING SHALL BE IN PLACE AND SHALL BE INSPECTED AND APPROVED BY A COUNTY INSPECTOR PRIOR TO THE COMMENCEMENT OF GRADING OR CONSTRUCTION. 10. TREE WELLS AIRE TO BE USED WHEN GROUND LEVELS MUST BE LOWERED OR RAISED WITHIN DRIP LIINE OF TREES TO BE SAVED. 11. PROTECTIVE FENCING SHALL BE THE LAST ITEMS REMOVED DURING FINAL CLEANUP. 12. DAMAGED TREIES SHALL BE TREATED IMMEDIATELY BY PRUNING, FERTILIZATION, OR OTHER METHODS REC(OMMENDED BY A TREE SPECIALIST. 13. TRENCHING AND/OR TUNNELING, WHEN REQUIRED, SHALL BE DONE AS FAR AWAY FROM THE TREE DRIP LINE AS POSSIBLE. 14. TUNNELING UNDER A TREE SHALL BE CONSIDERED AS AN ALTERNATIVE WHEN IT IS ANTICIPATED ITHAT NECESSARY TRENCHING WILL DESTROY FEEDER ROOTS. EXISTING INTERMEDIATE CONTOUR 333 AD f Projeeacil trallic for the curet segment considered, as defined in Hte Suh;llx lslon street I(egotrernents. 32.5 PROPOSED CONTOUR 2 CRR Design (BR A%clnec of CBR x ? ; and modified only as discussed in the I'm anent Design Cutldc. EXISTING EDGE OF PAVEMENT EEX. EA' Clot, 1 C TAR value ol'tile subgrhde sample, taken and Icsted as spccilled in the Pavenlenl Design Guide PROP.E /P I)NIF VDUT District Matnieds 1=111ginca 1 I.I'I Iquival: nl prorcocd tralfte I fI s s `< etc. with _ or tot c \r ' n ntercial Vehicles 0. ' , N `J.'Its hall 61r111(IL HI e.t '\ . lrUek, I11, C,. t l ,11C'V Number of I It.n Cot ¢ CG-L===o CG -6R EXISTING TELEPHONE LINE - vl WV Percentage of the total traffic voluntc composed off kilvp Commercial Vehicles. 4 RF I(csilirne% P:uhx' ITClativc salve of thesubgradc soil's ability to.vithstand repeated loading.EX. 375 mm (15 ") RCEXISTINGSTORMSEWERr sl.i \' Suit cuppurl raluc of subcradc I `i\' - C'ilito v lit')PROP. 375 torn (15 ") RCP D M Loess index o(prnikutl pavement dcsigu computed by the Conventional Pavement Resign tilohod i EXISTING SANITARY SEWER 0 D, 'I hlekncss index required, based on Design AD I and SS\', dctermined M ,Appcndix 11. i Step 2: Determine Design Values E E Step L Determine Design ADT CBR, RF, and SSV E EXISTING GAS LINE G Ali 1* Sall] rlc C IJK. Rlsilwril % factor (RI ) PROPOSED GAS LINE GG PROPERTY LINE lacy Value oilCV -= 100 x HCV x ADT) a _ 1 tble I of 20 x I ICV Note: For li 3 Appendix I EXISTING SPOT ELEVATION 1 HCV > " °• 9 DMII i roved RFNote - Par 9,I K'x' =x96. use ADT liP'I "`Al?'I' --- - - - - -- - - - 7I For preliminary dcsi;,•ns. use the to wst 125 EXISTING TREE DRIP LINE RP , all fit the cqualinnr 375 mm (15 ") OAK CBRI) x RI' SSNI Use LercalCr ofAD'I orl ?PT D V Lj Step 3: Pavement Design (Check appropriate box anti show proposed pavement design bdow'.) 1 A) Limited 10 Doiuit ADT '> 100 - Shoe p:wenient material notations and th ickucss lion) APprmhc A lades .A 311,113 ALBEMARLE CO. SERVICE AUTHORITY GENERAL WATER AND SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF THE WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN, ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL ON HIS OWN INITIATIVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY 1- 800 - 552 -7001) 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3 FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEAD -END LINES SHALL BE ROUTED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. DITCH COMPUTATIONS T = 5 MINS Q 2.6 CFS C = 0.72 V = 4.0 FPS 1 = 518 IN /HR D = 0.51 FT I 6.67 IN /HR A = 0.71 AC. Q 3.41 CFS S = 4.5% Vlo= 4.29 FPS n = 0.03 D 0.56 FT A = 0.92 SQFT P = 3.03 FT DITCH CALCULATIONS ARE FROM THE WORST CASE SCENARIO. SINCE MAX VELOCITY IN DITCH IS EQUAL TO 4.0 FPS, CONTRACTOR TO USE KENTUCKY BLUEGRASS TO LINE THE ROADSIDE CHANNELS. TYPICAL ROAD SECTION TOWNBROOK CROSSING AND TOWNBROOK COURT DRAWING NOT TO SCALE) ROW C/L 1 50' R.O.W. 2:1 CUT 4_1' ROW 2. 7 q SURFACE = 1.5" SM -9.5A ASPHALT BASE COURSE = 6.0" 21A AGGREGATE SUB -BASE = 4" SELECT MATERIAL, TYPE I, II, OR III, MINIMUM CBR 30 NOTES SHOULDER = 4" AGGREGATE 1.) SUB -BASE DEPTHS ARE BASED ON AN ASSUMED C.B.R. VALUE OF 4. SOIL TESTS OF THE SUBGRADE MUST BE PERFORMED TO DETERMINE ACTUAL C.B.R. VALUE AND TO DETERMINE THE ACTUAL MATERIAL DEPTH. 2.) THE PAVEMENT SPECIFICATION DOES NOT TAKE INTO CONSIDERATION INTERIM CONSTRUCTION TRAFFIC. THE GEOTECHNICAL ENGINEER SHOULD BE CONSULTED TO DETERMINE IF CONDITIONS WARRANT UPGRADED SPECIFICATIONS. 3.) ROADSIDE DITCHES ARE TO BE GRASS LINED UNLESS OTHERWISE SPECIFIED ON THE SITE PLAN. MINIMUM DEPTH IS ONE 1.0 FEET. 4.) DITCH BACKSLOPES MAY VARY AT DEVELOPER'S DIRECTION - IN ANY EVENT TO BE NO STEEPER THAN 2H TO 1V. 5.) A FLEXIBLE PAVEMENT DESIGN BASED ON 2000 PAVEMENT DESIGN GUIDE SUBGRADE SHALL BE SUBMITTED TO VDOT PRIOR TO MATERIAL PLACEMENT, 6.) APPENDIX IV, TABLE A AND TABLE B USED TO DESIGN PRELIMINARY DEPTHS. PROJECTED ADT FOR THE DEVELOPMENT IS NOT EXPECTED TO EXCEED 10VPD PER EVERY PLANNED DWELLING UNIT. OR 180 VPD. LANDSCAPE NOTES 1) TREE LOCATIONS SHOWN ARE APPROXIMATE. 2) TREES SHALL BE LOCATED AWAY FROM SANITARY SEWER LATERALS & WATER SERVICE LINES CONNECTING TO THE HOUSE. 3) BACKFILL TREES AND SHRUBS WITH TOPSOIL AND PEATMOSS (OR LEAF MOLD) 3:1 RATIO BY VOLUME. 4) ALL PLANT MATERIAL TO BE NURSERY GROWN AND COMPLY WITH CURRENT "AMERICAN STANDARD FOR NURSERY STOCK" PRACTICES. 5) SPRAY TREES AND SHRUBS WITH ANTI- DESICCANT, IF FOLIAGE IS PRESENT. 6) ALL DISTURBED AREAS SHALL BE SEEDED. 7) TREE PROTECTION FENCES (TREE PROTECTION AND SILT FENCE) SHALL BE INSTALLED AS A FIRST ORDER OF CONSTRUCTION. 8) TREE COVER IN EXCESS OF THE REQUIRED AREA FROM THIS SECTION MAY BE USED TO MEET CANOPY COVERAGE REQUIREMENTS FOR FUTURE SECTIONS. LANDSCAPE CALCULATIONS: Evergreen Tree Planting Detail Not To Scale TREES UP TO 4" CAL SHALL BE STAKED WITH 2 -2 "x2" HARDWOOD STAKES. TREES OF 4" CAL. OR LARGER SHALL BE GUYED WITH 3 EQUALLY SPACED, TWISTED, DOUBLE STRAND #12 GAUGE WIRE WITH HOSE AND TURNBUCKLES. LOOP HOSE AROUND TRUNK. FLAG WIRES WITH SURVEY TAPE. REFER TO SPECIFICATIONS FOR FURTHER INFORMATION GUYWIRES WITH RUBBER HOSE AND TURNBUCKLES 2/3 UP TREE 2 "x2" HARDWOOD STAKES, ALIGN TOP OF STAKES MULCH SAUCER AMENDED SOIL MIX CUT AND REMOVE BURLAP FROM TOP 1/3 OF BALL AS SHOWN SCARIFY SUBSOIL TO 4" MIN. DEPTH COMPACTED SUBGRADE SITE AREA: 7.9 ACRES TOTAL CANOPY REQUIRED: 0.20 x 7.9 ACRES = 1.58 ACRES NEW CANOPY PROVIDED: 5,909 SF = 0.14 ACRES CANOPY PRESERVED: 2.86 ACRES ® 125% = 3.58 ACRES CANOPY TOTAL: 3.72 ACRES > 1.58 ACRES DOUBLE STRAND #12 GAUGE WIRE WITH RUBBER HOSE & TURNBUCKLES 2 "x2" HARDWOOD STAKE CUT & REMOVE BURLAP FROM TOP 1/3 OF BALL AS SHOWN SCARIFY SUBSOIL TO 4" MIN. DEPTH MULCH SAUCER FINISHED GRADE TREES UP TO 4" CAL. SHALL BE STAKED. TREES 4" CAL OR LARGER SHALL BE GUYED WITH 3 EQUALLY SPACED TWISTED, #12 GAUGE HARE WITH HOSE AND TURNBUCKLES. LOOP HOSE AROUND TRUNK ABOVE BRANCHES AS SHOWN, FLAG WIRES WITH SURVEY TAPE. REFER TO SPECS FOR ADDITIONAL INFORMATTON. AMENDED SOIL MIX COMPACTED SUBGRADE Tree Planting and Staking Detail Not To Scale TYPICAL SIDEWALK SECTION ROW C L ROA WAY 5.0' 2.0' 25' 4" - 300OPSI CONCRETE---- 4•: 1' e STONE BASE ` V4: 1' TYPICAL ACCESS ROAD SECTION ROW 1.0' 10.0' 1.0' 8" COMPAICTED AGGREGATE NOTE:-. ALL PRIVATE DRIIVEWAYS SHALL CONFORM TO VDOT STANDARD PE -1 WITHIN THE RIGHT OF WAY CONSERVATION PLAN MEASURES: 1. ALL TREES TO) BE SAVED SHALL BE MARKED WITH PAINT OR RIBBON AT A HEIGHT CLEARLY VISIB3LE TO EQUIPMENT OPERATORS. 2. NO GRADING `'SHALL BEGIN UNTIL THE TREE MARKING HAS BEEN INSPECTED AND APPROVED BY' A COUNTY INSPECTOR. 3. TREE PRESERWATION AND PROTECTION MEASURES SHALL BE REVIEWED WITH THE CONTRACTOR ON SITE. 4. HEAVY EQUIPMENT, VEHICULAR TRAFFIC AND STORAGE OF CONSTRUCTION MATERIALS INCLUDING SOIIL SHALL NOT BE PERMITTED WITHIN THE DRIP LINES OF TREES TO BE SAVED. 5. SOIL EROSION AND STORMWATER DETENTION DEVICES SHALL NOT ADVERSELY AFFECT TREES TO BE SAVED. 6. FIRES ARE NO)T PERMITTED WITHIN 100 FEET OF THE DRIP LINE OF TREES TO BE SAVED. 7. TOXIC MATERIALS SHALL NOT BE STORED WITHIN 100 FEET OF THE DRIP LINE OF TREES TO BE SAVED. 8. SILT FENCING USED AT DRIP LINE OF TREES SHALL ACT AS PROTECTIVE FENCING FOR TREES TO BE SAVED. 9. FENCING SHALL BE IN PLACE AND SHALL BE INSPECTED AND APPROVED BY A COUNTY INSPECTOR PRIOR TO THE COMMENCEMENT OF GRADING OR CONSTRUCTION. 10. TREE WELLS AIRE TO BE USED WHEN GROUND LEVELS MUST BE LOWERED OR RAISED WITHIN DRIP LIINE OF TREES TO BE SAVED. 11. PROTECTIVE FENCING SHALL BE THE LAST ITEMS REMOVED DURING FINAL CLEANUP. 12. DAMAGED TREIES SHALL BE TREATED IMMEDIATELY BY PRUNING, FERTILIZATION, OR OTHER METHODS REC(OMMENDED BY A TREE SPECIALIST. 13. TRENCHING AND/OR TUNNELING, WHEN REQUIRED, SHALL BE DONE AS FAR AWAY FROM THE TREE DRIP LINE AS POSSIBLE. 14. TUNNELING UNDER A TREE SHALL BE CONSIDERED AS AN ALTERNATIVE WHEN IT IS ANTICIPATED ITHAT NECESSARY TRENCHING WILL DESTROY FEEDER ROOTS. EXISTING INTERMEDIATE CONTOUR 333 EXISTING INDEX CONTOUR 332.5 PROPOSED CONTOUR 220 EXISTING EDGE OF PAVEMENT E EX. EA' PROPOSED EDGE OF PAVEMENT PPROP.E /P EXISTING CURB AND GUTTER EEX• C & G PROPOSED CURB AND GUTTER CCG - TRANSITION FROM CG -6 TO CG -6R C CG-L===o CG -6R EXISTING TELEPHONE LINE -T- -T PROPOSED TELEPHONE LINE TT E EX. 375 mm (15 ") RCEXISTINGSTORMSEWERrr-. PROP. 375 torn (15 ") RCP PROPOSED STORM SEWER EXISTING SANITARY SEWER 00 PROPOSED SANITARY SEWER EXISTING ELECTRIC SERVICE EE E PROPOSED ELECTRIC SERVICE EE EXISTING GAS LINE GG G PROPOSED GAS LINE GG PROPERTY LINE EASEMENT LINE CENTERUNE LIMITS OF CLEARING AND GRADING EXISTING SPOT ELEVATION 112.0 PROPOSED SPOT ELEVATION 1 125 EXISTING TREE DRIP LINE EXISTING TREE 3 375 mm (15 ") OAK 1. The IO owin items span be show on the plan: Tree to be saved; Limits of clearing (outside dripline of (rocs to be saved); Id Location and type of protective fencing; LI Grade changes requiring tree wells or walls; Ed Proposed trenching or tunneling beyond the limits of clearing. 2. It ark' s: All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators. Id No grading shall begin until the tree marking has been inspected and approved by a County Inspector. 3. r -Cons ruction Conference: Ld Trec preservation and protection measures shall be reviewed with the contractor on site. 4. E i ment Oncraliun and Sloraer. YJ Heavy equipment, vehicular traffic and storage of construction materials including soil shall not be permitted within the driplines of trees to be saved. S. 91 FFmsion and Stormwamr Detention Devices: Such devices shall nor adverse]) affect frees to be saved. 6. Fi es:rFires are not permitted within 100 feet of the dripline of trees to be saved. 7. Toxic M to Pals: Toxic materials shall not he stored within 100 feet of the dripline of trees to be saved. S. Pr 1 Clive Fencing: Trees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing. Ld Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction. 9. Tree Wells: L7 When the ground level must be raised within the dripline of a tree to be saved, a tree well shall Ix provided and a construction detail submitted for approval. 10, Tree --Waall -s: J Whcn the ground level must be lowered widtin the dripline a nee to be saved, a tree wall shall be provided; and a construction detail submitted for approval. 11. Trcochin andTunnelin W'hrntVJmuching is required within the limits of clearing, it shall be done as far away from the trunks of trees as possible. Tunneling under a large tree shall be considered as an alternative when it Is anticipated that necessary trenching will destroy feeder roots. 12. _Cleamm.. Plutective fencing shall be the last items removed during the final cleanup. 130 _ M 'rrces: Dammaged trees shall be treated immediately by pinning, fertilization or other methods recommended by a tree specialist. NOTE: IT IS THE DEVELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION n , REQUIREMENTS. County of Albemarle Conservation Plan Checklist -To be placed on Landscape Plans Handbook, pp Ill -284 -111 -297 for complete specifications) LANDSCAPE TABLE CALCULATIONS COVERAGE COMMON NAME AT 10 YEARS BOTANICAL NAME SYMBOL SIZE QTY. ROOT SPACING REMARKS UNIT TOTAL DECIDUOUS TREES T -1 RED MAPLE (LARGE) S 1 1/2" 5 B &B SEE PLAN -- 397 SF 1,985 SFIACERRUBRUMCAL. T -2 BLACKGUM (LARGE) 1 1/2" 4 B &B SEE PLAN -- 123 SF 492 SF NYSSA SYLV,A77CA 0 CAL, T -3 PIN OAK (LARGE) 1 1/2" 5 B &B SEE PLAN -- 370 SF 1,850 SF QUERCUS PAILUSTRIS CAL. TOTAL: 14 TOTAL: 4,327 SF SHRUBS S -1 NORTHERN MAYBERRY 1 1/2" 14 B &B SEE PLAN -- 18 SF 252 SF MYRICA PEN,SYLVANICA CAL. S -2 ARROWWOOD VIBURNUM o 1" 14 B &B SEE PLAN -- 31 SF 434 SF VIBURNUM DIENTATUM CAL. S -3 NANNYBERRY VIBURNUM 1" 14 B &B SEE PLAN -- 64 SF 896 SF VIBURNUMLENTAG04 E CAL. TOTAL: 1 42 TOTAL: 1,582 SF HERBACEOUS GROUNDCOVER T -6 IREDTOP ( GROUNDCOVER) ® 2' -3' -- -- SEE PLAN -- -- -- AGROSTIS ALBA HT. ENGINEERING GROUPE E-zW 0 z oWU 0 0 0 > N V) 0 0 a ° a 0 ai N v N 00M U `m GwQ U v d, N v a x a r nz0 to z 0U I I Cl) 'q a (J1 F A W >4 Ga E " z W z E - U F--1 oatti a,' lx U2 F F=1 H zz S 0 v MICHAEL a ZUc. No. 2s io l c DATE: 5/07/08 SCALE: NA FILE N0. SP -010CH DATE ACTION SHEET 2 OF 15 G: \Project \Dunlora Gates \ENG \DWG 1I00 -K0501 ALBEMARLE.dwg, 00- K0501, 1/13/2009 12:18:35 PM, allenc, im 1.13 -M OWNER FLOW LINE _...- ... -..._ FENCELINE x EXISTING UTILITY POLE 9 PROPOSED UTILITY POLE ), EXISTING WATERLINE W/ TEE - - iN T. PROPOSED WATERLINE W/ TEE -W T_ EXISTING FIRE HYDRANT T»+ PROPOSED FIRE HYDRANT a' T EXISTING WATER VALVE -- - PROPOSED WATER VALVE PROPOSED WATER METER m EXISTING REDUCER - iy 10 _ PROPOSED REDUCER 1 -W STOP SIGN T HANDICAP RAMP (CG -12) DENOTES LOCATION OF STD "T CG-12 AND /OR JURISDICTIONAL STANDARD RAMP CONSTRUCTION PARKING INDICATOR t2 INDICATES THE NUMBER OF TYPICAL PARKING SPACES TEST PIT LOCATION CONICAL SLOPE SLOPES TO BE STAEYU2ID PURSUANT TO VIRGINIA EROSION AND SEDIMENT CONTROL HANDM VEHICLES PER DAY COUNT 10o vPD PROPOSED BUILDING ENTRANCE EXISTING STREET UGHT ° PROPOSED STREET LIGHT PROPOSED STREET NAME SIGN + PROPOSED SANITARY LATERAL CLEANOUT / SANITARY MANHOLE IDENTIFIER 100 12 STORM DRAIN STRUCTURE IDENTIFIER 18 0 CONTRACT PURCHASER SIGNATURE. (DATE) 511/06 Page 1 of I SHRUBS S -1 NORTHERN MAYBERRY 1 1/2" 14 B &B SEE PLAN -- 18 SF 252 SF MYRICA PEN,SYLVANICA CAL. S -2 ARROWWOOD VIBURNUM o 1" 14 B &B SEE PLAN -- 31 SF 434 SF VIBURNUM DIENTATUM CAL. S -3 NANNYBERRY VIBURNUM 1" 14 B &B SEE PLAN -- 64 SF 896 SF VIBURNUM LENTAG04E CAL. TOTAL: 1 42 TOTAL: 1,582 SF HERBACEOUS GROUNDCOVER T -6 IREDTOP ( GROUNDCOVER) ® 2' -3' -- -- SEE PLAN -- -- -- AGROSTIS ALBA HT. ENGINEERING GROUPE E-zW 0 z oWU 0 0 0 > N V) 0 0 a ° a 0 ai N v N 00M U `m GwQ U v d, N v a x a r nz0 to z 0U I I Cl) 'q a (J1 F A W >4 Ga E " z W z E - U F--1 oattia,' lx U2 F F=1 H zz S 0 v MICHAEL a ZUc. No. 2s io l c DATE: 5/07/08 SCALE: NA FILE N0. SP -010CH DATE ACTION SHEET 2 OF 15 G: \Project \Dunlora Gates \ENG \DWG1I00 -K0501 ALBEMARLE.dwg, 00- K0501, 1/13/2009 12:18:35 PM, allenc, im 1.13 -M OWNER FLOW LINE _...- ... -..._ FENCELINE x EXISTING UTILITY POLE 9 PROPOSED UTILITY POLE ), EXISTING WATERLINE W/ TEE - - iN T. PROPOSED WATERLINE W/ TEE -W T_ EXISTING FIRE HYDRANT T»+ PROPOSED FIRE HYDRANT a' T EXISTING WATER VALVE -- - PROPOSED WATER VALVE PROPOSED WATER METER m EXISTING REDUCER - iy 10 _ PROPOSED REDUCER 1 -W STOP SIGN T HANDICAP RAMP (CG -12) DENOTES LOCATION OF STD "T CG-12 AND /OR JURISDICTIONAL STANDARD RAMP CONSTRUCTION PARKING INDICATOR t2 INDICATES THE NUMBER OF TYPICAL PARKING SPACES TEST PIT LOCATION CONICAL SLOPE SLOPES TO BE STAEYU2ID PURSUANT TO VIRGINIA EROSION AND SEDIMENT CONTROL HANDM VEHICLES PER DAY COUNT 10o vPD PROPOSED BUILDING ENTRANCE EXISTING STREET UGHT ° PROPOSED STREET LIGHT PROPOSED STREET NAME SIGN + PROPOSED SANITARY LATERAL CLEANOUT / SANITARY MANHOLE IDENTIFIER 100 12 STORM DRAIN STRUCTURE IDENTIFIER 18 0 CONTRACT PURCHASER SIGNATURE. (DATE) 511/06 Page 1 of I HERBACEOUS GROUNDCOVER T -6 IREDTOP ( GROUNDCOVER) ® 2' -3' -- -- SEE PLAN -- -- -- AGROSTIS ALBA HT. ENGINEERING GROUPE E-zW 0 z oWU 0 0 0 > N V) 0 0 a ° a 0 ai N v N 00M U `m GwQ U v d, N v a x a r nz0 to z 0U I I Cl) 'q a (J1 F A W >4 Ga E " z W z E - U F--1 oatti a,' lx U2 F F=1 H zz S 0 v MICHAEL a ZUc. No. 2s io l c DATE: 5/07/08 SCALE: NA FILE N0. SP -010CH DATE ACTION SHEET 2 OF 15 G: \Project \Dunlora Gates \ENG \DWG 1I00 -K0501 ALBEMARLE.dwg, 00- K0501, 1/13/2009 12:18:35 PM, allenc, im 1.13 -M OWNER FLOW LINE _...- ... -..._ FENCELINE x EXISTING UTILITY POLE 9 PROPOSED UTILITY POLE ), EXISTING WATERLINE W/ TEE - - iN T. PROPOSED WATERLINE W/ TEE -W T_ EXISTING FIRE HYDRANT T»+ PROPOSED FIRE HYDRANT a' T EXISTING WATER VALVE -- - PROPOSED WATER VALVE PROPOSED WATER METER m EXISTING REDUCER - iy 10 _ PROPOSED REDUCER 1 -W STOP SIGN T HANDICAP RAMP (CG -12) DENOTES LOCATION OF STD "T CG-12 AND /OR JURISDICTIONAL STANDARD RAMP CONSTRUCTION PARKING INDICATOR t2 INDICATES THE NUMBER OF TYPICAL PARKING SPACES TEST PIT LOCATION CONICAL SLOPE SLOPES TO BE STAEYU2ID PURSUANT TO VIRGINIA EROSION AND SEDIMENT CONTROL HANDM VEHICLES PER DAY COUNT 10o vPD PROPOSED BUILDING ENTRANCE EXISTING STREET UGHT ° PROPOSED STREET LIGHT PROPOSED STREET NAME SIGN + PROPOSED SANITARY LATERAL CLEANOUT / SANITARY MANHOLE IDENTIFIER 100 12 STORM DRAIN STRUCTURE IDENTIFIER 18 0 CONTRACT PURCHASER SIGNATURE. (DATE) 511/06 Page 1 of I ENGINEERING GROUPE E-zW 0 z oWU 0 0 0 > N V) 0 0 a ° a 0 ai N v N 00M U `m GwQ U v d, N v a x a r nz0 to z 0U I I Cl) 'q a (J1 F A W >4 Ga E " z W z E - U F--1 oattia,' lx U2 F F=1 H zz S 0 v MICHAEL a ZUc. No. 2s io l c DATE: 5/07/08 SCALE: NA FILE N0. SP -010CH DATE ACTION SHEET 2 OF 15 G: \Project \Dunlora Gates \ENG \DWG1I00 -K0501 ALBEMARLE.dwg, 00- K0501, 1/13/2009 12:18:35 PM, allenc, im 1.13 -M OWNER FLOW LINE _...- ... -..._ FENCELINE x EXISTING UTILITY POLE 9 PROPOSED UTILITY POLE ), EXISTING WATERLINE W/ TEE - - iN T. PROPOSED WATERLINE W/ TEE -W T_ EXISTING FIRE HYDRANT T»+ PROPOSED FIRE HYDRANT a' T EXISTING WATER VALVE -- - PROPOSED WATER VALVE PROPOSED WATER METER m EXISTING REDUCER - iy 10 _ PROPOSED REDUCER 1 -W STOP SIGN T HANDICAP RAMP (CG -12) DENOTES LOCATION OF STD "T CG-12 AND /OR JURISDICTIONAL STANDARD RAMP CONSTRUCTION PARKING INDICATOR t2 INDICATES THE NUMBER OF TYPICAL PARKING SPACES TEST PIT LOCATION CONICAL SLOPE SLOPES TO BE STAEYU2ID PURSUANT TO VIRGINIA EROSION AND SEDIMENT CONTROL HANDM VEHICLES PER DAY COUNT 10o vPD PROPOSED BUILDING ENTRANCE EXISTING STREET UGHT ° PROPOSED STREET LIGHT PROPOSED STREET NAME SIGN + PROPOSED SANITARY LATERAL CLEANOUT / SANITARY MANHOLE IDENTIFIER 100 12 STORM DRAIN STRUCTURE IDENTIFIER 18 0 CONTRACT PURCHASER SIGNATURE. (DATE) 511/06 Page 1 of I nz0 to z 0U I I Cl) 'q a (J1 F A W >4 Ga E " z W z E - U F--1 oattia,' lx U2 F F=1 H zz S 0 v MICHAEL a ZUc. No. 2s io l c DATE: 5/07/08 SCALE: NA FILE N0. SP -010CH DATE ACTION SHEET 2 OF 15 G: \Project \Dunlora Gates \ENG \DWG 1I00 -K0501 ALBEMARLE.dwg, 00- K0501, 1/13/2009 12:18:35 PM, allenc, im 1.13 -M OWNER FLOW LINE _...- ... -..._ FENCELINE x EXISTING UTILITY POLE 9 PROPOSED UTILITY POLE ), EXISTING WATERLINE W/ TEE - - iN T. PROPOSED WATERLINE W/ TEE -W T_ EXISTING FIRE HYDRANT T»+ PROPOSED FIRE HYDRANT a' T EXISTING WATER VALVE -- - PROPOSED WATER VALVE PROPOSED WATER METER m EXISTING REDUCER - iy 10 _ PROPOSED REDUCER 1 -W STOP SIGN T HANDICAP RAMP (CG -12) DENOTES LOCATION OF STD "T CG-12 AND /OR JURISDICTIONAL STANDARD RAMP CONSTRUCTION PARKING INDICATOR t2 INDICATES THE NUMBER OF TYPICAL PARKING SPACES TEST PIT LOCATION CONICAL SLOPE SLOPES TO BE STAEYU2ID PURSUANT TO VIRGINIA EROSION AND SEDIMENT CONTROL HANDM VEHICLES PER DAY COUNT 10o vPD PROPOSED BUILDING ENTRANCE EXISTING STREET UGHT ° PROPOSED STREET LIGHT PROPOSED STREET NAME SIGN + PROPOSED SANITARY LATERAL CLEANOUT / SANITARY MANHOLE IDENTIFIER 100 12 STORM DRAIN STRUCTURE IDENTIFIER 18 0 CONTRACT PURCHASER SIGNATURE. (DATE) 511/06 Page 1 of I S 0 v MICHAEL a ZUc. No. 2s io l c DATE: 5/07/08 SCALE: NA FILE N0. SP -010CH DATE ACTION SHEET 2 OF 15 G: \Project \Dunlora Gates \ENG \DWG1I00 -K0501 ALBEMARLE.dwg, 00- K0501, 1/13/2009 12:18:35 PM, allenc, im 1.13 -M OWNER FLOW LINE _...- ... -..._ FENCELINE x EXISTING UTILITY POLE 9 PROPOSED UTILITY POLE ), EXISTING WATERLINE W/ TEE - - iN T. PROPOSED WATERLINE W/ TEE -W T_ EXISTING FIRE HYDRANT T»+ PROPOSED FIRE HYDRANT a' T EXISTING WATER VALVE -- - PROPOSED WATER VALVE PROPOSED WATER METER m EXISTING REDUCER - iy 10 _ PROPOSED REDUCER 1 -W STOP SIGN T HANDICAP RAMP (CG -12) DENOTES LOCATION OF STD "T CG-12 AND /OR JURISDICTIONAL STANDARD RAMP CONSTRUCTION PARKING INDICATOR t2 INDICATES THE NUMBER OF TYPICAL PARKING SPACES TEST PIT LOCATION CONICAL SLOPE SLOPES TO BE STAEYU2ID PURSUANT TO VIRGINIA EROSION AND SEDIMENT CONTROL HANDM VEHICLES PER DAY COUNT 10o vPD PROPOSED BUILDING ENTRANCE EXISTING STREET UGHT ° PROPOSED STREET LIGHT PROPOSED STREET NAME SIGN + PROPOSED SANITARY LATERAL CLEANOUT / SANITARY MANHOLE IDENTIFIER 100 12 STORM DRAIN STRUCTURE IDENTIFIER 18 0 CONTRACT PURCHASER SIGNATURE. (DATE) 511/06 Page 1 of I PROPOSED WATER VALVE PROPOSED WATER METER m EXISTING REDUCER - iy 10 _ PROPOSED REDUCER 1 -W STOP SIGN T HANDICAP RAMP (CG -12) DENOTES LOCATION OF STD "T CG-12 AND /OR JURISDICTIONAL STANDARD RAMP CONSTRUCTION PARKING INDICATOR t2 INDICATES THE NUMBER OF TYPICAL PARKING SPACES TEST PIT LOCATION CONICAL SLOPE SLOPES TO BE STAEYU2ID PURSUANT TO VIRGINIA EROSION AND SEDIMENT CONTROL HANDM VEHICLES PER DAY COUNT 10o vPD PROPOSED BUILDING ENTRANCE EXISTING STREET UGHT ° PROPOSED STREET LIGHT PROPOSED STREET NAME SIGN + PROPOSED SANITARY LATERAL CLEANOUT / SANITARY MANHOLE IDENTIFIER 100 12 STORM DRAIN STRUCTURE IDENTIFIER 18 0 CONTRACT PURCHASER SIGNATURE. (DATE) 511/06 Page 1 of I 0 CONTRACT PURCHASER SIGNATURE. (DATE) 511/06 Page 1 of I I I ( 1 I Y i , •. PHASE 28 I1RIVERCHASE i \ TOT 334 - ---- .\ - "?C DUNLORA I USE DENIAL 1 iF D.B. 1344 PG. I LOT 239 8 7 \ ` USE RESIDENTIAL 0 LOT 335 USE RESIDENTIAL OR PHASE _ - •/ - '1 RIDUNLORACREEK \ , -'' I h N D.B. 1960 PG. \ , - 207 ': ._-- -- ' ' = :: - - -- - -- -- ' _ - S . ;`` .i ' _ _ _ JT /: _ ____ _ -_ EXIST aG SAN. EAS \i USELOT 236RESIDE0 DRAINAGE AND STORI WAjER ",•'D\ .:';'`• -.:', ; ?7•,1 `.. \, _ _ - ___ __ _ ___ —____ _ __ _ _ `...'' '- - '1 MANAGEMENT'E > — .. :' - z ; n ' .i ^' j • Y rn D.B. 1960 P6 0'1 ''' USE: DRAINAGE AND$ - ,111kA . ', - _7_ „ ` <i \RESERVED AREA MANAGEMENT >--;> + v' USE: OPEN SPACE "• VACANT) , \B -: Ua. r T /. ` \ .• 'x. f :> :;: ,`Y 7- _.- - art+..- - / v: A w E - q M G K v SOILS DATA Y -'M i NAti D 83 NORTHH Y ft INDICATES SLOPES OF 25% OR GREATER I `4• y : \' , f. .. ter >• L . / .. - _ - __ iUNIPIA F.•: ',I6 \ ,i: o — to I \` r.;: \ t' ` W' • ,: _i, '.( _ \\ •\ 'l "- — W BMP AND DRAIN '`E f, ';e: /. - L _ T- a • \ ' tt - .d C)i: 1D.B. 2215 P(T, \.., ':, . _ V - , : .,/ , A% -7 ". ____ _ _ _ G . - _ N USE: BMP AND DRAI ''t 17`6.3. of V "i% ' N. i ' -J:• : ?' I {: _ _ _ _ - ofp .:v . • r ----- - - -- -- - \ " - -'_ -- _ _ PHASE AT. 0C. /f• /), '!V` _ \, I ' 'h ' l! • ' v, - -' ^ 'RIVER CHASE 0 PHASE 38 \ \ a -- •- i',T /:: /,;,:; ., :;;: : _ _F .: - - _ ___ \ _ r• :•' -'• - ___. - ___ . ` 10 DUNLORA F > /. 1 i T ` tl: ' I ' - _ ' D.B. 1408 PG. OulRIVI:RCREST . ..v /,: `.( !../ _ '\ \ ', J:.' :' i' - 4 344 GO D.B. 2215 PG. •,., .: / °: is .a, • /;,' /., _ - - a •'' ____ __ _ N ` O 161 •. .:... :.: .... :. .:. - - - `.\ - \ U OPEN SPACE (VACANT) _ ' ''i r;;'::r r' -USE s'•y .:;'. ti '< .t. ---[\ \ 1 `• ' i :. USE: DEDICATE ~ a vrr''I t },.• •, OPEN SPACE \ E. .. . , i y — mss•.; - -. •- -__ RFVEO.A' _s .i -' -_ -- - I I _ \ tLSEi- -dPEYJ :'::..:..- i'" 1 7 ' - - - __SPACDT(VACANQ, ?:' _ EX. 20 5111 ESMT , //. t 1 - ::• `` - LOT 382 ,_ + `,; - // \\ ! I 1 \\ %':: .1 USE RESIDENTIAL // \ ,1 I \ _ % _ ' - - -- i F LOT 361 \ \y' i _ -' _ -'' --- --- \ 11:`' --USE RESIDENTIAL , \ .. \ k. Nr - 1, ; vi %•_ yY,:' • ` 't \ ; 1 't { '1 A 1.J 1IzI Lp i -I 11 //USE RfSDfNIAL \ 4w — ------ -- - - ---P CRON 1 \ \`\ I 4Yio _ i i F111i2C I U -:11 o V O O 0 EXISTING 4' \ ! CONCRETE I 0-4 \ / ' 1 SIDEWALK LOT 361 USE RESIDENTIAL 1 62401.' N 09'[`9'13',Y -' r. = '.•"`'.:• 4FR / 1STA1I J PARS \ v9 EX 15'Li RESERVED AREA ___ - ; 1T /// D; Y 1USEOPENSPACE LOT 395 VACANT) 1 1 usE: RESIDENTIAL raseJaT oe lex ac lea USE: OPEN LOT 394 I ri SPACE (VACANT) 1 h+4I— r / 1 USE RESIDENTIAL EXIST.ATERAL LOT 396 USE RESIDENTIAL ' PHASE 3B RIVERCREST V. OUT 29.6 =- ` -- EXISTING bnirc -42 -2 MANHOLE D.B. PC. INV. N=411264N=41126 461 1 USE - -i `\ ° 1114444W44#0000 LTH 0I °,iIoeg1` f o00 EXISTING 4' _i CONCRETE - ' — -_ SIDEWALK I + AIICHAEI F. EXISTINGV I I Lie. No. 28 1 I IL9 I EXISTING SAN. EASEMENT •00TlI 00 0N11111 i0ID1V 0111% 111AL GRAPHIC SCALE ENGINEERING GROUPE PROJECT STATUS DATE: 5/07/08 50 0 25 50 f00 20D SCALE: 1"=50' DESIGNER: TED IN Fm DRAFTSMAN: TED L 1nob - 50 it FILE NO. SP -010CH DATE ACTION SHEET 3 OF 15 SOIL SOIL OF DRAINAGE DEPTH TO EROSION SURFACE NAME SITE BEDROCK (in) HAZARD RUNOFF ALBEMARLE FINE2CSANDYLOAM 32'1% WELL 40 -60 SEVERE RAPID 21 B CULPEPER FINE 1.4% WELL >= 50 MODERATE MEDIUM SANDY LOAM 66.5% XCESSIVE SEVERE RAPID39DHAZELLOAME20-40 G: \Project \Dunlora Gates \ENG \DWG \00- K0101.dwg, 00- 0401, 1113/2009 12:01:23 PM, allenc, 1:113/2009 12:01:23 PM, allenc, 1:1 G: \Project \Dunlora Gates \ENG \DWG \00- K060O.dwg, 00- K0601, 1/13/2009 12:01:34 PM, allenc, 1:1 1 x 31 RESERVED AREA USE: OPEN SPAC VACANT) ll - s -_ 0 TEMP. 30' / [ ; r GRADING E LOT 394 USE: RESIDENTIAL PC = 10 +06 END PROPOSED 5' iCONCRETESW NOTE: CONTRACTOR SHALL UNCOVER ALL SERVICE LINES TO EXISTING LOTS PRIOR TO INSTALLING 6" MAIN. EVERY PRECAUTION SHALL BE TAKEN TO PREVENT DAMAGE TO THESE EXISTING LINES.LOT 393 USE: RESIDENTIAL EXISTING 4' CONCRETE SIDEWALK EXISTING DRIVEWAY NEW SERVICES TO BE INSTALLED AND TESTED WITH NEW MAIN. CONNECTION TO THE NEW SETTER WILL BE MADE ON CUSTOMER SIDE AFTER SETTING. IS PRIOR TO CONNECTING WORK IN THIS AREA, A TEST PIT SHALL BEEXCAVATEDANDTHEHORIZONTALANDVERTICALLOCATIONOFTHE EXISTING UTILITY SHALL BE DETERMINED. 1 -6" VALVE LOT 395 USE: RESIDENTIAL cn. 1 z 11 I — m p Iria ' I EX!ST. n LATER z i I LOT 396z / I m C - _ j J USE: RESIDENTIAL 0 o I z m 11 V. OUT 29.6 - - - - En _ _ I I I BM - SA - I; ! A I TOP-420.. II MI II I STREET 18' I NEW WATER SERVICE TY') wl i inJ; III ZJ I V h O I> o 1 Y ° II I \ L GASLINE APPDX. LOCATION CENTERLINE SHEPHERDS RIDGE COURT G 20' NT DB RECQNNECT EX. LATERAL PG 184 INSTALL NEW LATERAL AS SHOWN TO Wf 395. EXISTINGATERALTOREMAININSERVICE UNTIL \\NEW LATERAL IS -1N USE. APORARY. PUMPING MAY BE REQ'D. 1 EXISTING N Ira- 42- 2 'MANHOLEIKV. IN= 413.126 I NAD 83 NOR \.17i I I I I I I EXISTING SAN. EASEMENT I I j I I I i i I I I II f /E' SHE I T 4 7 USE: OPEN SPACE (VACANT) PHASE 313 RIVERCREST DUNLORA D.B. 2215 PG. 461 GROUPIE PROJECT STATUS GRAPHIC SCALE IN FRET ) I lnon - 30 & V 1 n o U C E-z 0OV` N c z a G q N O 0 0 M M n N H w Eo A N N N v N 0 C. w RESERVED AREA USE: OPEN SPAC VACANT) ll - s -_ 0 TEMP. 30' / [ ; r GRADING E LOT 394 USE: RESIDENTIAL PC = 10 +06 END PROPOSED 5' iCONCRETESW NOTE: CONTRACTOR SHALL UNCOVER ALL SERVICE LINES TO EXISTING LOTS PRIOR TO INSTALLING 6" MAIN. EVERY PRECAUTION SHALL BE TAKEN TO PREVENT DAMAGE TO THESE EXISTING LINES.LOT 393 USE: RESIDENTIAL EXISTING 4' CONCRETE SIDEWALK EXISTING DRIVEWAY NEW SERVICES TO BE INSTALLED AND TESTED WITH NEW MAIN. CONNECTION TO THE NEW SETTER WILL BE MADE ON CUSTOMER SIDE AFTER SETTING. IS PRIOR TO CONNECTING WORK IN THIS AREA, A TEST PIT SHALL BEEXCAVATEDANDTHEHORIZONTALANDVERTICALLOCATIONOFTHE EXISTING UTILITY SHALL BE DETERMINED. 1 -6" VALVE LOT 395 USE: RESIDENTIAL cn. 1 z 11 I — m p Iria ' I EX!ST. n LATER z i I LOT 396z / I m C - _ j J USE: RESIDENTIAL 0 o I z m 11 V. OUT 29.6 - - - - En _ _ I I I BM - SA - I; ! A I TOP-420.. II MI II I STREET 18' I NEW WATER SERVICE TY') wl i inJ; III ZJ I V h O I> o 1 Y ° II I \ L GASLINE APPDX. LOCATION CENTERLINE SHEPHERDS RIDGE COURT G 20' NT DB RECQNNECT EX. LATERAL PG 184 INSTALL NEW LATERAL AS SHOWN TO Wf 395. EXISTINGATERALTOREMAININSERVICE UNTIL \\NEW LATERAL IS -1N USE. APORARY. PUMPING MAY BE REQ'D. 1 EXISTING N Ira- 42- 2 'MANHOLEIKV. IN= 413.126 I NAD 83 NOR \.17i I I I I I I EXISTING SAN. EASEMENT I I j I I I i i I I I II f /E' SHE I T 4 7 USE: OPEN SPACE (VACANT) PHASE 313 RIVERCREST DUNLORA D.B. 2215 PG. 461 GROUPIE PROJECT STATUS GRAPHIC SCALE IN FRET ) I lnon - 30 & S o MICHAEL F,/ + Z U Uc. No. J 28 pp- q. DATE: 5/07/08 SCALE: 1" = 30' FILE NO. SP -010CH DATE I ACTION SHEET 5 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K060O.dwg, 00- K0602, 1/13/2009 12:01:46 PM, allenc, 1:1 I 1.23.1 V 1 n C E-z Z c z a cn O n Eo A cl) w zw 0 Z v OO tonw 00a roOO w 0 O 0 S o MICHAEL F,/ + Z U Uc. No. J 28 pp- q. DATE: 5/07/08 SCALE: 1" = 30' FILE NO. SP -010CH DATE I ACTION SHEET 5 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K060O.dwg, 00- K0602, 1/13/2009 12:01:46 PM, allenc, 1:1 I 1.23.1 V 1 C E-z c z a cn z Eo A cl) S o MICHAEL F,/ + Z U Uc. No. J 28 pp- q. DATE: 5/07/08 SCALE: 1" = 30' FILE NO. SP -010CH DATE I ACTION SHEET 5 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K060O.dwg, 00- K0602, 1/13/2009 12:01:46 PM, allenc, 1:1 I 1.23.1 1D EXISnN SIDEWAJ GRAPH] IN 1 1noh G: \Project \Dunlora Gates \ENG \DWG \00- Kl600.dwg, 00- K1601, 1/13/2009 12:01:58 PM, allenc, 1:1 111. V, u NAO 63 N o 0 ro o O C)ocqcq O Q 1 O MD, hilI. y,. _.__ 1 .•S•G R 7 r: r ly"I In L I Ix U VH sL i PROP 4 Pam. ,•PuRn+ic ,V j l w, ' wtu s, ; d5411.3N pL . L MS 3l31AtpJ .S.'JWW t__PUBpCRpwl ' yrsr,,LE A r 1 1.ino u sAL•Ga. v FYI FP p u i 1 z X 1 7 r r u r \A ..k. .. 1 0s ii X I oz°4 InWPBfIOOIC Pi i_ o9 1 O 52S m U VEAM 0 0` g o K 1 A J f0.flp U V)Z a O z Lu W 0 UZW TOWNBROOK CROSSING TO TOWNBROOK COURT TOWNBROOK CROSSING 0 Z En O En 0 50' RIGHT -OF -WAY 50' RIGHT -OF WAY n w DESIGN SPEED = 20 MPH o a SEE SHEET 2 FOR TYP.SECTION DESIGN SPEED =20 MPH SEE SHEET 2 FOR TYP. SECTION C SCALE co0 100 200 N N W I I rn Q C) FEET O N 50 ft O Z Z N o N.m.m ash D o n v m Zy Hv0 DID _.va M V ti Ni N N N 13a N 0d-v v v v D 46 N o to v N dydmcom (`7 m 7 mv m v vvN NvvN _-v Nv vvN NvvN vv N vv vv O 0 M(h m(7 M('1 mN MN cu u O Oxm vv vv vv X X v ry vv vv vv ry Xa-Li (L 4W LJ 450 450 L'i CL 5:1.71 SD rn 17 7 K -Val 1 60.00C 193.65 7.0 K SD al W Car 440 a440 L) 0 p; 119.04 D r , `l EX. GRADE EX.GRADE A A W 1 .689,I BRL RT.o y U BRL LT.a F+ mo 00.00 VC 0.329435I01J -02-SD 1 m 6.7 K -Val FR D Tn m O o C,SR E EXGRDEA CA STREE o YU V1 Z+W7PWAfERtB'IEGRA,889 o OzzRLLECONTROLLED TO BE COMPA TED ALL- TO 95%i m a 430 Lzo1.5'FA r.= n n MAXIMUM - DENS MOISTURE CONTENT TY0 -- O"MU EX.GRAD o A O w R1R p¢Q ~. PROP.GR DE wZ TQ'r o C/L S EET i m t`24j!w 425—425 425 1 i pofWzm i W N I-, um:w 1TYP. .5' CLEAR OJS p o420z m F X L)W W p U v^Z N W f 0 pZ ZW z Z n o x 10 w Ln N EX. C RAE STREET 1.5 CLEAR TYP ]415 0 nr1 xm n I II r II II II II TYP J In Nj p'ytormmm z z z mr u)>o C)n m Z m O MIUHAEt F. RS X X X oN O v W Nm M N X V) ZU .c. ND. 3028 ai Z O v W J 00 F J JHt0p N O v W n NNW et0 p W N Q v O n OW v d' W W o 1 F.w z0 a za z a U II w m 11 m In em w it !!! v 0a n vl n m 405—A05 S,\\D_n a a n N e.ci `o-n a n.a wx tozm II II II o._ W m 000 0ML 1 ° o11111\ II II II II II N u II Nr II a r NV n p r M II n II n II n 0 I 0,mL II II o.0 oo o II II II ENGINEENGINE GROUPE PROJECT STATUS DATE:5/07/O$O M 00 N m r o N N N h O n II O 1 v u1 O M L 0 m N>i 0iJ sf d' o d.toto nm n n O 1 — 5D'r z n z a z n M LOn a z I.N N N v+O+.U O DESIGNER: ARC 11 +12 13 14 15 16 +17 7 8 + 9 10 11 12 DRAFTSMAN: ARC FILE NO. SP -010CH DATE ACTION SHEET 6 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- Kl600.dwg, 00- K1601, 1/13/2009 12:01:58 PM, allenc, 1:1 111. V, 4, G: \Project \Dunlora Gates \ENG \DWG \00- K2200.dwg, 00- k2201, 1/13/2009 12:02:11 PM, allenc, 1:1 SANITARY LATERAL SCHEDULE DUNLORA GATES LOT STATION_ INVERT CROWN LATERAL LAT. ELEV.GROUND BSMT. FLOOR NO.@ MAIN ELEV. LENGTH @ END.ELEV.ELEVATION E SAN 1 TO SAN 2 71.88 FEET OF 8" SAN. @ 0.50 %; LOW ETD INV.= 414.68 0 12 0 +70 415.03 416.31 10 416.52 423.0 424.29 o c. SAN MH 2 0.00 FEErOF 8" SAN. @ 0.00 %; LOW ETD NV ,= 415.04 N a 13 0 +00 415.04 415.37 10 415.58 425.0 425.31 SAN 3 TO SAN 4 173.14 FEET OF 8" SAN. @ 0.50%; LOW ETD INV.= 415.91 L'r v 7 0 +20 416.01 --- f -16.01 417.29 1 10 1 417.50 420.5 415.45 6 01 +15 416.49 417.77 1 10 417.97 421.0 414.84 0 0 5 01 +50 416.66 417.94 1 10 418.15 422.6 416.84 U m SAN MH 4 0.00 FEET OF 8" SAN. @ 0.00 %; LOW ETD NV =416.78 4 0 +00 416.78 417.11 10 1 417.32 423.5 418.84 J q w SAN 5 TO SAN 6 76.00 FEET OF 8" SAN. @ 1.88 %; Low END NV .= 418.86 3 0 +10 419.05 420.33 10 420.54 427.6 421.14 v Eq 16 0 +40 419.61 420.89 46 421.85 428.0 430.81 W c 2 0 +45 419.71 420.99 10 421.19 428.9 423.14 v 17 0 +68 420.14 421.42 47 422.39 429.3 432.81 v 1 0 +72 420.21 421.49 10 421.70 429.8 425.14 a SAN 6 0.00 FEET OF 8" SAN. @ 2.00 %; LOW END INV.= 420.29 18 0 +00 420.29 420.62 51 421.68 1 430.8 434.81 SAN 1 A 0.00 FEET OF 8" SAN. @ 0.00 %; LOW ETD NV= 415.23 15 0 +00 415.23 415.56 36 416.31 423.9 426.65 14 0 +00 415.23 415.56 10 415.77 423.9 426.65 SAN 2 TO SAN 2A 98.31 FEET OF 8" SAN. @ 0.60%; LOW END INV.= 415.24 11 0 +88 r 415.77 417.05 10 417.26 421.0 423.62 SAN 2A 0.00 FEET OF 8" SAN @ 0.00 %; . LOW END NV = 415.83 10 0 +00 415.83 416.16 10 416.37 421.0 414.88 z 0 In SAN 3 TO SAN 3A 36.69 FEET OF 8" SAN. @ 0.60 %; LOW ETD NV .= 415.91 jW 8 0 +36 416.12 417.40 10 417.61 420.6 414.78 f w SAN 3A 0.00 FEET OF 8" SAN @ 0.00 %; LOW END NV = 416.13 z 9 0 +00 416.13 416.46 10 416.67 1 420.3 413.45 0 U)rnwx0D 0 N W Q O SA A A S SA A A SA S S SA 3A.s2 1.0 IA 2 __4 5 6 7 1B.O It N T O N p Q.a .. O t7 Mj O O)1 M 4 F Qi O It a r T I II a 0 v IIitII a II II EL d a a-a I a a-a o z AW 465 a J U 430 w 43 430 3 0 EX. GRADE 0 CA PIPE QQI,'1 EX. G ADE X. GRADE -E- Z 425 C/PIPE J PR',P.GRAL,425 425 CA PIPE a o L PIPE E - aH'• i PROP.GRADE ROP.GRADE PIPE EX GRAD E r ,CA PIPE L PIPE. _di W a F 420 PROP: GRADE 420 420 PIPE 1.W o 0 V1 Pro WPVCC7 a 173 4' -8" DI 50 1415 415 415 4,15 36.69' -8 1Q-17 - g - pre 0,507.1 1.88 8'DIP 0050 1.5'AR COMPACT FILL DIP 0.50%28.49' N 1.5' C AR n TYP.m r TO 95Y.0 0 00o Q oo 21.85'I 14.88'8 DIP TIP.)o r F r F d g"0.50%J J J J J._J JJ 1 J J J m J a a¢0150%Z a 9 N'to N al N 410 Ho 410 0 z In.F n z N W.._ 8 I II O II II II O 00 OJ J__ II _..O -I._U N II II O mD O O O O J J_O J W Z p ir O n 0 g o O O O O 405 Ld 405 it II M O o M O w a Z400 o 0000ko04406 M f N MICHAEL F. .• Z x O M x 7 ! t6 x x x x M x x N Oiul 2 d V r1*Lic. No. 28 e cn Z N z I z N a III <z t 1111 ..z N z N z a Z 11 .h -dz d 11 ^i Z II - z Ia v i 0 Ir w QQ N y n En ZZ MN. OZZ Q'M - I, Z y n 0 p y p. N QNdO M_N pNI? MN aZ MW In tM., Q . nZZ O 111 1 J JJ Mn vM nN mtDa NN doo J NVIN roo J coW J v d 'NN \ o O tnN \ o O II' 10'•' IIIINp ¢o CO.)oo-p o o o a00 p d c>oo , II0 II II1n IIa Itn I 11N IIa_1 II¢r-4 _np II¢¢4 IIo IIF IIo II1 ito I b II °° II i II .. n o 11 IIr 11 II II II ENGINEERING GROUPE PROJECT STATUS DATE: p05 /07 /OtJOOpOOIInNOIItoZwOO_Z 0 Op.N Q.ZZ..OO O OO O O w OZZ.OOOoOZNOz.22 OZ Ozz..r;Ozz O_i ri Qo OZZ..._p o+ n >SCALE: 1 = 50 m m zo o zZzzzzzzzzzzzzzzZZzzzZ.ZZ.Z zzz ° DESIGNER: ARC 10 11 12 13 14 15 16 17 10 11 10 11 10 +DRAFTSMAN: ARC FILE N0. SP -OtOCH DATE ACTION SHEET 7 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K2200.dwg, 00- k2201, 1/13/2009 12:02:11 PM, allenc, 1:1 a crnPRA SFwFR nFSIGN COMPUTATIONS FROM TO Material DRAIN- AGE AREA acres) RUN- OFF COEF. C" INCRE- MENT CA acres) ACCUM- ULATED CA acres)I (in /hr) INC. "Q" cfs) ACC. "Cl" cfs) PIPE DIA. in) SLOPE ft/ft)N MAX "Cl" cis) Velocity ft/s) LENGTH OF RUN ft) INV. UPPER ft) INV. LOWER ft) UPPER TOP (ft) Flow / Full Cap. 6B 6A Concrete 1 0.42 0.71 0.3 0.3 6.67 2 2 15 0.04982 0.013 14.42 8.27 22.28 405.62 404.51 412 13.9 6A 6 Concrete 0.55 0.7 0.39 0.68 6.67 2.59 4.59 15 0.059796 0.013 15.8 11.16 166.4 404.26 394.31 410.61 29.1 6 5 Concrete 0.19 0.51 0.1 0.78 6.67 0.65 5.24 15 0.096382 0.013 20.05 13.75 64.95 394.76 388.5 399.26 26.2 2A 2B Concrete 0.39 0.63 0.25 0.25 6.67 1.65 1.65 15 0.005 0.013 4.57 3.42 33.56 413.95 413.78 418.2 36.2 2B 3 Concrete 0.72 0.71 0.51 0.76 6.67 3.44 5.09 15 0.061364 0.013 16 11.58 133.86 413.53 405.32 418.2 31.8 3 4 Concrete N/A N/A j N/A 0.76 6.67 N/A 5.09 15 0.048295 0.013 14.2 10.61 100.42 393.85 389 410 35.8 10 11 Concrete 0.77 0.65 0.5 0.5 6.67 3.37 3.37 15 0.005017 0.013 4.58 4.08 33.88 428.02 427.85 432.5 73.5 11 12 Concrete 0.74 0.65 0.48 0.98 1 6.67 1 3.23 6.6 15 0.010712 0.013 6.69 6.21 56.01 427.6 427 432.5 98.7 9 EX 1 Concrete 0.35 0.65 0.23 0.23 1 6.67 1.53 1.53 15 0.00596 0.013 4.99 3.57 63.75 427.27 426.89 432.2 30.7 EX 1 EX 2 Concrete 0.4 0.65 0.26 0.49 6.67 1 1.75 3.28 15 0.034546 0.013 12.01 8.33 114.63 1 426.64 422.68 431.08 27.3 STORM SEWER INLET COMPUTATIONS NUMBER TYPE DRAIN- AGE AREA acres)C CA acres)I (in/hr) Local Rational Flow (cfs) Total Bypassed Flow (cfs) Total Flow To Inlet cfs) Side Slope (H : V) Bottom Width (ft) T SPREAD ft)E ( %) Q; INTER- CEPTED cfs) Total Carryover Flow (cis)d (ft) 6B Ditch DI -5 0.42 0.71 0.3 5.18 1.56 0 1.56 0.5 3 3.12 100 1.56 0 0.12 6A Ditch DI -5 0.55 0.7 0.39 5.18 2.01 0 2.01 0.5 3 3.14 100 2.01 0 0.14 6 Ditch DI -5 0.19 0.51 0.1 5.18 0.51 0 0.51 0.5 3 3.06 100 0.51 0 0.06 2A Ditch DI -5 0.39 0.63 0.25 5.18 1.28 0 1.28 0.5 3 3.1 100 1.28 0 0.1 26 Ditch DI -5 0.72 0.71 0.51 5.18 2.67 0 2.67 0.5 3 3.17 100 2.67 0 0.17 10 Ditch DI -5 0.77 0.65 0.5 5.18 2.61 0 2.61 0.5 3 3.17 100 2.61 0 0.17 11 Ditch DI -5 0.74 0.65 0.48 5.18 2.51 0 2.51 0.5 3 3.16 100 2.51 0 0.16 9 Ditch DI -5 0.35 0.65 0.23 5.18 1.19 0 1.19 0.5 3 3.1 100 1.19 0 0.1 EX 1 Ditch DI -5 0.4 0.65 1 0.26 5.18 1.36 0 1.36 1 0.5 3 3.11 100 1.36 0 0.11 SCOUR COMPUTATIONS MAX V2: 2 FPS SCOUR COMPUTATIONS ARE PER VDOT HDA 06 -03.1, DATED SEPTEMBER 1, 2007 GRADE OF PIPE GRADE OF PIPE 3 6.5'x4' 1.5' C STM 12 OUTFALL STM 2 OUTFALL STM 8 OUTFALL STM 4 OUTFALL STM 5 OUTFALL It Ln SLOPE ( %)2.25 1.01 6.25 4.83 8.56 Q2 (CFS)6.6 2.08 2.17 5.09 5.24 V2 (FPS)8.49 5 9.17 10.61 13.18 RR REQ.ECA CLASS I EC -3 EC -1 CLASS I EC -1 CLASS I EC -1 CLASS TYPE A B A A A L (FT)3.77 5 6.25 6 3.75 3.75 S (FT)3.5 3.75 6 3 .75 3.75 AREA (SF)14.06 23.44 1 36.00 1 14.06 14.06 O EX. GRA E SCOUR COMPUTATIONS ARE PER VDOT HDA 06 -03.1, DATED SEPTEMBER 1, 2007 GRADE OF PIPE GRADE OF PIPE 3 6.5'x4' 1.5' C N GRADE iip Y,- 10 YR H DDWATE It Ln W N W r L OF PIPE 35.24' -21" W NC p II II It N II O II ROP. GRADE ® PRO _G LO O N II CA OF PIPE O1-I CA OF PI E 0 Z OZ 0 M O EX. GRA E j CA OF PIPE Z o ZZ O 10 + 10 + w j r TW TYP.) N 33. BB Q 1 3.75' - 15 R 0.60%425 EC -1 4'x4' 1 51.12' - 1715RCPC1 0 15 RC 0.50 OZ X.. J 3 II O II N N r-MCS 10 tio11 N 0 N Y,- 10 YR H D DWATE It Ln W N W r 35.24' -21" W NC p II II N It N II O II d-O III LO O N II O1-Ir 0 Z OZ 0 M O cM0 O Z O Z o ZZ O 10 + 10 + LE R w ° 1.02% FQ NZ w U' OZ Tw xz_ J -1Of 3 ,1 3 II (aN N N II 1 I I HGL COMPUTATIONS 12/19/20)8 12:03 Culvert Design: STM 1 TO STM 2 File: Design Parameters Section Shape: rcular Material: - - CM /Alumirnum - - Diameter: i .00 in Manning s : 0.0130 umber o arrest Inlet Inlet Type: He dwall Ke: 50 Inverts - t, Flnvnlln Outlet Inv Elevation: 421 3 ft i OTE: ALL STOR DRAINAGE IPES TO BE CLAS III RCP L S R S E InZ Z U) w 7W f2 o } Z L) Iw C Z U O M U V) w a ao N N W 0 M Q O N z co z 0 m w O i•i r, A E 10--I10--I z i C) N Tn F O I w c 0 f e 2 0 MICHAEL F. a ZZLic. fNo.3 28 l' aN O N L X O Ala NM t(7 N / .,tom \ m ". \ 37i - -I I__ - I I 1 .1 Hydraulic Gravity Tailwater Total inlet Energy Hydraulic Grade Intercepted Bend Top Element Velocity Average Elevation Section Rational Slope Grade Line Out Velocity Rational Velocity Angle Elevation Headloss Headloss Head In Velocity Label (ft) Size Flow (cls) Length (ft) (ft/ft) Line In (ft) (ft) In (ft/s) Flow (cfs) ft/s ( Out ) (degrees) (ft) (ft) Method (ft) (ft/s) 6B 2 406.29 406.18 3.73 2 3.73 412 0.11 Standard 0.22 66 to 6A 15 22.28 0.044 406.18 405.33 3.73 2.36 90 0.86 0.22 8.27 6A 2.59 405.33 405.13 5.05 2.59 5.05 410.61 0.2 Standard 0.4 6A to 6 15 166.4 0.056 405.13 395.91 5.05 3.74 75.39 9.22 0.4 11.16 6 0.65 395.91 395.69 5.36 0.65 5.36 399.26 0.22 Standard 0.45 6 to 5 15 64.95 0.066 395.69 388.94 5.36 13.75 0 6.75 0.45 13.75 5 387.02 387.02 387.02 0 0 389.75 0 0 2A 1.65 414.72 414.68 2.23 1.65 2.23 418.2 0.04 Standard 0.08 2A to 2B 15 33.56 0.001 414.68 414.66 2.23 1.78 0.12 0.01 0.08 3.42 2B 3.44 414.66 414.45 5.29 3.44 5.29 418.2 0.22 Standard 0.43 26 to 3 15 133.86 0.052 414.45 405.8 5.29 11.58 65.51 8.64 0.43 11.58 3 394.98 394.77 5.29 5.29 410 0.22 Standard 0.43 3 t 4 15 100.42 0.039 394.77 389.52 5.29 10.61 0 5.25 0.43 10.61 4 387.02 387.02 387.02 0 0 390.25 0 0 10 3.37 429.07 428.99 3.31 3.37 3.31 432.5 0.09 Standard 0.17 10 to 11 15 33.88 0.003 428.99 428.92 3.31 3.01 0.12 0.06 0.17 4.08 11 3.23 428.92 428.63 6.08 3.23 6.08 432.5 0.29 Standard 0.57 11 to 12 15 56.01 0.011 428.63 428.01 6.08 6.21 0 0.62 0.57 6.21 12 427 427 0 0 428.25 0 0 9 1.53 427.85 427.76 3.43 1.53 3.43 432.2 0.09 Standard 0.18 9 to EX 1 15 63.75 0.005 427.76 427.52 3.43 2.47 6.79 0.24 0.18 3.57 EX 1 1.75 427.52 427.37 4.41 1.75 4.41 431.08 0.15 Standard 0.3 EX 1 to EX 2 15 114.63 0.030 427.37 423.13 4.41 8.33 0 4.24 0.3 8.33 EX 2 422.68 422.68 0 0 423.93 0 0 Length: 35.24 ft Slope: 0.310216 ft /ft- Culvert Calcula ion. - - Discharge: 2.76 cfs ea wa er eva Ion: Toilwater Elevation: 0.00 fft -- - - Downstream Velocity. 4. ft/s Downstream Flow Depth: 0. 9 ft _ Flow Contr I Type: Ou et Conttrol S S S S S S S S 6 6A 6 2B 2A a O O o O M O N 0 Id °a 11 It a o_ a- EL F o a o 0 490 430 415 425 C PROP. GRAD ® - - CA OF PI E / PROP. GRADE CA OF PIPE ° - C OF PIIPE ' 5 ° / °w a o _ W - of i - Of D CLEARCY OF PIPE 1. CLEAR N Cli D / 2 G / D 3.0' YEAR 50 15 RCMINTYP.) P GQ / NRL wo K d 1ElGQ II ` r w M66. 15 z o _ _ Z Z _395 e /M 405 o x Cr X z w N P ® / N N EC- 14'x4' n I 380 390 1 10 P 1 EC -1 4' - - II II ° iv It II M II MO II O II II p Mo II II n u * O u o u "t u"' it N u O u n' 11 11 ENGINEERING GROUPE PROJECT STATUS DATE: 5/07/08E- i- H 1- F- H {- N 1- F- 4 H O = II O O 00 _ _ N = II 6 o, _ •d = II N = II m Oo 0 ' o? ro o ci o? N o? 00 0 0 O? 't o? - mo o SCALE: H- 1" = 59'o M m r +> + >> +>> + +> +jj - 4- +> V• 1 e 71 o z zz z O z O zz N zz N O z zz N zz N z DESIGNER: TED 10 + 11 10 + 11 + 12 + 10 + 11 + 12 + D NSO AN: TSP -010CH DATE ACTION SHEET 8 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K2800.dwg, 00- k2201, 1/13/2009 12:02:21 PM, allenc, 1:1 1 Z3 Q1 Y,- 10 YR H DDWATE EL. = 42 .45 - 35.24' -21" 12R 1 I I HGL COMPUTATIONS 12/19/20)8 12:03 Culvert Design: STM 1 TO STM 2 File: Design Parameters Section Shape: rcular Material: - - CM /Alumirnum - - Diameter: i .00 in Manning s : 0.0130 umbero arrest Inlet Inlet Type: He dwall Ke: 50 Inverts - t, Flnvnlln Outlet Inv Elevation: 421 3 ft i OTE: ALL STOR DRAINAGE IPES TO BE CLAS III RCP L S R S E InZ Z U) w 7W f2 o } Z L) Iw C Z U O M U V) w a ao N N W 0 M Q O N z co z 0 m w O i•i r, A E 10--I10--I z i C) N Tn F O I w c 0 f e 2 0 MICHAEL F. a ZZLic. fNo.3 28 l' aN O N L X O Ala NM t(7 N / .,tom \ m ". \ 37i - -I I__ - I I 1 .1 Hydraulic Gravity Tailwater Total inlet Energy Hydraulic Grade Intercepted Bend Top Element Velocity Average Elevation Section Rational Slope Grade Line Out Velocity Rational Velocity Angle Elevation Headloss Headloss Head In Velocity Label (ft) Size Flow (cls) Length (ft) (ft/ft) Line In (ft) (ft) In (ft/s) Flow (cfs) ft/s ( Out ) (degrees) (ft) (ft) Method (ft) (ft/s) 6B 2 406.29 406.18 3.73 2 3.73 412 0.11 Standard 0.22 66 to 6A 15 22.28 0.044 406.18 405.33 3.73 2.36 90 0.86 0.22 8.27 6A 2.59 405.33 405.13 5.05 2.59 5.05 410.61 0.2 Standard 0.4 6A to 6 15 166.4 0.056 405.13 395.91 5.05 3.74 75.39 9.22 0.4 11.16 6 0.65 395.91 395.69 5.36 0.65 5.36 399.26 0.22 Standard 0.45 6 to 5 15 64.95 0.066 395.69 388.94 5.36 13.75 0 6.75 0.45 13.75 5 387.02 387.02 387.02 0 0 389.75 0 0 2A 1.65 414.72 414.68 2.23 1.65 2.23 418.2 0.04 Standard 0.08 2A to 2B 15 33.56 0.001 414.68 414.66 2.23 1.78 0.12 0.01 0.08 3.42 2B 3.44 414.66 414.45 5.29 3.44 5.29 418.2 0.22 Standard 0.43 26 to 3 15 133.86 0.052 414.45 405.8 5.29 11.58 65.51 8.64 0.43 11.58 3 394.98 394.77 5.29 5.29 410 0.22 Standard 0.43 3 t 4 15 100.42 0.039 394.77 389.52 5.29 10.61 0 5.25 0.43 10.61 4 387.02 387.02 387.02 0 0 390.25 0 0 10 3.37 429.07 428.99 3.31 3.37 3.31 432.5 0.09 Standard 0.17 10 to 11 15 33.88 0.003 428.99 428.92 3.31 3.01 0.12 0.06 0.17 4.08 11 3.23 428.92 428.63 6.08 3.23 6.08 432.5 0.29 Standard 0.57 11 to 12 15 56.01 0.011 428.63 428.01 6.08 6.21 0 0.62 0.57 6.21 12 427 427 0 0 428.25 0 0 9 1.53 427.85 427.76 3.43 1.53 3.43 432.2 0.09 Standard 0.18 9 to EX 1 15 63.75 0.005 427.76 427.52 3.43 2.47 6.79 0.24 0.18 3.57 EX 1 1.75 427.52 427.37 4.41 1.75 4.41 431.08 0.15 Standard 0.3 EX 1 to EX 2 15 114.63 0.030 427.37 423.13 4.41 8.33 0 4.24 0.3 8.33 EX 2 422.68 422.68 0 0 423.93 0 0 Length: 35.24 ft Slope: 0.310216 ft /ft- Culvert Calcula ion. - - Discharge: 2.76 cfs ea wa er eva Ion: Toilwater Elevation: 0.00 fft -- - - Downstream Velocity. 4. ft/s Downstream Flow Depth: 0. 9 ft _ Flow Contr I Type: Ou et Conttrol S S S S S S S S 6 6A 6 2B 2A a O O o O M O N 0 Id °a 11 It a o_ a- EL F o a o 0 490 430 415 425 C PROP. GRAD ® - - CA OF PI E / PROP. GRADE CA OF PIPE ° - C OF PIIPE ' 5 ° / °w a o _ W - of i - Of D CLEARCY OF PIPE 1. CLEAR N Cli D / 2 G / D 3.0' YEAR 50 15 RCMINTYP.) P GQ / NRL wo K d 1ElGQ II ` r w M66. 15 z o _ _ Z Z _395 e /M 405 o x Cr X z w N P ® / N N EC- 14'x4' n I 380 390 1 10 P 1 EC -1 4' - - II II ° iv It II M II MO II O II II p Mo II II n u * O u o u "t u"' it N u O u n' 11 11 ENGINEERING GROUPE PROJECT STATUS DATE: 5/07/08E- i- H 1- F- H {- N 1- F- 4 H O = II O O 00 _ _ N = II 6 o, _ •d = II N = II m Oo 0 ' o? ro o ci o? N o? 00 0 0 O? 't o? - mo o SCALE: H- 1" = 59'o M m r +> + >> +>> + +> +jj - 4- +> V• 1 e 71 o z zz z O z O zz N zz N O z zz N zz N z DESIGNER: TED 10 + 11 10 + 11 + 12 + 10 + 11 + 12 + D NSO AN: TSP -010CH DATE ACTION SHEET 8 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K2800.dwg, 00- k2201, 1/13/2009 12:02:21 PM, allenc, 1:1 1 Z3 Q1 OTE: ALL STOR DRAINAGE IPES TO BE CLAS III RCP L S R S E InZ Z U) w 7W f2 o } Z L) Iw C Z U O M U V) w a ao N N W 0 M Q O N z co z 0 m w O i•i r, A E 10--I10--I z i C) N Tn F O I w c 0 f e 2 0 MICHAEL F. a ZZLic. fNo.3 28 l' aN O N L X O Ala NM t(7 N / .,tom \ m ". \ 37i - -I I__ - I I 1 .1 Hydraulic Gravity Tailwater Total inlet Energy Hydraulic Grade Intercepted Bend Top Element Velocity Average Elevation Section Rational Slope Grade Line Out Velocity Rational Velocity Angle Elevation Headloss Headloss Head In Velocity Label (ft) Size Flow (cls) Length (ft) (ft/ft) Line In (ft) (ft) In (ft/s) Flow (cfs) ft/s ( Out ) (degrees) (ft) (ft) Method (ft) (ft/s) 6B 2 406.29 406.18 3.73 2 3.73 412 0.11 Standard 0.22 66 to 6A 15 22.28 0.044 406.18 405.33 3.73 2.36 90 0.86 0.22 8.27 6A 2.59 405.33 405.13 5.05 2.59 5.05 410.61 0.2 Standard 0.4 6A to 6 15 166.4 0.056 405.13 395.91 5.05 3.74 75.39 9.22 0.4 11.16 6 0.65 395.91 395.69 5.36 0.65 5.36 399.26 0.22 Standard 0.45 6 to 5 15 64.95 0.066 395.69 388.94 5.36 13.75 0 6.75 0.45 13.75 5 387.02 387.02 387.02 0 0 389.75 0 0 2A 1.65 414.72 414.68 2.23 1.65 2.23 418.2 0.04 Standard 0.08 2A to 2B 15 33.56 0.001 414.68 414.66 2.23 1.78 0.12 0.01 0.08 3.42 2B 3.44 414.66 414.45 5.29 3.44 5.29 418.2 0.22 Standard 0.43 26 to 3 15 133.86 0.052 414.45 405.8 5.29 11.58 65.51 8.64 0.43 11.58 3 394.98 394.77 5.29 5.29 410 0.22 Standard 0.43 3 t 4 15 100.42 0.039 394.77 389.52 5.29 10.61 0 5.25 0.43 10.61 4 387.02 387.02 387.02 0 0 390.25 0 0 10 3.37 429.07 428.99 3.31 3.37 3.31 432.5 0.09 Standard 0.17 10 to 11 15 33.88 0.003 428.99 428.92 3.31 3.01 0.12 0.06 0.17 4.08 11 3.23 428.92 428.63 6.08 3.23 6.08 432.5 0.29 Standard 0.57 11 to 12 15 56.01 0.011 428.63 428.01 6.08 6.21 0 0.62 0.57 6.21 12 427 427 0 0 428.25 0 0 9 1.53 427.85 427.76 3.43 1.53 3.43 432.2 0.09 Standard 0.18 9 to EX 1 15 63.75 0.005 427.76 427.52 3.43 2.47 6.79 0.24 0.18 3.57 EX 1 1.75 427.52 427.37 4.41 1.75 4.41 431.08 0.15 Standard 0.3 EX 1 to EX 2 15 114.63 0.030 427.37 423.13 4.41 8.33 0 4.24 0.3 8.33 EX 2 422.68 422.68 0 0 423.93 0 0 Length: 35.24 ft Slope: 0.310216 ft /ft- Culvert Calcula ion. - - Discharge: 2.76 cfs ea wa er eva Ion: Toilwater Elevation: 0.00 fft -- - - Downstream Velocity. 4. ft/s Downstream Flow Depth: 0. 9 ft _ Flow Contr I Type: Ou et Conttrol S S S S S S S S 6 6A 6 2B 2A a O O o O M O N 0 Id °a 11 It a o_ a- EL F o a o 0 490 430 415 425 C PROP. GRAD ® - - CA OF PI E / PROP. GRADE CA OF PIPE ° - C OF PIIPE ' 5 ° / °w a o _ W - of i - Of D CLEARCY OF PIPE 1. CLEAR N Cli D / 2 G / D 3.0' YEAR 50 15 RCMINTYP.) P GQ / NRL wo K d 1ElGQ II ` r w M66. 15 z o _ _ Z Z _395 e /M 405 o x Cr X z w N P ® / N N EC- 14'x4' n I 380 390 1 10 P 1 EC -1 4' - - II II ° iv It II M II MO II O II II p Mo II II n u * O u o u "t u"' it N u O u n' 11 11 ENGINEERING GROUPE PROJECT STATUS DATE: 5/07/08E- i- H 1- F- H {- N 1- F- 4 H O = II O O 00 _ _ N = II 6 o, _ •d = II N = II m Oo 0 ' o? ro o ci o? N o? 00 0 0 O? 't o? - mo o SCALE: H- 1" = 59'o M m r +> + >> +>> + +> +jj - 4- +> V• 1 e 71 o z zz z O z O zz N zz N O z zz N zz N z DESIGNER: TED 10 + 11 10 + 11 + 12 + 10 + 11 + 12 + D NSO AN: TSP -010CH DATE ACTION SHEET 8 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K2800.dwg, 00- k2201, 1/13/2009 12:02:21 PM, allenc, 1:1 1 Z3 Q1 InZ Z U) w 7W f2 o } Z L) Iw C Z U O M U V) w a ao N N W 0 M Q O N z co z 0 m w O i•i r, A E 10--I10--I z i C) N Tn F O I w c 0 f e 2 0 MICHAEL F. a ZZLic. fNo.3 28 l' aN O N L X O Ala NM t(7 N / .,tom \ m ". \ 37i - -I I__ - I I 1 .1 Hydraulic Gravity Tailwater Total inlet Energy Hydraulic Grade Intercepted Bend Top Element Velocity Average Elevation Section Rational Slope Grade Line Out Velocity Rational Velocity Angle Elevation Headloss Headloss Head In Velocity Label (ft) Size Flow (cls) Length (ft) (ft/ft) Line In (ft) (ft) In (ft/s) Flow (cfs) ft/s ( Out ) (degrees) (ft) (ft) Method (ft) (ft/s) 6B 2 406.29 406.18 3.73 2 3.73 412 0.11 Standard 0.22 66 to 6A 15 22.28 0.044 406.18 405.33 3.73 2.36 90 0.86 0.22 8.27 6A 2.59 405.33 405.13 5.05 2.59 5.05 410.61 0.2 Standard 0.4 6A to 6 15 166.4 0.056 405.13 395.91 5.05 3.74 75.39 9.22 0.4 11.16 6 0.65 395.91 395.69 5.36 0.65 5.36 399.26 0.22 Standard 0.45 6 to 5 15 64.95 0.066 395.69 388.94 5.36 13.75 0 6.75 0.45 13.75 5 387.02 387.02 387.02 0 0 389.75 0 0 2A 1.65 414.72 414.68 2.23 1.65 2.23 418.2 0.04 Standard 0.08 2A to 2B 15 33.56 0.001 414.68 414.66 2.23 1.78 0.12 0.01 0.08 3.42 2B 3.44 414.66 414.45 5.29 3.44 5.29 418.2 0.22 Standard 0.43 26 to 3 15 133.86 0.052 414.45 405.8 5.29 11.58 65.51 8.64 0.43 11.58 3 394.98 394.77 5.29 5.29 410 0.22 Standard 0.43 3 t 4 15 100.42 0.039 394.77 389.52 5.29 10.61 0 5.25 0.43 10.61 4 387.02 387.02 387.02 0 0 390.25 0 0 10 3.37 429.07 428.99 3.31 3.37 3.31 432.5 0.09 Standard 0.17 10 to 11 15 33.88 0.003 428.99 428.92 3.31 3.01 0.12 0.06 0.17 4.08 11 3.23 428.92 428.63 6.08 3.23 6.08 432.5 0.29 Standard 0.57 11 to 12 15 56.01 0.011 428.63 428.01 6.08 6.21 0 0.62 0.57 6.21 12 427 427 0 0 428.25 0 0 9 1.53 427.85 427.76 3.43 1.53 3.43 432.2 0.09 Standard 0.18 9 to EX 1 15 63.75 0.005 427.76 427.52 3.43 2.47 6.79 0.24 0.18 3.57 EX 1 1.75 427.52 427.37 4.41 1.75 4.41 431.08 0.15 Standard 0.3 EX 1 to EX 2 15 114.63 0.030 427.37 423.13 4.41 8.33 0 4.24 0.3 8.33 EX 2 422.68 422.68 0 0 423.93 0 0 Length: 35.24 ft Slope: 0.310216 ft /ft- Culvert Calcula ion. - - Discharge: 2.76 cfs ea wa er eva Ion: Toilwater Elevation: 0.00 fft -- - - Downstream Velocity. 4. ft/s Downstream Flow Depth: 0. 9 ft _ Flow Contr I Type: Ou et Conttrol S S S S S S S S 6 6A 6 2B 2A a O O o O M O N 0 Id °a 11 It a o_ a- EL F o a o 0 490 430 415 425 C PROP. GRAD ® - - CA OF PI E / PROP. GRADE CA OF PIPE ° - C OF PIIPE ' 5 ° / °w a o _ W - of i - Of D CLEARCY OF PIPE 1. CLEAR N Cli D / 2 G / D 3.0' YEAR 50 15 RCMINTYP.) P GQ / NRL wo K d 1ElGQ II ` r w M66. 15 z o _ _ Z Z _395 e /M 405 o x Cr X z w N P ® / N N EC- 14'x4' n I 380 390 1 10 P 1 EC -1 4' - - II II ° iv It II M II MO II O II II p Mo II II n u * O u o u "t u"' it N u O u n' 11 11 ENGINEERING GROUPE PROJECT STATUS DATE: 5/07/08E- i- H 1- F- H {- N 1- F- 4 H O = II O O 00 _ _ N = II 6 o, _ •d = II N = II m Oo 0 ' o? ro o ci o? N o? 00 0 0 O? 't o? - mo o SCALE: H- 1" = 59'o M m r +> + >> +>> + +> +jj - 4- +> V• 1 e 71 o z zz z O z O zz N zz N O z zz N zz N z DESIGNER: TED 10 + 11 10 + 11 + 12 + 10 + 11 + 12 + D NSO AN: TSP -010CH DATE ACTION SHEET 8 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K2800.dwg, 00- k2201, 1/13/2009 12:02:21 PM, allenc, 1:1 1 Z3 Q1 co z 0 m w O i•i r, A E 10--I10--I z i C) N Tn F O I w c 0 f e 2 0 MICHAEL F. a ZZLic. fNo.3 28 l' aN O N L X O Ala NM t(7 N / .,tom \ m ". \ 37i - -I I__ - I I 1 .1 Hydraulic Gravity Tailwater Total inlet Energy Hydraulic Grade Intercepted Bend Top Element Velocity Average Elevation Section Rational Slope Grade Line Out Velocity Rational Velocity Angle Elevation Headloss Headloss Head In Velocity Label (ft) Size Flow (cls) Length (ft) (ft/ft) Line In (ft) (ft) In (ft/s) Flow (cfs) ft/s ( Out ) (degrees) (ft) (ft) Method (ft) (ft/s) 6B 2 406.29 406.18 3.73 2 3.73 412 0.11 Standard 0.22 66 to 6A 15 22.28 0.044 406.18 405.33 3.73 2.36 90 0.86 0.22 8.27 6A 2.59 405.33 405.13 5.05 2.59 5.05 410.61 0.2 Standard 0.4 6A to 6 15 166.4 0.056 405.13 395.91 5.05 3.74 75.39 9.22 0.4 11.16 6 0.65 395.91 395.69 5.36 0.65 5.36 399.26 0.22 Standard 0.45 6 to 5 15 64.95 0.066 395.69 388.94 5.36 13.75 0 6.75 0.45 13.75 5 387.02 387.02 387.02 0 0 389.75 0 0 2A 1.65 414.72 414.68 2.23 1.65 2.23 418.2 0.04 Standard 0.08 2A to 2B 15 33.56 0.001 414.68 414.66 2.23 1.78 0.12 0.01 0.08 3.42 2B 3.44 414.66 414.45 5.29 3.44 5.29 418.2 0.22 Standard 0.43 26 to 3 15 133.86 0.052 414.45 405.8 5.29 11.58 65.51 8.64 0.43 11.58 3 394.98 394.77 5.29 5.29 410 0.22 Standard 0.43 3 t 4 15 100.42 0.039 394.77 389.52 5.29 10.61 0 5.25 0.43 10.61 4 387.02 387.02 387.02 0 0 390.25 0 0 10 3.37 429.07 428.99 3.31 3.37 3.31 432.5 0.09 Standard 0.17 10 to 11 15 33.88 0.003 428.99 428.92 3.31 3.01 0.12 0.06 0.17 4.08 11 3.23 428.92 428.63 6.08 3.23 6.08 432.5 0.29 Standard 0.57 11 to 12 15 56.01 0.011 428.63 428.01 6.08 6.21 0 0.62 0.57 6.21 12 427 427 0 0 428.25 0 0 9 1.53 427.85 427.76 3.43 1.53 3.43 432.2 0.09 Standard 0.18 9 to EX 1 15 63.75 0.005 427.76 427.52 3.43 2.47 6.79 0.24 0.18 3.57 EX 1 1.75 427.52 427.37 4.41 1.75 4.41 431.08 0.15 Standard 0.3 EX 1 to EX 2 15 114.63 0.030 427.37 423.13 4.41 8.33 0 4.24 0.3 8.33 EX 2 422.68 422.68 0 0 423.93 0 0 Length: 35.24 ft Slope: 0.310216 ft /ft- Culvert Calcula ion. - - Discharge: 2.76 cfs ea wa er eva Ion: Toilwater Elevation: 0.00 fft -- - - Downstream Velocity. 4. ft/s Downstream Flow Depth: 0. 9 ft _ Flow Contr I Type: Ou et Conttrol S S S S S S S S 6 6A 6 2B 2A a O O o O M O N 0 Id °a 11 It a o_ a- EL F o a o 0 490 430 415 425 C PROP. GRAD ® - - CA OF PI E / PROP. GRADE CA OF PIPE ° - C OF PIIPE ' 5 ° / °w a o _ W - of i - Of D CLEARCY OF PIPE 1. CLEAR N Cli D / 2 G / D 3.0' YEAR 50 15 RCMINTYP.) P GQ / NRL wo K d 1ElGQ II ` r w M66. 15 z o _ _ Z Z _395 e /M 405 o x Cr X z w N P ® / N N EC- 14'x4' n I 380 390 1 10 P 1 EC -1 4' - - II II ° iv It II M II MO II O II II p Mo II II n u * O u o u "t u"' it N u O u n' 11 11 ENGINEERING GROUPE PROJECT STATUS DATE: 5/07/08E- i- H 1- F- H {- N 1- F- 4 H O = II O O 00 _ _ N = II 6 o, _ •d = II N = II m Oo 0 ' o? ro o ci o? N o? 00 0 0 O? 't o? - mo o SCALE: H- 1" = 59'o M m r +> + >> +>> + +> +jj - 4- +> V• 1 e 71 o z zz z O z O zz N zz N O z zz N zz N z DESIGNER: TED 10 + 11 10 + 11 + 12 + 10 + 11 + 12 + D NSO AN: TSP -010CH DATE ACTION SHEET 8 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K2800.dwg, 00- k2201, 1/13/2009 12:02:21 PM, allenc, 1:1 1 Z3 Q1 MICHAEL F. a ZZLic. fNo.3 28 l' aN O N L X O Ala NM t(7 N / .,tom \ m ". \ 37i - -I I__ - I I 1 .1 Hydraulic Gravity Tailwater Total inlet Energy Hydraulic Grade Intercepted Bend Top Element Velocity Average Elevation Section Rational Slope Grade Line Out Velocity Rational Velocity Angle Elevation Headloss Headloss Head In Velocity Label (ft) Size Flow (cls) Length (ft) (ft/ft) Line In (ft) (ft) In (ft/s) Flow (cfs) ft/s ( Out ) (degrees) (ft) (ft) Method (ft) (ft/s) 6B 2 406.29 406.18 3.73 2 3.73 412 0.11 Standard 0.22 66 to 6A 15 22.28 0.044 406.18 405.33 3.73 2.36 90 0.86 0.22 8.27 6A 2.59 405.33 405.13 5.05 2.59 5.05 410.61 0.2 Standard 0.4 6A to 6 15 166.4 0.056 405.13 395.91 5.05 3.74 75.39 9.22 0.4 11.16 6 0.65 395.91 395.69 5.36 0.65 5.36 399.26 0.22 Standard 0.45 6 to 5 15 64.95 0.066 395.69 388.94 5.36 13.75 0 6.75 0.45 13.75 5 387.02 387.02 387.02 0 0 389.75 0 0 2A 1.65 414.72 414.68 2.23 1.65 2.23 418.2 0.04 Standard 0.08 2A to 2B 15 33.56 0.001 414.68 414.66 2.23 1.78 0.12 0.01 0.08 3.42 2B 3.44 414.66 414.45 5.29 3.44 5.29 418.2 0.22 Standard 0.43 26 to 3 15 133.86 0.052 414.45 405.8 5.29 11.58 65.51 8.64 0.43 11.58 3 394.98 394.77 5.29 5.29 410 0.22 Standard 0.43 3 t 4 15 100.42 0.039 394.77 389.52 5.29 10.61 0 5.25 0.43 10.61 4 387.02 387.02 387.02 0 0 390.25 0 0 10 3.37 429.07 428.99 3.31 3.37 3.31 432.5 0.09 Standard 0.17 10 to 11 15 33.88 0.003 428.99 428.92 3.31 3.01 0.12 0.06 0.17 4.08 11 3.23 428.92 428.63 6.08 3.23 6.08 432.5 0.29 Standard 0.57 11 to 12 15 56.01 0.011 428.63 428.01 6.08 6.21 0 0.62 0.57 6.21 12 427 427 0 0 428.25 0 0 9 1.53 427.85 427.76 3.43 1.53 3.43 432.2 0.09 Standard 0.18 9 to EX 1 15 63.75 0.005 427.76 427.52 3.43 2.47 6.79 0.24 0.18 3.57 EX 1 1.75 427.52 427.37 4.41 1.75 4.41 431.08 0.15 Standard 0.3 EX 1 to EX 2 15 114.63 0.030 427.37 423.13 4.41 8.33 0 4.24 0.3 8.33 EX 2 422.68 422.68 0 0 423.93 0 0 Length: 35.24 ft Slope: 0.310216 ft /ft- Culvert Calcula ion. - - Discharge: 2.76 cfs ea wa er eva Ion: Toilwater Elevation: 0.00 fft -- - - Downstream Velocity. 4. ft/s Downstream Flow Depth: 0. 9 ft _ Flow Contr I Type: Ou et Conttrol S S S S S S S S 6 6A 6 2B 2A a O O o O M O N 0 Id °a 11 It a o_ a- EL F o a o 0 490 430 415 425 C PROP. GRAD ® - - CA OF PI E / PROP. GRADE CA OF PIPE ° - C OF PIIPE ' 5 ° / °w a o _ W - of i - Of D CLEARCY OF PIPE 1. CLEAR N Cli D / 2 G / D 3.0' YEAR 50 15 RCMINTYP.) P GQ / NRL wo K d 1ElGQ II ` r w M66. 15 z o _ _ Z Z _395 e /M 405 o x Cr X z w N P ® / N N EC- 14'x4' n I 380 390 1 10 P 1 EC -1 4' - - II II ° iv It II M II MO II O II II p Mo II II n u * O u o u "t u"' it N u O u n' 11 11 ENGINEERING GROUPE PROJECT STATUS DATE: 5/07/08E- i- H 1- F- H {- N 1- F- 4 H O = II O O 00 _ _ N = II 6 o, _ •d = II N = II m Oo 0 ' o? ro o ci o? N o? 00 0 0 O? 't o? - mo o SCALE: H- 1" = 59'o M m r +> + >> +>> + +> +jj - 4- +> V• 1 e 71 o z zz z O z O zz N zz N O z zz N zz N z DESIGNER: TED 10 + 11 10 + 11 + 12 + 10 + 11 + 12 + D NSO AN: TSP -010CH DATE ACTION SHEET 8 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K2800.dwg, 00- k2201, 1/13/2009 12:02:21 PM, allenc, 1:1 1 Z3 Q1 Length: 35.24 ft Slope: 0.310216 ft /ft- Culvert Calcula ion. - - Discharge: 2.76 cfs ea wa er eva Ion: Toilwater Elevation: 0.00 fft -- - - Downstream Velocity. 4. ft/s Downstream Flow Depth: 0. 9 ft _ Flow Contr I Type: Ou et Conttrol S S S S S S S S 6 6A 6 2B 2A a O O o O M O N 0 Id °a 11 It a o_ a- EL F o a o 0 490 430 415 425 C PROP. GRAD ® - - CA OF PI E / PROP. GRADE CA OF PIPE ° - C OF PIIPE ' 5 ° / °w a o _ W - of i - Of D CLEARCY OF PIPE 1. CLEAR N Cli D / 2 G / D 3.0' YEAR 50 15 RCMINTYP.) P GQ / NRL wo K d 1ElGQ II ` r w M66. 15 z o _ _ Z Z _395 e /M 405 o x Cr X z w N P ® / N N EC- 14'x4' n I 380 390 1 10 P 1 EC -14' - - II II ° iv It II M II MO II O II II p Mo II II n u * O u o u "t u"' it N u O u n' 11 11 ENGINEERING GROUPE PROJECT STATUS DATE: 5/07/08E- i- H 1- F- H {- N 1- F- 4 H O = II O O 00 _ _ N = II 6 o, _ •d = II N = II m Oo 0 ' o? ro o ci o? N o? 00 0 0 O? 't o? - mo o SCALE: H- 1" = 59'o M m r +> + >> +>> + +> +jj - 4- +> V• 1 e 71 o z zz z O z O zz N zz N O z zz N zz N z DESIGNER: TED 10 + 11 10 + 11 + 12 + 10 + 11 + 12 + D NSO AN: TSP -010CH DATE ACTION SHEET 8 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K2800.dwg, 00- k2201, 1/13/2009 12:02:21 PM, allenc, 1:1 1 Z3 Q1 II II ° iv It II M II MO II O II II p Mo II II n u * O u o u "t u"' it N u O u n' 11 11 ENGINEERING GROUPE PROJECT STATUS DATE: 5/07/08E- i- H 1- F- H {- N 1- F- 4 H O = II O O 00 _ _ N = II 6 o, _ •d = II N = II m Oo 0 ' o? ro o ci o? N o? 00 0 0 O? 't o? - mo o SCALE: H- 1" = 59'o M m r +> + >> +>> + +> +jj - 4- +> V• 1 e 71 o z zz z O z O zz N zz N O z zz N zz N z DESIGNER: TED 10 + 11 10 + 11 + 12 + 10 + 11 + 12 + D NSO AN: TSP -010CH DATE ACTION SHEET 8 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K2800.dwg, 00- k2201, 1/13/2009 12:02:21 PM, allenc, 1:1 1 Z3 Q1 G: \Project \Dunlora Gates \ENG \DWG \00- K2800.dwg, 00- k2201, 1/13/2009 12:02:21 PM, allenc, 1:1 1 Z3 Q1 iLOT 237 1 USE RESIDENTIAL I 1 , I1 LOT 333 IUSERESIDENTIAL / LOT 336 / USE-- R ®DENnAL I 1 IIT'I I PHASE 2B IRIVERCHASE . - A I 1 \ LOT 331 - 1- U.S. 114408 PG. IlUSERDENTIAL ----- - 1 3444 1 LOT 335 - , %'1 USE RESIDENTIAL - IPHASE4A `/ • - -, ZRIVERCREEK DUNLORA I _ _ -- I D.B. 1960 PG. \\ ` \ LOT 238 I 207 - - - -- _ -USE RESIDENTIALI „ __- ___._ __ __ EXIST JG SAN. EASEMENT DRAINAGE AND STORMIWATER '•• \ - -\ _ - _ __. -_ _____- ..________.___ _ MANAGEMENT`ES ;`-. •I D.B. 1960 PG. `2(07 \ •_,l i `\ _ \_ - - -_, __ USE: DRAINAGE AND 'STC)8MWA•n:$ - • '• ` - , ! -- - - "^ = -- PHASE 38 RIVERCRESTOUNLORA D.B. 2215 PG. 461 USE OPEN SPACE (VACANT) LI EX. 20' STN LOT 382 USE RESIDENTIAL LOT 381 USE RESIDENTIAL L LOT 379 USE RESIDENTIAL USE: LORESIDETITIAL i EXISTING 4 CONCRETESIDEWALK ca 0 / G DUNLORA D 144 . RIVER CHASE r D .B . 1 TOE OF I \ AM 382'0 w J , • \ 1408 P USE: DEDICATED OPEN SPACE VACANT) 8ED11 W MID 81090N WWROL LEXIM N0.7111.E ICY 8tt160!_ TEMPORARY STONE a a a 3.02 CONSTRUCTION CE EXENTRANCE A a a 3.05 SILT FENCE w X X X 3.07 STORM DRAIN pINLETPROTECTION 0 3.08 CULVERT INLET EMIL E-4 PROTECTION 3.09 TEMPORARY DIVERSION DIKE 112 DIVERSION DV 3.14 TEMPORARY asSEDIMENTBASIN 3.18 OUTLET PROTECTION 3,20 ROCK CHECK DAM A 3.32 PERMANENT SEEDING P8 Ps 3.01 SAFETY FENCE SAF 0-0-0 — 3.38 TREE PRESERVATION O —O —O—AND PROTECTON FLOW ARROW DRAINAGE DIVIDE L LOT 379 USE RESIDENTIAL USE: LORESIDETITIAL i EXISTING 4 CONCRETESIDEWALK ca 0 / G DUNLORA D 144 . RIVER CHASE r D .B . 1 TOE OF I \ AM 382'0 w J , • \ 1408 P USE: DEDICATED OPEN SPACE VACANT) III ; 11 _ _• _ _ " /' // - \ \ \\ ' X t I ' 1 ' 11 w , 1 p" AXIi LOT 383 \ STA4(4IJ( O i 1 USE RESIDENTIAL _ ,- \' \ -- / -'`'— _ / j I I E$M \, r _ ....•.'- ° _.- \ N .099'3' ' / , : _ I Ir (__-'' --_ t rd •t I _' II i i 1' ' 11 i RESERVED AREAUUSE: OPEN SPACE - - i I N 1 LOT 395 I !i EXMrNG 20' uw3y - -- 1 (VACANT) _L I, USE R ®UENTUL 1 I i E'BSEMMT DD 1836 PG 184 A USE OPEN LOT 239 USE RESIDENTIAL 0 o u0a o c, N N y rn N O O n Vd M v k Q W Pa Ox Y V)ZO ZZ) OU Ld Q O O Z H L -a W 1 a a a rW EZ a O a III ; 11 _ _• _ _ " /' // - \ \ \\ ' X t I ' 1 ' 11 w , 1 p" AXIi LOT 383 \ STA4(4IJ( O i 1 USE RESIDENTIAL _ ,- \' \ -- / -'`'— _ / j I I E$M \, r _ ....•.'- ° _.- \ N .099'3' ' / , : _ I Ir (__-'' --_ t rd •t I _' II i i 1' ' 11 i RESERVED AREAUUSE: OPEN SPACE - - i I N 1 LOT 395 I !i EXMrNG 20' uw3y - -- 1 (VACANT) _L I, USE R ®UENTUL 1 I i E'BSEMMT DD 1836 PG 184 A USE OPEN LOT 239 USE RESIDENTIAL 0 o u0a o c, N N y rn N O O n VdM v k Q W Pa Ox Y V)ZO ZZ) OU Ld Q O O Z H L -a W a a a rW EZ a O a L ay A a a O w A Z E-4 L -a W E a W A a rte( F0 E-4 O W SPACE (VACANT) 1 USE LOREESIDENTIAL \ j1 _ i EXIST I \ ' 1 0 REFER TO E &S NARRATIVE AND VIRGINIA STATE EROSION GRAPHIC SCALE SEDIMENT CONTROL HANDBOOK FOR MORE INFORMATION. 50 0 25 so 100 ADDITIONAL SILT FENCE SHALL BE INSTALLED AROUND ( W FM ) INDIVIDUAL BUILDING SITES ONCE DOWN HILL SLOPES HAVE l hwh a 50 x. BEEN STABILIZED AS REQUIRED. AREAUSEOPENSPACE \ MANAGEMENT 'ff \ •__ _ ____- ____._ ! _ - t ' — - _ _____.___ -VACANT) \ - _ ___ \,, \ - - - - -_ -_- -- :_ -, _ -_ _ - ^- -__ _ _ _ 1 ', \ \ \ ' _ • '•',,• - i- ' -i - Ii 1 / a? - - -'- - -- -- -'° -" -- --------------- - - "_ 8_ - --- - --- ,- l - ------- - - - - - - -- ----- `i 'i1°•- SIP __ _ -. -_ - - ` \ \\ - ' 1Af .'_. -.. -760-- - ! X _-G a a 3* LIMIT_______ _____ _ _ _____- ..__-.. LIMITS _OF_GLEARING___ ______ __.______- I - _ - -_ _._ - _ __ _ _ ______._ -------------- ------93P - _ ___.. -'1j 24'•,gyr.' -G. T!a_ O _.__.__.._ ._ _- _.._ - -" - --- - --- - -- - -_ i 1 L E4L , 'GTE$,13.fi' -/ - i -____ yn6P_ ' - -_ - ` \, \ _ _ _ ___ ______•_- ___'__ tAx Nita azhAABBeg( r6_. \` ` _ e TOP Y IBMP AND DRAINAGE`,ESMT,, •' „' ' / . / : ;'/ ;'; /,, ,, ,_. - 5, I F -. -- - _ _ D.B. 2215 PC, 461 \ t \` /;' i %'/ i' I OF CLEARING USE: BMP AND DRAIN» \ '•, , _ n ' ' / - / ; -' ANDJOR-GRADING I \ ' • , Jjli r ' " /'/ '/ PHASE 28 LATERAL j ,1 11yTH OF PoorLOT396i USE' RESIDENTIAL j PHASE 33 or vi` i RIVERCREST o TI \ DUNLORA s 0 MICHAEL F.OJ1 - -- - CxISTING Iro- 42 - 2YA ANHULE D.B. 2215 PG. INV. M =4i -, E \ 461 Lc. No. 8 . e LOTUSEREESDEN r TIAL I l -- - I j I \ \ 0 0sI 1 1 0 1111111111 L EXISTING 4' I I I ..,200 \ CONCRETE - 1 - - -_ I ENGINEERING GROUPE PROJECT STATUS DATE: 5/07/2008 EXISTING SCALE: 1 DRIVEWAY " = 50' SIDEWALK ; IL I I I ( \\\ \1 I 1 I \ \- \ ` i I I DESIGNER: TED y I i THIS - SIJEET TO BE USED FOR EROSION DRAFTSMAN: TED AND SILTATION CONTROL ONLY IIIHIII FILE N0. jI EXISTING SAN. EASEMENT SP -010CH DATE ACTION SHEET 9 OF 15 G:\ Project \Dunlora Gates \ENG \DWG \00- K4800.dwg, 00- K4801, 1/13/2009 12:03:03 PM, allenc, 1:1 MIN k I I I USE RESIDENTIAL 1 1 I LOT 333 I IUSE RESIDENTIAL LOT 336 USE: RESIDENTIAL PHASE 4A RIVER CREEK DUNLORA D.B. 1960 PG. 207 f, 11 1 It1 DRAINAGE AND STORM ATERMANAGEMENT`ESM \''., D.B. 1960 P& "207 `- RESERVED AREA USE: DRAINAGE AND'STO(2Mwff4 f USE: WEN SPACE \ \ MANAGEMENT VACANT) , 1• \'\ \\ I ._ GG:• AND f s%SEDN ' AND EROSION OONFROL LOOM E, oral . i 1 tTtT 3.02 CONSTRUCTION QE ENTRANCE i SILT FENCE 3.07 STORM DRAIN INLET PROTECTION P p O cY12C) r II 3.08 CULVERT INLET r V) qwv, PROTECTION 3.09 TEMPORARY F 00 ` DIVERSION DIKE d ^ N PROP_._20'- DRAINAGE- T. i - -0ROP,_STOORM.4aAMAGE,F -_I -- DUNLORB- GATC5, k1,C- -- - - - - \G` ` ` • ( /- - \_ -I \ \, , -'i / D.g PG..37 - _ _- _ SiV - /'., 1, ' - -'•• •; / , TAXLIAP 67 PARCEL L6 Ijjl1 \ - • . INCLUDES- PARDEE.'K') / \ /} . BMP AND DRAINAGE•,E9ME l • f , --1 D.B. 2215 P0, 487 \ / j /!•' .J-'tt5JF CLEARINU" .1L /\ USE: BMP AND DRAINAGE H / l,,!,. ,;;,,- ', ' AND GRAOR- A, _ _T 1 \•• PHASE 38 \ " / /• / : ,', ', '' _ / _. - __ \ T' ~ Y ^ -- -- f RIVERCREST \ _ Z DUNLGRA D.B. 2215 PG. . \\ / / V// I ,y , 1 ' -z USE: OPEN SPACE (VACANT) 1 _ . -i`i' LL- l 1 , ,, i' , / c '` - Li•5\\• \'1-T -, ' j - 3 4 u SPA• {VAC1'n.•' / 1 i I rl .! -' Ex zG' sTU ESMT / ----- LOT 382 \ _ 1 / i \ <B: I u, I I li Ni w ;... USE- RESIDENTIAL F ISTIi`G R/W TO BE '`. :, \s>s` "k1a 1 ADEAEME LOT 381 JT EXTENDED ' ' E ' t ' 0 r EW R/N -1(¢ ^ M1l 1 a g a6„ 1 ¢a • , - fir " - USE RESDETIWAL I $'x6 V .` µ-'• 8 R""; r A ,-.- = vN t . /3 h6_''- TW r.0() aV Inc 20: NOTE LOT 379 USE RESIDENTIAL REFER TO E &S NARRATIVE AND VIRGINIA STATE EROSION SEDIMENT CONTROL HANDBOOK FOR MORE INFORMATION. ADDITIONAL SILT FENCE SHALL BE INSTALLED AROUND INDIVIDUAL BUILDING SITES ONCE DOWN HILL SLOPES HAVE BEEN STABILIZED AS REQUIRED. USE: ° ItL IIAL EXISTING STREET 18 y, a„C 15-W,DE WITH 50' ROtY,,•\ ccN zE sN S EXISTING 4'' CONCRETESIDEWALK iF 11 LOT 383 USE RESIDENTIAL N^IE. CONTRACTOR SHALL UNCOVER 11'.. SERVICE LINES TO E.XbnNG IOC, PRIOR TO INSTALLING 6' nv,'% PRECAU1104 SHAIA BE TAI,PII 10 11L E',T DAMAGE 10 THESE EXIS7tNG c GRAPHIC SCALE 50 100 IpFJWT) 1 Inch - 60 fi PHASE 2B RIVER CHASEDUNLORA LOT 334 - - -P' - D.B. 1408 PG. USE REWENTIAL - _! 344 LOT 335 USE RESDENTAL F'' ' LOT 238 USE RESMTIAL EXIST vG SAN. EASEMENT NORTH LILfITS- C- -A —'-- ---------CDP -_ _ F CLE RING_ Vii' __ ..__ _..___. --- __ — _______e nr __________ i` _.._ - y9•' \ _ PHASE 2B RIVER CHASEDUNLORA D.B. PG.1408 USE DEDICATED 1f. -' •.,,. WEN SPACE VACANT) LVN / \, 'VAR. WIDTH DRAINAGE, r 'J ACCESS, h BMP EASEMENT F RESERVED AREA - 4--` TEMP. 3 W r`rT l IUSE: EN SPACE. GRADIVACANT) EASEMENT 1 " I LOT DEUSERESIDENTIAL Ijl END PROPOSED 5 CONCREIE SW LOT 393 USE RESIDENTIAL EXISTING 4' CONCRETESIDEWALK EXDRVEWAY O Hi. - N. hLl Q i 'l qya r. LOT 395 USE RESIDENTIAL I EXIST.LAlErl LOT 3m USE: RESIDEN1 AL O I I I J Evl IING STREET 18' o , NEW WATER SERVICE LZr —141 I I \ 1 23a vmNil SEDN ' AND EROSION OONFROL LOOM NQ,TIILE Kff oral . i TEMPORARY STONE 3.02 CONSTRUCTION QE uti ENTRANCE OOCT 3.05 SILT FENCE X X X 3.07 STORM DRAIN INLET PROTECTION P 9;;N1y4rof- -- p O cY12C) r II 3.08 CULVERT INLET r V) qwv, PROTECTION 3.09 TEMPORARY F 00 ` DIVERSION DIKE d ^ N 3.12 DIVERSION C 3.14 TEMPORARY x SEDIMENT BASIN 3.18 OUTLET PROTECTION A z :) `-' 3.20 ROCK CHECK DAM CD 3.32 PERMANENT SEEDING Ps 3.01 SAFETY FENCE am 0 -0 -0- 3.38 TREE PRESERVATION ir 0-0-0 —AND PROTECTON O FLOW ARROW W DRAINAGE DIVIDE NOTE LOT 379 USE RESIDENTIAL REFER TO E &S NARRATIVE AND VIRGINIA STATE EROSION SEDIMENT CONTROL HANDBOOK FOR MORE INFORMATION. ADDITIONAL SILT FENCE SHALL BE INSTALLED AROUND INDIVIDUAL BUILDING SITES ONCE DOWN HILL SLOPES HAVE BEEN STABILIZED AS REQUIRED. USE: ° ItL IIAL EXISTING STREET 18 y, a„C 15-W,DE WITH 50' ROtY,,•\ ccN zE sN S EXISTING 4'' CONCRETESIDEWALK iF 11 LOT 383 USE RESIDENTIAL N^IE. CONTRACTOR SHALL UNCOVER 11'.. SERVICE LINES TO E.XbnNG IOC, PRIOR TO INSTALLING 6' nv,'% PRECAU1104 SHAIA BE TAI,PII 10 11L E',T DAMAGE 10 THESE EXIS7tNG c GRAPHIC SCALE 50 100 IpFJWT) 1 Inch - 60 fi PHASE 2B RIVER CHASEDUNLORA LOT 334 - - -P' - D.B. 1408 PG. USE REWENTIAL - _! 344 LOT 335 USE RESDENTAL F'' ' LOT 238 USE RESMTIAL EXIST vG SAN. EASEMENT NORTH LILfITS- C- -A —'-- ---------CDP -_ _ F CLE RING_ Vii' __ ..__ _..___. --- __ — _______e nr __________ i` _.._ - y9•' \ _ PHASE 2B RIVER CHASEDUNLORA D.B. PG.1408 USE DEDICATED 1f. -' •.,,. WEN SPACE VACANT) LVN / \, 'VAR. WIDTH DRAINAGE, r 'J ACCESS, h BMP EASEMENT F RESERVED AREA - 4--` TEMP. 3 W r`rT l IUSE: EN SPACE. GRADIVACANT) EASEMENT 1 " I LOT DEUSERESIDENTIAL Ijl END PROPOSED 5 CONCREIE SW LOT 393 USE RESIDENTIAL EXISTING 4' CONCRETESIDEWALK EXDRVEWAY O Hi. - N. hLl Q i 'l qya r. LOT 395 USE RESIDENTIAL I EXIST.LAlErl LOT 3m USE: RESIDEN1 AL O I I I J Evl IING STREET 18' o , NEW WATER SERVICE LZr —141 I I \ 1 23a vmNil I , / NC 202ASEMENT UTIUTYEwsb 1 08 1836 PG 184 / USE: WEN CrECT IX LATERAL. SPACE (VACANT) 1 INSTALL NEM LATERAL ASSHOM1TOLOT39S. EXISTING 1 1 1.. "TQtAL 1D BF?INN IN SEANCE IUNTILIflYIIA= LS IN USE PUMPING MAY BE REOb. Ic I \ PHASE 38 J RIVERCRESTDUNLORAEXISTIN\ ra -42 \ - IANHOLE D.B. 2215 PG. INV. iN= 41s \ 461 I + I +I EXISTING SAN. EASEMENT I FEET HEREBY DEDICATED 1 STREET PURPOSES lam THIS SHEET TO BE USED FOR EROSION AND SILTATION CONTROL ONLY 1!!11!11 w 0OU NLnWOfD I1 a i 1I I o I uti I OOCT oO i I p O cY12C) r II I , / NC 202ASEMENT UTIUTYEwsb 1 08 1836 PG 184 / USE: WEN CrECT IX LATERAL. SPACE (VACANT) 1 INSTALL NEM LATERAL ASSHOM1TOLOT39S. EXISTING 1 1 1.. "TQtAL 1D BF?INN IN SEANCE IUNTILIflYIIA= LS IN USE PUMPING MAY BE REOb. Ic I \ PHASE 38 J RIVERCRESTDUNLORAEXISTIN\ ra -42 \ - IANHOLE D.B. 2215 PG. INV. iN= 41s \ 461 I + I +I EXISTING SAN. EASEMENT I FEET HEREBY DEDICATED 1 STREET PURPOSES lam THIS SHEET TO BE USED FOR EROSION AND SILTATION CONTROL ONLY 1!!11!11 w 0OU NLnWOfD InZ O U) WOf OU 0-4tai k -^4 a o uti I OOCT N N O Y-4 LnVpOcY12C) r a. U E-4 z p M FBI V) qwv,q w A az WvPam F 00 ` d ^ N C x InZ O U) WOf OU 0-4tai MIU CHAEL Z Lic. No. 028 S to 0,0 44444 ENGINEERING GROUPE PROJECT STATUS DATE: 5/07/08 SCALE: 1"=50' DESIGNER: TED DRAFTSMAN: TED FILE NO- SP -OtOCH DATE ACTION SHEET 10 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K5000.dwg, 00- K5001, 1113/2009 12:03:14 PM, allenc, I LOT 239 USE: RESIDENTIAL a I O a. E-4 z FBI 0 w A az F F O xA z :) `-' FBI O W MIU CHAEL Z Lic. No. 028 S to 0,0 44444 ENGINEERING GROUPE PROJECT STATUS DATE: 5/07/08 SCALE: 1"=50' DESIGNER: TED DRAFTSMAN: TED FILE NO- SP -OtOCH DATE ACTION SHEET 10 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K5000.dwg, 00- K5001, 1113/2009 12:03:14 PM, allenc, I LOT 239 USE: RESIDENTIAL STONE CONSTRUCTION ENTRANCE 70 MIN. 5 :1 6" MIN. 0 • rxi i E t FILTER CLOTHS t At V- MOUNTABLE BERM ILI IIIINa ^I - 1111 -1! X1111 illlllll 11!1111 -11111 il°! i _ - -: II 11!111- 11111. - 111111- • -11!, SIDE ELEVATION (OPTIONAL) IIIIII _. PARABOLIC DIVERSIO DEVICE EXISTING GROUND 70' MIN. 111;1 tllll Iii .ITVIIl,l ..1111 B WASHRACK 110' MIN. TRAPEZOIDAL DIVERSIO WET " STORAGE REDUCED CONCENTRATED STORMWATER RUNOFF SAFELY DOWN THE FACE OF A CUT OR FILL TO 34 C.Y./ ACRE) II =111 _i.- II =' II (IIII II° II ' II 10' MIN. 1 DIVERSIO DETAILS. maintains lateral support, in order to minimize any hazard to persons, physical EXISTING OUTLET PROTECTION - 3.18 RIPRAP IS TO BE PLACED AT THE OUTLET OF ALL 1. INSTALL THE WASH RACK AND THE TEMPORARY GRAVEL CONSTRUCTION THE TOPOGRAPHY ON THIS SITE RANGES IN ELEVATION FROM 354 FEET TO 444 FEET ABOVE SEA PIPES A INDICATEDSNDCATED ON THE SITE PLAN. - 1N --)- PAVEMENT LEVEL. THE LAND ONSITE IS ROLLING TERRAIN WITH SLOPES BETWEEN 3% AND 257L REFER TO SHEET FOR SLOPES 25 TWO MAIN RIDGES EXIST OTHE SLOPING INTO A LOW POINT IN A MAJOR N ALL CONSTRUCTION VEHICLES AND EQUIPMENT BEFORE LEAVING THE SITE. WATER D RAINAGEWAY THROUGH THE CENTER OF SITE. THE MAJORITY OF THE SITE DRAINS TO A STREAM LOOSE, ANGULAR STONE WITH FILTER FABRIC OR GRANULAR UNDERLINING TO TANK TRUCKS WILL BE USED IF PUBLIC WATER IS NOT AVAILABLE. -17 THAT RUNS ALONG THE EASTERN EDGE OF F THEHE PROPERTY.PROTECT THE SOIL FROM EROSION, TO STABILIZE SLOPES, AND TO DISSIPATE RUNOFF permanent stormwater management facilities where applicable 10' MIN. VELOCITIES. VDOT 1 ITIVE 0 RalNacCOURS B POSAGGREGATETOSEDIMENT sale of any lot, unit, PROTECTION, SILT FENCES, DIVERSION, SEDIMENT BASIN, AND OUTLET PROTECTION MUST EXTEND FULL WIDTH TRAPPING DEVICE SURFACE ROUGHENING - 3.29 PROVIDE A ROUGH SOIL SURFACE WITH HORIZONTAL AS SHOWN ON THE PLAN. M -4 OF INGRESS AND EGRESS PLAN VIEW 3" MIN. COMPLETION OF SEED APPLICATION (SEE MULCHING STD. & SPEC. 3.35 VE &SCH). OPERATION 12' MIN.I 3"MIN. FILTER CONSTRUCTION OF A SILT FENCE WITHOUT WIRE SUPPORT) 1. SET THE STAKES. 2. EXCAVATE A 4" X 4" TRENCH UPSLOPE ALONG THE UNE OF STAKES. X f r, FLOW 4"TII G 1L ' ` 4 3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT TO STAKES AND EXTEND THE EXCAVATED SOIL. IT INTO THE TRENCH. FLOW i- u , li -" N 4• SHEET FLOW INSTALLATION 3' MAX PERSPECTIVE VIEW ) A OWFL - POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLA ION FRONT ELEVATI ON PIPE OUTLET CONDITIONS La SECTION A -A rnri. a d SPECIAL APPLICATION TT FILTER CLOTH KEY IN 6 " -9`: RECx7MMENDED NOTES: SECTION A -A FOR ENTIRE PERIMETER 1. EgAgPSROENTLINING MAY BE RIPRAP, GROUTED RIPRAP, GABON2. La IS THE THE RIPRAP APRON AS CALCULATED USING PLATES 3.18 -3 AND 3.18 -4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT IFRR THAN 6 INCHES. 1 d DIVERSIONS RECOMMENDED DEWATERING SYSTEM FOR SEDIMENT BASINS PROVIDE ADEQUATE 7 STRAPPING / POLYETHYLENE CAP WELD COUPLI -SME" " Cl COUPLING = ISTORAG DEWATERING ORIFICE SCHEDULE40STEELSTUB1 -kOT MINIMUM RISER GATED METAL Di APPENDD( (EE CALCULAT16NS NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 m: Vs. DM Plnte 3.12 -1 ANTI- VORTEX DEVICE DESIGN 11 I I TACKWELD ALL AROU I ND PLAN VIEW I 6X 12'J BPAR UPPQQRT BAR A SIZE j`6 REBAR TYPICAL) ( ) IN. RISER DIAMETER ISOMETRIC I TOP STIFFENER f1F REQUIRED IS TOP AND R ANE PER ED 0SECTIONA -A PERPENDICULAR TO NOTES: CORRUGATIONS 1. THE CYLINDER MUST BE TOP IS _ GAGE CORRUGATED FIRMLY FASTENED TO THE METAL OR 1 8' STEEL PLATE. TOP OF THE RISER. PRESSURE RELIEF HOLES MAY BE OMITTED, IF ENDS OF 2. SUPPORT BARS ARE CORRUGATIONS ARE LEFT FULLY H TOP IS THE RISER WHEN THEWELDED R THE TOP OR ATTACHED ATTACHED.R ED BY STRAPS BOLTED TO CYLINDER IS _ GAGE TOP OF RISER. CORRUGATED METAL PIPE OR FABRICATED FROM 1/8' STEEL PLATE. SOURCE: VA. DS• PLATE. 3.20 -1 SPACING BETWEEN CHECK DAMS L = THE DISTANCE SUCH THAT POINTS A AND D ARE OF EQUAL ©"ATION SOURCE: VA. DSEC FOR 11 r:;l• :l 'dpi :• SEDIMENT BASIN SCHEMATIC ELEVATIONS CREST OF DESIGN HIGH WATER EMERGENCY 44 r. (25 -YR. STORM ELEV.) I / SPILLWAY 67 C.Y. AC. }° :;a. ILI IIIINa ^I - 1111 -1! X1111 illlllll 11!1111 -11111 il°! i _ - -: II 11!111- 11111. - 111111- • -11!, TYPICAL IIIIII _. PARABOLIC DIVERSIO DEVICE WET " ORAGE II =!' II _. 11 =III 1 -il II- JL..,IIIII111;1 tllll Iii .ITVIIl,l ..1111 I i I I I' II 111... TYPICAL TRAPEZOIDAL DIVERSIO WET " STORAGE REDUCED CONCENTRATED STORMWATER RUNOFF SAFELY DOWN THE FACE OF A CUT OR FILL TO 34 C.Y./ ACRE)DESIGN ELEVATIONS WITH II =111 _i.- II =' II (IIII II° II ' II TYPICAL 1 DIVERSIO m: Vs. DM Plnte 3.12 -1 ANTI- VORTEX DEVICE DESIGN 11 I I TACKWELD ALL AROU I ND PLAN VIEW I 6X 12'J BPAR UPPQQRT BAR A SIZE j`6 REBAR TYPICAL) ( ) IN. RISER DIAMETER ISOMETRIC I TOP STIFFENER f1F REQUIRED IS TOP AND R ANE PER ED 0SECTIONA -A PERPENDICULAR TO NOTES: CORRUGATIONS 1. THE CYLINDER MUST BE TOP IS _ GAGE CORRUGATED FIRMLY FASTENED TO THE METAL OR 1 8' STEEL PLATE. TOP OF THE RISER. PRESSURE RELIEF HOLES MAY BE OMITTED, IF ENDS OF 2. SUPPORT BARS ARE CORRUGATIONS ARE LEFT FULLY H TOP IS THE RISER WHEN THEWELDED R THE TOP OR ATTACHED ATTACHED.R ED BY STRAPS BOLTED TO CYLINDER IS _ GAGE TOP OF RISER. CORRUGATED METAL PIPE OR FABRICATED FROM 1/8' STEEL PLATE. SOURCE: VA. DS• PLATE. 3.20 -1 SPACING BETWEEN CHECK DAMS L = THE DISTANCE SUCH THAT POINTS A AND D ARE OF EQUAL ©"ATION SOURCE: VA. DSEC FOR 11 r:;l• :l 'dpi :• SEDIMENT BASIN SCHEMATIC ELEVATIONS CREST OF DESIGN HIGH WATER EMERGENCY 44 r. (25 -YR. STORM ELEV.) I / SPILLWAY 67 C.Y. AC. }° :;a.DEWATERINGDRY' STORAGE DEVICE WET " ORAGE 14.Borrow, fill or waste activity involving industrial -type power equipment shall be SEDIMENT CLEANOUT POINT THE TOP TO THE BOTTOM OF A CUT OR FILL SLOPE TO TEMPORARILY CONDUCT limited to the hours of 7:00 a.m. to 9:00 p.m. WET " STORAGE REDUCED CONCENTRATED STORMWATER RUNOFF SAFELY DOWN THE FACE OF A CUT OR FILL TO 34 C.Y./ ACRE)DESIGN ELEVATIONS WITH SLOPE WITHOUT CAUSING EROSION ON OR BELOW THE SLOPE. SEE SHEET 5A FOR EMERGENCY SPILLWAY HIGH WATER STORM ELE 3.0' 67 C.Y. AC. =: DRY" STORAGE RISER CREST67C.Y. _....... - T` STORAGE / AC. STORAGE - = "- -- ' _ DE VICWEDEVICE SEDIMENT CLEANOUT POINT DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY RISER PASSES 25 -YR. EVENT) PLATE. 3.80 -2 Drip Line Protective Device Maximum Limits of Clearing and Grading Proposed Grading I where ciripline I Is leas than I 5 ' CONSTRUCTION OPERATIONS RELATIVE TO THE LOCATION OF PROTECTED TREES a USE 2 LUMBER FOR ' IiCROSSBRACING USE AN 8" WIRE "U" TO SECURE BOTTOM ANCHOR POSTS MUST BE PUT IN THE GROUND SURFACE GROUND TO A DEPTH OF AT LEAST 1/3 GENERAL NOTES: OF THE TOTAL HEIGHT OF THE POST 1 LIMITS OF DISTURBANCE WILL BE SET AS PART OF THE REVIEW PROCESS. 2 THE BOUNDARIES OF THE LIMITS OF DISTURBANCE SHOULD STAKED AN FLAGGED PRIG TORLDBEDER ERECTING THE PROTECTIVE DEVICE. 3) ANCHOR POSTS SHOULD BE PLACED TO AVOID SEVERING FOR DAMAGING LARGE TREE ROOTS. 4) FENCING MATERIAL SHOULD BE FASTENED SECURELY TO THE ANCHOR POSTS. TEMPORARY DIVERSION DIKE 18" MIN. a .. COMPACTED S01 c+^Z :_. FLOW r5 riK n I=II I =1I I -I I-1 11=1 I I . I-ILIirlilii1 , Ii , 1t 4 4.5' MIN. EROSION AND SEDIMENT CONTROL NARRATIVE:TEMPORARY SLOPE DRAIN - 3.15 A FLEXIBLE TUBING OR CONDUIT EXTENDING FROM CONSTRUCTION SEQUENCING PROMOTE UNIFORM GERMINATION. APPLY SEED UNIFORMLY WITH A BROADCAST the Code of Albemarle. SEEDER, DRILL, CULTI- PACKER SEEDER, OR HYDROSEEDER ON A FIRM, FRIABLE SEEDBED. SEEDING DEPTH SHOULD BE 1/4 TO 1/2 INCH.14.Borrow, fill or waste activity involving industrial -type power equipment shall be HYDROSEEDING SPECIAL REQUIREMENTS - TO AVOID POOR GERMINATION RATES AS A THE TOP TO THE BOTTOM OF A CUT OR FILL SLOPE TO TEMPORARILY CONDUCT limited to the hours of 7:00 a.m. to 9:00 p.m. PROJECT DESCRIPTION CONCENTRATED STORMWATER RUNOFF SAFELY DOWN THE FACE OF A CUT OR FILL CONSTRUCTION WILL BE SEQUENCED SO THAT GRADING OPERATIONS CAN BEGIN AND THIS PROJECT CONSISTS OF THE CONSTRUCTION OF A SINGLE FAMILY RESIDENTIAL DEVELOPMENT.SLOPE WITHOUT CAUSING EROSION ON OR BELOW THE SLOPE. SEE SHEET 5A FOR END AS QUICKLY AS POSSIBLE. IN PARTICULAR, INSTALLATION OF CONTROLS SHALL FOLLOW THIS ORDER: APPROXIMATELY 4.99 AC. WILL BE DISTURBED.DETAILS. maintains lateral support, in order to minimize any hazard to persons, physical EXISTING SITE CONDITIONS OUTLET PROTECTION - 3.18 RIPRAP IS TO BE PLACED AT THE OUTLET OF ALL 1. INSTALL THE WASH RACK AND THE TEMPORARY GRAVEL CONSTRUCTION THE TOPOGRAPHY ON THIS SITE RANGES IN ELEVATION FROM 354 FEET TO 444 FEET ABOVE SEA PIPES A INDICATEDSNDCATED ON THE SITE PLAN. - 1N --)-ENTRANCE ALONG THEE CURRENT NORTHERN CUL-DE-SACDESAC OF TOWNBROOK CROSSING, AS SHOWN ON THE PLAN. MUD AND DEBRIS SHALL BE WASHED FROMLEVEL. THE LAND ONSITE IS ROLLING TERRAIN WITH SLOPES BETWEEN 3% AND 257L REFER TO SHEET FOR SLOPES 25 TWO MAIN RIDGES EXIST OTHE SLOPING INTO A LOW POINT IN A MAJOR RIPRAP - 3.19 A PERMANENT, EROSION - RESISTANT GROUND COVER OF LARGE,ALL CONSTRUCTION VEHICLES AND EQUIPMENT BEFORE LEAVING THE SITE. WATER D RAINAGEWAY THROUGH THE CENTER OF SITE. THE MAJORITY OF THE SITE DRAINS TO A STREAM LOOSE, ANGULAR STONE WITH FILTER FABRIC OR GRANULAR UNDERLINING TO TANK TRUCKS WILL BE USED IF PUBLIC WATER IS NOT AVAILABLE. -17 THAT RUNS ALONG THE EASTERN EDGE OFF THEHE PROPERTY.PROTECT THE SOIL FROM EROSION, TO STABILIZE SLOPES, AND TO DISSIPATE RUNOFF permanent stormwater management facilities where applicable all erosion VELOCITIES.2. CLEAR AND GRUB AND INSTALL ALL PERIMETER SEDIMENT CONTROLS; THE TREE THE DOMINATING FEATURE ON THE PROPERTY IS HEAVY VEGETATION, WITH SIGNIFICANT TREE COVERAGE. sale of any lot, unit, PROTECTION, SILT FENCES, DIVERSION, SEDIMENT BASIN, AND OUTLET PROTECTION THIS TREE AND VEGETATION COVERAGE IS FAIRLY UNIFORM THROUGHOUT THE SUBJECT PROPERTY.SURFACE ROUGHENING - 3.29 PROVIDE A ROUGH SOIL SURFACE WITH HORIZONTAL AS SHOWN ON THE PLAN. M -4 DEPRESSIONS CREATED BY OPERATING A TILLAGE OR OTHER SUITABLE IMPLEMENT ON COMPLETION OF SEED APPLICATION (SEE MULCHING STD. & SPEC. 3.35 VE &SCH). A 20' SANITARY SEWER EASEMENT EXISTS ON THE SOUTH EASTERN CORNER OF THE SUBJECT THE CONTOUR, OR BY LEAVING SLOPES IN A ROUGHENED CONDITION BY NOT 3. APPLY TEMPORARY SEEDING AND MULCHING TO ALL EARTHENED PERIMETER PROPERTY.FINE- GRADING THEM. SHOULD BE A APPLIED TO: 1) ALL SLOPES STEEPER THAN 3:1 CONTROLS IMMEDIATELY FOLLOWING GRADING. (MS -5) WITH EITHER STAIR-STEP GRADING GROOVING FURROWING OR TRACKING IF THEY ARE NECESSARY REPAIRS AND RE- SEEDINGS WITHIN THE SAME SEASON, IF POSSIBLE. ADJACENT PROPERTIES TO BE STABILIZED WITH VEGETATION; 2) AREAS WITH GRADES LESS STEEP THAN 3:C4. BEGIN TOP SOIL REMOVAL AND STOCKPILING0LING AND ROUGH GRADING. ALSO EXISTING ROADWAYS TERMINATE IN CUL -DE -SACS AT SUBJECT PROPERTY IN TWO (2) LOCATIONS.SHOULD HAVELVE SOIL LIGHTLY ROUGHENED AND LOOSE TO A DEPTH OF 2 -4 INCHESE INSTALL THE CULVERT INLET/VERT STRUCTURE AND INLET OUTLET PROTECTIONPlECTIO AT THE WTOTHENORTHISTOWNBROOKCROSSING, AND TO THE', WEST IS ALSO TOWNBROOK CROSSING. ACCESS PRIOR TO SEEDING; AND 3) AREAS WHICH HAVE BEEN GRADED AND WON'T BE INTERSECTION OF TOWNBROOK CROSSING AND TOWNBROOK COURT. TO THE SUBJECT PROPERTY WILL BE UTILIZED AT THESE TWO POINTS.STABILIZED IMMEDIATELY MAY BE ROUGHENED TO REDUCE RUNOFF VELOCITY. SPEC. 3.32 VE &SCH FOR PROPER MAINTENANCE FERTILIZATION BASED ON SITE 18.Permanent stabilization shall be lime and fertilizer, permanent seeding and 5. AS GRADING PROGRESSES, FIELD ADJUSTMENTS SHALL BE MADE TO PERIMETER ADJOINING PROPERTIES THAT WILL BE AFFECTED BY THE SUBJECT PROPERTY INCLUDE SURROUNDING DUST CONTROL - 3.39 REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING CONTROLS TO ACCOMMODATE CHANGING DRAINAGE PATTERNS AND TO FACILITATE RESIDENTIAL DEVELOPMENTS ON ALL SIDES.LAND DISTURBING, DEMOLITION AND CONSTRUCTION ACTIVITIES TO PREVENT SURFACE POSITIVE DRAINAGE TO SEDIMENT BASINS. AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES. IMMEDIATE AESTHETIC EFFECT IS DESIRABLE.shall be applied of 180lbs /acre and consist of 95% Kentucky 31 or Tall Fescue 6. FINISH TOP SOIL REMOVAL AND STOCKPILING AND ROUGH GRADING. SOILS and 0 -5% Perennial Ryegrass or Kentucky Bluegrass. Straw mulch is to be DISTURBED SURFACES TO PREVENT EROSION AND REDUCE OVERLAND FLOW VELOCITIES A SOILS MAP AND SUPPORTING SOILS DATA HAVE BEEN PROVIDED ON SHEET 3 OF THIS PLAN SET.SEEDING SPECIFICATIONS 7. INSTALLATION OF UTILITIES CURB AND GUTTER, AND PAVEMENT SHALL PROCEED CRITICAL EROSION AREAS TEMPORARY SEEDING SPECIFICATION: 3.31 - ESTABLISHMENT OF TEMPORARY AS FINAL GRADE IS REACHED WITHIN THE SITE. THE ERODIBILITY OF SOME AREAS COULD BE SEVERE. ALBEMARLE COUNTY MUST BE NOTIFIED IF VEGETATIVE COVER ON DISTURBED AREAS (THAT WILL NOT BE BROUGHT TO FINAL GRADE WITHIN A PERIOD OF MORE THAN 30 DAYS) BY SEEDING AND MULCHING WITH 8. TRANSITION FROM PHASE I TO PHASE 11 CONTROLS SHALL OCCUR AS FINAL GRADEQUANTICOSLATEISENCOUNTERED. AREAS WITH THIS SOIL TYPE MAY REQUIRE EXTRA LIME TO Maintenance: All measures are to be inspected weekly and after each rainfall. IS REACHED AND UTILITIES, PAVEMENT, ETC. ARE IN PLACE. SUPPORT GROUND COVER. SLOPES IN CRITICAL EROSKON AREAS (2:1 AND 3:1 FILL SLOPES) SHALL BE FAST GERMINATING TEMPORARY VEGETATION. (Ii NEED SOIL PROTECTION. COVERED WITH JUTE MESH (OR EQUAL) AND SEEDING IIN INCREMENTS OF 10' IN HEIGHT. ALL AREAS PLANT SELECTION - SELECT PLANTS APPROPRIATE TO THE SEASON AND SITE 9. START RE- VEGETATION AS AREAS ARE BROUGHT TO GRADE OR STAND IDLE FOR STEEPER THAN 3:1 SHALL BE SEEDED WITH A LOW MAUNTENANCE, NON- GRASSED GROUNDCOVER SUCH CONDITIONS FROM TABLES 3.31 -8 AND 3.31 -C IN THE VIRGINIA EROSION AND MORE THAN SEVEN (7) DAYS. REPLACEMENT OF SEDIMENT BASINS WITH AS VARIEGATED LIRIOPE OR EQUIVALENT.SEDIMENT CONTROL HANDBOOK (VE &SCH). SEE SHEET 58A FOR DETAILS.PERMANENT SWM FACILITIES AND FACILITY PERIMETER E &S CONTROLS SHOULD h it height must be cleaned and repaired immediately.sediment to half t e 9 P Y BEGIN AT TIME WHEN COMPLETION OF FINAL GRADING REQUIRES INSTALLATION MINIMUM STANDARDS LIMING - AN EVALUATION SHOULD BE CONDUCTED TO DETERMINE IF LIME IS AND UPSTREAM AREAS HAVE BEEN SUFFICIENTLY VEGETATED AND STABILIZED. MSNECESSARYFORTEMPORARYSEEDING. TABLE 3.31 -A IN THE VE &SCH SHOULD BE 1) FOR EVERY MEASURE EMPLOYED TO SATISFY EACH OF THE NINETEEN MINIMUM STANDARDS APPLICABLE UTILIZED FOR APPLICATION RATES. 10. STABILIZE THE REMAINDER OF THE DISTURBED AREA WITH TOP SOIL STOCKPILESTOTHISDEVELOPMENT, THE NUMBER FOR THE PARTICUJILAR STANDARD BEING SATISFIED HAS BEEN PLACED IN PARENTHESES NEXT TO THE CORRESPONDINIG MEASURE. STORM SEWER COMPUTATIONS AND FERTILIZER - SHALL BE APPLIED AT 600 LBS. /ACRE OR 10 -20 -10 OR EQUIVALENT AND PERMANENT SEEDING. S-3) CHANNEL COMPUTATIONS HAVE BEEN PROVIDED ON SHBEETS 8 AND 14, RESPECTFULLY, DEMONSTRATING NUTRIENTS. LIME AND FERTILIZER SHALL BE INCORPORATED INTO THE TOP 2 TO 4 SPACE, DEPTH, AND FREE OF DELETERIOUS MATERIALS TO PROMOTE GROWTH. COMPLIANCE WITH MS -19. THE FOLLOWING MINIMUM SiTANDARDS DO NOT APPLY TO THIS DEVELOPMENT:INCHES OF THE SOIL IF POSSIBLE.11. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE MS -12, MS -13, MS -14, AND MS -15.REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER SURFACE ROUGHENING - IF THE AREA HAS BEEN RECENTLY LOOSENED OR TEMPORARY MEASURES ARE NO LONGER NEEDED, WITH PERMISSION OF THE EMBANKMENT FILL MATERIAL DISTURBED, NO FURTHER ROUGHENING IS REQUIRED, WHEN THE AREA IS EROSION CONTROL INSPECTOR. (MS-18)_ THE FILL MATERIAL SHALL BE TAKEN FROM APPROVED BORROW AREAS. IT SHALL BE CLEAN MINERAL COMPACTED, CRUSTED, OR HARDENED, THE SOIL SURFACE SHALL BE LOOSENED BY MAINTENANCE PROGRAM SOIL, FREE OF ROOTS, WOODY VEGETATION, STUMPS, SGOD, OVERSIZED STONES, ROCKS, OR OTHER DISCING, RAKING, HARROWING, OR OTHER ACCEPTABLE MEANS (SEE SURFACE DAILY SITE INSPECTION WILL BE REQUIRED AND DAMAGED CONTROLS REPAIRED BY PERISHABLE OR OBJECTIONABLE MATERIAL. THE MATEFRIAL SELECTED MUST HAVE ENOUGH STRENGTH ROUGHENING, STD. & SPEC. 3.29 VE &SCH).CLOSE OF THAT DAY. INSPECTIONS SHALL ALSO FOLLOW EACH SIGNIFICANT FOR THE DAM TO REMAIN STABLE AND BE TIGHT ENOUJGH, WHEN PROPERLY COMPACTED, TO PREVENT SEEDING - SEED SHALL BE EVENLY APPLIED WITH A BROADCAST SEEDER, DRILL,RAINFALL. IN PARTICULAR THE FOLLOWING SHALL BE INSPECTED: EXCESSIVE PERCOLATION OF WATER THROUGH THE DAMA. FILL CONTAINING PARTICLES RANGING FROM CULTIPACKER SEEDER OR HYDROSEEDER. SMALL GRAINS SHALL BE PLANTED NOSMALLGRAVELORCOARSESANDTOFINESANDAND (CLAY IN DESIRED PROPORTION IS APPROPRIATE.MORE THAN ONE INCH DEEP. GRASSES AND LEGUMES SHALL BE PLANTED WITH NO 1. THE SEDIMENT BASINS AND TRAPS WILL BE CHECKED REGULARLY FOR SEDIMENT ANY EMBANKMENT MATERIAL SHOULD CONTAIN APPROXKIMATELY 20% CLAY PARTICLES BY WEIGHT. USING LOW LESS THAN 1/4` SOIL COVER.CLEANOUT. THE UNIFIED SOIL CLASSIFICATION SYSTEM, SC (CLAYEW SAND), GC (CLAYEY GRAVEL) AND CL ( LIQUID LIMIT" CLAY) ARE AMONG THE PREFERRED TYPES OF EMBANKMENT SOILS. AREAS ON WHICH FILL MULCHING - SEEDINGS MADE IN FALL FOR WINTER COVER AND DURING HOT AND 2. THE GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR SEDIMENT BUILDUP IS TO BE PLACED SHALL BE SCARIFIED PRIOR TO PLAMEMENT OF FILL. THE FILL MATERIAL SHOULD DRY SUMMER MONTHS SHALL BE MULCHED ACCORDING TO MULCHING, STD. &SPEC.WHICH WILL PREVENT DRAINAGE. IF THE GRAVEL IS CLOGGED BY SEDIMENT, IT CONTAIN PROPER AMOUNT OF MOISTURE TO ENSURE THHAT 95% COMPACTION WILL BE ACHIEVED. FILL 3.35 VE &SCH, EXCEPT THAT HYDROMULCHES (FIBER MULCH) WILL NOT BE SHALL BE REMOVED AND CLEANED OR REPLACED. MATERIAL WILL BE PLACED IN 6 -INCH CONTINUOUS LAiYERS OVER THE ENTIRE LENGTH OF THE FILL.CONSIDERED ADEQUATE. STRAW MULCH SHOULD BE USED DURING THESE PERIODS.COMPACTION SHALL BE OBTAINED BY ROUTING THE HAkUUNG EQUIPMENT OVER THE FILL SO THAT THE TEMPORARY SEEDINGS MADE ON FAVORABLE SOIL AND SITE CONDITIONS DURING 3. THE SILT FENCE BARRIER WILL BE CHECKED REGULARLY FOR UNDERMINING OR ENTIRE SURFACE OF THE FILL IS TRANSFERRED BY AT LEAST ONE WHEEL OR TREAD TRACK OF THE OPTIMUM SPRING AND FALL SEEDING DATES MAY NOTD0 REQUIRE MULCHQ DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL EQUIPMENT. OR BY USING A COMPACTOR. A4R A B TAKEN IN COMPACTING AROUNDEQSGACTOSPECIALCESHALLE I DEPOSI S YOFSEDIMENTDEOSIONREACHEHALFWAY TO THE TOP OF THE BARRIER. THE ANIT -SEEP COLLARS (COMPACT BY HAND, IF NECEESSARY) TO AVOID DAMAGE AND ACHIEVE DESIRED RE- SEEDING - AREAS WHICH FAIL TO ESTABLISH VEGETATIVE COVER ADEQUATE TOCOMPACTION. THE EMBANKMENT SHALL BE CONSTRUCTED TO AN ELEVATION 10% HIGHER THAN THE PREVENT RILL EROSION WILL BE RE- SEEDED AS SOON AS SUCH AREAS ARE 4. THE SEEDED AREAS AND CUT AND FILL SLOPES WILL BE CHECKED REGULARLY DESIGN HEIGHT TO ALLOW FOR SETTLEMENT IF COMPACTION IS OBTAINED WITH HAULING EQUIPMENT. IF IDENTIFIED.TO INSURE THAT A GOOD STAND OF VEGETATION IS MAINTAINED. AREAS SHALL COMPACTORS ARE USED FOR COMPACTION, THE OVERBBUILD MAY BE REDUCED TO NOT LESS THAN 5 %BE FERTILIZED AND RESEEDED AS NEEDED. (MS -7) EROSION AND SEDIMENT CONTROL MEASURES PERMANENT SEEDING SPECIFICATION: 3.32 - ESTABLISHMENT OF PERENNIAL VEGETATIVE COVER ON ROUGH GRADED AREAS WHICH WILL NOT BE BROUGHT TO FINAL GRADE FOR EROSION CONTROL NOTES: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL A YEAR OR MORE OR WHERE PERMANENT, LONG -LIVED VEGETATIVE COVER IS NEEDED TO STABILIZE THE SOIL. THE PROJECT SITE IS IN THE COASTAL PLAIN REGION OF 1. The plan approving authority must be notified one week prior to thePRACTICESSHALLBECONSTRUCTEDANDMAINTAINEDINACCORDANCEWITHTHEMINIMUMSTANDARDSALBEMARLECOUNTYTHEREFOREPLANTMATERIALSSHOULDBESELECTEDSPECIFICALLYpre - construction conference, one week prior to the commencement of landANDSPECIFICATIONSOFTHEVIRGINIAEROSIONANDSEEDIMENTCONTROLHANDBOOK.FOR THIS REGION. (MS -3)disturbing activity and one week prior to the final inspection. NO DISTURBED AREAS SHALL BE DENUDED FOR MORE 'THAN SEVEN (7) DAYS, EXCEPT FOR THAT PORTION PLANT SELECTION - SELECT PLANT MATERIALS BASED ON CLIMATE, TOPOGRAPHY,2, All erosion and sediment control measures will be constructed and maintained OF THE SITE IN WHICH WORK WILL BE CONTINUOUS BEYOND SEVEN (7) DAYS. SILT FENCE BARRIERS AND SOILS, LAND USE, AND PLANTING SEASON. USE TABLES 3.32 -A AND 3.32 -B IN according to minimum standards and specifications of the Virginia Erosion and ALL OTHER PERIMETER CONTROL MEASURES, AS INDICA4TED ON THE PLANS SHALL BE PLACED IN THE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK (VE &SCH) TO SELECT Sediment Control Handbook and Virginia Regulations VR 625 -02 -00 Erosion CONJUNCTION WITH CLEARING AND PRIOR TO ROUGH GBRADiNG. S -1)WHICH PLANT CHARACTERISTICS AND VARIETIES WOULD BE BEST SUITED FOR THE and Sediment Control Regulations. PROJECT SITE. APPROPRIATE SEEDING MIXTURES FOR VARIOUS SITE CONDITIONS ANY STOCKPILED MATERIAL WHICH WILL REMAIN IN PLAT LONGER THAN SEVEN (7) DAYS SHALL BE ARE PROVIDED ON TABLES 3.32 -C, 3.32 -D, AND 3.32 -E IN VE &SCH. SEE 3. All erosion and sediment control measures are to be placed prior to or as the SEEDED AND MULCHED FOR TEMPORARY VEGETATION. 11WHEN NECESSARY TO DE -WATER A TRENCH, THE SHEET 58B FOR DETAILS.first step in clearing. PUMP DISCHARGE HOSE SHALL BE OUTLETTED INTO A STABILIZED AREA OR SEDIMENT TRAPPING STRUCTURE. (MS -1. MS -2)SEEDBED REQUIREMENTS - VEGETATION SHOULD NOT BE ESTABLISHED ON SLOPES 4, A co PY of the approved erosion and sediment control plan shall be maintained THAT ARE UNSUITABLE DUE TO INAPPROPRIATE SOIL TEXTURE, POOR INTERNAL on the site at all times. THE CONTRACTOR SHALL MAKE PROVISIONS FOR DUST CONTROL DURING CONSTRUCTION ACTIVITIES.STRUCTURE OR INTERNAL DRAINAGE, VOLUME OF OVERLAND FLOW, OR EXCESSIVE ACCEPTABLE MEASURES FOR DUST CONTROL INCLUDE 'TEMPORARY VEGETATIVE COVER, MULCHING,0 MSSTEEPNESS, UNTIL MEASURES HAVE BEEN TAKEN TO CORRECT THESEEE PR BLE 5. Prior to commencing land disturbing activities in areas other than indicated on TILLAGE, IRRIGATION, SPRAY -ON ADHESIVES, STONE, BIARRIERS, AND CALCIUM CHLORIDE. PLEASE SEE SEE STD. & SPEC. 3.32 FOR THESE REQUIREMENTS).these plans (including, but not limited to, off -site borrow or waste areas), the STD & SPEC 3.39 OF THE VESCH FOR A DESCRIPTION OF EACH METHOD, AND HOW IT IS USED MOST contractor shall submit a supplementary erosion control plan to the owner for EFFECTIVELY.SOIL CONDITIONERS - IF REQUIRED, THE FOLLOWING MATERIALS MAY BE ADDED TO review and approval by the plan approving authority. STRUCTURAL PRACTICES THE SOIL TO IMPROVE THE STRUCTURE, TEXTURE, OR DRAINAGE CHARACTERISTICS OF THE SOIL: PEAT, SAND, VERMICULITE, RAW MANURE, ROTTED SAWDUST,6. The contractor is responsible for installation of any additional erosion control TEMPORARY CONSTRUCTION ENTRANCE - 3.02 A TEMPORARY CONSTRUCTION TREATED SEWAGE SLUDGE. A DESCRIPTION OF THESE MATERIALS AND measures necessary to prevent erosion and sedimentation as determined by ENTRANCE WITH A WASH RACK SHALL BE INSTALLED /AT THE NORTHERN ENTRANCE APPLICATIONS CAN BE FOUND IN STD. & SPEC. 3.32 VE &SCH.the plan approving authority. OF TOWNBROOK CROSSING. DURING MUDDY CONDITIOi DRIVERS OF CONSTRUCTION VEHICLES WILL BE REQUIRED TO WASH THEIR WHEELS; BEFORE ENTERING THE ROAD.LIMING -SOIL TESTS SHOULD BE CONDUCTED TO DETERMINE LIME AND FERTILIZER 7. All disturbed areas are to drain to approved sediment control measures at allpp 17 NEEDS. SOIL TESTS MAY BE PERFORMED BY THE COOPERATIVE EXTENSION times during land disturbing activities and during site development until final SERVICE SOIL TESTING LABORATORY AT VPI &SU OR BY ANOTHER REPUTABLE stabilization is achieved. SILT FENCE BARRIER - 3.05 SILT FENCE SEDIMENT BIARRIERS WILL BE INSTALLED COMMERCIAL LABORATORY. IF A SOIL TEST CANNOT BE OBTAINED, THEN APPLY WITH MINIMAL GRADES TO FILTTER SEDIMENT -LADE RUNOFFDOWNSLOPEOFAREASNRUOF 2 TONS /ACRE OF PULVERIZED AGRICULTURAL GRADE LIMESTONE (90 LBS. /1000 8. During dewatering operations, water will be pumped into an approved filteringFROMSHEETFLOWASINDICATEDONTHESITEPLAN.,SQ. FT.).device. STORM DRAIN INLET PROTECTION - 3.07 ALL STORM SEWER INLETSTORE SHALL BE FERTILIZER -FOR MIXED GRASSES AND LEGUMES 1000 LBS. /ACRE OF 10 -20 -10 9. The contractor shall inspect all erosion control measures periodically and afterPROTECTEDDURINGCONSTRUCTION. SEDIMENT -LADEN WATER SHALL BE FILTERED OR EQUIVALENT SHOULD BE APPLIED TO THE SOIL. OTHER FERTILIZER each runoff- producing rainfall event. Any necessary repairs or cleanup toBEFOREENTERINGTHESTORMSEWERINLETS. (MS -10)FORMULATIONS, INCLUDING SLOW- RELEASE SOURCES OF NITROGEN MAY BE USED maintain the effectiveness of the erosion control devices shall be made PROVIDED THEY CAN SUPPLY THE SAME AMOUNTS AND PROPORTIONS OF PLANT immediately. TEMPORARY DIVERSION DIKE - 3.09 TEMPORARY DIVERSION DIKE WILL BE PLACE AT NUTRIENTS THE BASE OF SLOPING DISTURBED AREAS TO DIVERT SEDIMENT LADENT WATER TO 10. All fill material to be taken from an approved, designated borrow area. SEDIMENT TRAPS FOR SETTLING.INCORPORATION - LIME AND FERTILIZER SHALL BE INCORPORATED INTO THE TOP 4- 6 INCHES OF THE SOIL BY DISCING OR OTHER MEANS WHEREVER POSSIBLE. FOR 11. All waste materials shall be taken to an approved waste area. Earth fill shall TEMPORARY SEDIMENT BASIN /TRAPS - 3.13 /3.14 TEMPORARY SEDIMENT EROSION CONTROL, WHEN APPLYING LIME AND FERTILIZER WITH A HYDROSEEDER,be inert materials only, free of roots, stumps, wood, rubbish and other debris. BASINS/TRAPS WILL BE CONSTRUCTED AS PONDING AREAS TO DETAIN APPLY TO A ROUGH, LOOSE SURFACE. SEDIMENT -LADEN RUNOFF LONG ENOUGH TO ALLOW THE MAJORITY OF THE SEDIMENT SEEDIN - CERTIFIED SEED WILL BE USED FOR ALL PERMANENT SEEDING. THE SEED CERTIFIED 12. Borrow or waste areas are to be reclaimed within 7 days of completion per TO SETTLE OUT. (MS^6)MUST MEET PUBLISHED STATE STANDARDS AND BEAR AN OFFICIAL SEED"Zoning Ordinance Section 5.1.28.LABEL. LEGUME SEED SHOULD BE APPROPRIATELY INOCULATED TO THE SPECIES. SMIGE FOR E +S FACILITIES SEED OF LESPEDEZAS, THE CLOVERS AND CROWN VETCH SHOULD BE SCARIFIED TO 13.All inert materials shall be transported in compliance with Section 13 -301 ofPROMOTEUNIFORMGERMINATION. APPLY SEED UNIFORMLY WITH A BROADCAST the Code of Albemarle. SEEDER, DRILL, CULTI- PACKER SEEDER, OR HYDROSEEDER ON A FIRM, FRIABLE SEEDBED. SEEDING DEPTH SHOULD BE 1/4 TO 1/2 INCH.14.Borrow, fill or waste activity involving industrial -type power equipment shall be HYDROSEEDING SPECIAL REQUIREMENTS - TO AVOID POOR GERMINATION RATES AS A u limited to the hours of 7:00 a.m. to 9:00 p.m. RESULT OF SEED DAMAGE DURING HYROSEEDING, IT IS RECOMMENDED THAT IF A w 0 MACHINERY BREAKDOWN OF 30 MINUTES TO 2 HOURS OCCURS, 50% MORE SEED 15.Borrow, fill or waste activity shall be conducted in a safe manner that SHOULD BE ADDED TO THE TANK, BASED ON PROPORTIONS OF THE SLURRY G 00 maintains lateral support, in order to minimize any hazard to persons, physicalREMAININGINTHETANK. BEYOND 2 HOURS A BATCH OF NEW SEED MAY BE damage to adjacent land and improvements, and damage to any public street NECESSARY. IN INACCESSIBLE AREAS, LIME MAY HAVE TO BE APPLIED SEPARATELY because of slides, sinking or collapse.IN PELLETIZED OR LIQUID FORM. SURFACE ROUGHENING IS PARTICULARLY IMPORTANT qw WHEN HYDROSEEDING BECAUSE A ROUGHENED SLOPE WILL PROVIDE SOME NATURAL 16.The developer shall reserve the right to install, maintain, remove or convert toCOVERAGEOFLIME, FERTILIZER, AND SEED. LEGUME INOCULANTS SHOULD BE APPLIED permanent stormwater management facilities where applicable all erosionATFIVETIMESTHERECOMMENDEDRATEWHENINOCULANTISINCLUDEDINTHEcontrolmeasuresrequiredbythisplanregardlessofthesaleofanylot, unit,HYDROSEEDER SLURRY,building or other portion of the property.MULCHING - ALL PERMANENT SEEDING MUST BE MULCHED IMMEDIATELY UPON COMPLETION OF SEED APPLICATION (SEE MULCHING STD. & SPEC. 3.35 VE &SCH).17.Temporary stabilization shall be temporary seeding and mulching. Seeding is IRRIGATION - NEW SEEDINGS SHOULD BE SUPPLIED WITH ADEQUATE MOISTURE.to be at 75 Ibs/ocre, and in the months of September to February to consist RE- SEEDING - INSPECT SEEDED AREAS FOR LACK OF GERMINATION AND MAKE of a 50/50 mix of annual Ryegrass and Cereal Winter Rye, or in March andNECESSARYREPAIRSANDRE- SEEDINGS WITHIN THE SAME SEASON, IF POSSIBLE.April to consist of Annual Rye, or May through August to consist of GermanMAINTENANCEFERTILIZATION - COOL SEASON GRASSES SHOULD BEGIN TO BE Millet. Straw mulch is to be applied at 801bs /100sf. Alternatives are subjectFERTILIZED90DAYSAFTERPLANTINGTOENSUREPROPERSTANDANDDENSITY.to approval by the County erosion control inspector.WARM SEASON FERTILIZATION SHOULD BEGIN AT 30 DAYS AFTER PLANTING. SEE STD. SPEC. 3.32 VE &SCH FOR PROPER MAINTENANCE FERTILIZATION BASED ON SITE 18.Permanent stabilization shall be lime and fertilizer, permanent seeding andCONDITIONS. SODDING: 3.33 - STABILIZING FINE GRADED AREAS BY ESTABLISHING PERMANENT mulch. Agricultural grade limestone shall be applied at 90lbs /1000sf, GRASS STANDS WITH SOD PROVIDES IMMEDIATE PROTECTION AGAINST EROSION AND IS incorporated into the top 4 -6 inches of soil. Fertilizer shall be applied at ESPECIALLY EFFECTIVE IN GRASSED SWALES AND WATERWAYS OR IN AREAS WHERE 1000lbs /acre and consist of a 10 -20 -10 nutrient mix. Permanent seeding IMMEDIATE AESTHETIC EFFECT IS DESIRABLE.shall be applied of 180lbs /acre and consist of 95% Kentucky 31 or Tall Fescue MULCHING: 3.35 - APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO and 0 -5% Perennial Ryegrass or Kentucky Bluegrass. Straw mulch is to be DISTURBED SURFACES TO PREVENT EROSION AND REDUCE OVERLAND FLOW VELOCITIES applied at 801bs/t00sf. Altematives are subject to approval by the County FOSTER PLANT GROWTH BY INCREASING AVAILABLE MOISTURE AND PROVIDING INSULATION erosion control inspector. AGAINST EXTREME HEAT OR COLD. APPLICABLE TO ALL SEEDING OPERATIONS, OTHER PLANT MATERIALS WHICH DO NOT PROVIDE ADEQUATE SOIL PROTECTION BY THEMSELVES,19.Maintenance: All measures are to be inspected weekly and after each rainfall. AND BARE AREAS WHICH CANNOT BE SEEDED DUE TO THE SEASON BUT WHICH STILL Any damage or clogging to structural measures is to be repaired immediately. NEED SOIL PROTECTION.Silt traps are to be cleaned when 50% of the wet storage volume is filled with sediment. All seeded areas are to be reseeded when necessary to achieve a NOTE Silt fence and diversion dikes which are collectinggoodstandofgrass. S 9 h it height must be cleaned and repaired immediately.sediment to half t e 9 P Y 1 . PERMANENT SEEDING SHALL BE PLACED ON ALL CUT FILL SLOPES ADJACENT TO THE 20.All temporary measures are to be removed withinowarerosionandsedimentcontrolLIMITSOFCLEARINGANDTEMPORARYSEEDINGSHALLBEPLACEDONALLAREAS30daysoffinalsitestabilization, when measures are no longer needed,THAT WILL BE DENUDED FOR MORE THAN 7 DAYS, EXCEPT FOR THAT PORTION IN subject to approval by the County erosion control inspector.WHICH WORK WILL BE CONTINUOUS BEYOND 7 DAYS. 2. PER VESCH STD. 3.30, PLANTING SOIL MUST HAVE ENOUGH FINES, SUFFICIENT PORE ENGINEERING GROUPE PROJECT STATUS SPACE, DEPTH, AND FREE OF DELETERIOUS MATERIALS TO PROMOTE GROWTH. w 00U V) wo:00a 6 u w 0 o N ppwNof G 00 P N tWN o UvM qw n/!„B ao c. vM N MIt 0 G ZO En Z OU w a OZ g4 o A T 1i V 1 I•/1 w H C. Z ct; Ii 0 F a A z z W ° U O F--1 Z W Z d 0 t-t Cn 0 W U MICHAEL F. Z Uc. No. 28 IL Irv i ti TN DATE: 5/07/08 FILE NO. SP -010CH DATE ACTION SHEET 11 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K4601.dwg, 00-K4601, 1/13/2009 12:02:44 PM, allenc, 44 I , 2 SECTION A -A SEDIMENT DA SIN S CHEMA TI C ELE VA TIONS Stage-Storage Stage- Storage: Conic Approximation Method PROJECT: Dw ENGINEER / DATE 9/30/2008 12:04 Ele%ntion Area Incremental iToWVolume Volume Sq.-Ft)Peet)Acres)acre-feet)acre -feet)cubic -feet) 1,213 382.00 0.028 TOTAL AVAILABLE BASIN VOLUME 0.000 0 1,612 383.00 0.037 0.032 0.032 1,408 2,020 384.00 0.046 0.042 0.074 3,220 3,292 385.00 0.076 0.060 0.134 5,851 4,178 386.00 0.096 0.086 0.220 9,577 5,093 367.00 0.117 1060 ..3260 14,205 6,037 388.00 0.139 0.128 0.454 19,763 RISER PASSES 25 -YR. EVENT) SEDIMENT BASIN 1 NON- TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET TO BE CONVERTED TO PERMANENT SWM POND) PROJECT DUNLORA BASIN # 1 TOTAL AREA DRAINING TO BASIN: 4.07 ACRES. BASIN VOLUME DESIGN WET STORAGE: 1. MINIMUM REQUIRED VOLUME = 67 CU. YDS. X TOTAL DRAINAGE AREA (ACRES). 67 CU. YDS. X 4.07 ACRES = 272.69 CU. YDS. 2. AVAILABLE BASIN VOLUME = 273.39 CU. YDS. AT ELEVATION 385.44 FT. 3. EXCAVATE 272.69 CU. YDS. TO OBTAIN REQUIRED VOLUME *. ELEVATION CORRESPONDING TO REQUIRED VOLUME = INVERT OF THE DEWATERING ORIFICE. 4. AVAILABLE VOLUME BEFORE CLEANOUT REQUIRED. 33 CU. YDS. X 4.07 ACRES = 134.31 CU. YDS. 5. ELEVATION CORRESPONDING TO CLEANOUT LEVEL = 384.19 6. DISTANCE FROM INVERT OF THE DEWATERING ORIFICE TO CLEANOUT LEVEL = 1.25 FT. Ail - ML01 :73431 7.MINIMUM REQUIRED VOLUME = 67 CU. YDS.X TOTAL DRAINAGE AREA (ACRES). 25 -YR. 67 CU. YDS. X 4.07 ACRES 272.69 CU. YDS. 8.TOTAL AVAILABLE BASIN VOLUME AT CREST OF RISER* = 564.50 CU. YDS. AT ELEVATION 387.20 MIN. 1.0' Elev. =388.1 MINIMUM = 134 CU. YDS. /ACRE OF TOTAL DRAINAGE AREA. = 545.38 CU. YDS. 9.DIAMETER OF DEWATERING ORIFICE = 3" 10.DIAMETER OF FLEXIBLE TUBING =5" PRELIMINARY DESIGN ELEVATIONS 1. CREST OF RISER = 387.20 TOP OF DAM = 389.20 DESIGN OF HIGH WATER = 388.20 UPSTREAM TOE OF DAM = 382.20 BASIN SHAPE 2. LENGTH OF FLOW L = 25' = 0.1 EFFECTIVE WIDTH W 175' BAFFLES ARE REQUIRED. RUNOFF 3. Q2 = 9.85 CFS (Q= CIA= 0.59x4.1x4.07AC) 4. Q25 = 14.41 CFS (Q= CIA- 0.59x6.Ox4.07AC) PRINCIPAL SPILLWAY DESIGN 5. WITH EMERGENCY SPILLWAY, REQUIRED SPILLWAY CAPACITY Qp = Q2 = 9.85 CFS. 6. ASSUMED AVAILABLE HEAD (h) = 1 FT. (USING Q2) h = DESIGN HIGH WATER ELEVATION - CREST OF RISER ELEVATION 7. RISER DIAMETER (Dr) = 48 IN. ACTUAL HEAD (h) = 0.39 FT. FROM PLATE 3.14 -8.) NOTE: AVOID ORIFICE FLOW CONDITIONS. 8. BARREL LENGTH (L) = 48 FT. HEAD (H) ON BARREL THROUGH EMBANKMENT = 10.2 FT. FROM PLATE 3.14 -7). 9. BARREL DIAMETER = 24 IN. RCP FROM PLATE 3.14 -A [PIPE]. 10. TRASH RACK AND ANTI- VORTEX DEVICE REFER TO SHEET 14 OF 15 FOR CONSTRUCTION OF PERMANENT TRASH RACK. EMERGENCY SPILLWAY DESIGN 21. REQUIRED SPILLWAY CAPACITY Qe = Q25 -Qp = 4.61 CFS 22. BOTTOM WIDTH (b) = 8 ft; THE SLOPE OF THE EXIT CHANNEL (s) 0.20 ft /ft.; AND THE MINIMUM LENGTH OF THE EXIT CHANNEL (x) = 32 ft. FROM TABLE 3.14 -C) DEWATERING ORIFICE CALCULATIONS S = 7,861 cubic feet Q = S/21600 = 0.36 CFS h = (387.2- 385.44)/2 = 0.88 A = Q/[(64.32 *h) ^ (j) *0.6] = 0.36/[(64.32 *0.88) ^(D *0.6] = o.oe square feet d = 2 *(A/3.14) ^ (b = 2 *(0.1573/3.14) ^ (D = 0.32 feet = 3.84 inches Conclusion: Use a 3" diameter hole for dewatering orifice DESIGN HIGH WATER 25 -YR.STORM ELEV.)Elev,= 389.20 Elev, =388,2 MIN.1.0'EMERGENCY SP MIN. 05)MIN. 1.0' Elev. =388.1 Dry Vol. A Elev,= 387.20 67 C.Y./ AC. DRY STORAGE E-t RISER CREST Wet V 67 C.Y./ AC. a Elev, =3 WET STORAGE a DEWATERING o IX DEVICE SEDIMENT CLANOUT POINT ELEV = 384.19 Inv In =380,0 Inv Out =377.0 24' RCP @ 6,8% 4' DIA. RISER STRUCTURE. SEE DETAIL FROMA SWM PLANS SHEET 14. CONTRACTORZ TO BLOCK 8.65" ORIFICE AT EEL= 385.00 TO MAKE DESIGN ELEVATIONS WITHRISERWATER2TIGHTDURINGEROSION D AND SEDIMECNT CONTROL OPERATIONS. EMERGENCY SPILLWAY ANTI -SEEP COLLAR DESIGN 23. DEPTH OF WATER AT PRINCIPAL SPILLWAY CREST (Y) = 6.2 FT SLOPE OF UPSTREAM FACE OF EMBANKMENT (Z) = 2:1 SLOPE OF PRINCIPAL SPILLWAY BARREL (Sb) = 6.8% LENGTH OF BARREL IN SATURATED ZONE (Ls) = 32 FT 24. NUMBER OF COLLARS REQUIRED = 2 - 3.5'X3.5' FINAL DESIGN ELEVATIONS 11. TOP OF DAM = 389.20 DESIGN HIGH WATER = 388.20 EMERGENCY SPILLWAY = 388.20 PRINCIPAL SPILLWAY CREST = 387.20 DEWATERING ORIFICE INVERT = 385.46 CLEANOUT ELEVATION = 384.21 UPSTREAM TOE OF DAM = 382.00 SOURCE: VA EROSION AND SEDIMENT CONTROL HANDBOOK, 1992 zw 0U NNWKD0a toz0 U) Wrr zD0U w a a A t/1 a r- C E~ W A A E-t z a a o IX A E-Z rZ,U O H O WWW O z z O t~ Fn O W v MIUHALL HS r-+ U Lie. No. 28 0000O,oa. rQ11TAL ENGINEERING GROUPIE PROJECT STA DATE AC11ON DATE: 5/07/08 SCALE: N A FILE NO. SP - 010CH SHEET 12 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K4601.dwg, 00- K4602, 1/13/2009 12:02:55 PM, allenc, u- - _ .- - \ DA #1 ost -Dave p antXPtom OF _ Front C rage C -Value Area C`A S I - - - -- - --- -- _i'1- _ _ - _ - - - - - - - - - - - - ------------------------------Bront Walks 0.9 0.05 .. 0.009. Sidewalks 0.9 0.02 0.018 Road /Dmeway 0.9 0.14 0.126 3- - - - - -- - -- -- Lawn /Grass 0.4 0.54 0.216 Sf S -- -- - --- -- - - -- - -- --- _ - - --- Totals 0.86 0.504AI'CLIk41T5 -- _ - QE CL_R N ' -- - -- ---- - ---- Weighted C - Value: 0.59 P.N 10R GRApNG_ - ------ jPI WAYI ELEV _--------- 2A Post De ant6:20 ___ - --- - - opm tlC c A#D I g \ - - - -0 Coverage C -Value Area C e A Building 0.9 0.06 0.054 DUNLOR l GATES 'L'LC'' ,•. ` Front Walks 0.9 0.003 0.0027 D, /3413 PG.: 37 ------ - - - - -T _.` , / Sidewalks 0.9 0 0 TAS( MAP' 62" PARCE,j 'f6 N _ - 8 RoadlDriew 0.9 0.12 0.106 DA# 2B ` ` '` '` ' / '' '' .. \I ...- _ --- - -- -- - - _ Lawn/Grass 0.4 0.21 0.084 NCLUDES P. ARIL TOP OF DAM. y 1 ., .•' i' - _ _'` -,t`_ ` To 0.39 0.2487Totals Weighted C- Value: 0.63A0.72 391 y C 0.71 - - - '` ..I w `I ,. \ y; 5 ° =R " P.RW _ ` \ -' : -==r _t (S 0 CLE _ - PHASE 2BG -' 7 = =/ RIVER CHASE i tTG. / to RA2k`.vdsf' 1 - C - - S \ \ DUNLO r --- I / - j -`-- -- 1 `t_ D.B. 1408 PG. zc_ 344 Ac I , - , \ _-- , Gli. - T 1G' 3<'2t - y -- PHASE 38 '` -' '` " RIVERCREST - /• / %` I \I__1 _ `Gob 'Iii USE• DEDICATEDf - T -L 4 - I OPEN SPACEDUNLORA hh D.B. 2215 PG. / /•; [/ o i 10,25I•G I 1 f (VACANI '' 461 OPEN SPACE (VACANT) R AccES D0 I n82 G y I ' '' 1 1' I I I i ' I \ ` ' // ~ ! I -` \ 1 ``` s' 1 20 1 RESERVED /AREA /' - - A ` r ' .i OPEN SP A (VACANT), CANT) / 2u.'' Lo 2V BFZ DA #26 Coverage C -Value Post- Development Area CIA Building 0.9 0.18 0.162 Front Walks 0.9 0.01 0.009 Sidewalks 0.9 0.03 0.027' Road/Dd\.eway 0.9 0.23 0.207' Lawn /Grass 0.4 0.27 0.108 Lawn /Grass Totals 0.72 0.513 w Weighted C- Value:0.71 DA #6A C -Value Post - Development Cmerage C -Value Area C"A 0.081 Building 0.9 0.14 0.126 Front Walks 0.9 0.01 0.0 Sidewalks 0.9 0 0 Road/Ddeeway 0.9 0.18 0.162 Lawn /Grass 0.4 0.22 0.088 Totals 0.55 0.385 Weighted C- Value: 0.70 DA #66 Cotierage C -Value Post -Development Area C`A Building 0.9 0.09 0.081 Front Walks 0.9 0.01 0.009'. Sidewalks 0.9 0.01 0.009 Road/Driwway 0.9 0.15 0.135 Lawn /Grass 0.4 0.16 0.064'. 6 Totals 0.42 0.298 w Weighted C- Value:0.71, DA #6 Co\erage C -Value Post - Development Area C`A Building 0.9 0 0 Front Walks 0.9.0 0 Sidewalks 0.9 0 0 Road/Dri\eway 0.9 0.04 0.036 Lawn /Grass 0.4 0.15 0.06. 6 Totals 0.19 0.096 w Weighted C- Value:0.51 NOTE: C FACTOR FOR DA 9, 10, 11, f 11 - ' ^>, 6B AND EX. IS ASSUMED TO THE WEIGHTED C FACTOR OF TH E REST OF1, { \ / it - '\ _ - _ tt, I; ' N III . - -_1 / " j - _ i \ THE DA'S, OR 0.65. LOT 382 F- "' 20 °-rrST'G R /W' TO BE / 4 V \ __ r PRO aiTF 9 - _- -- , _ USE: RESIDENTIAL 20 , / 3J \ _ - -- / 2G ^j t FBiND' T I \ \\ \ 5' - J - 78 -Y - Z . 7 19S _}1\ PItOi> ECL - j ;v1i `lTENDED _ C o _ / V _ ', - 2C!"'' "/ / V-i£< _ i 49- -.7• .Fi - C' zai_FFAVEF,M1FIJT ° 1 V ` ' DA# 6IEX I.. . '16 R / I . 27L`' / s'+[ ' - 1 i1: /e ' _` 5" I i V . -._.y ___ J * I r I 1 n G J .2 R. ' - -_ - 4. i20 VP. "t. _.ri _ __ , `. \iG ` 1 1 U - - -- - -_ - - -- I \'.I - J/r i r29" 11 - a (q CQ: ,___ -,_, _ iy. = __ \ X24 ?_ OUA FEET HEREBY [ DENTIAL \ \j / r , / 1< 1 1' ,x-`'; a- -_- i 12 +73 h 1 =_- __- - - - - - 16 57,65 FOR PU6.LIC STREET PURE 1 A 1 C =0.51 y r ,. -,\ :~ 1 \ ` ,i _ y ";' 4 i -_ I - 3 .. •, \. ,._. I `I rS <<T i I I t PR ,DP> =` _ _ , _ - ``: i _ f q g' "'.:rlM i _ '°rT. ° + 18 \` \ / I g 2 , f DA# 11 ` ° l A, A =0.74 C =0.65 1./ 6 - STREET 18' H 50' ROW x LL LO d r CONCRO S "N (r; • - I N EXISTING 4' CONCRETE SIDEWALKD 10 LOT 383 USE: RESIDENTIAL < A=0.77 C =0.65 \\ 32.4 j 33 18 10,9BOl 1PPP11 \\ 33A N y 16 i 17 `\ cu C \ 2C -! SIGN 24 __ P:OP. EDGE 26 2 a CF PAVEtJIEN I DA# 6B o A =0.42 7T tI t / r r'j 2" 25y J" `. 110t 0 4, C =0.71 I 15" RCP I \ rf 0 A 6 C -0.53 GRAPHIC SCALE nr F86Y ) 1 inch - 30 tt RESER D AREA TEMP. 3 U USE: OP N SPACE GRAQW VA( ANT) EASEMENT DA #9 - LOT 394 USE: RESIDENT END PROPOSED 5' - CONCIRETE SW LOT 393 1,f%MTAI I` II I1c1 I\ I Y -- 10.212 4 / I a2a" j 3A 20 B 1 X STM1hJE L T 395 I EM NG 20' UTILITY / If USE: ESIDENTIAL ; J EASE NT DB 1B36 PG 184 / 1 USE: OPEN \ SPACE (VACANT) \ 1 ; I 9:1 m1 rU B 0 1 1I I 15" RCP I \ rf 0 A 6 C -0.53 GRAPHIC SCALE nr F86Y ) 1 inch - 30 tt RESER D AREA TEMP. 3 U USE: OP N SPACE GRAQW VA( ANT) EASEMENT DA #9 - LOT 394 USE: RESIDENT END PROPOSED 5' - CONCIRETE SW LOT 393 1,f%MTAI I` II I1c1 I\ I Y -- 10.212 4 / I a2a" j 3A 20 B 1 X STM1hJE L T 395 I EM NG 20' UTILITY / If USE: ESIDENTIAL ; J EASE NT DB 1B36 PG 184 / 1 USE: OPEN \ SPACE (VACANT) \ 1 ; I 9:1 rU B 0u a 0 0 c\ vI N g36v wAr=a O Za 11111111 I r+ M O Pa W a A 1 I a EXIST. ; _ \, , \ 65 LATERAL DA# 6A O MICHAEL F. L 396 USE: ESIDENT11 1 PHASE 38 I I , DA# 2A RIVERCREST DUNLORA S o -42 2 iANHOLE D.B. 2215 PG EY.i_.TiNG 461 IN - - 113.'6 A=0.39 C =0.63 A =0.55 ? t;4. Ho. 028 a o ea C=0.70 ENGINEERING GROUPIE PROJECT STATUS DATE: 5/07/08 SCALE: 1 " =30' DESIGNER: TED DRAFTSMAN: TED FILE NO. SP_01OCH DATE ACTION SHEET 13 OF 15 U. \fI VRL \VUIIIVIP VaLG I.- •v \v . \v ., „vv.•.yl .,c \, ,,, r /a.,, vv., ac.v..+., • I ... 1.: / ` / \ I III i zw f U rn w ofO Q C? B 0u a 0 0 c\ vI N g36v U Ma yqw 11111111 v r+ MN 0 P cnzO cn w Of z OU 11111111 M I Al DEMA19 E COY 8W NOTti 1. All dams and constructed fill to be within 95% of maximum dry density and 2% of optimum moisture content. All fill material to be approved by a geotechnical engineer. A geotechnical engineer is to be present during construction of dams. 2. Pipe and riser joints are to be watertight within stormwater management facilities. 3. For temporary sediment traps or basins which are to be converted to permanent stormwater management facilities; conversion is not to take place until the site is stabilized, and permission has been obtained from the County erosion control inspector. MNIIIl1M FLOOR AREA MINIMUM FLOOR AREA IS EQUAL TO 2.5% OF THE AREA DRAINING TO THE POND. 2.5% X 4.07 AC = 1,906 SF. THE ACTUAL FLOOR AREA OF THE POND IS 2020 SF, THEREFORE THE DESIGN IS SUFFICIENT. ADEQUATE OUTFALL COMPUTA710N8 BASED ON A FIELD VISIT, THE OUTFALL IS IN GOOD, NATURAL CONDITION AND NO ADVERSE IMPACTS ARE ANTICIPATED. IN FACT, THE SWM MANAGEMENT FACILITY LOWERS THE PEAK RUNOFF FROM 3.74 CFS TO 2.17 CFS. THE 2 -YEAR PEAK RUNOFF OF 2.17 CFS IS CONTAINED WITHIN THE CHANNEL AT A NON - EROSIVE VELOCITY OF 2.00 FPS. BASED ON THE OPINION OF THE SUBMITTING ENGINEER, THE OUTFALL FOR THE PROPOSED IMPROVEMENTS IS ADEQUATE. r 1 TRASH tt'' RACK a1SE1t ANDEIETRMPER PLANS OUI'ltE AVA TIPROTErnoNWAVATERTIGHT C I AP tTm) DETENTIONL _4 - 1 I oBtNCE z , 6 - to t'al,me BI NOng11 STATE EAND J ;STATE STANDARDS R-IMIN) V.Y1P5 - y 6'NON-PERFORATED PVC PIPE @ 1% UNDEADRAIN GRAVEL I V PERFORATED '' SLOPE (MIN) AASHro M47, if;i ]P) SCHEDULE 40 PVC PIPE OR EQUIVALENT 5F 195 SLOPE (MIN) TO 4' DEEP PEA(RAVEL DI OR SIORM DRAIN FILTER (AVER PROVIDE ACROSS ENTIRE WIDI H C. 20 R D.C. CROSS SECTION NOTES: 1, THE NEED FOR ADnITIONAI PFRMANFNr EROSION PROTFCTION FROM EDGE OF PAVEMENT TO BOTTOM OF 81OREIENTON ARLA MUSI BE LVALUATED ON AN INDNIDUAL PROJECT BASIS. 2, THE DISTANCE BETWEEN CLEAN -OUTS WILL NOT EXCEED 50 FEET. BIO- FILTER COMBINED WITH DETENTION BASIN NO SCALE CALCULATIONS BASED ON MANNING'S FORMULA: 2/31 ' 9 1 / 2 acre-feet) Q = x A R x S 384.00 0.046 0.000 0.000 WHERE R = P PRE-DEVELOPLEW POST -DORL MEW A = 4.99 ACRES 0.060 0.060 C = 0.25 4,178 386.00 t= 20 MIN. 0.086 0.146I3IN /HR 5,093 387.00Q2_ 3.74 CFS Q2=2.17 CFS S = 0.1 FT /FT S =0.1 FT /FT n =0.05 n =0.05 0.380 A = 1.53 SQFT A =1.09 SQFT P= 11.45 FT P =11.05 FT d 0.14 FT d 0.10 FT V 2.45 FT /S V 2.00 FT /S EXISTING GRADE N 0r 4. 3I 7 5Z SECTION A -A TO BE DE IIGNED BY OTH NOT TO SCALE Stage - Storage Stage- Storage: Conic Approximation Method PROJECT: DUNLORA GATES ElTIGINFIR / DAT@ TED 5/1/2008 14:28 Bevation Area Incremental Total Volume Volume Sq.-Ft)Feet)Acres)acre-feet)acre-feet)cubic -feet) 2,020 384.00 0.046 0.000 0.000 0 3,292 385.00 0.076 0.060 0.060 2,630 4,178 386.00 0.096 0.086 0.146 6,356 5,093 387.00 0.117 0.106 0.252 10,984 6,037 388.00 0.139 0.128 0.380 16,543 7,0101 389.00 0.1611 0.1501 0.529 23,060 Stage-Storage IStage- Storage: Conic Approximation Method PROJECT: DUNLORA GATES (FOREBAY) FNGINFIR /DATE: TED 5/1/200814:30 Elevation Area Incremental Total Volume Vnlnme Sq.-Ft)Feet)Acres)acre-feet)acre-feet)cubic -feet) 256 384.00 0.006 0.000 0.000 0 512 385.00 0.012 0.009 0.009 376 705 386.00 0.016 0.014 0.023 982 915 387.00 0.021 0.019 0.041 1,789 1,141 388.00 0.026 0.024 0.065 2,815 t 10 Z Z 11 + 12 + 13 DAM CONSIR)C M NOTE8 1. Stake out the entire area to be covered by the dam and related structures. 2. Remove all topsoil, organic matter and stones from the area. Install a coffer dam or some other appropriate structure to divert runoff away from the work area during construction. 3. Excavate the cutoff trench under the entire length of the dam. Depth to be determined by a qualified soil specialist or geotechnical engineer during excavation. GTA recommends that the cutoff trench "should extend down 4 feet below existing grade or to rock. the cutoff trench should be at least 4 feet wide at the bottom. The side slope of the cutoff trench from the bottom up should be at least 1H:1V to the existing grade. The cutoff trench will be approximately 150 feet long. The material for the trench should be clayey soil and be compacted to at least 95 percent of maximum dry density by VTM -1." 4. Fill in the core trench. All fill shall be placed under the supervision of a geotechnical engineer. The engineer will maintain a record of types of material used and degree of compaction achieved. 5. Install the pond barrel and the riser. The upstream 2/3 of the pond barrel will be bedded in concrete; the concrete must be plasticized or vibrated to ensure that there will be no voids. Flowable fill may be an option if so specified in the approved plans. The downstream 1/3 of the barrel will be bedded in gravel wrapped in filter fabric. If the plan includes toe drains, they may be connected to the gravel bedding. The bedding should extend to at least the midpoint haunch) of the barrel. The fill adjacent to the pipe and the fill over the pipe are to be compacted by manually- operated equipment (not pulled by or mounted on track -type or wheel -type equipment). After the depth of fill over the pipe has reached a depth of at least 2 feet, large equipment, but not vibratory rollers, may be used. Vibratory rollers may be used after the depth of fill over the pipe exceeds 3 feet. 6. Place fill as directed by the geotechnical engineer. GTA recommends that "the top 6 inches of the pond subgrade should be compacted to 95 percent of maximum dry density in accordance with VTM -1. Fills for embankment construction should be constructed in eight -inch loose lifts, and compacted to at least R5 percent of the maximum dry density in accordance with the Standard Proctor, VTM -1 (AA HTO T -99). Fills around the pipe should be placed in 4 -inch lifts and compacted to the some standard with hand equipment. Soil placed adjacent to the pipe should consist of the on -site USCS designated CL materials. Depending on the time of year, the fine - grained soils may be wet or dry of the optimum moisture and moisture conditioning may be required for compaction. Compactive effort should be monitored with in -place density testing as performed by a qualified representative under the direction of a professional engineer." 7. Sideslopes shall be at least as flat as those shown on the approved plans. Flatter sideslopes will normally be acceptable. 8. A settling allowance of at least 5% is required. RISER DETAIL: POND 1 I 57' (typ.) HOPE structural plastic LANDSCAPE TABLE CALCULATIONS COVERAGE COMMON NAME AT 10 YEARS BOTANICAL NAME SYMBOL SIZE QTY. ROOT SPACING REMARKS UNIT TOTAL DECIDUOUS TREES T -1 RED MAPLE ( LAIRGE) 1 1/2" 5 B &B SEE PLAN -- 397 SF 1,985 SF ACER RUBRUM CAL. T -2 BLACKGUM (LAIRGE) 1 1/2" 4 B &B SEE PLAN -- 123 SF 492 SF NYSSA SYLVA71CA 0 CAL. F -3 PIN OAK (LARGE) Lft 1 1/2" 5 B &B SEE PLAN -- 370 SF 1,850 SF QUERCUS PALUS7RIS CAL. TOTAL: 14 TOTAL: 4,327 SF SHRUBS S -1 NORTHERN BAYBERRY 1 1/2" 14 B &B SEE PLAN -- 18 SF 252 SF M)RICA PENSYLVANICA CAL. S -2 ARROWWOOD VIBURNUM o 1" 14 B &B SEE PLAN -- 31 SF 434 SF VIBURNUM DEN TA7UM CAL. S -3 NANNYBERRY VIBURNUM AM 1" 14 B &B SEE PLAN -- 64 SF 896 SF VIBURNUM LEN TAGO CAL. TOTAL: 42 i TOTAL: 11,582 SF HERBACEOUS GROUNDCOVER T -6 IREDTOP ( GROUNDCOVER) ® 2'-3' -- -- SEE PLAN -- -- -- AGROS77S ALBA HT. Stage-Storage jbv I - -... ...__. 389.0 388.5 - -- 389.0 387.5 387.0 -- en 3865 - - -- 386o 385.5 385.0 384.5 384.0 3835 0 2500 5000 7500 10000 12500 15000 17500 20000 22500 25000 Storago (nti31 Stage-Storage (Sediment Fore6ay) 388.00 387.50 38700 .___ -.__- _- - -__. __...____ 38600 _- - -- - -•'.: .- _ _ - -_ _- - 385.50 - .- - - 11 - -_._ 385,00 384.50 384.00 -- 383.50 0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 3000 NOTES: 1. ALL JOINTS BETWEEN PRECAST RISER SEGMENTS SHALL BE MADE WATER TIGHT. 2, THE DIMENSIONS AND ELEVATIONS SHOWN ON THIS SHEET ARE FOR GENERAL INFORMATION PURPOSES REGARDING THE HYDRAULIC FUNCTION OF THE RISER STRUCTURES. ACTUAL STRUCTURAL DRAWINGS, WALL /FOUNDATION THICKNESS, FOUNDATION DEPTH, AND STEEL REINFORCEMENT ARE TO BE DESIGNED UNDER SEPARATE COVER BY A LICENCED STRUCTURAL AND GEOTECHNICAL ENGINEER. 3. ACTUAL FOUNDATION DEPTHS AND DIMENSIONS ARE TO BE DETERMINED BY A LICENSED GEOTECHNICAL ENGINEER FOR MIN. FOUNDATION DEPTHS, SEE BOUYANCY COMPUTATIONS. 4. SWM PONDS SHALL BE MAINTAINED BY DUNLORA HOA. rmt 6 0a a o 0 N ti 46po to v m c U M v vv qw d X MEbMr bib M r00 N d , C P 0 ci U)Z0 W Z 00 Z W OU EOmW 00a W Q0 0 a H Q Wz EE, r, A 0 J w , <4 O W 4 O W O C) -:4a Z AEMICHL TFUHL . 0 10 GROUPE PROJECT STATUS DATE: 5/07/08 SCALE: NA FILE NO. SP -010CH DATE AC11ON SHEET 14 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K6200.dwg, 00-K6401, 1/13/2009 12:03:29 PM, allenc 1 Top View I B Plastic Solutions Inc. trash rack or equal 540- 722 -4694 20 1/4' TOP OF RISER 387.20 48" Precast cone, riser segment with flat top 48" Precast riser segment 8.5' ORIFICE INV: 132.80 48" REINFORCED CONCRETE PIPE per VDOT Std. Sgalyqupilateen 4 at leac f Pt, por VDO lent joint bolted to riser) 24' RCP V V. : 2 .n - V 0. .'0' f _ V MIN. V : o...o : o... Precast riser segment with base Sect. A -A Elev. B -B NOTE: All oints between precasts riser segmentsshallbemadewater -tight with Butyl Rubber O -Ring Gaskets, or equivalent. Trash Rack Assembly s ss 05 77 880 0 CONCRETE WWALL FOUNDATI NN 0r TO BE DE I IGNED BY OTH S AAnn 0 0 E KK. GRADE 4' ID DIA. RIS RR W /TRASH RACK 88' 9 \SEE DETAIL PROP. GRA EE TTOP OOF DAM =389.2 EMERGENCY PPILLWAY =388.2LPIP \E 10 YR .S.E.= 387.18 22 YR WW.S.E.= 6.50 Y 8.5" IIA. ORIFICE 003SSEDIMENTFFOREBY BOTTOM OOF = 2.5' PLANTING MMEDIUM i " ^c) ", 1.5' UNDERDRA NN GRAVEL. \ TOP 4" TO BE PPEA GRAVEL E 0 1.0% FILTER.6" UUNDDERDRAIN PI E DEWATERING OORIFFICE WITH 8 FFLEXIBLE TUBING TO BE UUT /AND PLUGG DD WHEN POND BECOMES FFUN(CTIONAL. ELEV. 3385.44 TD. VDOT EC -1 L I RIPRAP (6' 66')J L Q3 W DD 0 nn 0 KK 0 00 aa- J LLO OIt N Msoso X III ii OO WW OO 365 X p OO .nn 4 MM NN 0 LLL NN N H FNF- 0 OO OOai0ai Z _OO +ZZ + Z 0 EE- 11 + 12 + 13 DAM CONSIR)C M NOTE8 1. Stake out the entire area to be covered by the dam and related structures. 2. Remove all topsoil, organic matter and stones from the area. Install a coffer dam or some other appropriate structure to divert runoff away from the work area during construction. 3. Excavate the cutoff trench under the entire length of the dam. Depth to be determined by a qualified soil specialist or geotechnical engineer during excavation. GTA recommends that the cutoff trench "should extend down 4 feet below existing grade or to rock. the cutoff trench should be at least 4 feet wide at the bottom. The side slope of the cutoff trench from the bottom up should be at least 1H:1V to the existing grade. The cutoff trench will be approximately 150 feet long. The material for the trench should be clayey soil and be compacted to at least 95 percent of maximum dry density by VTM -1." 4. Fill in the core trench. All fill shall be placed under the supervision of a geotechnical engineer. The engineer will maintain a record of types of material used and degree of compaction achieved. 5. Install the pond barrel and the riser. The upstream 2/3 of the pond barrel will be bedded in concrete; the concrete must be plasticized or vibrated to ensure that there will be no voids. Flowable fill may be an option if so specified in the approved plans. The downstream 1/3 of the barrel will be bedded in gravel wrapped in filter fabric. If the plan includes toe drains, they may be connected to the gravel bedding. The bedding should extend to at least the midpoint haunch) of the barrel. The fill adjacent to the pipe and the fill over the pipe are to be compacted by manually- operated equipment (not pulled by or mounted on track -type or wheel -type equipment). After the depth of fill over the pipe has reached a depth of at least 2 feet, large equipment, but not vibratory rollers, may be used. Vibratory rollers may be used after the depth of fill over the pipe exceeds 3 feet. 6. Place fill as directed by the geotechnical engineer. GTA recommends that "the top 6 inches of the pond subgrade should be compacted to 95 percent of maximum dry density in accordance with VTM -1. Fills for embankment construction should be constructed in eight -inch loose lifts, and compacted to at least R5 percent of the maximum dry density in accordance with the Standard Proctor, VTM -1 (AA HTO T -99). Fills around the pipe should be placed in 4 -inch lifts and compacted to the some standard with hand equipment. Soil placed adjacent to the pipe should consist of the on -site USCS designated CL materials. Depending on the time of year, the fine - grained soils may be wet or dry of the optimum moisture and moisture conditioning may be required for compaction. Compactive effort should be monitored with in -place density testing as performed by a qualified representative under the direction of a professional engineer." 7. Sideslopes shall be at least as flat as those shown on the approved plans. Flatter sideslopes will normally be acceptable. 8. A settling allowance of at least 5% is required. RISER DETAIL: POND 1 I 57' (typ.) HOPE structural plastic LANDSCAPE TABLE CALCULATIONS COVERAGE COMMON NAME AT 10 YEARS BOTANICAL NAME SYMBOL SIZE QTY. ROOT SPACING REMARKS UNIT TOTAL DECIDUOUS TREES T -1 RED MAPLE ( LAIRGE) 1 1/2" 5 B &B SEE PLAN -- 397 SF 1,985 SF ACER RUBRUM CAL. T -2 BLACKGUM (LAIRGE) 1 1/2" 4 B &B SEE PLAN -- 123 SF 492 SF NYSSA SYLVA71CA 0 CAL. F -3 PIN OAK (LARGE) Lft 1 1/2" 5 B &B SEE PLAN -- 370 SF 1,850 SF QUERCUS PALUS7RIS CAL. TOTAL: 14 TOTAL: 4,327 SF SHRUBS S -1 NORTHERN BAYBERRY 1 1/2" 14 B &B SEE PLAN -- 18 SF 252 SF M)RICA PENSYLVANICA CAL. S -2 ARROWWOOD VIBURNUM o 1" 14 B &B SEE PLAN -- 31 SF 434 SF VIBURNUM DEN TA7UM CAL. S -3 NANNYBERRY VIBURNUM AM 1" 14 B &B SEE PLAN -- 64 SF 896 SF VIBURNUM LEN TAGO CAL. TOTAL: 42 i TOTAL: 11,582 SF HERBACEOUS GROUNDCOVER T -6 IREDTOP ( GROUNDCOVER) ® 2'-3' -- -- SEE PLAN -- -- -- AGROS77S ALBA HT. Stage-Storage jbv I - -... ...__. 389.0 388.5 - -- 389.0 387.5 387.0 -- en 3865 - - -- 386o 385.5 385.0 384.5 384.0 3835 0 2500 5000 7500 10000 12500 15000 17500 20000 22500 25000 Storago (nti31 Stage-Storage (Sediment Fore6ay) 388.00 387.50 38700 .___ -.__- _- - -__. __...____ 38600 _- - -- - -•'.: .- _ _ - -_ _- - 385.50 - .- - - 11 - -_._ 385,00 384.50 384.00 -- 383.50 0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 3000 NOTES: 1. ALL JOINTS BETWEEN PRECAST RISER SEGMENTS SHALL BE MADE WATER TIGHT. 2, THE DIMENSIONS AND ELEVATIONS SHOWN ON THIS SHEET ARE FOR GENERAL INFORMATION PURPOSES REGARDING THE HYDRAULIC FUNCTION OF THE RISER STRUCTURES. ACTUAL STRUCTURAL DRAWINGS, WALL /FOUNDATION THICKNESS, FOUNDATION DEPTH, AND STEEL REINFORCEMENT ARE TO BE DESIGNED UNDER SEPARATE COVER BY A LICENCED STRUCTURAL AND GEOTECHNICAL ENGINEER. 3. ACTUAL FOUNDATION DEPTHS AND DIMENSIONS ARE TO BE DETERMINED BY A LICENSED GEOTECHNICAL ENGINEER FOR MIN. FOUNDATION DEPTHS, SEE BOUYANCY COMPUTATIONS. 4. SWM PONDS SHALL BE MAINTAINED BY DUNLORA HOA. rmt 6 0a a o 0 N ti 46po to v m c U M v vv qw d X MEbMr bib M r00 N d , C P 0 ci U)Z0 W Z 00 Z W OU EOmW 00a W Q0 0 a H Q Wz EE, r, A 0 J w , <4 O W 4 O W O C) -:4a Z AEMICHL TFUHL . 0 10 GROUPE PROJECT STATUS DATE: 5/07/08 SCALE: NA FILE NO. SP -010CH DATE AC11ON SHEET 14 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K6200.dwg, 00-K6401, 1/13/2009 12:03:29 PM, allenc 1 Top View I B Plastic Solutions Inc. trash rack or equal 540- 722 -4694 20 1/4' TOP OF RISER 387.20 48" Precast cone, riser segment with flat top 48" Precast riser segment 8.5' ORIFICE INV: 132.80 48" REINFORCED CONCRETE PIPE per VDOT Std. Sgalyqupilateen 4 at leac f Pt, por VDO lent joint bolted to riser) 24' RCP V V. : 2 .n - V 0. .'0' f _ V MIN. V : o...o : o... Precast riser segment with base Sect. A -A Elev. B -B NOTE: All oints between precasts riser segmentsshallbemadewater -tight with Butyl Rubber O -Ring Gaskets, or equivalent. Trash Rack Assembly SHRUBS S -1 NORTHERN BAYBERRY 1 1/2" 14 B &B SEE PLAN -- 18 SF 252 SF M)RICA PENSYLVANICA CAL. S -2 ARROWWOOD VIBURNUM o 1" 14 B &B SEE PLAN -- 31 SF 434 SF VIBURNUM DEN TA7UM CAL. S -3 NANNYBERRY VIBURNUM AM 1" 14 B &B SEE PLAN -- 64 SF 896 SF VIBURNUM LEN TAGO CAL. TOTAL: 42 i TOTAL: 11,582 SF HERBACEOUS GROUNDCOVER T -6 IREDTOP ( GROUNDCOVER) ® 2'-3' -- -- SEE PLAN -- -- -- AGROS77S ALBA HT. Stage-Storage jbv I - -... ...__. 389.0 388.5 - -- 389.0 387.5 387.0 -- en 3865 - - -- 386o 385.5 385.0 384.5 384.0 3835 0 2500 5000 7500 10000 12500 15000 17500 20000 22500 25000 Storago (nti31 Stage-Storage (Sediment Fore6ay) 388.00 387.50 38700 .___ -.__- _- - -__. __...____ 38600 _- - -- - -•'.: .- _ _ - -_ _- - 385.50 - .- - - 11 - -_._ 385,00 384.50 384.00 -- 383.50 0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 3000 NOTES: 1. ALL JOINTS BETWEEN PRECAST RISER SEGMENTS SHALL BE MADE WATER TIGHT. 2, THE DIMENSIONS AND ELEVATIONS SHOWN ON THIS SHEET ARE FOR GENERAL INFORMATION PURPOSES REGARDING THE HYDRAULIC FUNCTION OF THE RISER STRUCTURES. ACTUAL STRUCTURAL DRAWINGS, WALL /FOUNDATION THICKNESS, FOUNDATION DEPTH, AND STEEL REINFORCEMENT ARE TO BE DESIGNED UNDER SEPARATE COVER BY A LICENCED STRUCTURAL AND GEOTECHNICAL ENGINEER. 3. ACTUAL FOUNDATION DEPTHS AND DIMENSIONS ARE TO BE DETERMINED BY A LICENSED GEOTECHNICAL ENGINEER FOR MIN. FOUNDATION DEPTHS, SEE BOUYANCY COMPUTATIONS. 4. SWM PONDS SHALL BE MAINTAINED BY DUNLORA HOA. rmt 6 0a a o 0 N ti 46po to v m c U M v vv qw d X MEbMr bib M r00 N d , C P 0 ci U)Z0 W Z 00 Z W OU EOmW 00a W Q0 0 a H Q Wz EE, r, A 0 J w , <4 O W 4 O W O C) -:4a Z AEMICHL TFUHL . 0 10 GROUPE PROJECT STATUS DATE: 5/07/08 SCALE: NA FILE NO. SP -010CH DATE AC11ON SHEET 14 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K6200.dwg, 00-K6401, 1/13/2009 12:03:29 PM, allenc 1 Top View I B Plastic Solutions Inc. trash rack or equal 540- 722 -4694 20 1/4' TOP OF RISER 387.20 48" Precast cone, riser segment with flat top 48" Precast riser segment 8.5' ORIFICE INV: 132.80 48" REINFORCED CONCRETE PIPE per VDOT Std. Sgalyqupilateen 4 at leac f Pt, por VDO lent joint bolted to riser) 24' RCP V V. : 2 .n - V 0. .'0' f _ V MIN. V : o...o : o... Precast riser segment with base Sect. A -A Elev. B -B NOTE: All oints between precasts riser segmentsshallbemadewater -tight with Butyl Rubber O -Ring Gaskets, or equivalent. Trash Rack Assembly HERBACEOUS GROUNDCOVER T -6 IREDTOP ( GROUNDCOVER) ® 2'-3' -- -- SEE PLAN -- -- -- AGROS77S ALBA HT. Stage-Storage jbv I - -... ...__. 389.0 388.5 - -- 389.0 387.5 387.0 -- en 3865 - - -- 386o 385.5 385.0 384.5 384.0 3835 0 2500 5000 7500 10000 12500 15000 17500 20000 22500 25000 Storago (nti31 Stage-Storage (Sediment Fore6ay) 388.00 387.50 38700 .___ -.__- _- - -__. __...____ 38600 _- - -- - -•'.: .- _ _ - -_ _- - 385.50 - .- - - 11 - -_._ 385,00 384.50 384.00 -- 383.50 0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 3000 NOTES: 1. ALL JOINTS BETWEEN PRECAST RISER SEGMENTS SHALL BE MADE WATER TIGHT. 2, THE DIMENSIONS AND ELEVATIONS SHOWN ON THIS SHEET ARE FOR GENERAL INFORMATION PURPOSES REGARDING THE HYDRAULIC FUNCTION OF THE RISER STRUCTURES. ACTUAL STRUCTURAL DRAWINGS, WALL /FOUNDATION THICKNESS, FOUNDATION DEPTH, AND STEEL REINFORCEMENT ARE TO BE DESIGNED UNDER SEPARATE COVER BY A LICENCED STRUCTURAL AND GEOTECHNICAL ENGINEER. 3. ACTUAL FOUNDATION DEPTHS AND DIMENSIONS ARE TO BE DETERMINED BY A LICENSED GEOTECHNICAL ENGINEER FOR MIN. FOUNDATION DEPTHS, SEE BOUYANCY COMPUTATIONS. 4. SWM PONDS SHALL BE MAINTAINED BY DUNLORA HOA. rmt 6 0a a o 0 N ti 46po to v m c U M v vv qw d X MEbMr bib M r00 N d , C P 0 ci U)Z0 W Z 00 Z W OU EOmW 00a W Q0 0 a H Q Wz EE, r, A 0 J w , <4 O W 4 O W O C) -:4a Z AEMICHL TFUHL . 0 10 GROUPE PROJECT STATUS DATE: 5/07/08 SCALE: NA FILE NO. SP -010CH DATE AC11ON SHEET 14 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K6200.dwg, 00-K6401, 1/13/2009 12:03:29 PM, allenc 1 Top View I B Plastic Solutions Inc. trash rack or equal 540- 722 -4694 20 1/4' TOP OF RISER 387.20 48" Precast cone, riser segment with flat top 48" Precast riser segment 8.5' ORIFICE INV: 132.80 48" REINFORCED CONCRETE PIPE per VDOT Std. Sgalyqupilateen 4 at leac f Pt, por VDO lent joint bolted to riser) 24' RCP V V. : 2 .n - V 0. .'0' f _ V MIN. V : o...o : o... Precast riser segment with base Sect. A -A Elev. B -B NOTE: All oints between precasts riser segmentsshallbemadewater -tight with Butyl Rubber O -Ring Gaskets, or equivalent. Trash Rack Assembly Stage-Storage jbv I - -... ...__. 389.0 388.5 - -- 389.0 387.5 387.0 -- en 3865 - - -- 386o 385.5 385.0 384.5 384.0 3835 0 2500 5000 7500 10000 12500 15000 17500 20000 22500 25000 Storago (nti31 Stage-Storage (Sediment Fore6ay) 388.00 387.50 38700 .___ -.__- _- - -__. __...____ 38600 _- - -- - -•'.: .- _ _ - -_ _- - 385.50 - .- - - 11 - -_._ 385,00 384.50 384.00 -- 383.50 0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 2400 2600 2800 3000 NOTES: 1. ALL JOINTS BETWEEN PRECAST RISER SEGMENTS SHALL BE MADE WATER TIGHT. 2, THE DIMENSIONS AND ELEVATIONS SHOWN ON THIS SHEET ARE FOR GENERAL INFORMATION PURPOSES REGARDING THE HYDRAULIC FUNCTION OF THE RISER STRUCTURES. ACTUAL STRUCTURAL DRAWINGS, WALL /FOUNDATION THICKNESS, FOUNDATION DEPTH, AND STEEL REINFORCEMENT ARE TO BE DESIGNED UNDER SEPARATE COVER BY A LICENCED STRUCTURAL AND GEOTECHNICAL ENGINEER. 3. ACTUAL FOUNDATION DEPTHS AND DIMENSIONS ARE TO BE DETERMINED BY A LICENSED GEOTECHNICAL ENGINEER FOR MIN. FOUNDATION DEPTHS, SEE BOUYANCY COMPUTATIONS. 4. SWM PONDS SHALL BE MAINTAINED BY DUNLORA HOA. rmt 6 0a a o 0 N ti 46po to v m c U M v vv qw d X MEbMr bib M r00 N d , C P 0 ci U)Z0 W Z 00 Z W OU EOmW 00a W Q0 0 a H Q Wz EE, r, A 0 J w , <4 O W 4 O W O C) -:4a Z AEMICHL TFUHL . 0 10 GROUPE PROJECT STATUS DATE: 5/07/08 SCALE: NA FILE NO. SP -010CH DATE AC11ON SHEET 14 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K6200.dwg, 00-K6401, 1/13/2009 12:03:29 PM, allenc 1 Top View I B Plastic Solutions Inc. trash rack or equal 540- 722 -4694 20 1/4' TOP OF RISER 387.20 48" Precast cone, riser segment with flat top 48" Precast riser segment 8.5' ORIFICE INV: 132.80 48" REINFORCED CONCRETE PIPE per VDOT Std. Sgalyqupilateen 4 at leac f Pt, por VDO lent joint bolted to riser) 24' RCP V V. : 2 .n - V 0. .'0' f _ V MIN. V : o...o : o... Precast riser segment with base Sect. A -A Elev. B -B NOTE: All oints between precasts riser segmentsshallbemadewater -tight with Butyl Rubber O -Ring Gaskets, or equivalent. Trash Rack Assembly U)Z0 W Z 00 Z W OU EOmW 00a W Q0 0 a H Q Wz EE, r, A 0 J w , <4 O W 4 O W O C) -:4a Z AEMICHL TFUHL . 0 10 GROUPE PROJECT STATUS DATE: 5/07/08 SCALE: NA FILE NO. SP -010CH DATE AC11ON SHEET 14 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K6200.dwg, 00-K6401, 1/13/2009 12:03:29 PM, allenc 1 Top View I B Plastic Solutions Inc. trash rack or equal 540- 722 -4694 20 1/4' TOP OF RISER 387.20 48" Precast cone, riser segment with flat top 48" Precast riser segment 8.5' ORIFICE INV: 132.80 48" REINFORCED CONCRETE PIPE per VDOT Std. Sgalyqupilateen 4 at leac f Pt, por VDO lent joint bolted to riser) 24' RCP V V. : 2 .n - V 0. .'0' f _ V MIN. V : o...o : o... Precast riser segment with base Sect. A -A Elev. B -B NOTE: All oints between precasts riser segmentsshallbemadewater -tight with Butyl Rubber O -Ring Gaskets, or equivalent. Trash Rack Assembly AEMICHL TFUHL . 0 10 GROUPE PROJECT STATUS DATE: 5/07/08 SCALE: NA FILE NO. SP -010CH DATE AC11ON SHEET 14 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K6200.dwg, 00-K6401, 1/13/2009 12:03:29 PM, allenc 1 Top View I B Plastic Solutions Inc. trash rack or equal 540- 722 -4694 20 1/4' TOP OF RISER 387.20 48" Precast cone, riser segment with flat top 48" Precast riser segment 8.5' ORIFICE INV: 132.80 48" REINFORCED CONCRETE PIPE per VDOT Std. Sgalyqupilateen 4 at leac fPt, por VDO lent joint bolted to riser) 24' RCP V V. : 2 .n - V 0. .'0' f _ V MIN. V : o...o : o... Precast riser segment with base Sect. A -A Elev. B -B NOTE: All oints between precasts riser segmentsshallbemadewater -tight with Butyl Rubber O -Ring Gaskets, or equivalent. Trash Rack Assembly Rational Method -Time of Concentration (Tc Project: Dunlora Gates Subarea ID: Pre - Development Engineer. TED Area: 4.99 ac Date: 4/30/2008 c" = 0.25 Sheet flow Surface description Manning's roughness coeff., n Flow length, L Two -yr 24-hr rainfall, P2 Land slope, s T(t) = [ 0.007(nL)T.81/[(P2^0.5)(sA0.4)] Shallow concentrated flow Surface description Flow length, L Watercourse slope, s Average velocity, V Tit) = U(3600*V) Channel/Pipe flow Cross sectional flow area, a Wetted perimeter, Pw Hydraulic radius, r = a/Pw Channel slope, s Manning's roughness coeff., n V = 0.49 *02/3 *sA1 /2) /n; Compute V Flow length, L T(t) = U(3600 -4) Segment IC Segment I Segment Rational Method - Time of Concentration (TO Project: Dunlora Gates Subarea ID: Post Development Engineer: Area: 4.99 ac Date: 0.55 Sheet flow Segment ID Surface description Manning's roughness coeff., n Flow length, L Two -yr 24-hr rainfall, P2 Land slope, s T(t) = [ 0 .007(nL)A0.8] /[(P2A0.5)(sAO.4)] TED 4/30/2008 00 in) fuft) hr) Shallow concentrated flow Segment ID Dense Grass Ditch) Surface description 6.825 Flow length, L 0 ft) Watercourse slope, s 0.000 ft/ft) Average velocity, V 0.0 fps) T(t) = U(3600 *V) 0.000 hr) Channel /Pipe flow Segment ID Cross sectional flow area, a Wetted perimeter, Pw Hydraulic radius, r = a/Pw Channel slope, s Manning's roughness coeff., n V = 0.49 *rA2 /3 *sA1 12) /n; Compute V Flow length, L T(t) = U(3600 *V) PIPED)Dense Grass Ditch) 0.980 6.825 1.570 9.600 0.624 0.711 0.027 0.057 0.013 0.240 13.755 1.181 2631 260 0.0051 0.061 Watershed time of concentration, Tc 0.290 (hr) Watershed time of concentration, Tc 0.158 (hr) Rounded t(c) 17 (min) ASSUME 20 MINS Rounded t(c) 0 (min) sf) ft) ft) ft /ft) fps) ft) hr) ASSUME 10 MINS Pre Development Type A C AC Woodlands 4.99 0.:25 1.2475 Total 4.99 00 1.2475 comp. C 0.44 0.,25 0.396 Post Development Total Type A C AC 50' ROW 0.8 00 0.72 Houses 0.92 00 0.828 DW and Walk 0.44 00 0.396 Yards 2.81 0).3 0.843 Woodlands 0.02 0.225 0.005 Total 4.99 Pj small storm correction factor, 0.9 2.792 comp. C i O.t56 Un Detained Type A C AC 50' ROW 0 019 0 Houses 0.18 01.9 0.162 DW and Walk 0 0).9 0 Yards 0.74 01.3 0.222 Woodlands 0 0.225 0 Total 0.92 Pj small storm correction factor, 0.9 0.384 comp. C 1 1 0.442 Detained Tc: 110 mins Type A C AC 50' ROW 0.8 019 0.72 Houses 0.74 019 0.666 DW and Walk 0.44 019 0.396 Yards 2.07 013 0.621 Woodlands 0.02 0.225 0.005 Total 4.07 Pj small storm correction factor, 0.9 2.408 comp. C 4 w H 0.559 Rational Method Freq. Cf I Q 2yr 1.00 3 11.45 10yr 1.00 4 g4.9100yr1.25 5.3 Rational Method Freq. Cf I Q 2yr 1.00 4.1 11.45 10yr 1.00 5.4 15.08 O 1.25 7 24.43 Rational Method Freq. Cf I Q 2yr 1.00 4.1 1.57 10yr 1.00 5.4 2.07 100yr 1.25 7 3.36 Rational Method Freq.Cf I Q (peak)Qall Vreq 2yr 1 1.001 4.11 9.87 2.17 5778.525 10yr 1 1.001 5.41 13.00 2.92 7565.1 100yr 1 1 25 71 21.07 4 901 12123.98 According to BMP workshecet: 3635cf needed for WQV Short Version BMP Computations For Worksheets 2 - 6 V 1 Short Version BMP Computations For Worksheets 2 -6 Albemarle County Water Protection Ordinance: Modified Simple Method in Albemarle County Water Protection Ordinance: Modified Simple Method Plan: Dunlora Gates Water Resources Area: Development Area Plan: Dunlora Gates Water Resources Area: Development Area Preparer: TED Date: 23 -Apr -08 with Headwall Preparer: TED Date: 23- Apr-08 a 0 Project Drainage Area Designation Total Development Area 0 Project Drainage Area Designation Detained Area N v CE> L storm pollutant export in pounds, L = [P(Pj)Rv/12 ] [ C(A)2.72) ft L storm pollutant export in pounds, L = [P(Pj)Rv412 ] [ C(A)2.72 j ft/ft Rv mean runoff coefficient, Rv= 0.05 + 0.009(1) p o N X Rv mean runoff coefficient, Rv= 0.05 + 0.009(1) U Pj small storm correction factor, 0.9 x Pi small storm correction factor, 0.9 4 w H 1 percent imperviousness I percent imperviousness 0 P annual precipitation, 43" in Albemarle 00 N v P annual precipitation, 43" in Albemarle c 0 A project area in acres in subject drainage area, A = 4.99 w A project area in acres in subject drainage area, A = 4.07 C pollutant concentration, mg/I or ppm target phosphorus m w C pollutant concentration, mg /I or ppm target phosphorus If factor applied to RR If factor applied to RR V required treatment volume in cy, 0.5" over imperv. area = A(M3560(0.5/12)/27 Z V required treatment volume in cy, 0.5" over imperv. area = A(1)43560(0.5/12)/27 RR required removal , L(post) - f x L(pre)RR required removal , L(post) - f x L(pre) OJAR removal efficiency , RR100 /L(post)OARR removal efficiency , RR100 /L(post) F '--1 Impervious Cover Computation (values in feet & square feet)Impervious Cover Computation (values in feet & square feet) Item Item pre - development Area post - development Area pre - development Area post - development Area Roads Length Width subtotal Length Width subtotal Roads Length Width subtotal Length Width subtotal 0 0 0 673 26 17498 0 0 0 673 26 17498 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17498 0 0 0 17498' Driveways Length Width no. subtotal Length Width no.subtotal Driveways Length Width no. subtotal Length Width no.subtotal and walks 0 0 0 0 40 18 18 12960 and walks 0 0 0 0 40 18 18 12960 0 0 0 0 628 5 1 3140 0 0 0. 0 628 5 1 3140 0 0 0 16100 0 0 0 16100 Parking Lots 1 2 3 4 1 2 3 4 Parking Lots 1 2 3 4 1 2 3 4 0 0 0 0 0 0 0 D 0 Gravel areas Area Area 2468.67 Gravel areas Area Area 2468.67 x 0.70 = 0 x 0.70 =1728.07 x 0.70 = 0 x 0.70 =1728.069 Structures Area no. subtotal Area no.subtotal Structures Area no. subtotal Area no.subtotal 0 0 0 6691 4 26764 0 0 0 4050 3 12150 0 0 0 8934 1 8934 0 0 0 8934 1 8934 0 0 0 0 4479 1 4479 40177 0 0 0 0 11170 1 11170 32254 Actively- grazed pasture & Area Area Actively grazed pasture & Area Area yards and cultivated turf x 0.08 = 0 141120.73 x 0.08 =11289.7 yards and cultivated turf 0 x 0.08 = 0 108968.53 x 0.08 =8717.4824' Active crop land Area Area Active crop land Area Area x0.25= 0 x0.25=0 x0.25= 0 x0.25=0 Other Impervious Areas Other Impervious Areas 0 0 0 0 Impervious Cover 0%40%Impervious Cover 0%43 % I(pre)post)I(pre)I(post) Rv(post) V Rv(post) V 0.41 133.9 0.44 117.7 New Development (For Development Areas, existing impervious cover <= 20 %)New Development (For Development Areas, existing impervious cover <= 20 %) C f [(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type C f I (pre) * Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 1.00 20% 0.23 7.05 12.54 5.49 44% Development Area 0.70 1.00 20% 0.23 5.75 10.93 5.18 47% Development Area RR required based on entire DA drainage of 4.99 Ac: 5.49 lb/day L(post) loading based on area draining to pond of 4.07Ac: 10.93 Ib /day Required %RR = [(RRpre /L(post)] * 100: 50% <- choose a Bio- filter detention based on VSWMH Equation 5 -22) pond with a removal rate of 50% ft) in) ft/ft) hr) ft) Will) 20000 19000 18000 17000 16000 15000 14000 13000 d v 12000 11000 10000 r 9000 drn 8000 N 7000 6000 5000 4000 3000 2000 1000 0 Critical Duration Chart (Modified Rational Method) AP 1 h• - _a ... RI C.Q. .. . Ell C 1 CF 107 MINIS 2Year 10 Year 10 Year 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Duration (mins) f2 zw 0OU EnU)Wo-00 Critical Inflow Hydrographs I` 5.75 5.5 5.25 5 4.75 4.5 4.25 4 3.75 3.5 3.25 C 3 E 2.75 2.5 2.25 2 1.75 1.5 1.25 1 0.75 0.5 0.25 0 0 10 20 30 40 50 60 70 80 Inflow (cfs) 1. THE REQUIRED REMOVAL RATE FOR THE DEVELOPMENT AREA (4.99 ACRES) IS 5.49 POUNDS OF PHOSPHOUROUS PER DAY. THE LOADING FOR THE DETAINED AREA (4.07 ACRES) IS 10.93 LBS OF PHOSPHOUROUS PER DAY. THE REQUIRED PERCENT REMOVAL RATE EQUALS THE REMOVAL RATE DIVIDED BY THE LOADING OR 50 %. BASED ON THIS A BIO- FILTER DETENTION BASIN AND SEDIMENT FOREBAY WITH A PERCENT REMOVAL RATE OF 50% HAS BEEN SELECTED. 2. TEXT FILES FOR THE CRITICAL INFLOW HYDROGRAPHS AND BASINFLOW ROUTINGS CAN BE FURNISHED UPON REQUEST. INFLOW HYDROGRAPHS COMPLETED USING NOAH ATLAS 14 RAINFALL PRECIPITATION FREQUENCY DATA AS PER VDOT HDA 05 -03 DATED JUNE 21, 2005. 3. SEDIMENT FOREBAY HAS BEEN SIZED TO HOLD 1/4" PER IMPERVIOUS AREA OF THE DEVELOPMENT AREA. THE VOLUME OF THE FOREBAY IS 1,808 CUBIC FEET, WITH A WEIR ELEVATION OF 387.02. A CONCRETE WALL WITH A RECTANGULAR WEIR AND BMP ORIFICE WILL SEPERATE THE FOREBAY FROM THE REST OF THE POND. 4. THE WATER QUALITY VOLUME (WQV) IS EQUIVALENT TO 1/2" PER IMPERVIOUS AREA OF THE DEVELOPMENT AREA OR 3,616 CUBIC FEET. THE WATER SURFACE ELEVATION FOR THE WQV IS ASSUMED TO EQUAL 385 (THE INVERT OF THE DETENTION ORIFICE) WITH EXCESS WATER STORED IN THE UNDERDRAIN GRAVEL. THE VOLUME OF WATER STORED IN THE POND IS 2,630 CUBIC FEET, AND THE VOLUME OF WATER STORED IN THE UNDERDRAIN GRAVEL IS EQUAL TO 40% OF THE GRAVEL AREA, OR 1002 CUBIC FEET. THE TOTAL AVAILABLE WQV STORAGE IS 3,632 CUBIC FEET, WHICH IS GREATER THAN THE REQUIRED WQV OF 3,616 CUBIC FEET. 5, THE DETENTION ORIFICE IS DESIGNED WITH A 8.65" DIAMETER HOLE AND AN INVERT OF 385.00. THIS KEEPS THE DISCHARGE FROM THE FACILITY FOR THE 2 AND 10 YEAR STORM BELOW THE ALLOWABLE DISCHARGE. 6. BASED ON BASINFLOW ROUTING THE 2, 10, AND 100 YEAR WATER SURFACE ELEVATIONS ARE 386.50, 387.18, AND 387.35 RESPECTIVELY. 7. THE TOP WIDTH OF THE DAMN IS 8 FEET IN ACCORDANCE WITH THE VIRGINIA STORMWATER MANAGEMENT HANDBOOK SECTION 3.01. 8. THE EMERGENCY SPILLWAY IS 8 FEET IN LENGTH WITH AN ELEVATION OF 388.20. Culvert Design RISER BARREL:- Design Parameters Section Shape: Material: Diameter. Manning's n: Number of Barrels: Inlet Inlet Type: Ke: Inverts Inlet Invert Elevation: Outlet Invert Elevation: Length: Slope: Culvert Calculation Discharge: Headwater Elevation: Tailwater Elevation: Downstream Velocity: Downstream now Depth: Flow Control Type: 2YR 10YR 100 YR 90 100 110 120 130 140 Circular V 1 Concrete 24.00 in 0.0120 1 o Square Edge with Headwall 0.50 a 0 480.00 ft 0 477.00 ft N v CE> 48.00 ft 0.062500 ft/ft 2.17 cfs 480.78 ft 0.00 ft ENGINEERING GROUPE PROJECT STATUS 9.17 ft/s 0.26 ft Outlet Control z0 W zz OO A V 1 o 6a 00 N v CE> L) a; W p o N X tlo U x z 4 w H x r 0 o 00 N v c 0 w O a m w z0 W zz OO A Z J - MICHAEL F. -+ Z V Uc. No. 133i9 28 ' h DATE: 5/07/08 FILE NO. SP -010 I DATE I ACT10N SHEET 15 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K6200.dwg, 00- K6402, 1/13/2009 12:03:46 PM, allenc,l•k14.0 l V 1 r-+ 1-4O ^^ L) W rn z x r v o A F-1 O a m w Z Z ad F '--1 Z J - MICHAEL F. -+ Z V Uc. No. 133i9 28 ' h DATE: 5/07/08 FILE NO. SP -010 I DATE I ACT10N SHEET 15 OF 15 G: \Project \Dunlora Gates \ENG \DWG \00- K6200.dwg, 00- K6402, 1/13/2009 12:03:46 PM, allenc,l•k14.0 l