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Home My WebLink AboutSDP200800084 Plan - Other (not approved) 2016-04-0711'M SITE DEVELOPMENT SUMMARY: DUN ORA GAT S TOTAL PARCEL AREA . . . . . . . . . . . . . . . . . . . 7.90 AC. RESIDUE/OPEN SPACE AREA . . . . . . . . . . . . . . . . 2.72 AC, (34.4%) AREA OF PUBLIC ROW TO BE DEDICATED . . . . . . 0.86 AC. AREA OF LOTS . . . . . . . . . . . . . . . . . . . . . . . 3.76 AC. TOTAL PROPOSED LOTS . . . . . . . . . . . . . . . . . . .18 LOTS (31 MAX) MINIMUM LOT AREA . . . . . . . . . . . . . . . . . . . . . . 0.12 AC. MAXIMUM LOT AREA . . . . . . . . . . . . . . . . . . . . . .0.38 AC. AVERAGE LOT AREA . . . . . . . . . . . . . . . . . . . . . . 0.21 AC. PROPOSED DENSITY . . . . . . . . . . . . . . . . . . . . . 2.28 DU/AC. RIO MAGISTERIAL DISTRICT CURRENnT ZONING . . COVER . . . . : . . _ . . . R4%RESDE TIAPOSED) �BEMARLE COUNTY, VIRGINIA 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 DATUM . . . . . . . . . . . . . . . . . . . . . . . . . . . . NAD 1983 BUILDING SETBACK (BRL) AND HEIGHT REQUIREMENTS: FRONT 25'J(MAX) vertical). Where SIDE 15' better are to be achieved. REAR 20' 6. Paved, rip -rap HEIGHT 35' when in the opinion of the APPLICANT - OWNER: DUNLORA GATES, LLC 750 GREEN LN FABER, VA 22938 CONTACT: MR. JIM GATES (434) 962-3855 ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES FOR SITE PLANS 1. Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1 (horizontal: vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. ENGINEER NOTES, TABULATIONS AND DETAILS 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize o drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. EROSION AND SEDIMENT CONTROL PLAN - PHASE I 10 EROSION AND SEDIMENT CONTROL PLAN - PHASE II 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III. 9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). APPROVALS APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT TITLE PLANNER/ZONING COVER SHEET ENGINEER NOTES, TABULATIONS AND DETAILS INSPECTIONS EXISTING CONDITIONS, SOILS MAP AND DATA ARB GRADING PLAN DEPARTMENT OF FIRE RESCUE ROAD PLANS AND PROFILES ALBEMARLE COUNTY SERVICE AUTHORITY SANITARY SEWER PROFILES AND LATERAL SCHEDULE VIRGINIA DEPARTMENT OF TRANSPORTATION STORM SEWER PROFILES AND COMPUTATIONS HEALTH DEPARTMENT EROSION AND SEDIMENT CONTROL PLAN - PHASE I VICINITY MAIP 1" = 2000' SHEET INDEX SHEET NO. TITLE 1 COVER SHEET 2 NOTES, TABULATIONS AND DETAILS 3 EXISTING CONDITIONS, SOILS MAP AND DATA 4-5 GRADING PLAN 6 ROAD PLANS AND PROFILES 7 SANITARY SEWER PROFILES AND LATERAL SCHEDULE 8 STORM SEWER PROFILES AND COMPUTATIONS 9 EROSION AND SEDIMENT CONTROL PLAN - PHASE I 10 EROSION AND SEDIMENT CONTROL PLAN - PHASE II 11-12 EROSION AND SEDIMENT CONTROL NOTES AND DETAILS 13 POST -DEVELOPMENT DRAINAGE DIVIDE PLAN 14 SWM POND PROFILES, COMPUTATIONS, AND DETAILS 15 SWM POND HYDROLOGY NOTES 1. THE SITE IS NOT LOCATED WITHIN A RESERVOIR WATERSHED. 2. THE SITE IS LOCATED OUTSIDE OF THE 100 YEAR FEMA FLOODPLAIN. 3. ALL DRIVEWAYS ARE TO BE ASPHALT MATERIAL. 4. PRELIMANARY PLAN SDP 2008-0013 WAS APPROVED ON MAY 06, 2008 5. TREES TO BE SAVED ON SITE ARE MAINLY DECIDUOUS. P�r'S Z_� l Pty ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES FOR PUBLIC ROADS 1. Construction inspection of all proposed roods within the development will be made by the County. The contractor must notify the Department of Community Development (296-5832) 48 hours in advance of the start of construction. d 2. Upon completion of fine grading and preparation of the roadb^d subgrade, the contractor shall have CBR tests performed on the subgrade soil. Three (3) copies of the test results shall be submitted to the County. If a subgrade soil CBR of 10 or greater is not obtainable, a revised pavement design shall be made by the design engineer and submitted with the test results for approval, 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 outfall easements are to be extended to a boundary line or a natural atercourse. 4. Guardrail locations are approximate. Exact length, location and appropriate end treatments will be field verified at the time of construction. Additional guardrail may be required at locations not shown when, in the opinion of the County Engineer, or designee, it is deemed necessary. When guardrail is required, it sholl be installed four (4) feet offset from the edge of pavement to the face of guardrail, and roadway shoulder widths shall be increased to seven (7) feat. 5. Where urban cross sections are installed, all residential driveway entrances shall conform to VDOT CG -9(A, B or C). 6. Where rural cross sections are installed, all residential driveway entrances shall conform to VDOT standard PE -1. 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. 8. Road plan approval for subdivisions is subject to final subdivision plat validation. Should the final plat for this project expire prior to signing and recordation, then approval of these plans shall be null and void. 9. All signs or other regulatory devices shall conform with the Virginia Manual for Uniform Traffic Control Devices and the Albemarle County Road Naming and Property Numbering Ordinance and Manual. 10. Traffic control or other regulatory signs or barricades shall be installed by the developer when, in the opinion of the County Engineer, or designee, they are deemed necessary in order to provide safe and convenient access. 11. The speed limits to be posted on speed limit signs are 5 mph below the design speed, or as determined by VDOT for public roads. 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. 13. A video camera inspection is required for all storm sewers and culverts that are deemed inaccessible to VDOT or County inspections. The video inspection shall be conducted in accordance with VDOT's video camera inspection procedure and with a VDOT or County inspector present. DATE ACTION v v N p z 0 w Z U U w 0 0 Z L rnicrvu r. =tea I°(p� cam: "" "N /CNAL ,ID" DATE: 5/07/08 SCALE: 1"=30' DESIGNER: TED DRAFTSMAN: TD FILE NO. SP-010CH SHEET 1 OF 15 L d W �a m a Q F-4 a z � m 2W a (� hP;_4 rnicrvu r. =tea I°(p� cam: "" "N /CNAL ,ID" DATE: 5/07/08 SCALE: 1"=30' DESIGNER: TED DRAFTSMAN: TD FILE NO. SP-010CH SHEET 1 OF 15 Appendix IV Flexible Pavement Design Worksheet for Ne,*v Subdivision Streets This sheet is intended Cot use and submission in conjunction with VDOT's Subdivision Sirtm Rcyuircmcnt• Cctttnty oxie, !-)ate: _>L±U� Subdivision M 6- L4, Strcel Name 64n1 r� - Gs ca` �vwl `t Developer wh keys a {j-LL&1'h[trtc: `ib _j< ADT Projected triflic for the stt el segment considere(i, as defined in the Sul)(iN Trion Street Reyuircn)ctltti, C-131io Design CBR - Average of'CBRt -� 2:'3 and modified only as discussed in die 1'aterneW lle;ir:n (;L11Jt'. ClmR j 03R slue of the subgrade sample:, ta€:en and tested as specified in the Pavrrttient DcstL�,.n (it;ide DME VDOT Dimtio Ma(vt41ls Et1gi114c1 Lp f' I"quiv;alcnl prnjceted traffic I ICV Number of I ltavy Comniercia] Vchicics (c g. truck- s, ureses. etc., with 2 or more axles and 6 or Imre tires }. %l -ICV Percentage of the total traffic volume composed or i leavy Commercial Vchicics. RF Resiliency factor Relative value of the subgrade soil's ability to withstasul repeated loaLfing. SSV Simi support value of subgradc (SSV -- C DJit) x R1) D,. Thickness index of prolxrsed pavrmcnt design computed by the Conventional Pavement Design -lctlhod Die Thickness index required, based on Design ADT anti SSV, tictcu"1111cd Iw Appendix 11. Step 2: Determine Design Values Step 1: Determine Design ADT CBR, RF, and SSV ADT SdrtE Ill' C 13IC7 _ Re.Nillt:1110, 1:Z100t oz R/aIICV = 100 x HCV x ADT) 5 MINS Q2= ?? CFS I isblc I PROPOSED STORM SEWER 20 x %ICV Note: For 0 Appcndlx 1 12 = 3 iN/HR D2 = - -_ Nate: For ",i,! ICV 5%, ►Ise ADT# PT�AD"l 6.67 DN11; approved RYj. PROPERTY UNE !(_ For prcllmman d�st�ns, use the IcSticrsl RI salve 01 the cqu ati011 EASEMENT LiNE A = 0.71 AC. Q1O= Design ADT CFS S = Ci31it> x IZI° - SSV Use greater of ACTT or FPT V10= 4.29 FPS n = 0.03 5 D30= Step 3: Pavement Design (Check appropriate box and show proposed pavement design below) (A) I tnitti d TO DcStitl Al?T �40t7 - sho;v pavcrncnt tttrrial n�7tstions :teed Thiel tics. tiorrt 1;aticrFri v 1V I ,at`le5 R sod 11 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. CATCH COMPUTATIONS Te = 5 MINS Q2= 2.6 CFS C=0.72 PROPOSED STORM SEWER SPACING V2=4.0FPS 0 PROPOSED SANITARY SEWER 12 = 5.18 iN/HR D2 = 0.51 FT 1t0= 6.67 IN/HR PROPERTY UNE 397 SF EASEMENT LiNE A = 0.71 AC. Q1O= 3.41 CFS S = 4.5% 123 SF V10= 4.29 FPS n = 0.03 5 D30= 0.56 FT A = 0.92 SQFT TOTAL: 14 PROPOSED BUILDING ENTRANCE P = 3.03 FT PROPOSED STREET LIGHT z *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. Evergreen _Tree Planting Detail Not To Scale TREES UP TO a CAL SHALT. BE STAKED WITH 2-2"x2" HARDWOOD STAKES. TREES OF 4" CAL OR LARGER SHALL BE GUYED WITH 3 EQUALLY SPACED, TWISTED, DOUBLE STRAND J12 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 TYPICAL ROAD SECTION TOWNBROOK CROSSING AND TOWNBROOK COURT (DRAWING NOT TO SCALE) ROW C/L ROW 50' R.O.W. r� 3.N' 4' '3' 9' 4' ,. , „ 2:1(MAX)-1/4.1 % : 1' 2. CUT SLOPE I SURFACE = 1.5" SM -9.5A- ASPHALT BASE COURSE = 3" SELECT MATERIAL, TYPE I, 11, OR 111, MINIMUM CBR 30 SUB- BASE = 6.0" 21 AGGREGATE SHOULDER = 4" 21 A 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 NTH 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 CALCULA11ONS: SITE AREA: 7.9 ACRES TOTAL CANOPY REQUIRED: 0.20 X 7.9 ACRES = 1.58 ACRES NEW CANOPY PROVLDED: 5,909 SF = 0.14 ACRES CANOPY PRESERVED: 2.86 ACRES ® 125% = 3.58 ACRES CANOPY TOTAL: 3.72 ACRES > 1.58 ACRES Thee Planting and Staking Detail Not To Scale; 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 iT►I�9lalst�t TREES UP TO 4' CAL. SHALL BE STAKED. TREES 4" CAL OR LARGER SHALL BE GUYED WITH 3 EQUALLY SPACED TWISTED, #12 GAUGE WIRE WITH HOSE AND TURNBUCKLES. LOOP HOSE AROUND TRUNK ABOVE BRANCHES AS SHOWN, FLAG WIRES WITH SURVEY TAPE. REFER TO SPECS FOR ADDITIONAL INFORMATION. AMENDED SOIL MIX COMPACTED SUBGRADE TYPICAL SIDEWALK SECTION ROW C/L ROADDWAY 5.0' 2.0' 25' 4" - 300)OPSI CONCRETE'. 1, 4" STONE BASE1/4': 1• TYPICAL ACCESS ROAD SECTION ROW 1.0' 10.0' 1,0' 8" COMPACTED AGGREGATE NOTE: - ALL i E'ALL PRIVATE DRIWEWAYS 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 VISIDLE 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 ION SITE. 4. HEAVY EQUiPWENT, VEHICULAR TRAFFIC AND STORAGE OF CONSTRUCTION MATERIALS INCLUDING S016L 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 MATERIIALS 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 PRNOR TO THE COMMENCEMENT OF GRADING OR CONSTRUCTION. 10. TREE WELLS AkRE TO BE USED WHEN GROUND LEVELS MUST BE LOWERED OR RAISED WITHIN DRIP LIIINE OF TREES TO BE SAVED. 11. PROTECTIVE FENCING SHALL BE THE LAST ITEMS REMOVED DURING FINAL CLEANUP. 12. DAMAGED TRESES SHALL BE TREATED IMMEDIATELY BY PRUNING, FERTILIZATION, OR OTHER METHODS RECCOMMENDED BY A TREE SPECIALIST.. 13. TRENCHING ANBD/OR TUNNELING, WHEN REQUIRED, SHALL BE DONE AS FAR AWAY FROM THE TREE DRIFT' LiNE AS POSSIBLE, 14. TUNNELING UNIIDER A TREE SHALL BE CONSIDERED AS AN ALTERNATIVE WHEN IT IS ANTICIPATED 1THAT NECESSARY TRENCHING WILL DESTROY FEEDER ROOTS. EXISTING INTERMEDIATE CONTOUR EXISTING INDEX CONTOUR PROPOSED CONTOUR EXISTING EDGE OF PAVEMENT PROPOSED EDGE OF PAVEMENT EXISTING CURB AND GUTTER PROPOSED CURB AND GUTTER TRANSITION FROM CG ---6 TO CG -6R EXISTING TELEPHONE LINE 33 20 EX. E/P PROP. E/P EX. C &G CG -6 CG -6 CG 6R r T PROPOSED TELEPHONE LINE T EXISTING STORM SEWER X 375 mm (15") RCP SIZE PROP. 375 mm (15") RCP PROPOSED STORM SEWER SPACING EXISTING SANITARY SEWER 0 PROPOSED SANITARY SEWER TOTAL EXISTING ELECTRIC SERVICE . -- E E PROPOSED ELECTRIC SERVICE E EXISTING GAS LINE -G PROPOSED GAS LINE G PROPERTY UNE 397 SF EASEMENT LiNE T-2 CENTERLINE 0 LIMITS OF CLEARING AND GRADING 4 EXISTING SPOT ELEVATION 12.0 - - 123 SF PROPOSED SPOT ELEVATION 12s EXISTING TREE DRIP LINE EXISTING TREE 0 375 mm (15") OAK OAK PROPOSED TREE LANDSCAPE TABLE CALCULATIONS COMMON NAWE BOTANICAL ANAME SYMBOL SIZE QTY. ROOT SPACING REMARKS COVERAGE AT 10 YEARS UNIT TOTAL DECIDUOUS TREES T-1 RED MAPLE (LARGE)5 AGER RUBRUIM "kW 1 1/2" CAL. SEE PLAN B&B SEE PLAN -- 397 SF 1,985 SF T-2 BLACKGUM (LARGE) NYSSA SYLVA77CA 0 1 1/2" CAL. 4 B&B SEE PLAN - - 123 SF 492 SF T-3 PIN OAK (LARGE) QUERCUS PA,LUS7RIS A 1 1/2" CAL. 5 B&B SEE PLAN -- 370 SF 1,850 SF s a 0 � TOTAL: 14 PROPOSED BUILDING ENTRANCE TOTAL: 4,327 SF SHRUBS S-1 NORTHERN BAYBERRY MYRICA PENSYLVANICA � 1 1/2- CAL. 14 B&B SEE PLAN -- 18 SF 252 SF S-2 ARROWWOOD VIBURNUM VIBURNUM DEN TA 77)M o 1" CAL. 14 B&B SEE PLAN -- 31 SF 434 SF S-3 NANNYBERRY' VIBURNUM VIBURNUM L.E;NTAGO �kn 0 1" CAL, 14 B&B SEE PLAN -- 64 SF 896 SF a� TOTAL: 42 1T®IAL: A 1,582 SF HERBACEOUS GROWNDCOVER T--6 REDTOP (GROUNDCOVER) ® 2'-3' ---- -- SEE PLAN -- -- IAGROS77S AbBA HT. FLOW LINE FENCELINE x EXISTING UTILITY POLE PROPOSED UTILITY POLE EXISTING WATERLINE W/ TEE - ---W- T' PROPOSED WATERLINE W/ TEE yy EXISTING FIRE HYDRANT )- PROPOSED FIRE HYDRANT �•- EXISTING WATER VALVE - w - PROPOSED WATER VALVE co N PROPOSED WATER METER EXISTING REDUCER - W No - PROPOSED REDUCER �kn 0 STOP SIGN cdcl� U Y HANDICAP RAMP (CG -12) QUI DENOTES LOCATION OF STD UDOT qw CO -12 AND/OR .A11i1SDICTiONAL a� STANDARD RAMP CONSTRUMION PARKING INDICATOR A INDICATES 111E NUMBER OF TYPICAL PAM(; SPACES TEST PIT LOCATION CRITICAL SLOPE SLOPES 10 BE STABUll2ED PURSUANT TO MRONtA EROSION AND SEYMENT CONTROL HANDBOOK s a 0 � VEHICLES PER DAY COUNT 100 vPD PROPOSED BUILDING ENTRANCE o EXISTING STREET LIGHT PROPOSED STREET LIGHT z PROPOSED STREET NAME SIGN + PROPOSED SANITARY LATERAL CLEANOUT -- f SANITARY MANHOLE IDENTIFIER 100 12 STORM DRAIN STRUCTURE IDENTIFIER 18 County of Albemarle Conservation Flan Checklist - To be placed on Landscape Plans (Handbook, pp 111-2WI 11-297 for complete specifications) I Tice followinti items shell be shown on the plan: (d 'frees to be saved; LY Limits of clearing (outside dripline of trccs to be staved); & Location and type of protective fencing; Ld Grade changes requiring tree wells or walls; Ld Proposed trenching or tunneling beyond the limits of clearing. 2. Markin s: All trees to be saved shall be marked with print or ribbon at a height clearly visible to equipment operators. 121 No grading shall begin until the tree marking hus been inspected avid approved by a County Irtspectur. 3, P onstruetlon C'onrercuee: 13 Trec presmation and protection nwasures shall be reviewed with the canttactor on site. 4. E ui meat O cratian and Stam e: Heavy ved.PMcnt, vehicular traffic and storage of construction materials including soil shall not be permitted within the driplines of trees to be sawed. S S311 Erosion and Stormwater Detention Devices: Such devices shall not adversely affect trees to be saved. l Fires are not permitted ,,within 100 feet of the driplinc of trees to be saved. 7. Toxic Materials: 14 3'mic materials shall not be stored within 100 feet of the dripline of trees to be saved. 8. Protective Ncnci Trees to be retained within 40 feet of a proposed building or grading activity shall be protected by fencing. l Fencing shall be in place and shall be inspected and approved by a County Inspector prior to grading or construction, 9. Tree Wells: Ld WWhcn the ground level must be raised within the dripline of a tree to be saved, a tree well shall be provided and a construction detail submitted for approval. 10. Tree %Walls: When the ground level must be lowered within the dripline a tree to be saved, a tree wall shall be provided; and a construWon detail submitted for approval. 11. Trenchine and Tunnefin : ZI When trenching is required within the limits of clearing, it shall be donc as faraway from the trunks offices as possible. Tunneling under a large tree shall be considered as an alternative when it is antlelpated that necessary trenching will destroy feeder roots. 12. cllc-a-am. ell Protective fencing shall be the last items removed during the final cleanup. !X, i7pma ivl'irrrc: Damaged trees shah be treated immediately by pruning, fertilization or other methods recommended by a tree sNcialisl_ NOTE: IT IS T11E DEVELOPER'S RESPONSIBILITY TO CONFER WITH THE CONTRACTOR ON TREE CONSERVATION /A REQUIREnit1ENTs. O%V N F:R CONTRACT' PURCIIASER SIGNATURE 5 (DATE) (DA -FF.) 3/1/06 Page 1 of 1 t -a V) o U N 0., 0 0 co N 00 ® �kn 0 a; cdcl� U Y 0 QUI qw a� Q ' WIii � (X)GN N � v C 0 x P-4 t -a V) z a; 0 QUI z s a 0 � o z t - z w 0 :D 0 0 [n 0 <C 00 0 N i � d o � O Z t -a a; QUI z s a 0 � o z wr#tt�OAw ® ��G� " O MIC F t -f v Lit:. N0. 28 LAr 1t7r r� Old r0Y1 , -L ENGINEERING GROUPIE PROJECT STATUS DATE: 5/07/08 SCALE: NA I PHASE 2B I \ flIDU CHASE 1 \ ORA LOT J}1 �•�\... ..i! - DU1 L �--., 1 D.B. 1109 PG I LOT S}9 U2 Rk E '�' 144 USE PF9ODOnP1 LOT US usE: REslxrnu 7 0 PHASE 1A RIVER GRDUNUORA - N D.B. 1960 PG ` �� 1 � 1 _ LOT 23B 2137 a, : IISE RE'S•BIRAL - - _ .`�.: - -_ ELS GSAN. EASEMENT Q+ � s . DRAINAGE AND STOfl WA1ER :_,. {' f\��jd:.::.y ^i�+�� - -_ __ __ _ _ _ _ _ - _ _p_t: F;_-�.i=�' • M� MANACEMENPE . \ '----- /�—� D.B. 1960 PG 7` UK: cT.. ` DRAINAGE .A1..1.1::j:RESERVED AREA MANAGEMENT UE: OPER SPACE .' ':."•=_'p -_ VACANT) -i-xVN G1\, - `^ 7.z v q.r }} {/ - ... i - - - -' NAD 83 N x r y� N D ORTH INDICATES SLOPES OF 25% OR GREATER `\ �DLIFILQ119 ALES. LLC - ' } .•�: � '• - >L> . D6 iH1$PG 9 \ ! AP 62 PP.iG4146 \'•, ` ` ! ti, ,?d (q d' PAR{9'i, t - 1- I BMP AND DRAM Y ESAfi f, I _ -- V 0 l D.B. 2215 PG \ {� ``1 .. ]'. 1 w V U9E: BMP AND DRAT P„\ .; II 1 - \ I :.1,• / ��•."`-�� N PHASE ?8 ¢ 1 \ t\ �) / _ _ \ 1 7' �' : t .. - --- PHASE CHASE o ------- PHASE HA51[ }B ,CU eN / I \ 391 } a: ~` ` ---/! 'i D.B.11O8 PG < RDUN GESS y �' / '.'f \ .,...:.11 / q 34{ ^\ D.B. 2215 PG :^ .I _ '\ .�. ti+;✓: �i�'....\\\ m USE °PON WAGE (VA AN1) I ` {/ _ \\I s,'i Y:" ' \ \ F41 I I — '♦ I 1 IJa. i..Y( •, '" ': USE DEDICATED R) Q v \\ I I 1 •1 .!`r �< �\ \ OPEN SPACE \ O 1r (VACANT) O 0 1 I REVEo AT(NA / / / LsfT DREN 1 1 Ug RmeDlnu \ 1 1 1 \ E- M.Lo�wn \ 1 I 1 - i 2 r- ---N CIO w \ � I 1 I - - p �p — BSE Pf�TIRAL , 1 � _ - - - ---------------- t - l a \ - - -- ------ - --------- L) .. \ —"R:6 w' `' `•. `. - _ — ` y RUI....... ' \ `\ 'til ,'1 1' i 1 11 I i ' E,- -------------- %... F it � \ M7 i �, 1 � :i ',1 ', j I 1--1 , 11 � �.....-.. � ri, z OONCREIE • I \ ` / _ / i I j i I i N�1 Fi W soswALN Lar }as `. \, t % { i B£RISINTA ', 21' z _ a Bg,fIUWC •,�.^"`-. .< I ,: F^�`9IX Is ; if% 11 Qi { H j Em nl\ U RESERVED AREA .- { 1 = i 1 j 3 I I , I 1 I 11 f j !� \ VSE OPEN SPACE _ ( uff: LORESORrv4 jj EMAGlG M Yfelr! J Y / i i it I li J E-N 1 (vacnxr7 ii msuwT oe yue w lel : / II -- -- % OREN WAGE (AGANT) W VSEL0Nt RFT9OENT& EXIST. RAL jj LOT }sfi I 1 USE NLR6WRN. { PHASE ES -- -- { RDUNUOEST \\ ayV. OUT 29.6 -- DUU15 \ I RA EXITING Onlro-a2-2 MANHOLE D.B. 2215 PG. INV. IN=413,26 461 \`\ LOT 333 I I 1111111111///// LL¢ R2516ENTAL I \•!�Q,LTH O.IP �00, EMSIING IV CONCRETE 7 i soewAiNYICN4EL F. .+ Z \^� - I ZV 6c. No. 38v28 Y /UI�0 EXISTING SAN. EASEMENT\\ 000 ONAL 444% GRAPHIC SCALE ENGINEERING GROUPE PROJECT STATUS DATE: 5/07/08 w o 25 Eu faa zao SCALE: 1"=50• DESIGNER: TED IN In? DRAFTSMAN: TED L IDan = 5o It FILE N0. SP-010C DATE ACTIDN SHEET 3 OF 15 SOILS DATA Ea:\Pro)ecLWunmra bares\trvV\DwDiUU-K81O1.tlW9 SOIL % OF DEPTH TO EROSION SURFACE SOIL NAME SITE DRAINAGE BEDROCK (in) HAZARD RUNOFF 2C ALBEMARLE FINE 32.1% WELL 40-60 SEVERE RAPID SANDY LOAM 21B CULPEPER FINE 1 4% WELL >= 50 MODERATE MEDIUM SANDY LOAM 39D HAZEL LOAM 66.5% EXCESSIVE 20-40 SEVERE RAPID , 10/3(2088 11:07:41 AM ........... -------•---------------- - -- - -------------- --- - - - - - - - - - - - - - - - - - ,___.___•---------------- - - - - - - - - 30-0 -------------- --------------- ---- I%% ------- '----•--..._.-----•----•____ --- - ..... - - - --------- - ---------------------------------------- --------------------- --------------- - ------------ - ----------- t- - ------ - ---------- - - __ ------ - - ------------ - ------- - --- - - - - -------- ----------- ----- . ....... - - --- - ------ ---- - --------_-- - ---- - - - ----- - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - 3-7.0 - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- - _ - - - - - - - - - - . ... . ......... ------ - - ---_________--_•_`-_'-"_ ------- ----------------- ............. ------------ ---- - ------ - ---- - ------ ------ - - ---- ------------------- ....... ---- - ------------ - Z v - - - ------- --- -------- MATCHLINE SEE ---------- 77 SHEET 5v ____ ---------- -- ---- GROUNDCOVER NOTE- - ----------- ......... _----_---- -------- - VARIEGATED LIRIOPE OR AN APPROVED GROUNDCOVER ------------- - --------- ----------------- -- -• --- .. ........... -------- ------ SHALL BE PLACED ON ALL AREAS WHERE THE SLOPE IS N GREATER THAN 3H:1V. .... ......... ---------------------- --------------- \T7 _ - ------- ---- _ - -Esm-. NAD 83 NORTH x PRQF,_2_Q'__.DR"A-GE --E-SM z", ------------------------------------- --- --- --- - - - -- - _------------------ ____._____.____. - ---------------- _ ---- - ---- - ----- ........ -------------------- ---------- -- - ----- ---_-----_-- - --- - --------- - ----------- - -------- -- ------- . .......... ------------ -- --------- - --- --- ___ ... ...... ------ - - --------- - - - -------------- ---- - - ---------- - - -- - - -- - --------- - - - ------- -------- 37•9-' ---------------------- -------- ... - ---------- - - - -- - - ------- - --------------------- ------- - - -------------- ........ - -------- -----------_--------- ------- LIMITS OF C ARINAG SPA E,_ 1�_ _ ------ .-,_-__----_-- - - - - ------------- - - - 2 7-Z ----- --------------------- AND RA - ZU76RAINA _e __Q -------- PRQ134 GEE ----- - ------ - - - ------------------- 7 - - --- -------- - ----- WAY. ELEY ---- ------- - -20 ----- - - ---- ------ =-,388. s - ------------ ----------- ------ -E, jb )IJWR-)�, TEt,lLt p A -RCEL+ ,�X OF CAM 892% 3189.20 882 - - --- --- ------------- - --- ---_------_------ -- - - ----------- ------- - �7 ----- V�i i s OF CLE ------ BMP AND DRAINAGE"E� S D. B. 2 215 PG. 4 51 JLMTARING USE: BMP AND DIRAINACIt, PHASE 2B --------------- 0 1 ZTK,VVZ>L" QnYR ------- ------- vme RIVER CHASE 10m U) PHASE 3B ..f .77- 1 DUNLORA ------------------- D.B. 1408 PG. z 1\ 1� - - BRL RIVERCREST 344 4� 20' BRL b %c J DUNLORA c D.B. 2215 PG. 461 00013 _j 4-L USE: DEDICATED 61 \ III I - s2 USE: OPEN SPACE (VACANT) 45 0,25 csj 12j' 6, 7 OPEN SPACE (VACANT) I t FF -423.52 ---- FF --422J%--_ Z, AR BF-4�§.45 - ----- BF=413.45 164 671 RA'YEL ACCES!�'-, ROAD ----- --- 21.14'- !Y,� 5 '620 0 2R �VAR. WIDTH DRAINAGE, 2 1420 FF,424.58 Fk=425.58 FF=423.58 2R 2R PRIOR TO CONNECTING WORK IN THIS AREA, A TEST PI SHALL BE $F=418.84 Q 2�CAR ACCESS, BMP EASEMENT ------- - 2�CAR- GAR. 2 - CAR EXCAVATED AND THE HORIZONTAL AND VERTICAL LOCA, OF THE GAR. + EXISTING UTILITY SHALL BE DETERMINED. 22-11 ------ 422.86 422.19 420.86 R E DSD Qu, �E-A 0 -2 20 5X-42.27' I + .14 AZE�l I - 4 2 21 21R�' SO (YA, 20L �R 2 20 ------------ !-CAR-" .63' .3 2? -CAR i -CAM 41 -ba- OAR. \1 GAR-." GAR. 2R +23 ------ 0 42_5. 426.241 Z1 4244 C, po, EX, 20' STM ESMT 1 to 7 -.0 LO GNK- 0 6) aW_15A, 3-7 2 251 27 ---------- `77- ./ \ llf,: ------- I r 2� T __25' BRE P6 17.27' (0 Ln IR• %0 04 LOT 382 E ISTI G R/W TO BE USE: RESIDENTIAL \ f' 15r I AB NDONED, % Gole30 5' �C.,swl_ LA�\EML I EXTENDED '432.54 -r - � I , 5 SW p. OP. R/W 524? CANTING LOT 381 22Ar, 20x/,,-- TRIP 0- 1 �ai USE: RESIDENTIAL 77 1 "1" NZ, "/ - 0 !wr. 5L)BLI LIA I ;P 20 SANPRO EDGE R WSA OF VEMENT 1 1t 25-k 22-t .0 �V\ q 19 X6 3-6 VALVES 2473. b (OK COURT, PLANTINb j 0 C�' 6. to 1- VA 1 X 4" BEND 1-4" BOA '10-i CROS14 ------------- LO 1,-11 1/4 16+57.05 1 37�,242 SQUAR!-E FEET HEREBY DEDICATED _t___Ap pip 15 N 31 18 f M NT 11 13 1 9A 4' CL FO PUB : LIC STREET PURPOSES W/ 1 "01 AN �2 18-Z" RELIOVE EXISTING BOV AND VP -j CON ECT TO EXISTING WA.PROP. fi L.11- 6" TEE416' II SIGN LVE X 6" + hijco 0 1'F 1A 06 K) - 25' 0? 301- 6i u) 32JL .25A 4-L w 211 1�t %I - -- - - - - - - - - - - - 242 PROP. EDGE 2 -(CAR A 01 - SPE u \ 2 -CAR 6 LIMIT OF PAVEMEN GARB. 2 4 -- ----------- -4 98 1K GAR, - Lp 4255. 425.31 !f 31 --------- V INN 49 1 R 23-L ------- IRrj 0 3 .21' X 33A fFF=426.65 \FF -425.98 FF --'425.31 OWN" = In, NR GAR- 6 _j Ld r` tq,423- 0 Sr k baa 0 18 Ar INN i 8 i1 ' ; I it 459 2 M P, 10,9580 0 CD 43cm '0 1,7.67 Z -3 25. A. 1 1. 14 a, PROP. 25 254 + JL EXISTING STREET 18 1 CONCRE Cap) 24 uj WIDE WITH 50' ROW 25A j5 8 15 1 11 3 3 &A fln 10" ALI 23-Q ► 7u 1 10).2120 ca EXISTING 4' co I CONCRETE 0fi 20' BRL V -*---LIMIT gn' FiRi-7 'A� t). BRL� LN A SIDEWALK • IT 60 ST TIAL on c� 712- 33JL 0 0 PROP. LOT 383 + SIG USE: RESIDENTIAL ESMf.'-,_, R 6' 0* :--8,6 58 15. LA 6-t1 i1 MVIX)i i! 15r P STI 3 X. 15 81 ESMT 7 3 UANEE'SHE TCHUE 8 RESERVED, AREA TEMP. 30T RO 6'LA TIN J ENGINEERING GROUPIE LOT 395 USE: OPEN SPACt 0 TRI EXI,%TrNG 20' UT1L1T)r"' GRAPHIC SCALE x 0 k GRADING USE: RESIDENTIAL (VACANT) EASEMENT DB IRS6 PG 184 30 0 Is 30 80 120 p=q EASEMENT 0, z IN FUT 0 z 11 USE: OPEN I inch = 30 ft- t 1 I :E tQRECONNECT EX. LATERAL SPACE (VACANT) LOT 394 un rn _u DATE we, 0 -0 MICHAEL F Lic. No. 28 > 0/3 c)? 100 000000 CONAL STATUS DATE: DATE: PROJECT 5/07/08 SCALE. 1 = 300 DESIGNER: TED DRAFTSMAN: TED FILE NO. SP-010CH ACTION SHEET 4 OF 15 roject\Dunlora Gates\ENG\DWG\00-KO600Awg, 10/9/2008 4:45:18 PM Er �4 0 ,-4l !!4 Z rn E2, 0 v) Ld 0-4 z 0 0 U) V) w m C ca OD 0 0 c%I uj 1�1 in 0 we, 0 -0 MICHAEL F Lic. No. 28 > 0/3 c)? 100 000000 CONAL STATUS DATE: DATE: PROJECT 5/07/08 SCALE. 1 = 300 DESIGNER: TED DRAFTSMAN: TED FILE NO. SP-010CH ACTION SHEET 4 OF 15 roject\Dunlora Gates\ENG\DWG\00-KO600Awg, 10/9/2008 4:45:18 PM Er �4 ,-4l !!4 Z E2, 0 v) 0 0-4 we, 0 -0 MICHAEL F Lic. No. 28 > 0/3 c)? 100 000000 CONAL STATUS DATE: DATE: PROJECT 5/07/08 SCALE. 1 = 300 DESIGNER: TED DRAFTSMAN: TED FILE NO. SP-010CH ACTION SHEET 4 OF 15 roject\Dunlora Gates\ENG\DWG\00-KO600Awg, 10/9/2008 4:45:18 PM G:\RqM\Dunlm Gates\ENG\DWG\00-K1600.dwg, 10/9/2008 2:20:21 PM • • P:'". �NT b\��M S'u. R...�YH. \, Jam_ ..T.ro, ad.'yy'•�l .. • l•�N� ��'....`-m� �� ,� $ �i '�Av ,: `4 :'�,'"1 �'Aw j.;. 1 —EwaC i.riF• R 71 �gm wi `°.c_® i.! Mr _Y. �.1��.� .• ,� id1 _ �.�.'EO�, ITiH ♦�S•�. �I' f �� II I / /�� • '� _� `s•{ � ':- ;"' 1!'•+z :: �,...- 3. tzg �� , a •=I1 r`w.. Vz �•...5 W sa . ,�__ t•� .•31�p4 �I /iT' ,, - .,.,-� . :r ��'��.�'��„�a��s�y ro%' '.ar 7 �- �• ( �n �_.s,.. •.�.A,. �'�' � • 1 ��'� (�;?� „ �.' "':ads � ..� _ --."—sem. r, � � � �.:� F"'�i�n.irs��s v e�"`� _.TF �'�z.�3��y lall, NMI I 11111111 asal �I: CSI �■ - I - Ell SEINE �� _! _ _! Nr 0 _ M � -e!!� 0-1 Pao I�I■�.b� w n .1. 'ice �— -�� '�, _ ■ ��i�i�►i��i►i� � � �a � ■ � �„ter � � - 401 �Ii. k ■11 I 1 �►�1rill ■/10 1 1 mm mmilma 1 %%/r✓%��►"r�MEN �II[� �� I lllll�qlll IMM =I 1■1� �� .� ©i li ENEDESIGN_ IN W4 1 DATE: 05/07/08 1■ 11� ARC DRAFrsWN, ARC amp G:\RqM\Dunlm Gates\ENG\DWG\00-K1600.dwg, 10/9/2008 2:20:21 PM 11 10 + r + 12 + 13 + 14 I + u + 16 + n z i i Itfi z _ -__-7-.-- 10 6 6 D�C T SANRARY LATERAL SCHEDULE DUNLORA GATES _ LOT STATION _INVERT CROWN LATERAL LAT. KEV. GROUND BSMT. FLOOR NO. P C� Q MAIN ELEV. LENGTH 0 END. dEV. ELEVATION SANT TO SAN 71.88FEUOF 8"SAN.00.50%; LOW ED HV, 41468 Q� �pm 12 0+70 415.03 416.31 10 416.52 423.0 424.29 a /1 � A a r SAN MH2 0.00 FEET OF r$AM@0.00%;1 LOWBOHV.=41604 I �1 E, 13 0 D 415.04 415.37 10 1415.58 425.0 425.31 SAN 3 T SAN 1173.14 FBTT OF ! 8" SAN a 0.50%; LOWB044V.=415.91 7 0+20 416.01 417.29 10 417.50 420.5 415.45 6 01+15 416.49 417.77 10 417.97 421.0 414.84 5 01+50 416.fi6 417.94 101 418.15 1 422.6 1 416.84 U SAN MH4 0.00 FEET OF ;B"S4R®0.00%; LOWEDNV=416.78 4 0+00 416.78 417.11 10 417.32 423.5 418.84 0: SAN 5 T SAN 7600 FEErOF 6- SAM @1.88%;' LOW END NV, 418.86 3 0+10 -71-9,051 420.33 10 420.54 427.6 421.14 16 0+40 419.61 420.89 46 421.85 428.0 430.81 2 0+45 419.71 420.99 10 421.19 428.9 1 423.14 17 0+68 420.14 421.42 47 422.39 429.3 432.81 1 0+72 420.21 421.49 10 421.70 429.8 1 425.14 SAN 6 � O.00F$TOF 6"SANM2.OD%;, LOWFIONV.=420.29 18 0+00 420.29 420.62 51 421.68 430.8 434.81 SAN 1A O.oOF$TOF 8"8AN®0.00%;; LOW BD HV=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 TO SAN 2A 98.31 FEET OF 8"SAN 00.60%;1 LOW BO MV.= 415.24 ! 11 0+88 415.77 417.05 10 417.26 421.0 423.62 SAN 2A 0.00 FEET OF i8"SAN 4$0.00%; 1 LOW FTD W.= 415+83 10 0+00 415.83 416.16 10 416.37 421.0 414.88 SAN 3 T SAN 3A I 36.69FffTOF TSAR®0.60%; LOWEDW.=415.91 j 8 0+36 416.12 41740 10 417.61 420.6 414.78 SAN 3A 0.00FEETOF Ir SAN III OVO ;. LOWBDNV=418.13 9 0+00 416.13 416.46 10 416.67 420.3 413.45 6 6 D�C W a cO !'� F 6 A V d P C� W x Z S �a F 0 A Tn � Q� �pm <N � N_ Wx° a /1 � A a r d W a A W x Z U � Tn � O N_ ..a A a m> d W a aF �1 E, z a�z0� z a I --I � Q x E - z O Trn U W 0: D D mt F O � 0 O Z W a A W x U � Tn � W ..a A a m> d W a aF �1 E, z a�z0� a I --I � Q x E - z Trn J{ S V Ix W 28 77a9 ONAL __-_ ENGINEERING GROUPE PROJECT STATUS DATE: 05/07/08 _., SCALE: 1' = 50, DESIGNER: ARC DRAFTSMAN, ARC FILE NO. SP-010CH DATE ACnON SHEET 7 OF 15 G:\PFoject\Dunlom Gates\ENG\DWG\OD-K2200Axg, 00-k2201, 10/3/2008 1:40:36 PM, alle , 1:1 i I 0 i : 1______t_-. -----__ --------., --- ; i I ! _____-- - - ,F___,,_____ - 1 ____+__ _- ---- I i I -..-,--- ________1_ --.-.--- 7 i -- _- ---t--- --- , I I I - --.-..--- . ------. i ------- --4----- i I i __ -I-----.- I I - ------ --- r I - - - ---- ---- I i I t______ ! 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I ! � i i __f__________ -�--.--�-------..--.--.--.------..---,-,------t------.----------------------.--', ! � I � f , I i I , I I I � ;,no e AGE OFF INCRE- ULATED - _+____-_ _____ - - ___t_ .----- -_ - .---,---. I -.----�---�-----------------------.---.,�--.-------�-------.�-i----------"---- I ! --------�--------�--------.--.---4-----,-------.-----�----.--.---.----..----i----------.---- ____4_______ -------.---,-,,.--,-�-----,---.----- -1 - ___ -----, ----,-- - -- -- --- �-- --- � 1 i i � i_____ . : 8 AREA COEF. goal MENTCA CA I INC. vial (cft) ACC. "Q" (cfs) PIPE DIA. (in) SLOPE (ft/ft) N MAX "a' (cls) VelDcity (f 18) OF RUN (ft) UPPER (ft) LOWER Ot ) UPPER TOP (ft) Full Cap. N ----I-- I _____ i I ---------V-,-- I -------------- I . ; ! I . _� ____ ! : . -------.------- _______ - I 1 1 I . ; I I It . . I � I , � -_ ____.___ -----..I.-- ,------ _---=---3 -------,I. ____ - . - -.-- - - .____ _____.__. I ----+-------I-"-- i --- ----- - --- ---------- ------- ! ----,-- - -- --- -- ---- , T_ i ! i I : , 4------------- - - - - ! -- -_ -_ - -1___-----=------",L-7----;----:-I---.--=---.-:- I , i , t ]_ 04 :3 Q FROM TO material (ac res) 0.71 (acres) (acres) 0.3 03 I (inthr) 6.67 2 2 15 0.04982 0.013 14.42 8127 22.28 I 40 5.62 404. 51 412 - 13.9 ____t__ .. 1 - -_ _J__,,____,_______,_� I ! i T------* . ! -_ -'*--'- --- ------ __4,17_____._=____ : _1r__ ___ ___4_.____'_ - : i - ---- - - _. -_ -_ _____ - ___J____ - _J__ -V -.:-��,-t---,:--��.;--------,.�t,----:.-- � -I ______ --.--I--- ... -_ - --- __.___F____r__, _ I , ____ � ____ ___7____7,__,______ - _F ,_ __=L,______T__ -,----,----- ------. I -,- - -:T____4___,___ - -_ T --- - --,--- -, - - -_ - -----I,-- I �- 0 0 GIs 613 SA Concrete 0.42 . � ; ; I I I I I : I i HGL COMPUTATIONS I 1 7 I I � Cq � 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 I 1 4_______ _7 ___..___+_________ � : ____._----i------- � -----,----------�---------�,---4-------------------- i I I � I . ! 1 I i ; I yj (q Inh "O tq .4 Hydraulic Gra%4ty 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 I 64.95 394.76 388.5 399.26 26.2 ; ! ; __,77____ -----, ,___�__ -.,------- Tailwater Total Inlet Energy Hydraulic Grade intercepted - I-W I > I 2A 2B Concrete 0.39 0.63 0.25 0.25 6.67 1.65 1.65 15 0.005 0.013 4.57 3142 33.56 413.95 413-78 418.2 36.2 --4----.--------.------L-----'------------�--.-.--,---- _ .- _I 1 ! _____ - ------- 1 ; ___ - _ - ._____i__ � ___ -�-.--�--�-------------.--T---.---. I ______ Bend Top Element Velocity A%efage Elevation Section Rational Slope Grade Line Out Velocity Rational Velocity Angle Ele%etion Headloss Headloss Head In Velocity I V a: ^ 1:� 15 0.061364 0.013 16 11.58 133.86 413.53 405.32 418.2 31.8 - - __ -.-- 213 3 Concrete 0.72 0.71 0.51 3.44 5.09 I i : I I Iot ,_____,_4_____*___ .-- ! .__.____-_______"-___ I � ---------------------- ________ Label Size Flow (cls) Length (ft) (fttft) Line In (ft) (11) In Qt/s) Flow (cls) Out (ft/s) (deg (ft) rees) (ft) (1t) Method (ft) (ft/s) -1 00 0 TNE4 'Jul t n 3 4 Concrete N/A NIA 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 � . . --------------. I I I i ,- B I ;.4 0 ,2 'A 10 11 Concrete 0.77 0.65 0.5 0.5 6.67 3.37 0.005017 0.013 4.58 408 33.88 428.02 427.85 432.5 73.5 6B 2 406.29 . 406.18 3.73 2 3.73 412 0.11 Standard 0.22 . 1 : I I ! i I 1 I 6B to 6A 15 22.28 11 1 12 1 Concrete 1 0.74 0.65 0.48 0.98 6.67 3.23 6.6 1 15 0.010712 0.013 6.69 ' 621 56.01 427.6 427 432.5 98.7 : . _____ __ -4 I __- - --------f----_----_- , -It------ i -----,-.----�------------.-..---.-- I --- �___,___ -----. 0.044 406.18 405.33 3.73 2.36 90 0.86 0.22 8.27 t- ta 0, .0 U . 427.27 426.89 432.2 30.7 2.59 405.33 6A 405.13 5.05 2.59 5.05 410.61 0.2 Standard 9 I EX I I Concrete 1 0.35 1 0.65 0.23 0.23 6. 1 1.53 � 1.53 1 15 1 0.00596 , 0.013 4.99 3 57 63.75 , 1 , -.---.-. [4 - ; . ----I----- ; -------,.- ------- . ________t_______ I --------I--- -_ . 0.4 � U 5� EX 1 1 EX 2 1 Concrete - 0.4 1 0.65 1 0.26 1 0.49 I 6.67 1 1.75 3.28 1 15 10.034546 0.013 12.01 833 114.63 1 426.64 422.68 1 431.08 � 1 27.3 1 __T_ ____, : I ------,-.-. ____ ! _ _._�_______-________ I 1________._____�_____ .- 6A to 6 15 166.4 0.056 405.13 395.91 5.05 3.74 75.39 9.22 0.4 11.16 V) f a) 6 1 0.65 395.91 395.69 5.36 0.65 5.36 . 399.26 0.22 Standard 0.45 ! ! I ! . ! 1, I - ___,_-__----4____.___ I I I -_ rO,013 i t I _.____+______ ____ ______f___ i-- - -1--i -------- -----___-____+________ - I ____.___.__.1__ -------- - __ r I _., - -.-- _I __ ...... i � ________1_____ � I ; ---.---�-...--------.,I.--..-.�---------.- i � - � .;3 "4 6 to 5 15 64.95 0.066 395.69 ___________i___. _____ -------,---..,.- ____..___ i I � ---"-,---- _____-___L ---. � _____,, - - _____ ____ ____.. I I i I I . I 74- I , i i 1 I I i ! I I I I I . ! t I ! 1 i 1 388.94 5.36 13.75 0 6.75 0.45 13.75 0 6 tl ,* 0 C, 0 P=4 . (4) a IT � 5 387.02 387.02 387.02 0 0 389.75 0 0 i i ! 1 i ! -_ ! I i I I ! I _____j i I I I . i I ! I I I ! ; I __t_.____.STW__T_ ; � _ .- I I - ------- ---.,--.F . t --- --4----------- - ------ 2A 1.65 - 414.72 414.68 2.23 1.65 2.23 418.2 0.04 Standard 0.08 ___.,�_____.__.__�,.1_-___11 SEWER INLET -.-- _�_ __..i_ �_.L -1 - - COMPUTATIONS �� --..L- _J_ -I- I I . - - ��r 1 + �_� -----.- .-.--.---..------..�-------------�-.-- __.__ 7-,---""-,-- - -c-tulve : Heac --.-,--- water Comput", _____ _. - t, �� " ---------.----.----�----------------- I . t6 'm T ! i I ! -------,-!r--- --- -_ -_ - --- I 0 Cn W M t- to I 2A to 2B 15 33.56 0.08 3.42 0.001 414.68 414.66 2.23 1.78 0.12 0.01 � . STORM I i , I ____._.______.___�______ i I � _____ - --------------. laromel �____ ____._____._4----- 7 are i I i ; I i i -.----__--..______L i - .- F------- ; i ---,----.-,-- --------I---- _____ .. �� ___ ------.--- -_ .. 000% '"- q, N en It 0 - 2B 3.44 414.66 . 414.45 5.29 3.44 5.29 418.2 0.22 1 0.43 . Standard DRAIN- Total Flow Side T Q; INTER- I T�tal . 2B to 3 15 133.86 0.052 414.45 405.8 5.29 11.58 65.51 8.64 0.43 1 11.58 . AGE Local Total ____ __ ,_._..______.p95!19!!_. .______i - ____-____,L__ __ � ___ -------T- ---,--- ________i_.___ I , ! ! I ) ! I 3 394.98 394.77 5.29 5.29 410 0.22 Standard 0.43 NUMBER TYPE AREA (acres) C CA (acres) l(inthr) Rational Flow(cfs) B sed ypas Flow(cfs) ToInlet (cls) Slope(H: V) Bottom Width (ft) (SPREAD ) (ft) E(%) CEPTED (cfs) 1 Cal over 7 FI ) 2V11_,* d-(ft)-- I - ... I ! I V a 1 0 -0 !_ ; !---,- �J%".;16 �; - Lo*,- I i i C i - hCulor- 1 I i . I 3to4 15 100.42 0.039 394.77 389.52 5.29 10.61 0 5.25 0.43 10.61 6B Ditch DI-6 0.42 1 0.71 0.3 5.18 1.56 0 1.56 0.5 3 3.12 100 1.56 - .--- 0.12 -_ - 0.14 ___ _ 1 '---, __4__ -_ -_ i _____S Mo ,,____ -6 - t erial: - _,e_1 Ir ..- _____4________ : ; --------4----- _-____..,___.J i I 0 --- -- ----F---- -1 4 387.02 387.02 387.02 1 0 0 390.25 1 0 0 I � __ Incrate ____ Lnc, , --- -*-"-- .0?lt n . 011'r 11 -,-----t -- I ----.-------- I 1 --- i ____ I --- ____t_________ , ____ ---------- - 0.4 10 3.37 429.07 428.99 3.31 3.37 3.31 432.5 0.09 Standard 0.17 6A Ditch DI-5 0.55 _ 1 0.7 0.39 5.18 2.01 0 2.01 0.5 3 &14 100 2.01 � 10 to 11 15 33.88 0.003 428.99 428.92 3.31 3.01 0.12 0.06 0.17 4.08 _ 0.06 , ---,--- . _ � ____ ____ ...a utanino n1ng!8-- V----.--L--.- i --- __�__ ----! _______1 i ____.__+---_----_- i a) 6 Ditch DII-5 0.19 0.51 0.1 5.18 0.51 0 0.51 0.5 3 &06 100 0.51 I R_ 1 1 3.23 428.92 428.63 6.08 3.23 6.08 432.5 0.29 Standard 0.57 I 0.1 ------- - 0.17 - 0.17 ___________; I _______, -.-------- ) ; ! NuMber ____ - ,_ - _.� Illowl. I ____, of Barrele, . I 1 2 --*'--'-"7-'-'-- - I . _________�__ ______ 1 . I I , 1 _._____.__+__ --- I i j ____t________. I - - --- . F11111111,1111 2A Ditch DII-5 0.39 0.63 0.25 5.18 1.28 0 1.28 0.5 3 3.1 100 1.28 92 11 to 12 15 56.01 0.011 428.63 428.01 6.08 , 0 0.62 0.57 6.21 6.21 ' 213 Ditch DI-5 0.72 0.71 0.51 5.18 2.67 0 2.67 0.5 3 3.17 100 2.67 ` 10 Ditch DII-5 0.77 0.65 0.5 5.18 2.61 0 2.61 0.5 3 3.17 100 2.61 Lo- 1 I InI Ke ;� jype; - i ----- - --L.----.--�----.---�------�!RQ-W-*d--Wi-tti-tiwowo-------.---.-I ! ; I C,20 I i 1 ----*--" ---.-. 12 427 427 0 0 428.25 , I 0 0 9 1.53 427.85 427.76 3.43 1.63 3.43 432.2 0.09 Standard 0.18 . 1 1 Ditch DI-5 0.74 0.65 0.48 5.18 2.51 , 0 , 2.51 0.5 3 3.16 , 100 2.51 . P . 0.16 ________._ ._i -.----- - - _-A _j __ -_ _____�________ .. � .-.--- "-,-T-,---- . __-__._L_______.__.__. I ___._.._,,__1 -r------'---- -.-.. 9toEX 1 15 63.75 0.1 [ _ ; ________�_____,_.___. I --Aniw 0 &-.--:--.-.-- . i - ---,I------ __ _________+__-______ . ___ �________ - ______ ,_I_______ ____.___-L_____- --.-- 3.43 2.47 6.79 0.24 0.18 . 9 Ditch DI-5 0.35 0.65 1 0.23 1 5.18 0.5 3 &I 100 1. 9 I I ',O EX 1 1.75 427.52 427.37 4.41 1.75 4.41 431.08 0.15 Standard 0.3 0.11 I -.-- I - _..__._.__�___________ I ___ InI t Invert at IfFV-6 Elevatiqn: ff- evotion: -_ ___ I 4 �� 1.80 ftt . t i --,--- , ______ I ___,_ I I ---------r--- _____ EX 1 1 Dftitc DI-5 0.4 ! 0.65 1 0.26 1 5.18 � i 0.5 1 1 3.11 ! 100 1 1.36 1 - - EX 1 to EX 21 15 114.63 0.030 427.37 1 423.13 1 4.41 8.33 1 0 4.24 0.3 . 8.33 - - I I EX 2 1 422.68 422.68 1 0 1 1 0 1 1 423.93 0 I I I I I I 0 1 I i i ! i I I ! I I i I I i --- -_ -_ ! - - 1__,_44.. _,.J-.,. 1 - i I I i ! 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I I ___ ---I-.---. ------- ---.-.---- i -CuLvert DI --1-------- - __ - __._4_______-__ I 2. - ----.--L-..-,.---,-.--.---,.---4 6 6 C% i _____________�_____________ 1 ! --t--,--,--,---------*---,------,------------------ I i - -.-.. , ___________f____ __ __ __ _____ --�-.----..----,-,,------i!----------.---.-.-.- ; .--.- -----.-- t ,----------" -----------�-----.---------------,--------�-- � 1 - - - --I;- � I - - I 0 � ------- �- i 4 --------- _ I : i __ ,.-.-.-., I __ � ! _____ � ____ t-----------,- I I _.______L-_______j . ! � I , I __ - - _ __T ---, I _____L__.___L____ ----.---------- ----. I .-..--- I 'SCOUR COMPUTATIONS i I - -- . -- I ! __ _____ ___ f . I AX V2- 2 FPS t __ I ___ I . __._1__________-.__ I I I'll; ! ____ ____�H L��Dl H orge: org�, ' -dw-dAtbir- Wo I . dwtlo ,----. . evatkm - - -4 . n ____ .� - -------. 4". I n ## t __ . . -----. --.--- �� _____ I I , I ! __7 ,______..1_____ . ! . . ! ! � . I ------- 11_____*____ I I --,-----I-----,- I I ------- . ..... I - - ---- ----- ___ , " I --------,. ; ----4_---__---- . . -_ i r --.-----,---------+--------------------------------------.� i � I I ; I I I : --------- I . ; ! -,-----* ._�____--.__1___.._,.,_____ ; , ! : ,..,., _ ------ _ I f ; 12 6 (n �J, W �: __ - .- I I I i _4__ 0 Do Do D�oktrieaa 8're' strear str r i Veloci :y. � _ _ i Flow I lepth: ____ 4.21 I 0. ftjA I 1 __,__--- 59 ft I t L - � I i ______4 I I I I ------- - I I -_ _____ i � : i I - - _T___ ! -------I_--- ; I ; _.___�_.______ - ! � ! ! _____ ---4- . � ! - i , : , I I --i--,----- - --- - --I'------ i i -_ ---k-------_,---! ! I I � 4---------- ; ! - - _______,_________ ; I - __ -,-.- - - .. - .-- - ... . .. ..... ..... I __ __ � -i . .1 J-7__ - --�..-.------.--..----.-..----4--�.-----.--------.-- --------.----- -----------+------- ------ -- - ----- - ----- --- ___ ---.---------..-- _j _....._..__, - _ - tr A-Type.- -------- ---------I---- __--Ot ttat--e Mwitrol-_ - ___ _____ --.-- ! -,-------I,,--- --.-,.-.- - ------ : _.__-_ ! -_ ------�---------.--------------- ------.,.---+---- _____ __� ----,--"---, ---�.---.---�.-.---.----,-.-...--.- ; .--.-------�------------------------l-i -I---"---,- _______._4 ---. -.--- � ; . . ...... 1 - -- ---- , 2 z : ! - - - - - ___ I - .. I ; ; I -----.--- I - -1-- ___ _. _ : i I I - --------..---- _�. � STM 12 OUTFALL STM 2 OUTFALL STM 8 OUTFALL STM 4 OUTFALL STM 5 OUTFALL i � - - - - . -.--,--. - I - --.---.---...-. I -,*---,-,-,*---] I I _1 4 I- __ _____4 ------- . L_______________�_______ I ! ___�_____ I . I -.--. I --.-..-.-- --- -+------ I -.--.-. _4 I , I ---------- I ____ I --.--.- __ - : i . I -.--..-- -+------- ,_,�_________1__1___-__ I ; ! ______________+_______- : I ! ; ! -- i I I ! .-.-.----T-,-..,-----,,.�---.-------�----------- I I ----..-,. I ,---. __ __ r ! � - - --_---_----- I__ - - I � : ... ___.__f__ - -, - : 9 0 D 0 ; i ____ I - 1. -------- - i ____ _____ __ f _____ - __ ____d_,____ I - -,- - I _____+______ i - ------' -T--- ___�__ __ 1 ------- 1 ! --.------L-- --.---- ! I f-------- i , ----- -,-- I ---- - -- -- ----t----- ----- I --- _____I______ I i - 4---- I --.----- ------- I . _,_____�___ ---,--- I -_ -----4------- I --,----i ------ -- - - � _._ -_ . ..... r-------- I ---.-.---�--------------�-.------- I ! ________._____..___ I a 0 - SLOPE (%) 2.25 1.01 6.25 4.83 8.56 ___. _ ---.-,-.--.. j i I : _,�___ __ ---*------, � ; I i ___ _ 1 --- I --.---- - __ __ ____+____ : ___-4_____.---- I I .- -.4------- i ____T -------.,-------�----------.-------.-..I-.------------------.---.�----..----.--.--�----- - .--- - -----4------ I I ---.---I------- 1 ; I i --.---- � - ---. i � I 1 � I ---.--.-"----- i I ,----,----, -I---- . .--- .--I- ollioll,1111,111111 __1____i ______t________ I L I ____ ! i ....I........ ___ � i ; --T--"'---- j _____-____�________ z j i --'--'---[-------'-- - ------ L____ ; ! i __.____-_�________ : - ! -----. ---4-- � i ! _______i ----- - _____ ! : ______t_ � --7- i --------- - �_____ _ : 1 ! I _______._ ! ! I------- . I ! I .L........................, ! .._______L___ i . --.-,-..-.----. __r______ --- I -----.----- .--.------. - � i ---------- .+___ --- - ! . I : , ! - ____ .-- � -1 I_- - _ . � I W Ix 0 0 < . 02(CFS) 6.6 2.08 2.17 5.09 5.24 - -_ V2(FPS) 8.49 5 9.17 10.61 13.18 .-- -.-- EC-1 CLASS I -1 CLASS 1 RR REQ. EC-1 CLASS I EC-3 EC-1 CLASS I- EC, --------4------ ---- ____f______ __ - . _1 __ I ! I I I . I I I i I ______,___.____.___f_____ I I . ______________ . ---.------ - ------ I ___ ______ ______ ____4___________ I .---- -_ _._,__._____,_.___ I I I I I I - A - TYPE A B A A __________t___________ § uj i ____.__.1_-____________ 1 , i , _ ... ... __ ________ _,_ 1 I __1 ____ , _ __L_ -I------ - t I I _ I __ ___._ -1----* __ I & .V1 , I T-W- ----------.-. ; __-----__4_-___.,._.__ __t____ i 11 I &--* _ -I-------.- ! I f I ; ____ ---,I"-- -'l �_ _ --4------. -_ � i ! , ____ - ___,__�� I ! _.______.__t._________ � 11", ------- I i ____1 , , -I---(,o ,---------- _1� --- --- -----.-.--- __ _____._,________..___.__. i : --- --- ;____._____ . � - L (FT) 3.75 6.25 6 3.75 3.75 Ii ___ - ________ __ i I __ __ ---.-. ___t. I ". S 3.75 3.75 6 3.75 3.75 -_ _____ t- -- -- ----I,------. . i I— - ---,I - !t - __�______ I --- ______4______ tt ; -----+- .- I _` - --- ,W, ,;V% . ____ t I ----4---------- ! ____�___�_ - � ! _,___I______ ; _______ - , � � ;-_ ----IT - _-4- ____ I __1 - -.-- 2 -- 10"0 ____ ---,--- ____.____,L_.________._ ! --- _________�___ -.---- i VZ !R . � � i ,-------, - !---- - - I ____ 1 : i ____ -,---F--, ____ (FT) I REA(SF) 14.06 1 2&44 36.00 14.06 1 14.06 A I I I - I ----.- I ! I I ___-___-_.__-_ I ____t__- __..M___ .1 0) I 1 ___ . i 1 ---,-------+-------- -_ I I ; ---------I,---- - C 07P Co. . - 1.1 ------- ____C4 :W __._1____._.__._ . i I ! 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I . ... -i SCOUR COMPUTATIONS ARE PERVDOTHDA 06-03.1, DATED SEPTEMBER 1, 2007. , -T------- _ .___�____._ I I - -.-----...-,- --..----.- __..______.L.___ I I *-,-- n '__T___'____ -V " ! , i ______._- � ___ ----..-- i - --* __-i_-______ I i . -----.----.-J�----.------------j---.---.-- I ; ! -"--- I i ________1____.___._j. ; 0. ____._ ! __4L ____ ,* I ---.--- - La- __, ---_11- __ � -, r----------,-- .-.-----,.-,-------.-.----.-,-.�--�..--..-.-.---��---.--�-- - - i . ! � _ 6 � 0 ---------- - - j---------j-_- i i -'------ .---- - - --+.-..--- I i . i ____ ____�___ - ___ ! ------- ------------ I ----..-. ___ t - ___ _& - F_ --,"--,* ,- ,---,-----r---------------!------------------ ! ; � i I ! . 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I . 0 I W) 0 1i , ! , . . � ; n , i ----!--------- -,-----------, ------ L ------ -["--.-.--- + , � - ---- ---- _._1____ - ------ ___1 I -------- --.-- (o - _____ _____-___i . . ------I-- ' ____ _:�4-P+0 ___ ---.�L.--.----I--�.-.--+::5:----.+-.------ . -----L--,-]-.----.----�-.-��--.-----.+.:5: ----- -- .1 ----- --- ____ * - -*-,- -1 ---,---.-- . -- - ---,---t----,- - - -+ �;5�-- _4__-______ .____._____,____ -+ >-5: - .---+-- -:5i -_ � ------ I.-__ -_ . . I ---. --�.--.-,.--,-+1.15:�-.--.-----i-..---+;-. _._____._+_,_ ''. ___- _----____t_ + :5��+_ -------"---,- I * ::S:� k ---- --- ---- ------ , -+ �;----- .---- I - - - -11 __ __ � �- 1 1 : , i f-% ! ; 0 1� I I . V_ 1 = 5 DESIGNER: TED ; - . 0 Z ; � C14 i . 0 Z � . 0 � ; z : 1 04 zz �! Z; ! I Ozz z I I i � I ; - ; --Izz 11 . I----- I 2 k i i ! -, 1 - I : � I 9 -gk,� I i I - I - - ___ �_ - � . - __ 10 + 10 + 10 ; + 11 10 + 11 + 12 + 10 + 11 + 12 + DRAFTSMAN: TED FILE NO. SP-010CH � DATE ACTION I SHEET 8 OF 15 __ G:\Project\DunIora Gates\ENG\DWG\00-K2800.dwg, 10/3/2008 3:38:47 PM LOT JA USE, IEESIDENM1 NOTE: 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. PHASE M RIVERCREST DUNLORA D.B. 295 PC. ml U2 URN SPADE (VACANT) ) I — 4 -- LOT M \112 fRSDpInA1 IDT JB1 u2 REsownv. LDT m 113: RESENT& LOT 3T8 USE. REIONTNI 1 \ 1 PHASE 2B Rlb CHASE \ / OUNI I t \ LOT 334 1408 1" D.e. 1108 PG I D9D SM I 1 ILCm ute Is�tw PHASE 4A �\ RIPEN CREEX OUMLORA O.D. IWC PC. - ��-- yw207 I \ '\♦--- `\`\\J�A�\' _ -_---= E%15C SAN. EASEMENT DRAINAGE AM `C Aw'..`t. ` �`.\• "\'i�� _ \ _� D.E.I NEN \ D.B. 19eD � � \ y'p^p��_°�-_ - RESFRYE➢ AREA USE: TMANAGE AND JI CPEN SPAM \ \ I MANAGWFNT ` - - GRAPHIC SCALE QO 0 25 .O 100 100 (Ips) 1 TOOL - OO M1 J Di�PF�De� ML LOT m USE. RBd21nAl EMSnNG 4� CONCRETE SIDEWAL% \ mum W LOT 2M USE, RE9ttNnAL --____ a W zz..- ---'•�,\l\ nD.g xe z LOT m u3: RESDENnAA / SPACE OOPS NO EMST. LATERA ' IER 3B M\Fm all OUMOM ENSiN Aro-12-2 ANHCLE D$ WE PO. INV. W=41 6 \ 451 I qtI EMSTINC Sul . EASEMENT � I I I . 1108 PG 3N USE: DEDICATE➢ OPEN SPAM (VACANT) I 1 I 1 1 I I 1 I S -SHEET TO BE USED FOR EROSION AND SILTATION CONTROL ONLY IMIM DATL SEDMff AND EROMON CION11101 LBAM Na 711LE KEY SrrIeOL TEMPORARY STONE d 3.02 CON Lor EENmu+� I W Z 3.05 SILT FENCE SF X—X X 3.07 STORM DRAIN P INLET PROTECTION 3.08 CULVERT INLET\ c U PROTECTION W QE a� 3.09 TEMPORARY DIVERSION DIKE W 3,12 DIVERSION av —,--�� 3.14 TEMPORARY a SEDIMENT BASIN 3'18 OUTLET PROTECTION �j 1I�LI �.4 �^ d z 3.20 ROCK CHECK DAM B /GN 3.32 PERMANENT SEEDING 3.01 SAFETY FENCESAF —O—O—O— 3.38 TREE PRESERVATION —O—O—O— AND PROTECTION OW A FLARROW IJ -1 DRAOW DIVIDE LOT JA USE, IEESIDENM1 NOTE: 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. PHASE M RIVERCREST DUNLORA D.B. 295 PC. ml U2 URN SPADE (VACANT) ) I — 4 -- LOT M \112 fRSDpInA1 IDT JB1 u2 REsownv. LDT m 113: RESENT& LOT 3T8 USE. REIONTNI 1 \ 1 PHASE 2B Rlb CHASE \ / OUNI I t \ LOT 334 1408 1" D.e. 1108 PG I D9D SM I 1 ILCm ute Is�tw PHASE 4A �\ RIPEN CREEX OUMLORA O.D. IWC PC. - ��-- yw207 I \ '\♦--- `\`\\J�A�\' _ -_---= E%15C SAN. EASEMENT DRAINAGE AM `C Aw'..`t. ` �`.\• "\'i�� _ \ _� D.E.I NEN \ D.B. 19eD � � \ y'p^p��_°�-_ - RESFRYE➢ AREA USE: TMANAGE AND JI CPEN SPAM \ \ I MANAGWFNT ` - - GRAPHIC SCALE QO 0 25 .O 100 100 (Ips) 1 TOOL - OO M1 J Di�PF�De� ML LOT m USE. RBd21nAl EMSnNG 4� CONCRETE SIDEWAL% \ mum W LOT 2M USE, RE9ttNnAL --____ a W zz..- ---'•�,\l\ nD.g xe z LOT m u3: RESDENnAA / SPACE OOPS NO EMST. LATERA ' IER 3B M\Fm all OUMOM ENSiN Aro-12-2 ANHCLE D$ WE PO. INV. W=41 6 \ 451 I qtI EMSTINC Sul . EASEMENT � I I I . 1108 PG 3N USE: DEDICATE➢ OPEN SPAM (VACANT) I 1 I 1 1 I I 1 I S -SHEET TO BE USED FOR EROSION AND SILTATION CONTROL ONLY IMIM DATL v i S F.,sa , NO.P33028 X _ ,Pig PROJECT STATUS DATE: 5/07/2008 SCALE: 1"=50' DESIGNER: TED DRAFTSMAN, FILE NO. SP-010CH ACTION SHEET 9 OF 15 G:\Project\Dunlora Gates\ENG\DWG\00-K4800.dw9, 10/9/2008 3:44:14 PM W d Lor I W Z a a c U W QE a� - W E- a a Oa �j 1I�LI �.4 �^ d z z Q IJ -1 W v i S F.,sa , NO.P33028 X _ ,Pig PROJECT STATUS DATE: 5/07/2008 SCALE: 1"=50' DESIGNER: TED DRAFTSMAN, FILE NO. SP-010CH ACTION SHEET 9 OF 15 G:\Project\Dunlora Gates\ENG\DWG\00-K4800.dw9, 10/9/2008 3:44:14 PM GlaoiectY)untom satesVN61owG1oo-K50M.dwg, 10/6/2009 10:00:52 Al _ Sts eStora e __ S e-Sto e: Conic A mximation Method -- _ PROJECT, BV(,'PIM/DATE Elmtloe Am 9/30200812:04 lbc m m Taw vole - - _ vale Ft set Ac scte-feet we f6d wbiofee[ 1,213 382.00 0.028 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 4,178 388.00 0.098 0.086 0.220 9,577 5,093 387.00 0.1171 0.108 0.328 14,205 6,037 388.00 0.1391 0.128 0.454 19,763 SEDIMENT BASIN SCHEMA TI C ELE VA TIONS DESIGN RIGH HATER _(25 -YR. STORM ELEV.) 67 C.Y./ AC. - DRY " STORAGE 67 C.Y./ AC. " NET " STORAGE SEDIMENT CLCM ELEV = 384.19 .................. POINT M'N' '-0';EMERGENCY SPILLWAY MlN. 1.0 Elev. 388.E Dry Vol. EIr 387.20 RISER CREST Wet V Etev. - DEWATERING DEVICE *1nv0.0 Inv 24' RCP 8 6.8% 4' DIA. RISIER STRUCTURE. SEE DETAIL FROIM SWM PLANS SHEET 14. CONTRACTOR TO BLOCK 8.65" ORIFICE EL=385.00 TO MAKE DESIGN ELEVATIONS WITH RISER WATERTIGHT DURING EROSION AND SEDIMENT CONTROL OPERATIONS. EMERGENCY SPILLWAY (RISER PASSES 25 -YR. EVENT) SEDIMENT BASIN 1 NON -TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET (TO BE CONVERTED TO PERMANENT SWM POND) i W i PROJECT QUNLORA O BASIN /j 1 0 TOTAL AREA DRAINING TO BASIN: 4.07 ACRES. W K BASIN VOLUME DESIGN � 0 a 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 VOLUTAE = 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. 1.9 I w z 0 LA w Of z Z 0 0 U w a 0 14 DRY STORAGE: 7. MINIMUM REQUIRED VOLUME = 67 CU. YDS. X TOTAL DRAINAGE AREA (ACRES). rl 67 CU. YDS. X 4.07 ACRES = 272.69 CU. YDS y 8. TOTAL AVAILABLE BASIN VOLUME AT CREST OF RISER' = 564.50 CU. YDS. AT ai ELEVATION 387.20 C -t 'MINIMUM = 134 CU. YDS./ACRE OF TOTAL DRAINAGE AREA. = 545.38 CU. YDS. A 9. DIAMETER OF DEWATERING ORIFICE = 5" 10. DIAMETER OF FLEXIBLE TUBING = 7" A PRELIMINARY DESIGN EVATIONS e 1. CREST OF RISER = 387.20 TOP OF DAM = 389.20 In DESIGN OF HIGH WATER = 388.20 W r FI -ZUPSTREAM TOE OF DAM = 382.20 O � U BASIN SHAPE ",L. a a; 2. LENGTH OF FLOW L = 95' = 0.1 i.y F EFFECTIVE WIDTH W 175' 0 V q BAFFLES ARE REQUIRED. E' W O 1_4U RUNOFF. = 9.85 CFS (Q=CIA=0.59x4.ix4.07AC) U N F a 4. 025 = 14.41 CFS (Q=CIA-0.59x6.Ox4.07AC) E- O is a pW PRINCIPAL SPILLWAY DESIGN p 5. WITH EMERGENCY SPILLWAY, REQUIRED SPILLWAY CAPACITY Qp = Q2 = 9.85 CFS.1/-�, a 6. ASSUMED AVAILABLE HEAD (h) = 1 FT. (USING Q2) W ^ F=I h = DESIGN HIGH WATER ELEVATION - CREST OF RISER ELEVATIONEnh+i 7. RISER DIAMETER (Dr) = 48 IN. ACTUAL HEAD (h) = 0.39 FT. (FROM PLATE 3.14-8.) A NOTE: AVOID ORIFICE FLOW CONDITIONS. d ^ 8. BARREL LENGTH (L) - 48 FT. HEAD (H) ON BARREL THROUGH EMBANKMENT = 10.2 FT. (FROM PLATE 3.14-7). z 9. BARREL DIAMETER = 24 IN. RCP (FROM PLATE 3.14-A [PIPE]. O 10. TRASH RACK AND ANTI -VORTEX DEVICE 0 REFER TO SHEET 14 OF 15 FOR CONSTRUCTION OF PERMANENT TRASH RACK. W EMERGENCY SPILLWAY DESIGN 21. REQUIRED SPILLWAY CAPACITY Qe = Q25 -Op = 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) ANTI -SEEP COLLAR DESIGN oyTH 0�4+ 23. DEPTH OF WATER AT PRINCIPAL SPILLWAY CREST (Y) = 6.2 FT f' SLOPE OF UPSTREAM FACE OF EMBANKMENT (Z) = 2:1 SLOPE OF PRINCIPAL SPILLWAY BARREL (Sb) = 6.8% VATER 40 OR CE C CU TIONS LENGTH OF BARREL IN SATURATED ZONE (Ls) = 32 FT �c�J Lit Nm M >� 24. NUMBER OF COLLARS REQUIRED = 2 - 3.5'X3.5' _ qqqy S - 7,661 able feet FINAL DESIGN ELEVATIONS �c' � 0 - S/21600 - 0.36 CFS 11. TOP OF DAM = 389.20 h - (387.2-365.44) - 0.86 DESIGN HIGH WATER = 388.20 JC N4 A = Q/[(64.32*h)^ .8] - 0.36/((64.32"0.68)"0W.8] - 0.08 square feet EMERGENCY SPILLWAY = 388.20 d - 2"(A/3.14)^O 2"(0.1573/3.14)"0 - 0.32 feet - 3.84 Inches PRINCIPAL SPILLWAY CREST = 387.20 ENGINEERING GROUPE PROJECT STATUS DATE: 5/07/08 DEWATERING ORIFICE INVERT = 385.46 SCALE: N A Conclusion: Use a 3 dlamatw hole far dewateAnq odil" CLEANOUT ELEVATION = 384.21 UPSTREAM TOE OF DAM = 382.00 DESIGNER: TED DRAFTSMAN, TED SOURCE: VA EROSION AND SEDIMENT CONTROL HANDBOOK, 1992 FILE NO. SP-010CH DATE ACTION SHEET 12 OF 15 G:\Pmj"Dunlo2 Gates\6NG\DWG\00-K460I.dwq, 10/9/2008 2:25:49 F G\Pmject\Dunim Ga[es\EWG\DWGi00-K4500.tlwg, 10/9/2008 2:28:57 PM 9 ___ - _ _ a_---- --- ------ _ _ _ _ _ _ _ _ _ _ _ _ ---PROP__.2Q!_DRMNAGE-ESMT. - 390- _ _ _ __. ----------- ----------------- ---86��\__`\\\ --` --------------------------------------- \ \ ---- 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. l LOOK �A 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. 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. RUNOFF CALCULATIONS BASED ON MANNING'S FORMULA: 2/3 1/2 Q=1.9ItAfxRh x WHERE Rh= P A = 4.99 ACRES $t8 eStOre C = 0.25 SIZE ta= 20 MIN. --- 12= 3 IN/HR REMARKS Q2= 3.74 CFS Q2=2.17 CFS S = 0.1 FT/FT S = 0.1 FT/FT n=0.05 n=0.05 Ar = 1.53 SQFT A, = 1.09 SOFT P= 11.45 FT P=11.05 FT ds= 0.14 FT d2= 0.10 FT V2= 2.45 FT/S V2= 2.00 FT/S DISTINC GRADE i Q TED 511 14:2 SECTION A -A NOT TO SCALE ON -3*0----{-----V------ BIOIL1etYIXPeI santsr3r>uma Temno "aat_fl sanuEa re vee aarowvxene5x 3wreoep TO gd18Ne1dUfi wwasaamssmlpa wmrsamaoc CROSS SECTION NOTES, i. nz xa� rgenaomawu IalNN3eM uospx vsoTce7ax ease eorroa a sxaat2nau esu ausr ertvw237snox,w iaawwu 2. 1NE.a1iTANQtFIWNe aEW-4115 e1LL NOTIXC9D 50 fFEr. BIO -FILTER COMBINED DETENTION BASIN NO SCALE pmlam eamvm nAm erorrw Rw Cmwn To LANIDSCAPE TABLE $t8 eStOre e SIZE QTY. --- SPACING REMARKS stitile-sto e: Conic Ap xhnetion Method DECIDUOUS TREES T-1 RED MAPLE (L.ARGE) ACER RUBRUM A&A IV 1 1/2" CAL 5 B&8 SEE PLAN PROJECP: DUILORA GATES 397 SF 1,985 SF T-2 0153IN®t/DATE Q TED 511 14:2 B&B SEE PLAN Hendee Ara tecrcm al Tow deme PIN OAK (LARGE) QUERCUS PALUS77?IS AM 1 1/2" CAL 5 Volans; SEE PLAN -- a ed Asa acro -fret fed wbio-feet 2,020 384.00 0.046 0.000 0.000 0 3,292 385.00 0.076 0.060 1 0.0601 2,630 4,178 388.00 0.096 0.086 0.146 6,356 5,093 387.00 0.117 0.106 0.2521 10,984 6,037 .00 -0 139 0.128 0.380 18,543 7,010 389.00 0.181 0.150 0.5291 23,080 LANIDSCAPE TABLE Stage -Storage COMMON NAME BOTANICAL NAME SYMBOL SIZE QTY. --- SPACING REMARKS State-ftilme; e: Conk Applioxhoation Method DECIDUOUS TREES T-1 RED MAPLE (L.ARGE) ACER RUBRUM A&A IV 1 1/2" CAL 5 B&8 SEE PLAN PROJWP DUNILDRA GATES (FORFBAY) 397 SF 1,985 SF T-2 HiG&IM/DATE Q TED 511*114:30 4 B&B SEE PLAN novel[= Am tsercmataf Tall rallaiiiie, PIN OAK (LARGE) QUERCUS PALUS77?IS AM 1 1/2" CAL 5 Volume SEE PLAN -- Ft ed Aces acre -het ted albishd 256 384.00 MOOS 0.000 0.000 0 512 385.00 0.012 0.009 0.009 376 705 386.00 0.016 0.014 1 0.023 982 915 387.00 0.021 0.019 0.041 1,789 1,141 389.00 0.026 0.024 0.085 2,815 LANIDSCAPE TABLE CALCULATIONS COMMON NAME BOTANICAL NAME SYMBOL SIZE QTY. ROOT SPACING REMARKS COVERAGE AT 10 YEARS UNIT TOTAL DECIDUOUS TREES T-1 RED MAPLE (L.ARGE) ACER RUBRUM A&A IV 1 1/2" CAL 5 B&8 SEE PLAN -- 397 SF 1,985 SF T-2 BLACKGUM (L.ARGE)("1 NYSSA SYLVA77CA Q 1 1/2" CAL 4 B&B SEE PLAN -- 123 SF 492 SF T-3 PIN OAK (LARGE) QUERCUS PALUS77?IS AM 1 1/2" CAL 5 B&B SEE PLAN -- 370 SF 1,850 SF E~ TOTAL: 14 TOTAL:* 4,327 SF Sect. A -A 0 Elev. B -B mmmmmmm//mmm NOTE riser segments be between 0.x1 O = Z Z ll shag shall water -tight made watere tight with Butyl a A r Rubber O -Ring Gaskets, or equivalent. MINI! Q.1 mmmmoommmmmm I MM .-I■.�IIII'I■.I■II■I■-.I■. moo.-m-.m-m.m.. IIII'mIIII,III.-111111111,1111,11111..-IIII'IIII,IIII' mmmmmmmmmmmmmmm 11'11111111111111111111111'111 1.1.1.11111. m ■�� OWN",, 1i�i31 LEi®II��I� 11,� _r . s ♦III �,:� e�I�� lluaLlilSEE �' IIIIIIIIIry :_ IIIIII� LANIDSCAPE TABLE CALCULATIONS COMMON NAME BOTANICAL NAME SYMBOL SIZE QTY. ROOT SPACING REMARKS COVERAGE AT 10 YEARS UNIT TOTAL DECIDUOUS TREES T-1 RED MAPLE (L.ARGE) ACER RUBRUM A&A IV 1 1/2" CAL 5 B&8 SEE PLAN -- 397 SF 1,985 SF T-2 BLACKGUM (L.ARGE)("1 NYSSA SYLVA77CA Q 1 1/2" CAL 4 B&B SEE PLAN -- 123 SF 492 SF T-3 PIN OAK (LARGE) QUERCUS PALUS77?IS AM 1 1/2" CAL 5 B&B SEE PLAN -- 370 SF 1,850 SF E~ TOTAL: 14 TOTAL:* 4,327 SF SHRUBS S-1 NORTHERN BAYBERRY MYRICA PENSYLVANICA 2'-3' HT. 1 1/2" CAL. 14 B&B SEE PLAN -- 18 SF 252 SF S-2 ARROWWDOD VIBURNUM LABURNUM DENTA 77JM o 1" CAL 14 B&B SEE PLAN -- 31 SF 434 SF S-3 NANNYBERRY VIBURNUM LABURNUM LENTAGO iv 4r 1" CAL 14 B&B SEE PLAN -- 64 SF 896 SF 0 on 3000 7500 Note Uses, Im 17M 20a04 32500 VIM at.." mv3 TOTAL: 42 a TOTAL: 1,582 SF HERBACEOUS GROUNDCOVER T-6 REDTOP (GROUNDCOOVER) AGROS77S ALBA I ® 2'-3' HT. -- -- SEE PLAN -- 1 -- -- t1YwAmraw 3NJ 319.0 IIII1I.11111III,1111,11111-IIII,IIII1.IIII,MMMMMMMMMMM 3aa.5 - 3u.o F PQ Precast riser 387.5 A y 387.0 386.5 3ee.0 „•a:. II_ 385.5 segment41 35.0 z 3U.3 with base 3114.0 333.5 0 on 3000 7500 Note Uses, Im 17M 20a04 32500 VIM at.." mv3 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 VIM -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. Plowable 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 95 percent of the maximum dry density in accordance with the Standard Proctor, VTM-1 (AASHTO 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 sidesiopes will normally be acceptable. 8. A settling allowance of at least 596 is required. RISER DETAIL: POND 1 57' (typ.) Top View plastic Plastic Solutions Inc. trash rock or equal 540-722-4694 Trash Rack Assembly 12 u ----TOP OF RISER u =387.20 48' Precast cone. riser segment with flat top u 48" Precast riser segment ORIFICE u INV. 132.60 48' REINFORCED ARC�P CONCRETE PIPE per VDOT Std. SWM - or equivlenl618_gafv.pia a l4a eqSIT- . orr eq iu vvaletT Ste. Joint boltd torhwer IIII1I.11111III,1111,11111-IIII,IIII1.IIII,MMMMMMMMMMM d - F PQ Precast riser A sV •;_a „•a:. II_ segment41 z Z with base cj a „MMMMMMMMM/ a. F Q z O U E~ o U 0-.1 0�� Sect. A -A 0 Elev. B -B mmmmmmm//mmm NOTE riser segments be between 0.x1 O = Z Z ll shag shall water -tight made watere tight with Butyl a A r Rubber O -Ring Gaskets, or equivalent. MINI! 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. K a U) Z 2 Z O U O Z Tn a_ IIII1I.11111III,1111,11111-IIII,IIII1.IIII,MMMMMMMMMMM d F PQ A I1.1■11111� z Z cj a „MMMMMMMMM/ a. F Q z O U E~ o U 0-.1 0�� a 0 a mmmmmmm//mmm Ql' 0.x1 O = Z Z C a a A Z O MINI! Q.1 mmmmoommmmmm I MM .-I■.�IIII'I■.I■II■I■-.I■. moo.-m-.m-m.m.. IIII'mIIII,III.-111111111,1111,11111..-IIII'IIII,IIII' mmmmmmmmmmmmmmm 11'11111111111111111111111'111 1.1.1.11111. m 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. K a U) Z 2 Z O U O Z Tn a_ d F PQ A z Z cj a ,, a. F Q z O U E~ o U 0-.1 W a 0 a O Ql' 0.x1 O = Z Z C a a A Z O Q Q.1 I ON.1l•II %:WYERS 9 Uc No 28 G1 I UAL: 5/07/08 1 riLL 14U. SP-010CH DATE ACTION SHEET 14 OF 15 G:\Prolect\Dunlore Gates\ENG\DWG\00-K6200.dwg, 10/3/2008 11:10:31 AM