Loading...
HomeMy WebLinkAboutWPO201600064 Plan - VSMP WPO VSMP 2017-03-24V MP SUBMITTAL CANAAN CHRISTIAN CHURCH OVERHEAD ELECTRIC o of UNDERGROUND ELECTRIC LINE a UE 0 OT OVERHEAD TELEPHONE LINE o OT o UT UNDERGROUND TELEPHONE LINE o UT FLOODPLAIN .. ,..,,_.,.. TREE LINE SAV TREES CONTOUR LINE 92 SPOT ELEVATION +98-6 @LIMITS OF CLEARING & GRADING BENCHMARK DRAINAGE DIVIDES — PROPERTY INFORMATION MAP 80 PARCEL 21 860 HACKTOWN ROAD KESWICK, VIRGINIA 22947 OWNER CANAAN CHRISTIAN CENTER 3045 IVY ROAD CHARLOTTESVILLE, VIRGINIA 22903 DEED BOOK 3631, PAGE 189 APPLICANT CANAAN CHRISTIAN CENTER 3045 IVY ROAD CHARLOTTESVILLE, VIRGINIA 22903 ATTN: PASTORA ROSA HERNANDEZ 434-760-2352 ARCHITECT DEX A. SANDERS ARCHITECT, P.C. 16102 RACCOON FORD ROAD CULPEPER, VIRGINIA 22701 540-829-2590 RIVANNA MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VIRGINIA WPO -2016-00064 VICINITY MAP SCALE 1 " APPROVALS LEGEND PLANNING/ZONING EXISTING GRADING AND UTILITY PLAN PROPOSED 4 ARB PROPERTY LINE DEPARTMENT OF FIRE RESCUE __ ................___..__.___.__....... EASEMENT LINE ------------- _____ .................... HEALTH DEPARTMENT EDGE PAVEMENT 8 PROPOSED DRAINAGE DIVIDES ............................ CENTERLINE EXISTING HYDROGRAPHS - ----- -- FENCE LINE x 11 PROPOSED HYDROGRAPHS GAS LINE —G -G PROPOSED HYDROGRAPHS 13 LEVEL SPREADER ROUTINGS 14 WATER MAIN PROP. 8" W/M 15 PHASE l EROSION AND SEDIMENT CONTROL PLAN 16 PHASE II EROSION AND SEDIMENT ............:.:.....:.......... BUILDINGS EROSION AND SEDIMENT CONTROL ._- 18 RETAINING WALL DETAILS �u C.�f V E"' ON //W '" SIDEWALK PROP. CONC. 51W CURB & GUTTER CG -6 TRANS CG -6R O A �<.._,w_... �� ...w:::.�.�.....:.....:............. SANITARY SEWER 8" SAN (31 (4 > 15" RCP .......... ..............................__::_:::::: ;,:::::::::: STORM SEWER - -_......v OVERHEAD ELECTRIC o of UNDERGROUND ELECTRIC LINE a UE 0 OT OVERHEAD TELEPHONE LINE o OT o UT UNDERGROUND TELEPHONE LINE o UT FLOODPLAIN .. ,..,,_.,.. TREE LINE SAV TREES CONTOUR LINE 92 SPOT ELEVATION +98-6 @LIMITS OF CLEARING & GRADING BENCHMARK DRAINAGE DIVIDES — PROPERTY INFORMATION MAP 80 PARCEL 21 860 HACKTOWN ROAD KESWICK, VIRGINIA 22947 OWNER CANAAN CHRISTIAN CENTER 3045 IVY ROAD CHARLOTTESVILLE, VIRGINIA 22903 DEED BOOK 3631, PAGE 189 APPLICANT CANAAN CHRISTIAN CENTER 3045 IVY ROAD CHARLOTTESVILLE, VIRGINIA 22903 ATTN: PASTORA ROSA HERNANDEZ 434-760-2352 ARCHITECT DEX A. SANDERS ARCHITECT, P.C. 16102 RACCOON FORD ROAD CULPEPER, VIRGINIA 22701 540-829-2590 RIVANNA MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VIRGINIA WPO -2016-00064 VICINITY MAP SCALE 1 " APPROVALS DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNING/ZONING ENGINEER GRADING AND UTILITY PLAN INSPECTIONS 4 ARB DEPARTMENT OF FIRE RESCUE STORM DRAIN DIVIDES ALBEMARLE COUNTY SERVICE AUTHORITY 6 VIRGINIA DEPARTMENT OF TRANSPORTATION 7 HEALTH DEPARTMENT SHEET INDEX0 : /000 ) COVER SHEET EXISTING CONDITIONS _ 2 GEOMETRY PLAN 3 GRADING AND UTILITY PLAN 4 STORM DRAIN PROFILES 5 STORM DRAIN DIVIDES Lo N 6 STORMWA TER MANAGEMENT NARRA TI VES 7 EXISTING DRAINAGE DIVIDES 8 PROPOSED DRAINAGE DIVIDES 9 EXISTING HYDROGRAPHS 4) 10 PROPOSED HYDROGRAPHS 11 PROPOSED HYDROGRAPHS M 12 PROPOSED HYDROGRAPHS 13 LEVEL SPREADER ROUTINGS 14 LANDSCAPE PLAN N 15 PHASE l EROSION AND SEDIMENT CONTROL PLAN 16 PHASE II EROSION AND SEDIMENT CONTROL PLAN 17 EROSION AND SEDIMENT CONTROL NOTES 18 EROSION AND SEDIMENT CONTROL DETAILS 19 Genesul constraedon notes for Stormwater 11+Yanagam+e®t plans 1. All dams and constructed fill to be within 95% of max inrum dry density and 2% of optimum moist uee content, All rill material to be approved by a geotechnical mgyneer. A geotscimical engineer is to be present during construction of dam. 2. Pipe and riser joints arae to be watertiglut within stormwetar manage—ant facilities. 3. For Wmporexy sediment traps or basins which we to be converted to pemumerot atormwater fmai stles oowmsion is not to take place until the site is stabilized, and permission has beea obtained from the County t rodon control inspector. General construction nates for Erasion and Sediment Control plans 1. The plan approving authority must be notified one week prior to the pre -o ms ructkm cmft encey one week prior to the commencement of land disturbing activity, and one week prior to the final inspection. 2. All erosion and sediment control measures well be constructed and maintained according to minimum stmxlwds'`and specifncadions oftbe Virginia Brosian and Sediment Control Handbook and. Virginia iZquWjons VR 625-02-00 Erosion and Sediment Control Regulations. 3. All erosion and sediment cot of measures are to be placed prior to or as the first step in clearing. 4. A copy of the approved erosion and sediment control plan shall be maintained on the site at all times. 5. Prior to commencing land disturbing activities in area ather than idicated on these plans (including, but not limited to, off-site borrow or waste areae), the contractor shall submit a supplementary awsion control plan to the owner for review and approval by the plan %Mroving authority. 6. The wnUactorr is rosponslible for installation of any additiaiml erosion conA menums woe 'to prevent aroslon mid wdimerntation, as d rnnned by the plan :approves authority, A11 diad areas are to drrain to oved sWimnt control measures at, all times during lard disturbing activa%s mud during sito developm:ew until final sttabllizatlon is whieved. S. During; dewatering operations, wst&T will be.pum* into an approved frlteting device, 9. The em ctor',JAII i po' ct, all aro don oontrolmaresriod �y and after each ref producing mall event Ary necessary repairs or cleanup to ma tan tine etfecttven+ess of the erosion wntrool davlo cs shall be mace imine diartelly. 10� All till rmaterisilto be taken fiom an apptov4 deslated bor ow area. 1.1. All. waft matorWs shall No tak-m to an approved waste am. Harth fill shall be inen nxaterlala only, fift ofrom, sftmpsr, wood, rubbish, and other debris, 12. Borrow or waste arew ars to be waleftned with n 7 plays of completion per Zoning Ordarme section 5.1.28, 1:3, All inert materials shall be transporter in compliance vitt soon 13-301 of the Code of Albemarle. 14. 'Borrow, fall or wow activity involving industrial -type power equipment shall be limited to the hours of 7:00am to 9:0 15. Borrow, fill or wasw activigt shall be conducted in a safe mer t1m maintains laterad support,or orda to minimize any ha=.d to persons, physical damage to adjacent lata and improvements, anti dmage to any public aftat because o slides,xinidna., or collapse, I& Tl a cavo loM shall .reserrve tlae height to install, mairvain, remove or convert to permanent stormwxter management faculties what applicable all emsion control measures mired by this plan regadless of the sale of any lot, vnrit� building or other pilon of the party. 17.z Temporary stabilization shall be temporary "xiing and mulching. Seng is to beat 75 lbs!acre, aml irx the truths of September to Feibruaryto consist a 50150 mix of Annual, &veg ws and Cereal Winter kv, or in March and April to oonsist of Annual Rye, or May. throes August to coralst of Cyan Millet. Stew :mulch is to be applied at 80lbsl1l0sf. Altertathvs are sutdect to gVroved by the County erosion Erol inspector. 19, Perm eat stabilization sWl be lime and fertilizer,, permanent seeding, and mulch. Agric ultuxaI gee limestone shall be applied at 90lbs/1000sf, iri=Wt ed into tlue top 4.6 inchesofsoil. Feri<ilazer shall be applied at 10001bs/ao ti cast of 10-20-10 nutrient mix Parcmaner,t seed* shall be applied at 18th lam and moist of 95 :entuckv 31 or Tall Few and 015% Parmnial Ryegrws or l brky Slueg n. Straw model is to be q W�liedyyyyat. S01W1 1.00sf A ite�i am subject �to - aWoved by the County erosion control 'inspector. 19. Msintenanc e: All euros are to be inspected moldy and after each rairifill. Any damage or cloaggirtg to sftwtuaral measures is to be repair ink-Wely. Silt fps are to be c reamed %,h 51*6 of the wet storage volume is filled with sediment. All seeded arm are to be reseeded vrhen necessary to whieve a good atm ofpm.Silt fewe and diversion dykes which are collecting sediirnent to half fair height must be cleaned and re*red immediately. 20. All tem ora y erosion and wdimem control meaaures am to be removed "ftp 30 days of final site stabilization, Aiwn measures are no longer needed, aut*& to aprptovarl by the County erosion control inspector, REVISIONS: L� :y ILI_IA R. a Lic. 0:025886 41 y� 2/24/17 a '"'ti;f ONA DATE: FEB 2017 SCALE: N/A DRAWING NAME: CS-SP-FINAL-VSMP SHEET 1 OF 19 FILE No. VA -AL -01 4) Lo N O O •� •" C 4) •; M N CS N 6 CLL, L� :y ILI_IA R. a Lic. 0:025886 41 y� 2/24/17 a '"'ti;f ONA DATE: FEB 2017 SCALE: N/A DRAWING NAME: CS-SP-FINAL-VSMP SHEET 1 OF 19 FILE No. VA -AL -01 SOILS DATA CURVE TABLE Curve Radius Length HYDRIC HYDROLOGIC NATURAL Chord Bear. MAP SYMBOL SOIL NAME SOIL SLOPE SOIL GROUP SOIL GROUP DRAINAGE CLASS K -FACTOR 46B LIGNUM 2-7% NO DMODERATELY 21.89' 0.49 SILT LOAM U) Q � L WELL DRAINED 51C MANTEO CHANNERYSOMEWHAT 7-15% NO D EXCESSIVELY 0.20 SILT LOAM DRAINED c10 (js 62B NASON 2-7% NO B WELL DRAINED 0.37 SILT LOAM CURVE TABLE Curve Radius Length Tangent Delta Chord Chord Bear. C1 2193.91' 126.33' 63.18' 3017'57" 126.32' S 29035'53" E C2 211.32' 21.90' 10.96' 5056'15" 21.89' S 24058'47" E i }. i<eGCmrvt.s, 7,41f 7a4 / �'.t,ll4t�rrt, ��S�F=��•�C: }��S��i�L.,, i KR 114 __.ni (y��,.�,f;�';�es ill i' + h 3 RA \ ' or Jacqueline Use 1tfE i2tt,af: 1 Sit 04 a Nb' .F171("hes, ?"4; u.1i'rte P Li e Estate \ I Zoned: tt f�,{{ r I Ll �F e 4C. 4L. f LAUse.- Residentia� a• .... ` .. t N73°46'03 i .. r wn�r) DB 12 462l� BM 41 (TRA VERSE //,r�-cv (3. A;} �y j '�� ELEV= 418.28 NA VD88 r <'s(,-. x Le i;!���.ril40.44 \ t W r O - S80025'05"W 346.74' ?ll Br_A9 z sfr—. Heirs ) (( k [ (y yt y y j"y / fr f .. ttr nr y y) /} ( ,F} •`�) r df�}�.��s of (,,//� iflS'�`, ri,ofY F��'��11i.:l:ii��.� �ii f�t�.� 0.ip ��f(fi L.+C,'�. �i'f 1,4/0 f lii �. 4Q�i DB 2 62 354 Zoned: R.11 0 oned,- HA Use:T 0:5 V /, t/se. Vacant i 1_)Jr }jB 0�5�.� 1 ar { Y"+ 73 REVISIONS: a) ;:rv2 r E L p i `7 LO N > REVISIONS: ROBERT IE. WILLIA �J, JR. >- -d Lic. No. 025886 �Qz�; 12112116 10NAL �� DATE: DEC 2016 SCALE: F'=40' DRAWING NAME: EXISTING CONDITIONS P:� U a SHEET 40 20 0 40 80 120 2 OF GRAPHICAL SCALE: 1 " = 40' 19 FILE No. VA -AL -01 a) 4-0 M r E L p �o .0),qj- O 0 N LO N > U) O U) Q � L v -C: O N W X r O E c10 (js N o J ROBERT IE. WILLIA �J, JR. >- -d Lic. No. 025886 �Qz�; 12112116 10NAL �� DATE: DEC 2016 SCALE: F'=40' DRAWING NAME: EXISTING CONDITIONS P:� U a SHEET 40 20 0 40 80 120 2 OF GRAPHICAL SCALE: 1 " = 40' 19 FILE No. VA -AL -01 NOTES 1. THIS PROJECT PROPOSES TO CONSTRUCT A NEW 5,500 SF CHURCH WITH ASSOCIATED PARKING, UTILITIES, ENTRANCE FROM ROUTE 744, AS WELL AS REQUIRED LANDSCAPING, SCREENING, ETC. 2. THE PROPERTY DELINEATED HEREON IS LOCATED ON TAX MAP 80 PARCEL 21. 3. EXISTING USE: VACANT PROPOSED USE: CHURCH 4. A CHURCH IS ALLOWED IN THE RA ZONE WITH THE APPROVAL OF A SPECIAL USE PERMIT. SP 2014-16 WAS APPROVED ON OCTOBER 14, 2015. 5. AREA TABULATION MINIMUM LOT AREA REQUIRED= 2 AC. [PER RA ZONE] TM 80 PARCEL 21 = 300,706 S.F. OR 6.903 AC. R -O -W DEDICATION= 10,233 S.F. OR 0.235 AC. NET LOT AREA= 290,473 S.F. OR 6.668 AC. 6. FRONTAGE MINIMUM REQUIRED FRONTAGE= 250' [PER RA ZONE] PROVIDED FRONTAGE= 342' 7. LOT WIDTH MINIMUM REQUIRED LOT WIDTH= 250' PROVIDED LOT WIDTH= 351' 8. BUILDING HEIGHT MAXIMUM ALLOWABLE BUILDING HEIGHT= MAXIMUM ALLOWABLE SPIRE HEIGHT= MAXIMUM ALLOWABLE PARAPET HEIGHT= PROPOSED 1 STORY CHURCH= 9. MINIMUM YARD REQUIREMENTS [PER RA ZONE] (AT FRONT YARD) 35 FT. [PER RA ZONE] 100 FT. [PER 18-4.10.3.1 (b)] 4 FT. [PER 18-4.10.3.3] 30 FT. FRONT YARD: 75 FT. MIN. [PER RA ZONE] 0.235 AC. SIDE YARD: 25 FT. MIN. [PER RA ZONE] 126.32' SIDE YARD: 6 FT. MIN. [ACCESSORY STRUCTURES PER 18-4.11.2(b)] REAR YARD: 35 FT. MIN. [PER RA ZONE] 119.99' REAR YARD: 6 FT. MIN. [ACCESSORY STRUCTURES PER 18-4.11.2(b)] 10. PARKING REQUIREMENTS: o- c MN REQUIRED PARKING= ®N 0 CUJ GREATER OF 1 SPACE PER 3 SEATS [PER 18-4.12.6] OR 1 SPACE PER 75 SF OF ASSEMBLY AREA TOTAL SEATS= 150 ASSEMBLY AREA= 3,500 SF AREA TABLE TM 80 PARCEL 21 300,706 S.F. 6.903 AC. HACKTOWN ROAD (RTE 744) R -O -W DEDICATION 10,233 S.F. 0.235 AC. NET SITE AREA= 290,473 S.F. 6.668 AC. A) , SPACES REQUIRED- (1 SPACE/3 SEATS)(150 SEATS)= 50 SPACES SPACES REQUIRED= (1 SPACE/75 SF)(3,500 SF)= 47 SPACES ` TOTAL SPACES REQUIRED= 50 SPACES TOTAL SPACES PROVIDED= 50 SPACES HC SPACES REQUIRED= 2 [FOR 26-50 SPACES PROVIDED, PER ADA ACCESSIBILITY GUIDELINES]` HC VAN SPACES REQUIRED= 1 [FOR UP TO 6 HC SPACES PROVIDED, PER ADA ACCESSIBILITY GUIDELINES] PROPOSED STD. SPACES PROVIDED= 48 SPACES (9'x18') PROPOSED HC SPACES PROVIDED= 1 SPACES (8'x18') `_°;44 0---62 PROPOSED HC VAN SPACES PROVIDED= 1 SPACES (8'x18') PROPOSED TOTAL SPACES PROVIDED= 50 SPACES REQUIRED LOADING SPACES= N/A (CHURCH) [PER 22-26-6 Z.C.] 11. THIS PROPERTY WILL BE SERVED BY A NEW PRIVATE WATER WELL AND SEPTIC SYSTEM. DESIGN COORDINATION WITH THE VIRGINIA DEPARTMENT OF HEALTH IS REQUIRED. 12. GROSS FLOOR AREA: ONE STORY CHURCH= 5,500 SF 13. FLOOR AREA RATIO: TOTAL PROPOSED FOR RA ZONE= 5,500/290,462= 0.02 14. THE BOUNDARY DELINEATED HEREON IS BASED ON A SURVEY BY B. AUBRY HUFFMAN & ASSOCIATES, LTD., DATED AUGUST 21, 2001. TOPOGRAPHICAL SURVEY WAS PERFORMED BY HUME & ASSOCIATES, DATED JANUARY, 2016. 15. THIS SITE IS LOCATED IN FLOOD ZONE 'X' (AREAS DETERMINED TO BE OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN) AS SHOWN ON F.I.R.M, MAP NO. 51003CO32:5D, DATED FEBRUARY 4, 2005. 16. THERE ARE NO VISIBLE GRAVESITES OR BURIAL GROUNDS LOCATED ON THIS PROPERTY. 11 7. NO TITLE REPORT WAS FURNISHED. SITE IS SUBJECT TO ENCUMBRANCES OF RECORD. 18. TO THE BEST OF OUR KNOWLEDGE AND BELIEF, THERE ARE NO HAZARDOUS/TOXIC SUBSTANCES OR WASTE AND/OR PETROLEUM PRODUCTS TO BE GENERATED, UTILIZED„ STORED, TREATED AND/OR DISPOSED OF ON-SITE. 19. THIS SITE IS LOCATED IN RURAL AREA #2 PLANNING AREA PER THE ALBEMARLE COUNTY COUNTY COMPREHENSIVE PLAN. 20. THERE ARE NO WETLANDS ONSITE. 21. THERE ARE NO RESOURCE PROTECTION AREAS ONSITE. 22. A PORTION OF THE SITE IS LOCATED IN THE WATER PROTECTION OVERLAY DISTRICT. 23. A PORTION OF THE SITE IS LOCATED IN THE ENTRANCE CORRIDORS OVERLAY DISTRICT. 24. THE SITE WILL UTILIZE PRIVATE TRASH PICK UP, USING INDIVIDUAL TRASH RECEPTACLES, NOT A DUMPSTER. 25. ALL SITE LIGHTING SHALL MEET ALBEMARLE COUNTY LIGHTING ORDINANCE AND LATEST DESIGN STANDARDS. 26. ALL SIGNAGE SHALL MEET ALBEMARLE COUNTY SIGN ORDINANCE AND LATEST DESIGN STANDARDS. 27. THIS SITE IS LOCATED IN THE MIDDLE RIVANNA RIVER WATERSHED. 28. THIS SITE IS LOCATED IN THE EAST RIVANNA FIRE STATION SERVICE AREA. 29. THIS SITE IS LOCATED IN THE PANTOPS RESCUE SQUAD SERVICE AREA (WEEKDAYS) 30. THIS SITE IS LOCATED IN THE CARS RESCUE SQUAD SERVICE AREA (WEEKNIGHTS/WEEKENDS) 31. THIS SITE IS LOCATED IN THE JEFFERSON DISTRICT, SECTOR 4, BEAT 12 POLICE SERVICE AREA. 32. THIS SITE IS LOCATED IN THE NO PUBLIC WATER OR SEWER SERVICE AREA. 33. THIS SITE IS LOCATED IN A LEAKING TANK 2,000 FOOT SITE BUFFER AREA. TRIPS GENERATED (PER 9TH EDITION ITE TRIP GENERATION REPORT) USE RATE DAILY TRIPS CHURCH (WEEKDAY) 9.11 TRIPS/1,000 SF (5,500 SF)(9.11/1000)= 50 TRIPS CHURCH (WEEKDAY) 0.61 TRIPS/ SANCTUARY SEAT (150 SEATS)(0.61)= 92 TRIPS CHURCH (SUNDAY) 36.63 TRIPS/1,000 SF (5,500 SF)(36.63/1000)= 201 TRIPS CHURCH(SUNDAY)1.85 TRIPS/ SANCTUARY SEAT (150 SEATS 1.85 = 278 TRIPS )() TOTAL DAILY TRIPS= 92 TRIPS (WEEKDAY) TOTAL DAILY TRIPS= 278 TRIPS (SUNDAY) PHV= 0.11(ADT)=0.11(92)= 10 VPH PHV= 0.11(ADT)=0.11(278)= 31 VPH NO TURN LANES OR TAPERS REQUIRED PER FIG 3-26 APPENDIX F CURVE TABLE Curve Radius Length Tangent Delta Chord Chord Bear. C1 2193.91' 126.33' 63.18' 3017'57" 126.32' S 29035'53" E C2 211.32' 21.90" 10.96' 5056'15" 21.89' S 24058'47" E C3 2223.91' 120.01' 60.02' 3°05'31" 119.99' S 29029'40" E C4 241.32' 31.60' 15.82' 7°30'11" 31.58' S 24°11'50" E 1.5" SM -9.5A Use: Vacant. 30' WIDE R -O -W -� DEDICATION 10,233 S.F. OR 0.235 AC HEREBY DEDICATED TO ALBEMARLE COUNTY SUBGRADE COMPACTED TO 95% DENSITY AT OPTIMUM MOISTURE CONTENT ADA PARKING PAVEMENT SECTION NO SCALE dol'znson, Clarence IT11f 80 20 r ` b;''y i:. 20' BUFFER t 1 t N/11� f 4_S,rrod, 11, V0mrn. 'lecurtOT Proctor RB 2 62 15 4 Use: Vacan., 30 15 0 30 60 90 GRAPHICAL SCALE: 1 " = 30' MIXED H . W W1 L r .11 80 /a N11.1" Collie,r, DmJe1. L oel"' 11, 19113 3817­0`"� Zoned: RA REVISIONS: r Z ROBERT E. WILLIA , JR. >­ Lic. No. 025886 z, 72/12/16 4 "✓ IONAL � DATE: DEC 2016 SCALE: I"=30' DRAWING NAE: SITE PLAN -FINAL SHEET 3 OF 19 FILE No. VA -AL -01 (D .*_j E O .0)� O L (D LO N > 0c c '� c (n E .C- aL -0 o - 5 M c N cfl N W o o- c MN E c ®N 0 CUJ LL � r Z ROBERT E. WILLIA , JR. >­ Lic. No. 025886 z, 72/12/16 4 "✓ IONAL � DATE: DEC 2016 SCALE: I"=30' DRAWING NAE: SITE PLAN -FINAL SHEET 3 OF 19 FILE No. VA -AL -01 NOTES 1. A NEW WELL SHALL BE INSTALLED TO PROVIDE DOMESTIC WATER SERVICE. IT SHALL COMPLY WITH ALL APPLICABLE APPROVALS OF ALBEMARLE COUNTY AND THE VIRGINIA DEPARTMENT OF HEALTH. 2. A NEW SEPTIC SYSTEM SHALL BE INSTALLED TO PROVIDE DOMESTIC SEWER SERVICE. IT SHALL COMPLY WITH ALL APPLICABLE APPROVALS OF ALBEMARLE COUNTY AND THE VIRGINIA DEPARTMENT OF HEALTH. 3. ALL NEW ELECTRICAL, TELEPHONE, CABLE TELEVISION, FIBER OPTIC AND OTHER UTILITY LINES ON THE SITE SHALL BE INSTALLED UNDERGROUND. 4. ABBREVIATIONS: TB= TOP OF BANK CO= CLEANOUT EG= EDGE OF GRAVEL EP= EDGE OF PAVEMENT FL= FLOW LINE GB= GRADE BREAK GS= GROUND SPOT ELEVATION INV= INVERT TC= TOP OF CURB TG= TOP OF GRAVEL TP= TOP OF PAVEMENT 5. KNOX BOX REQUIRED. PLEASE CONTACT FIRE RESCUE DURING CONSTRUCTION TO DISCUSS THE LOCATION OF THE KNOX BOX. (434-296-5833) 6. ALL CONSTRUCTION SHALL CONFORM TO ALBEMARLE COUNTY AND VDOT STANDARDS AND SPECIFICATIONS. 7. THE SWM FOREST AND OPEN SPACE EASEMENT IS SUBJECT TO THE GUIDANCE SET FORTH BY DEQ IN THE VIRGINIA STORMWATER MANAGEMENT PROGRAM. THE AREAS WILL REMAIN UNDISTURBED IN A NATURAL, VEGETATED STATE, EXCEPT FOR ACTIVITIES AS APPROVED BY THE LOCAL PROGRAM AUTHORITY, SUCH AS FOREST MANAGEMENT, CONTROL OF INVASIVE SPECIES, REPLANTING AND REVEGETATING, PASSIVE RECREATION (E.G., TRAILS), AND LIMITED BUSH HOGGING TO MAINTAIN DESIRED VEGETATIVE COMMUNITY (BUT NO MORE THAN FOUR TIMES A YEAR). 8. SWM=STORMWATER MANAGEMENT Ju'I`IR OR EXOM O i 1UIVAUNT STAPLED IN PSE— SUFA it mK j LEVEL. LIP Of SPREADER — CROSS SECTION vAkMUF (MIN. 7°) lire >�IN, 7.: LEVEL SPREADER WITH 'VEGETATED LI lf A E ;taG'�1�VAT1 IN A NIZEa WIRE MESH WKET Fl LTER CLOTH SECURC SIA, TO OR N.D WITH WM, ' STAPLES .,,Nd 7, r,IK UNDI$7URDED SOIL CROSS SECTION —sEcuig "RE MEN TO TIMBER r-- W TREATED rIMKR 01,& LEVEL SPREADER WITH RIGID LIP 1N, PHYSICAL R QUE EN19M Or FILTER OLOTH NMF -D tN STD, & SPEC. 319, 9Ipw, SITE COVERAGE AREA PERCENTAGE BUILDING 6,475 SF (6,475/290,473)100= 2.23% PARKING 18,100 SF (18,100/290,473)100= 6.23% SIDEWALK 2,390 SF (2,390/290,473)100= 0.82% EX. GRAVEL D/W 3,250 SF (3,250/290,473)100= 1.12% OPEN SPACE 260,258 SF i (260,258/290,473)100= 89.60% SITE AREA 290,473 SF NO SOILS DATA 2,1 OR X70 STORM DRAIN TABULATION STIR # DESCRIPTION LENGTH HYDRIC HYDROLOGIC NATURAL REMARKS MAP SYMBOL SOIL NAME SOIL SLOPE SOIL GROUP SOIL GROUP DRAINAGE CLASS K -FACTOR 46B LIGNUM 2-7% NO D MODERATELY 0.49 3 SILT LOAM 162.5' 414.0 412.0 WELL DRAINED PROVIDE 2 ES 51 C MANTEO CHANNERY 7-15% NO D SOMEWHAT EXCESSIVELY 0.20 4 SILT LOAM 271.1' 416.0 411.0 DRAINED PROVIDE 2 ES 62B NASON 2-7% NO B WELL DRAINED 0.37 SILT LOAM 2,1 OR X70 STORM DRAIN TABULATION STIR # DESCRIPTION LENGTH INVERT IN INVERT OUT SLOPE REMARKS 1 15" HDPE 46' 412.4 412.0 0.87% PROVIDE 2 ES 2 8" HDPE 78' 413.55 413.0 0.70% ROOF DRAIN 3 GRADED 162.5' 414.0 412.0 2.03% PROVIDE 2 ES Q SWALE ry r� c CDN 0 4 GRADED 271.1' 416.0 411.0 1.37% PROVIDE 2 ES 0' c�U SWALE w �U-) O v: QTO �fo ppROX. DISTANC VER�gy OUTLET PROTECTION SIZING �4 / ' R PIR oTECTI o / _oQ aJ W TE STIR # d50 Do La W 1 6" 1.25' 8' 9.25' RD 6" 0.67' 6' 6.67' LEVEL SPREADER INFORMATION NAME SITE LOCATION BOTTOM ELEV N38.012123 LS #1 W78.368174 410.5 N38.012178 LS #2 W78.369011 LEVEL SPREADER VOLUME STIR # 412 CONTOUR AREA (SF) 411 CONTOUR AREA (SF) BOTTOM ELEV VOLUME (CF) LS1 7,070 4,030 410.5 6,558 LS2 2,070 1,180 410.5 1,920 TOTAL= 8,478 SWM FOREST AND OPEN SPACE EASEMENT ' � y' f' )Ll O 0 m 8 0 20 1 O X 777 101% i e` / ................... .. _ _ $\ S80025'05"W 346.74' ---- 19 7111V 8 0 18 c 11. _ , Zoned: I'M JZoned: R.A. (li7se: Vacant M �-4 30 15 0 30 60 90 GRAPHICAL SCALE: 1" = 30' REVISIONS: h0E LTH OF ROBERT E. WILLIA , JR. Lic. No. 025886 2124/17 �sI 9 NA L DATE: FEB 2017 SCALE: I"=30' DRAWING NAME: SITE PLAN -FINAL 0. 0) d- O Q cn N N > 0� TO c: -4.-c WE (Al�� ." 0 Q ry r� c CDN 0 C) t-- m U - 0 c(' E Cts 0' c�U Cts w �U-) O h0E LTH OF ROBERT E. WILLIA , JR. Lic. No. 025886 2124/17 �sI 9 NA L DATE: FEB 2017 SCALE: I"=30' DRAWING NAME: SITE PLAN -FINAL H r� SHEET 4 OF 19 FILE No. VA -AL -01 Q I--� 0 U Z w I� O H r� SHEET 4 OF 19 FILE No. VA -AL -01 425 DITCH A= 0.49 AC 1(10)= 7.1 IN/HR (Tc= 5 MIN) C= 0.37 n= 0.03 Q= CIA= (0.37)(7.1)(0.49)= 1.3 CFS 415 .............................. + 10+00 O. ................................. 11+00 + 12+00 DI TCH PROFILE SCALE: 1 "= 50' HORIZONTAL 1"=5 $ VER Tl CAL + CULVERT A= 0.34 AC 1(10)= 7.1 IN/HR (Tc= 5 MIN) C= 0.57 n= 0.012 Q= CIA= (0.57)(7.1)(0.34)= 1.4 CFS ......... L..... PRIVATELY MAINTAINED' 425 46 CF -1'6 r HDPE QUTCET TYPE S 61? 0.871 410 ............................ ...... ........ ................. ..................... PROTECTION 0 O ,�� o CL O 2 N > , W c: CULVERT OUTLET PROTECTION SIZING STR # d50 Do La W D/W 6" 1.25' 8' 9.25' REVISIONS: 4-0 LM - O ,�� o CL O (D N > c: -1-i v U) U) .L Q LL2' 3 Co c:(D co® W®o'7 QD U) -0 E c: tQ 6 PROPOSED DRAINAGE AREAS IMPERVIOUS TURF FOREST C=0.90 C=0.20 C=0.30 TOTAL C Tc (min) LS#1 0.49 AC 0.36 AC 0.16 AC 1.01 AC 0.56 5 RD 0.14 AC - - 0.14 AC 0.90 5 CUL#1 0.18 AC 0.16 AC - 0.34 AC 0.57 5 LS#2 0.11 AC 0.33 AC 0.05 AC 0.49 AC 0.37 5 AREA CFS 1CFS 100 FSR LS#1 3.1 4.0 5.4 RD 0.7 0.9 1.2 CUL#1 1.1 1.4 1.9 LS#2 1.0 1.3 1.7 1(5min) 5.5 in/hr 7.1 in/hr 9.6 in/hr SOILS DATA 30 15 0 30 60 90 GRAPHICAL SCALE: 1 " = 30' STORM SEWER ADEQUACY COMPUTATIONS From Point To Point Drainage Area HYDRIC HYDROLOGIC NATURAL Rain Fall In/Hr MAP SYMBOL SOIL NAME SOIL SLOPE SOIL GROUP SOIL GROUP DRAINAGE CLASS K -FACTOR 46B LIGNUM 2-7% NO D MODERATELY 0.49 Lower End SILT LOAM Cn •L WELL DRAINED 51 C MANTEO CHANNERY 7-15% NO D SOMEWHAT EXCESSIVELY 0.20 SILT LOAM (n -0 m DRAINED RD 62B NASON 2-7% NO B WELL DRAINED 0.37 0.92 SILT LOAM 413.55 413.00 78 0.70 8 30 15 0 30 60 90 GRAPHICAL SCALE: 1 " = 30' STORM SEWER ADEQUACY COMPUTATIONS From Point To Point Drainage Area C Factor C x A Inlet Time Min. Rain Fall In/Hr Runoff Q (C.F.S.) Invert Elev. Length FT. Slope % Dia. IN. Capacity Q C.F.S. VEL. F.P.S. Flow Time MIN. Remarks Increment Cumm. Incr. Cumm. Upper End Lower End Cn •L C: W (ON Wr (n -0 m E RD LS1 0.14 0.90 0.13 0.13 5 7.1 0.92 0.92 413.55 413.00 78 0.70 8 1.1 3.2 0.41 REVISIONS: H eF G1 , r ROBERT E. WILLIA , JR. a Lic. No. 025886 12112116 ��' �ONAL t�� DATE: DEC 2016 SCALE: I"=30' DRAWING NAME: DIVIDES -FINAL SHEET 6 OF 19 FILE No. VA -AL -01 0 L (D N � 0 Q Cn Cn •L C: W (ON Wr (n -0 m E I` 0' N6 M J H eF G1 , r ROBERT E. WILLIA , JR. a Lic. No. 025886 12112116 ��' �ONAL t�� DATE: DEC 2016 SCALE: I"=30' DRAWING NAME: DIVIDES -FINAL SHEET 6 OF 19 FILE No. VA -AL -01 VRRM REDEVELOPMENT SUMMARY DEQ Virginia Runoff Reduction Method New Development Compliance Spreadsheet - Version 3.0 BMP Des , Peclflcatlon List" 2011 > tds & Specs Site Summary Total Rainfall 3 Incises Site Land Cower Summary 7777777.7.77 EXISTING DRAINAGE AREA DA 'A' AND 'B' CONSISTS MAINLY OF A GRASS FIELD AND WOODS. AN EXISTING GRAVEL A soils 85011S C Sods DSoils Total % of T+ I Forest/open (acres) 0100 �. 0,00 1127 0,00 3,42 4,69 70: Managed Turf (acres) NO 0100 0,81 0a00 0.,48 1.29 19 Impervious colter (acres) D 0.00 0,49 0.00 O�20 Vii, 10 N tU N Lij 628 MASON <7 too Site Tu and Land cover Nutrient Load~ rotal TR Load Reduction Required (l lyr) #0,12 Site Compliance Summary tl!I Runoff olulla Rdtactilt (ftp} EXISTING DRAINAGE AREA DA 'A' AND 'B' CONSISTS MAINLY OF A GRASS FIELD AND WOODS. AN EXISTING GRAVEL Total TP Load Reduction Achieved jib/yr) 0.00 Total Thl Load Reduction Achieved (Ib yr) 0 00 ,Remaining IPo t 0eveiopment TP Load (l b/yr) a 62 RernaininTP Load Reduction (lb/yr) Required 0100 �. PROJECT DESCRIPTION: THIS PROJECT PROPOSES THE CONSTRUCTION OF AN APPROXIMATELY 5,500 S.F. BUILDING WITH ASSOCIATED PARKING, LANDSCAPING, PRIVATE WELL AND SEPTIC DRAINFIELD. THE PROPERTY IS LOCATED AT 860 HACKTOWN ROAD AND CONSISTS OF 6.67 ACRES. A TOTAL RI OF 2.00 ACRES WILL BE DISTURBED DUNG CONSTRUCTION. EXISTING SITE CONDITIONS: THE EXISTING SITE IS CURRENTLY VACANT AND MORE THAN HALF IS WOODED. A CLEARED AREA NEAR THE ROAD WAS ASSOCIATED WITH A SINGLE FAMILY DWELLING THAT HAS SINCE BEEN DEMOLISHED AND REMOVED. A MAJORITY OF THE SITE RUNOFF FLOWS TO THE SOUTHWEST, A SMALL PORTION OF THE SITE FLOWS EAST TO THE HACKTOWN ROAD RIGHT OF WAY AND NORTH TO AN ADJACENT PROPERTY. NO RPA OR SENSITIVE ENVIRONMENTAL AREAS ARE LOCATED ON THE PROPERTY. ADJACENT AREAS: THE SITE IS BOUNDED BY RESIDENTIAL PROPERTIES ON ALL SIDES. THERE ARE NO ENVIRONMENTALLY SENSITIVE AREAS ADJACENT TO THE PROPERTY. IF EROSION CONTROLS WERE NOT PROVIDED SEDIMENT LADEN WATER WOULD SHEET FLOW OFF ONTO ADJACENT PROPERTIES, AND THE EXISTING TREES WOULD RISK DAMAGE DUE TO THE CONSTRUCTION ACTIVITIES. OFF-SITE AREAS: NO OFF-SITE GRADING IS PROPOSED WITH THE PROPOSED ADDITION NO BORROW SITES, WASTE OR SURPLUS AREAS ARE NECESSARY. TP LOAD REDUCTION NOT REQUIRE[ TARGE T 'T Rb; UCT EU.a�'3C E ED S ��s�3..� LBS YEAR - ,. CRITICAL AREAS: THERE ARE NO CRITICAL AREAS ON THE PROPOSED PROPERTY THAT HAVE THE POTENTIAL FOR SERIOUS EROSION PROBLEMS, AND SILT FENCE AND TREE PROTECTION HAVE BEEN PROPOSED TO TEMPORARILY PROTECT THE SITE FROM EROSION UNTIL THE PERMANENT STABILIZATION OF THE SITE CAN BE ACHIEVED. ANY 3:1 SLOPES THAT ARE CREATED DURING CONSTRUCTION OR DENUDED DURING LAND DISTURBING ACTIVITIES ARE TO BE SEEDED, MULCHED, AND TACKED WITHIN 14 DAYS OF DISTURBANCE. THE EROSION AND SEDIMENT CONTROL MEASURES SHOWN ON THE APPROVED PLAN ARE TO BE LEFT IN PLACE UNTIL THE SITE IS ADEQUATELY STABILIZED IN ACCORDANCE WITH SECTION 3.32 OF THE VESCH. SEQUENCE OF CONSTRUCTION PHASE I 1. THE CONTRACTOR SHALL INSTALL PHASE I CONTROLS. AFTER THE PHASE I CONTROLS HAVE BEEN INSTALLED, STABILIZED AND APPROVED BY THE INSPECTORS OFFICE, THE CONTRACTOR MAY PROCEED WITH THE REMAINING SITE OPERATIONS. 2. PHASE I OPERATIONS ARE TO CONTROL EROSION AND SILTATION ASSOCIATED WITH INITIAL CLEARING AND GRADING OPERATIONS. PHASE I CONTROLS SHALL BE ESTABLISHED IN A TWO (2) STEP PROCESS: 3. STEP -1: A) ATTEND PRE -CONSTRUCTION MEETING WITH THE INSPECTOR PRIOR TO STARTING ANY LAND DISTURBING ACTIVITIES. B) THE PROPOSED SITE ENTRANCE WILL BE USED FOR THE CONSTRUCTION ENTRANCE BUT PROTECTED STAGING AND EQUIPMENT PARKING AREAS SHALL BE ESTABLISHED. ACCESS TO THE EXISTING PRIVATE RESIDENTIAL DRIVEWAY IS PROHIBITED. C) CLEAR AREAS NECESSARY FOR THE INSTALLATION OF PHASE I PERIMETER CONTROLS. D) INSTALL ALL, MECHANICAL CONTROLS (SILT FENCING (SF), DIVERSION DIKE: (DD), TREE PROTECTION (TP), ETC.) AS SHOWN WITHIN THE PHASE I PLAN. E) OBTAIN INSPECTOR'S APPROVAL ON PERMIT FOR SATISFACTORY COMPLETION OF PHASE I WORK PRIOR TO PROCEEDING WITH REMAINING SITE: CLEARING. 4. STEP -2: A) COMPLETE THE INSTALLATION OF ALL REMAINING STAGE I EROSION AND SEDIMENT CONTROLS, AND BRING THE SITE TO APPROXIMATE GRADE. PHASE 5. THE PHASE II SEDIMENT CONTROL MEASURES ARE INTENDED TO PROVIDE CONTROL DURING THE DEVELOPMENT OF THE SITE. STAGE I CONTROL MEASURES, WHICH ARE NOT IN CONFLICT WITH FINAL CONSTRUCTION AND PROVIDE EFFECTIVE CONTROL, MAY REMAIN IN PLACE FOR FINIAL DEVELOPMENT. 6. THE CONTRACTOR SHALL FOLLOW THE INSPECTOR'S DIRECTION IN PROVIDING ADDITIONAL CONTROL MEASURES NEEDED DURING THE DEVELOPMENT (PROCESS, TO ENSURE THAT SEDIMENT IS PREVENTED FROM POLLUTING OFF-SITE AREAS AND/OR PROTECTED ON-SITE AREAS. 7. CONSTRUCT FINAL PAVEMENTS AND PERMANENTLY STABILIZE SITE WITH PLANTING AND SEEDING IN ACCORDANCE WITH SECTION 3.32 OF THE VESCH. 8. CONSTRUCTION OF ANY SWM/BMP FACILITY IS NOT TO BE PERFORMED UNTIL AFTER THE ENTIRE SITE HAS BEEN CONSTRUCTED AND STABILIZED. CONSTRUCTING THE BMP'S PRIOR TO SITE STABILIZATION CAN CAUSE THEM TO SILT UP AND BECOME INEFFECTIVE. 9. OBTAIN INSPECTOR'S APPROVAL PRIOR TO THE REMOVAL OF MECHANICAL SEDIMENT CONTROLS. 10. THE TREE PROTECTION DEVICES WILL BE REMOVED ONCE THE CONSTRUCTION ACTIVITIES HAVE CEASED AND WITH THE APPROVAL OF THE INSPECTOR. LEVEL SPREADER NOTES STORMWA TER QUALITY NARRATIVE I REVISIONS: I., I. yl .r ¢.�r1 t `r�rla �t 1�� � �ttrT t�' �.:�t€ �rrla� tttrl���i r;��:i �rtt>€ •III T-na�.teria�al 2 •['he ontr'r nco, 10: 't e` spreader r,nust be i]i 1jp d its such a. maI,mer as tor sve. dIvA runoff clate rs, direttly onto the- 0% channel. 3, Comma .i 20 -ft.: transition section ftom the cti;veA„i%Cin cha.sAnd to blend sE:3.lootlh �l, to the width and depth of tllv� spreade-rl 4;, t �"' i£'.�' • 8 i t A > T tSGig tail art is.0 °r lea- ,) ri : fe ur.l1�1`��,E„rn;i„s Protective covtrlTV for vqg a d I 'p s1hould be a of 4 rectwi&'cxteja iIkz ��� € i tOle's over the 1i :� and �q. j fle 6 •��f°s de ) it rho upper e(ige ,. a utci a. i�t1 a ,ar 1r..,smoothlyIpart .. of t, earr I I la. Tei with ciosely shim etl ea duty wire. stztple (see 1•zlate 32142). 6. Rig,' I I���t�1 1 � s��r.�u[d b �:mtrenehe at --,as 2 arwhes below w ­x€,fiir.,ro _d;;and ; - tai'w! t ra l Or' f tdT 9t t t �'�1s1�1,1ace ientx Nn apr€sty of `�"D�: T 1, #2 or 3;' Carse Aggregale shou4 be placed it) toyx oflevel.1i1�and 'e t��r��1ed �wr)rrt����asilc pe.. <t„ 1 t § feet, Place falter (abriC under stow attldt t�''i§' d��Ivatrri:�ed w1kre ai�esh vy. h.olkf 't�jT1e geC0.reP1 Tri ,iace Osee I'1t1te �Q. 2}. T. he releaawi am+w}`f Must outlet et Onto st.abDlf.w"Y'Afi'`"V aireas wit.h. slope: not excet (4n 10%: S ape must be strftident' l y sty moth. to Leser v i1we f•tr�W: {trt. prevent flow 1?ro.:11 Cert entratlag, 8. the x a the enflr �fkulrb�d dire :3f thi# s,pread,1 r. „" A `" rr t qtr . sI1 r l 1a s` r I �. t ;l after e rel :: G at ,and t�.1s,:gars rrrzwe, it r� oir- •cl .: Vol , t:r€tr iii rt rr at 0% slope to a:€:1c arts t-rrrtiiTrr1 rtlt. Thecontractor shou d1 a1VO W the trllrterMl On arT.t1 preve ~t construction traffic acro s, t1, "tare Or.�a. ft tI�'�. 1rre1�wre i darnago�t by canstta tion traffic, rt shall 1", rfaPr:etc:d rtr,ni that 1 l PERMANENT STABILIZATION ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISH GRADING. SEEDING SHALL BE DONE WITH KENTUCKY 31 TALL FESCUE ACCORDING TO STD. & SPEC 3.32, PERMANENT SEEDING, OF THE HANDBOOK. EROSION CONTROL BLANKETS WILL BE INSTALLED OVER FILL SLOPES WHICH HAVE BEEN BROUGHT TO FINAL GRADE AND HAVE BEEN SEEDED TO PROTECT THE SLOPES FROM RILL AND GULLY EROSION AND TO ALLOW SEED TO GERMINATE PROPERLY. MULCH (STRAW OR FIBER) WILL BE USED ON RELATIVELY FLAT AREAS. IN ALL SEEDING OPERATIONS, SEED, FERTILIZER AND LIME WILL BE APPLIED PRIOR TO MULCHING. MAINTENANCE ALL MEASURES ARE TO BE INSPECTED DAILY BY THE SITE SUPERINTENDENT OR HIS REPRESENTATIVE. ANY DAMAGED STRUCTURAL MEASURES ARE TO BE REPAIRED BY THE END OF THE DAY. INLET PROTECTION DEVICES, SEDIMENT TRAPS AND SEDIMENT BASIN'S (IF APPLICABLE) SHALL BE CLEANED WHEN SEDIMENT REACHES THE 50% VOLUME LEVEL, WITH THE EXCAVATED MATERIAL DISPOSED OF BY SPREADING OVER THE SITE. EARTHWORK NOTES 1. TOPSOIL THAT HAS BEEN STOCKPILED IS TO BE SURROUNDED BY SILT FENCE AND SHALL BE PROTECTED BY MULCH AND/OR TEMPORARY VEGETATION IMMEDIATELY AFTER GRADING. 2. ALL CUT AND FILL SLOPES ARE TO BE SEEDED AND MULCHED WITHIN 5 DAYS OF COMPLETION OF GRADING. 3. NO MORE THAN 50% OF THE SITE SHALL BE DENUDED AT ANY ONE TIME. 4. ALL FILLS ARE TO BE LEFT WITH A LIP AT THE TOP OF THE SLOPE AT THE END OF EACH DAY'S OPERATION. 5. ALL CUT AND FILL SLOPES ARE TO BE SEEDED AND MULCHED WITHIN 5 DAYS OF COMPLETION OF GRADING. 6. PROTECTION ON CRITICAL SLOPE - CRITICAL SLOPE TO BE SEEDED, MULCHED, AND TACKED IMMEDIATELY AFTER FINAL GRADING; OR WITHIN 15 DAYS AFTER START OF GRADING; OR SODDED AND PEGGED WITHIN 15 DAYS AFTER START. PRE -DEVELOPMENT GROUNDCOVER OF EXISTING DRAINAGE AREA DA 'A' AND 'B' CONSISTS MAINLY OF A GRASS FIELD AND WOODS. AN EXISTING GRAVEL DRIVEWAY RUNS ALONG HYDRIC HYDROLOGIC NATURAL IMPERVIOUSNESS. FOR MAP SYMBOL SOIL NAME SOIL SLOPE SOIL GROUP SOIL GROUP DRAINAGE CLASS K -FACTOR 46B LIGNUM SILT LOAM 2-7% NO D MODERATELY WELL DRAINED 0,49 51C MANTEO CHANNERY 7-15% NO D ESOMEWHAT XDRAINEDLY 0.20 SILT LOAM CV) � N tU N Lij 628 MASON 2-7% NO B WELL DRAINED 0.37 9 d SILT LOAM LO CRITICAL AREAS: THERE ARE NO CRITICAL AREAS ON THE PROPOSED PROPERTY THAT HAVE THE POTENTIAL FOR SERIOUS EROSION PROBLEMS, AND SILT FENCE AND TREE PROTECTION HAVE BEEN PROPOSED TO TEMPORARILY PROTECT THE SITE FROM EROSION UNTIL THE PERMANENT STABILIZATION OF THE SITE CAN BE ACHIEVED. ANY 3:1 SLOPES THAT ARE CREATED DURING CONSTRUCTION OR DENUDED DURING LAND DISTURBING ACTIVITIES ARE TO BE SEEDED, MULCHED, AND TACKED WITHIN 14 DAYS OF DISTURBANCE. THE EROSION AND SEDIMENT CONTROL MEASURES SHOWN ON THE APPROVED PLAN ARE TO BE LEFT IN PLACE UNTIL THE SITE IS ADEQUATELY STABILIZED IN ACCORDANCE WITH SECTION 3.32 OF THE VESCH. SEQUENCE OF CONSTRUCTION PHASE I 1. THE CONTRACTOR SHALL INSTALL PHASE I CONTROLS. AFTER THE PHASE I CONTROLS HAVE BEEN INSTALLED, STABILIZED AND APPROVED BY THE INSPECTORS OFFICE, THE CONTRACTOR MAY PROCEED WITH THE REMAINING SITE OPERATIONS. 2. PHASE I OPERATIONS ARE TO CONTROL EROSION AND SILTATION ASSOCIATED WITH INITIAL CLEARING AND GRADING OPERATIONS. PHASE I CONTROLS SHALL BE ESTABLISHED IN A TWO (2) STEP PROCESS: 3. STEP -1: A) ATTEND PRE -CONSTRUCTION MEETING WITH THE INSPECTOR PRIOR TO STARTING ANY LAND DISTURBING ACTIVITIES. B) THE PROPOSED SITE ENTRANCE WILL BE USED FOR THE CONSTRUCTION ENTRANCE BUT PROTECTED STAGING AND EQUIPMENT PARKING AREAS SHALL BE ESTABLISHED. ACCESS TO THE EXISTING PRIVATE RESIDENTIAL DRIVEWAY IS PROHIBITED. C) CLEAR AREAS NECESSARY FOR THE INSTALLATION OF PHASE I PERIMETER CONTROLS. D) INSTALL ALL, MECHANICAL CONTROLS (SILT FENCING (SF), DIVERSION DIKE: (DD), TREE PROTECTION (TP), ETC.) AS SHOWN WITHIN THE PHASE I PLAN. E) OBTAIN INSPECTOR'S APPROVAL ON PERMIT FOR SATISFACTORY COMPLETION OF PHASE I WORK PRIOR TO PROCEEDING WITH REMAINING SITE: CLEARING. 4. STEP -2: A) COMPLETE THE INSTALLATION OF ALL REMAINING STAGE I EROSION AND SEDIMENT CONTROLS, AND BRING THE SITE TO APPROXIMATE GRADE. PHASE 5. THE PHASE II SEDIMENT CONTROL MEASURES ARE INTENDED TO PROVIDE CONTROL DURING THE DEVELOPMENT OF THE SITE. STAGE I CONTROL MEASURES, WHICH ARE NOT IN CONFLICT WITH FINAL CONSTRUCTION AND PROVIDE EFFECTIVE CONTROL, MAY REMAIN IN PLACE FOR FINIAL DEVELOPMENT. 6. THE CONTRACTOR SHALL FOLLOW THE INSPECTOR'S DIRECTION IN PROVIDING ADDITIONAL CONTROL MEASURES NEEDED DURING THE DEVELOPMENT (PROCESS, TO ENSURE THAT SEDIMENT IS PREVENTED FROM POLLUTING OFF-SITE AREAS AND/OR PROTECTED ON-SITE AREAS. 7. CONSTRUCT FINAL PAVEMENTS AND PERMANENTLY STABILIZE SITE WITH PLANTING AND SEEDING IN ACCORDANCE WITH SECTION 3.32 OF THE VESCH. 8. CONSTRUCTION OF ANY SWM/BMP FACILITY IS NOT TO BE PERFORMED UNTIL AFTER THE ENTIRE SITE HAS BEEN CONSTRUCTED AND STABILIZED. CONSTRUCTING THE BMP'S PRIOR TO SITE STABILIZATION CAN CAUSE THEM TO SILT UP AND BECOME INEFFECTIVE. 9. OBTAIN INSPECTOR'S APPROVAL PRIOR TO THE REMOVAL OF MECHANICAL SEDIMENT CONTROLS. 10. THE TREE PROTECTION DEVICES WILL BE REMOVED ONCE THE CONSTRUCTION ACTIVITIES HAVE CEASED AND WITH THE APPROVAL OF THE INSPECTOR. LEVEL SPREADER NOTES STORMWA TER QUALITY NARRATIVE I REVISIONS: I., I. yl .r ¢.�r1 t `r�rla �t 1�� � �ttrT t�' �.:�t€ �rrla� tttrl���i r;��:i �rtt>€ •III T-na�.teria�al 2 •['he ontr'r nco, 10: 't e` spreader r,nust be i]i 1jp d its such a. maI,mer as tor sve. dIvA runoff clate rs, direttly onto the- 0% channel. 3, Comma .i 20 -ft.: transition section ftom the cti;veA„i%Cin cha.sAnd to blend sE:3.lootlh �l, to the width and depth of tllv� spreade-rl 4;, t �"' i£'.�' • 8 i t A > T tSGig tail art is.0 °r lea- ,) ri : fe ur.l1�1`��,E„rn;i„s Protective covtrlTV for vqg a d I 'p s1hould be a of 4 rectwi&'cxteja iIkz ��� € i tOle's over the 1i :� and �q. j fle 6 •��f°s de ) it rho upper e(ige ,. a utci a. i�t1 a ,ar 1r..,smoothlyIpart .. of t, earr I I la. Tei with ciosely shim etl ea duty wire. stztple (see 1•zlate 32142). 6. Rig,' I I���t�1 1 � s��r.�u[d b �:mtrenehe at --,as 2 arwhes below w ­x€,fiir.,ro _d;;and ; - tai'w! t ra l Or' f tdT 9t t t �'�1s1�1,1ace ientx Nn apr€sty of `�"D�: T 1, #2 or 3;' Carse Aggregale shou4 be placed it) toyx oflevel.1i1�and 'e t��r��1ed �wr)rrt����asilc pe.. <t„ 1 t § feet, Place falter (abriC under stow attldt t�''i§' d��Ivatrri:�ed w1kre ai�esh vy. h.olkf 't�jT1e geC0.reP1 Tri ,iace Osee I'1t1te �Q. 2}. T. he releaawi am+w}`f Must outlet et Onto st.abDlf.w"Y'Afi'`"V aireas wit.h. slope: not excet (4n 10%: S ape must be strftident' l y sty moth. to Leser v i1we f•tr�W: {trt. prevent flow 1?ro.:11 Cert entratlag, 8. the x a the enflr �fkulrb�d dire :3f thi# s,pread,1 r. „" A `" rr t qtr . sI1 r l 1a s` r I �. t ;l after e rel :: G at ,and t�.1s,:gars rrrzwe, it r� oir- •cl .: Vol , t:r€tr iii rt rr at 0% slope to a:€:1c arts t-rrrtiiTrr1 rtlt. Thecontractor shou d1 a1VO W the trllrterMl On arT.t1 preve ~t construction traffic acro s, t1, "tare Or.�a. ft tI�'�. 1rre1�wre i darnago�t by canstta tion traffic, rt shall 1", rfaPr:etc:d rtr,ni that 1 l PERMANENT STABILIZATION ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISH GRADING. SEEDING SHALL BE DONE WITH KENTUCKY 31 TALL FESCUE ACCORDING TO STD. & SPEC 3.32, PERMANENT SEEDING, OF THE HANDBOOK. EROSION CONTROL BLANKETS WILL BE INSTALLED OVER FILL SLOPES WHICH HAVE BEEN BROUGHT TO FINAL GRADE AND HAVE BEEN SEEDED TO PROTECT THE SLOPES FROM RILL AND GULLY EROSION AND TO ALLOW SEED TO GERMINATE PROPERLY. MULCH (STRAW OR FIBER) WILL BE USED ON RELATIVELY FLAT AREAS. IN ALL SEEDING OPERATIONS, SEED, FERTILIZER AND LIME WILL BE APPLIED PRIOR TO MULCHING. MAINTENANCE ALL MEASURES ARE TO BE INSPECTED DAILY BY THE SITE SUPERINTENDENT OR HIS REPRESENTATIVE. ANY DAMAGED STRUCTURAL MEASURES ARE TO BE REPAIRED BY THE END OF THE DAY. INLET PROTECTION DEVICES, SEDIMENT TRAPS AND SEDIMENT BASIN'S (IF APPLICABLE) SHALL BE CLEANED WHEN SEDIMENT REACHES THE 50% VOLUME LEVEL, WITH THE EXCAVATED MATERIAL DISPOSED OF BY SPREADING OVER THE SITE. EARTHWORK NOTES 1. TOPSOIL THAT HAS BEEN STOCKPILED IS TO BE SURROUNDED BY SILT FENCE AND SHALL BE PROTECTED BY MULCH AND/OR TEMPORARY VEGETATION IMMEDIATELY AFTER GRADING. 2. ALL CUT AND FILL SLOPES ARE TO BE SEEDED AND MULCHED WITHIN 5 DAYS OF COMPLETION OF GRADING. 3. NO MORE THAN 50% OF THE SITE SHALL BE DENUDED AT ANY ONE TIME. 4. ALL FILLS ARE TO BE LEFT WITH A LIP AT THE TOP OF THE SLOPE AT THE END OF EACH DAY'S OPERATION. 5. ALL CUT AND FILL SLOPES ARE TO BE SEEDED AND MULCHED WITHIN 5 DAYS OF COMPLETION OF GRADING. 6. PROTECTION ON CRITICAL SLOPE - CRITICAL SLOPE TO BE SEEDED, MULCHED, AND TACKED IMMEDIATELY AFTER FINAL GRADING; OR WITHIN 15 DAYS AFTER START OF GRADING; OR SODDED AND PEGGED WITHIN 15 DAYS AFTER START. PRE -DEVELOPMENT GROUNDCOVER OF EXISTING DRAINAGE AREA DA 'A' AND 'B' CONSISTS MAINLY OF A GRASS FIELD AND WOODS. AN EXISTING GRAVEL DRIVEWAY RUNS ALONG THE NORTHERN PROPERTY LINE, SERVING AN ADJACENT RESIDENCE. THEREFORE, THE EXISTING DRAINAGE AREAS HAVE LITTLE IMPERVIOUSNESS. FOR EVALUATION PURPOSES, IT IS ASSUMED THAT THE ENTIRE SITE IS FORESTED OPEN SPACE IN GOOD CONDITION. THE SITE IS ENTIRELY UNDERLAIN BY TYPE 'B' AND 'D' SOILS. SINCE THERE IS NO SUBSTANTIAL DEVELOPMENT EXISTING ON THE PROPERTY, THE VRRM SPREADSHEET FOR NEW DEVELOPMENT WAS USED TO DETERMINE THE REQUIRED TREATMENT VOLUME. -DEVELOPMENT SITE AREA OF 6.67 AC WITH 0.69 AC OF IMPERVIOUS AREA, 1.29 AC OF TURF AREA AND 4.69 AC OF THE SUBJECT PROPERTY HAS APOST FORESTED/OPEN SPACE AREA. THE VRRM SPREADSHEET DETERMINED THE TOTAL TP LOAD REDUCTION REQUIRED TO BE -0.12 LB/YR. WATER QUALITY MEASURES ARE NOT REQUIRED DUE TO THE MINIMAL PROPOSED IMPERVIOUS AREA RELATIVE TO THE LARGE AREA OF FOREST/OPEN SPACE TO REMAIN. THE MINIMUM TARGET PHOSPHORUS LOAD OF 0.41 LB/AC/YR IS NOT ACHIEVED, THEREFORE NO ADDITIONAL REMOVAL IS REQUIRED AS SHOWN ON THE VRRM SPREADSHEET. THEREFORE, IT IS THE OPINION OF THE DESIGN ENGINEER THAT THE PROPOSED STORMWATER QUALITY DESIGN MEETS THE REQUIREMENTS OF VIRGINIA CODE SECTION 9VAC25-870-63(A)(1). STORMWATER MANAGEMENT NARRATIVE AS SHOWN IN THE EXISTING DRAINAGE AREA MAP, THE SITE IS CURRENTLY UNDEVELOPED, BUT A GRAVEL DRIVEWAY RUNS ALONG THE NORTHERN PROPERTY LINE, SERVING AN ADJACENT RESIDENCE, THE MAJORITY OF THE SITE IS WOODED, A GRASS AREA LIES BETWEEN HACKTOWN ROAD AND TREES. ALL TREE AREAS ARE MIXED HARDWOOD/EVERGREEN STANDS. ADJOINING PROPERTIES ON ALL SIDES ARE RESIDENCES. TO THE EAST IS HACKTOWN ROAD, STATE ROUTE 744. THE SITE HAS TWO DRAINAGE AREAS. THE FIRST DRAINAGE AREA, DEPICTED BY DA 'A', IS MOSTLY GRASS, ITS RUNOFF OVERLAND FLOWS TO THE NORTHERN PROPERTY LINE, DISCHARGING TO THE ADJACENT PROPERTIES AS SHEET FLOW. DA 'A' IS UNDERLAIN ENTIRELY BY TYPE 'B' SOILS. THE SECOND DRAINAGE AREA, DEPICTED BY DA 'B', CONSISTS OF THE REMAINING SITE AREA AND IS MOSTLY WOODED. THIS DRAINAGE AREA SHEET FLOWS TO A BROAD FORESTED SWALE RUNNING TO THE SOUTHWEST, DISCHARGING TO THE ADJACENT PROPERTY AND ULTIMATELY TO A TRIBUTARY OF CARROLL CREEK. IT IS MOSTLY UNDERLAIN BY TYPE 'D' SOILS. THE POST -DEVELOPMENT DRAINAGE AREAS MOSTLY MIRROR THE EXISTING AREAS. POST -DEVELOPMENT DA 'A' IS SMALLER THAN PRE -DEVELOPMENT DA W. IT HAS SLIGHTLY MORE IMPERVIOUS AREA, BUT WITH LESS OVERALL DRAINAGE AREA, THE PEAK DISCHARGE DECREASES. POST -DEVELOPMENT DA 'B' IS LARGER THAN PRE -DEVELOPMENT DA 'B' AND INCREASES THE IMPERVIOUS AREA. HOWEVER, LEVEL SPREADERS LOCATED AT THE END OF EACH DRAINAGE PATH REDUCE THE PEAK DISCHARGE TO THE ADJACENT SOUTHWEST PROPERTY BY STORING THE INCREASE IN RUNOFF. RUNOFF OVERFLOWS THE LEVEL SPREADERS AS SHEET FLOW BEFORE REACHING THE BROAD FORESTED SWALE. TWO DRAINAGE AREAS REPRESENT ALL OF THE POST -DEVELOPMENT RUNOFF. DA 'A' INCLUDES A SMALL PORTION OF IMPERVIOUS AREA. RUNOFF CONTINUES TO SHEET FLOW FROM THE DRAINAGE AREA TO THE ADJACENT PROPERTY AT STUDY POINT W. DA 'B' IS INCREASED IN TOTAL AREA AS WELL AS IMPERVIOUS AREA. IT REDUCES THE PEAK DISCHARGE TO THE ADJACENT SOUTHWEST PROPERTY BY STORING THE INCREASE IN RUNOFF. SHEET FLOW REMAINS TO THE BROAD FORESTED SWALE, THEREFORE, HYDROLOGICALLY, THE PRE -DEVELOPMENT CONDITION WILL REMAIN AT STUDY POINT 'B'. ADEQUATE OUTFALL ANALYSIS DA 'A' EXISTING RUNOFF FROM THIS DRAINAGE AREA CURRENTLY SHEET FLOWS TO THE ADJACENT PROPERTY AT STUDY POINT W. THE PRE -DEVELOPMENT DRAINAGE AREA IS 0.96 ACRES WITH A CN=65 AND A TIME OF CONCENTRATION= 6 MINUTES. IT PRODUCES A PEAK DISCHARGE OF 1.05 CFS AND A HYDROLOGIC VOLUME OF 2,335 CF FOR THE 1 YEAR STORM FREQUENCY, 1.77 CFS AND 3,696 CF FOR THE 2 YEAR STORM FREQUENCY AND 4.21 CFS AND 8,450 CF FOR THE 10 YEAR STORM FREQUENCY. POST -DEVELOPMENT RUNOFF FROM THIS DRAINAGE AREA IS DECREASED EVEN WITH THE ADDITION OF IMPERVIOUS AREA. THE POST -DEVELOPMENT DRAINAGE AREA IS 0.61 ACRES WITH A CN=68 AND THE MINIMUM TIME OF CONCENTRATION= 6 MINUTES. WITHOUT USING RUNOFF REDUCING METHODS, IT PRODUCES A PEAK DISCHARGE OF 0.85 CFS AND A HYDROLOGIC VOLUME OF 1,798 CF FOR THE 1 YEAR STORM FREQUENCY, 1.35 CFS AND 2,752 CF FOR THE 2 YEAR STORM FREQUENCY AND 2.98 CFS AND 5,985 CF FOR THE 10 YEAR STORM FREQUENCY. PER VIRGINIA CODE SECTION 9VAC25-870-66(D) AND DCSM SECTION 701.03(D), SINCE THERE IS A DECREASE IN VOLUMES OF SHEET FLOW AND THERE DO NOT APPEAR TO BE ANY EXISTING DRAINAGE PROBLEMS IN THIS AREA, IT IS THE OPINION OF THE DESIGN ENGINEER THAT THIS DRAINAGE AREA MEETS THE REQUIREMENTS OF 9VAC25-870-66(D), THEREFORE NO FURTHER WATER QUANTITY CONTROLS ARE REQUIRED. ADEQUATE OUTFALL ANALYSIS DA 'B' EXISTING RUNOFF FROM DRAINAGE AREA 'B' CURRENTLY SHEET FLOWS TO A BROAD FORESTED SWALE RUNNING TO THE SOUTHWEST AT STUDY POINT 'B'. THE PRE -DEVELOPMENT DRAINAGE AREA IS 5.97 ACRES WITH A CN=71 AND A TIME OF CONCENTRATION= 13.9 MINUTES. IT PRODUCES A PEAK DISCHARGE OF 7.13 CFS AND A HYDROLOGIC VOLUME OF 20,345 CF FOR THE 1 YEAR STORM FREQUENCY, 10.94 CFS AND 30,213 CF FOR THE 2 YEAR STORM FREQUENCY AND 23.34 CFS AND 62,819 CF FOR THE 10 YEAR STORM FREQUENCY. THE POST -DEVELOPMENT DRAINAGE AREA 'B' IS DIVIDED (INTO 3 SUBAREAS (B1,132,133). POST -DEVELOPMENT RUNOFF FROM SUBAREA 'B1' IS INCREASED BY THE ADDITION OF IMPERVIOUS AREA DUE TO THE PARKING AREA AND BUILDING ROOF. THE DRAINAGE AREA CAPTURES ITS RUNOFF IN A LEVEL SPREADER TO STORE THE ADDITIONAL RUNOFF BEFORE RELEASING IT AS SHEET FLOW. POST -DEVELOPMENT RUNOFF FROM SUBAREA '132' IS INCREASED BY THE ADDITION OF IMPERVIOUS AREA DUE TO THE PARKING AREA AND SIDEWALK. THE DRAINAGE AREA CAPTURES ITS RUNOFF IN A LEVEL SPREADER TO STORE THE ADDITIONAL RUNOFF BEFORE RELEASING IT AS SHEET FLOW. SUBAREA B3 CONTAINS THE REMAINING DOWNSTREAM DRAINAGE AREA WHICH HAS NO IMPERVIOUS AREA AND WILL CONTINUE TO FLOW AS IT DID IN THE PRE -DEVELOPMENT CONDITION. SUBAREA B1 IS 1.01 ACRES WITH A CN=78 AND A TIME OF CONCENTRATION=6 MINUTES. WITHOUT USING RUNOFF REDUCING METHODS, IT WOULD PRODUCE A PEAK DISCHARGE OF 2.54 CFS AND A HYDROLOGIC VOLUME OF 5,093 CF FOR THE 1 YEAR STORM FREQUENCY, 3.54 CFS AND 7,134 CF FOR THE 2 YEAR STORM FREQUENCY AND 6.58 CFS AND 13,531 CF FOR THE 10 YEAR STORM FREQUENCY. SUBAREA B2 IS 0.49 ACRES WITH A CN=71 AND A TIME OF CONCENTRATION=6 MINUTES. WITHOUT USING RUNOFF REDUCING METHODS, IT WOULD PRODUCE A PEAK DISCHARGE OF 0.84 CFS AND A HYDROLOGIC VOLUME OF 1,722 CF FOR THE 1 YEAR STORM FREQUENCY, 1.27 CFS AND 2,557 CF FOR THE 2 YEAR STORM FREQUENCY AND 2.64 CFS AND 5,317 CF FOR THE 10 YEAR STORM FREQUENCY. SUBAREA B3 IS 4.82 ACRES WITH A CN=73 AND A TIME OF CONCENTRATION= 21.5 MINUTES. WITHOUT USING RUNOFF REDUCING METHODS, IT WOULD PRODUCE A PEAK DISCHARGE OF 5.31 CFS AND A HYDROLOGIC VOLUME OF 18,501 CF FOR THE 1 YEAR STORM FREQUENCY, 7.99 CFS AND 26,982 CF FOR THE 2 YEAR STORM FREQUENCY AND 16.58 CFS AND 54,560 CF FOR THE 10 YEAR STORM FREQUENCY. THE LEVEL SPREADER FOR SUBAREA 'B1' HAS A TOTAL VOLUME OF 8,763 CF WITH A 90 FOOT LONG LIP AT ELEVATION 412.3. THE LEVEL SPREADER FOR SUBAREA '132' HAS A TOTAL VOLUME OF 1,920 CF WITH A 22 FOOT LONG LIP AT ELEVATION 412.0. BY ROUTING THE 1 YEAR, 2 YEAR AND 10 YEAR STORM EVENTS THROUGH EACH LEVEL SPREADER, THE RESULTANT PEAK OUTFLOW AND RUNOFF STORAGE VOLUME WAS DETERMINED. THE LEVEL SPREADER FOR SUBAREA '81' PRODUCED A PEAK DISCHARGE OF 0.00 CFS AND USED 5,093 CF OF STORAGE VOLUME FOR THE 1 YEAR STORM FREQUENCY, 0.00 CFS AND 7,134 CF FOR THE 2 YEAR STORM FREQUENCY AND 0.35 CFS AND 8,812 CF FOR THE 10 YEAR STORM FREQUENCY. THE LEVEL SPREADER FOR SUBAREA '132' PRODUCED A PEAK DISCHARGE OF 0.00 CFS AND USED 1,722 CF OF STORAGE VOLUME FOR THE 1 YEAR STORM FREQUENCY, 0.03 CFS AND 1,926 CF FOR THE 2 YEAR STORM FREQUENCY AND 1.61 CFS AND 2,123 CF FOR THE 10 YEAR STORM FREQUENCY. BY COMBINING THE OUTFLOW HYDROGRAPHS OF THE LEVEL SPREADER FOR SUBAREA '131' AND SUBAREA '132' ALONG WITH THE HYDROGRAPH OF SUBAREA 33', IT CAN BE DETERMINED IF THE POST -DEVELOPMENT PEAK DISCHARGE AND HYDROLOGIC VOLUMES ARE EQUAL TO OR LESS THAN THOSE FOR THE PRE -DEVELOPMENT CONDITION FOR EACH STORM FREQUENCY. THE COMBINED HYDROGRAPH PRODUCES A PEAK DISCHARGE OF 5.31 CFS AND A HYDROLOGIC VOLUME OF 18,501 CF FOR THE 1 YEAR STORM FREQUENCY, 7.99 CFS AND 27,619 CF FOR THE 2 YEAR STORM FREQUENCY AND 17.57 CFS AND 62,725 CF FOR THE 10 YEAR STORM FREQUENCY. COMPARING THE POST -DEVELOPMENT COMBINED HYDROGRAPH TO THE EXISTING HYDROGRAPH FOR DRAINAGE AREA 'B', IT HAS BEEN DETERMINED THAT THERE IS A 5.31-7.13=-1.82 CFS DECREASE IN PEAK DISCHARGE AND 18,501-20,345=-1,844 CF OF VOLUME REDUCTION FOR THE 1 YEAR STORM FREQUENCY, A 7.99-10.94=-2.95 CFS DECREASE IN PEAK DISCHARGE AND 27,619--30,213=-2,594 CF OF VOLUME REDUCTION FOR THE 2 YEAR STORM FREQUENCY, A 17.57-23.34=-5.77 CFS DECREASE IN PEAK DISCHARGE AND 62,725-62,819=-94 CF OF VOLUME REDUCTION FOR THE 10 YEAR STORM FREQUENCY. PER VIRGINIA CODE SECTION 9VAC25-870-66(D), SINCE THERE IS A DECREASE IN VOLUMES OF SHEET FLOW FOR ALL STORM FREQUENCIES AND THERE DO NOT APPEAR TO BE ANY EXISTING DRAINAGE PROBLEMS IN THIS AREA, IT IS THE OPINION OF THE DESIGN ENGINEER THAT THIS DRAINAGE AREA MEETS THE REQUIREMENTS OF 9VAC25-870-66(D) AND NO FURTHER WATER QUANTITY CONTROLS ARE REQUIRED. Lz H OF"'h �;E ROBERT E. WILLIA , JR. 1-6 Lic. No. 025886 �Q:;-16 , 0•��, 12112116 0 N L A DATE: DEC 2016 SCALE: N/A DRAWING NAME: SWM COMPS-VSMP SHEET 7 OF 19 FILE No. v�-aL-o 1 C: E O Lo .�.� Q. to CD N � > 00� U) .��� Q. > CO CV) � N tU N Lij 0 x O (n -0m N E r -F0 F 9 d M_IL LO Lz H OF"'h �;E ROBERT E. WILLIA , JR. 1-6 Lic. No. 025886 �Q:;-16 , 0•��, 12112116 0 N L A DATE: DEC 2016 SCALE: N/A DRAWING NAME: SWM COMPS-VSMP SHEET 7 OF 19 FILE No. v�-aL-o 1 PROPOSED DRAINAGE AREAS SOIL PROPOSED PEAK DISCHARGES TYPE IMPERVIOUS TURF FOREST TOTAL CN Rv Tc (min) DA 'A' B 0.15 AC 0.22 AC 0.24 AC 0.61 AC 68 0.32 6 DA'B1' B 0.40 AC 0.35 AC 0.16 AC 46B LIGNUM 2-7% NO D D 0.09 AC 0.01 AC - 1.01 AC 78 0.54 6 DA'132' B 0.01 AC 0.29 AC 0.03 AC D SOMEWHAT EXDRAINEDLY 0.20 .th i,rs SILT LOAM D 0.10 AC 0.04 AC 0.02 AC 0.49 AC 71 0.36 6 DA'133' B - 0.02 AC 0.96 AC SILT LOAM D - 0.43 AC 3.41 AC 4.82 AC 73 0.06 21.5 SOILS DATA MAP SOIL SOIL HYDRIC HYDROLOGIC NATURAL 2.54 SYMBOL SYMBO NAME SLOPE SOIL GROUP SOIL GROUP DRAINAGE CLASS 2.64 46B LIGNUM 2-7% NO D MODERATELY 0.49 SILT LOAM YJ t1�y WELL DRAINED 51 C MANTEO CHANNERY 7-15% NO D SOMEWHAT EXDRAINEDLY 0.20 .th i,rs SILT LOAM C) o -, "7 ' O 628 NASON 2-7% NO B WELL DRAINED 0.37 SILT LOAM 40 20 0 40 80 120 GRAPHICAL SCALE: 1 " = 40' AREA DA 'A' 1 YR CFS 0.85 2 YR CFS 1.35 10 YR CFS 2.98 100 YR CFS 5.23 DA'131' 2.54 3.54 6.58 10.53 DA'132' 0.84 1,27 2.64 4.48 DA'63' 5.31 7.99 16.58 28.20 '7',V 80---(32 .Ni7,1 L1,e,"iu%f'.isk Rea! ;':s};(le LL, ADB 4189-5'34 ,- Zoned: R/l s iaa-,(.,. ry,. wo�0 -o cp3 O �) Z. i y ('-o <A 0 ak. �(P y�2A JPP � J,> _ 1V 80---91.D [)L3 N/F J.osh;'ri. sori., 1.la evxe .t c d ,,b4 Use: D.F.i j 192 _--- 4 62 O rimed �";1 ul O ,- b Resldential Lo N > W O E YJ t1�y 0 rn v 0 qc r�f fs�.t, iC,"F_lliapa ;Yin Ston > N .th i,rs Fli (///( Eleanor Proctor C) o -, "7 ' O {_r \e. lacy?%t O _ _ [)L3 262-354 L o n c d ,,b4 Use: Vacant _ _ W _ as `0 --18 1)D 38 17 073 zov,oc R4 "NiI I ililul: %911.. .1 �� or Jaf,`q i, ei lirl.e A Df3 3074-611617 134 9A 1 mt,P,'{,t. RA Li 1 u . h es`# denlmoi.c u APPROXIMATE LOCATION WATER PROTECTION OVERLAY CARROLL CREEK TRIBUTARY .DB 674 450 Zoned: R'A Till79A I - 1 6 jV% F VC r Vest Cyp. t LLC 1 Zoned: R'Ase: Vacanl REVISIONS: Li H W O .0)'zj- O ,- N Lo N > E YJ t1�y 0 -0 v 0 C > N cD N W C) o -, E c: (tj 0' N o (tS J I1 LO 0i VIP% ROBERT E. WILLIA69, JR. -o Lic. No. 025886 0•��, 12112116 faNAL DATE: DEC 2016 SCALE: 1"=40' DRAWING NAME: DIVIDES-VSMP H O SHEET 9 OF 19 FILE No. VA -AL -01 DRAINAGE AREA A' 6r, A Hydrograph type = SCS Runoff Storm frequency = 1 Yrs Time interval = 1 rain Drainage area = 0,080 a Basin Slope « 0,0 To method od = USER Total precrp, = 3,30 in Storni duration = 24 hire 2,00 �rrirE� DA W Hyd. No, 1 a 1 Year Peak discharge = 1,063 cfe Time to peak = 718 min Hyd. volume = 2,335 tuft Carve number = 5" Hydraulic length = 0 ft Time of cone, (T) - 6,00 min Distribution = Type 11 $hope factor = 484 100 0.00 01000 2 4 6 is 10 12 14 1e 1s 20 22 24 28 Hyd No, 1 iiir t1 DRAINAGEAREA 'B' Hydrograph type = SCS Runoff Peak discharge = 7.132 cft Storm frequency = 1 yrs Time to peak = 723 ruins Time Interval = 1 min Hyd, volume = 20,345 cuff Drainage area = &970 ac Curve number ® 71* Basin Slope = 0,0% Hydraulic length = 0 ft To method = TR55 Time of cone. c) : 13.90 mina Taal ;pre ip, - 130 in Distribution - Type 11 Storm duration = 24 hers Shape factor 484 8.5r + (n,N0 x 80) + ,�3.70r) x 171.11&970 DA 'IS" Hyd� No, 2 01 Year VIM 4, Q (Cft) 00 2.00 i{A 0 2 4 8 a 10 12 14 16 18 20 22 24 2 .,,\.\.,\... Hyd No2 Tune {hrs) OT a Hydrograph type = SCS Runoff Storm frequency = 2 yrs Time interval z 1 min Drainage area = 0,960 ac Basin Slope = 0Y0 % To ma od - USER Taal preop. = 4.00 in Storms duration = .24 hrs 2,00 1,00 DA -*A' Hyd, No, 1 -- 2 Year Peak discharge = 1.774 ifs Time to peak = 718 r°i°rin Hyd. volume = 3,89e cult Curve number = 85* Hydraulic lengths = 0 fit Time of conc. (T) 6.00 min Distribution Type 11 Shape factor + 2100 0 2 * a 10 12 14 16 18 20 22 24 26 0,00 Time l Hyd No.I ................ Hydfograph type = SCS Runoff Peak discharge = 10-94 cfs Storm frequency = 2 yrs Time to pear = 723 min Time interval = 1 min Hyd, volume » 30,213 tuft Drainage area = 5.970 ac Curve number = 714 Basin Slope z 0.0 Hydraulic length = 0 ft To method = TR55 Time of cone, (Td) = 13,90 rain Total precip, - 4.00 in Distribution - Type 11 Storm duration = 24 hr°s Shape factor 484 DA '84 Hydrograph type = SCS runoff Storm frequency = 10 yrs Time interval _ 1 min Drainage area = 0.980 air Basin Slope = 0,0 Tc method - USER Total pra ip. = 6.00 in Storm duration = 24 terra I Cmpo (,Ar 1 N) [4D.140 x9$) + (0470 x �1'. ) a` 5,1 x ib3a 10.w- 6,00 4, x.00 DA `A" Hyo, No. 1 --10 Year Peak discharge = 4,206 cfe Time to peak = 718 min Hyd, volume = 8,450 auft Curve number 0,0 Hydraulic length = 0 fit Time of conn, (T) - 6:,00 min Distribution = Type 11 Shape factor = 484 Hydrograph type SCS Runoff Storm frequency 100 yra Time interval * 1 min Drainage area O,960 a0 Basin Slope 0,0 To method USER Total precip. -^ x.,50 in Storm duration 24 hrs Drainage area = 5.970 ac ..:, = 71* Basin Slope = 0,0 \ = 0 ft «- = TR56 Time of cone, (Tc) 13.90 min Total ,pre 1p. - 13.00 in Distribution n Type 11 Stora duration .:::: Shape factor 484 , C n/ ii i�.e00 '� u\\\uau\�a��a\\\\\,\\\\\\\�uu\�u��\\u\uuu\\��\\\\uu��u\\\\\\u\�\\\\\\\\\\\ \a\ �T4 " \\� \uu�uuu\\ }p��ppqq �eilld 0 2 4 6 a 10 12 14 16 1B 20 22 24 26 Time (1tir�) .....,\,\\\\.. Hyd Not 2 OC V N U O .:::. SHEET 10 s OF 19 ........ ............... ;. ........ ...............; .............. .\\ Hydrograph type SCS Runoff Storm frequency 100 yra Time interval * 1 min Drainage area O,960 a0 Basin Slope 0,0 To method USER Total precip. -^ x.,50 in Storm duration 24 hrs Composits (AnWON) [(0,140,A ) i0.6t0 x 611 +(0.150 65)110, 4,00 4;00 2,00 2.00 � bc� _ »u�uuuuuui���\uauu�uuw��u\uuu������\uu�w�uu�uuuu�u\ \ ,. ��aa��y, �y0 �:1d� �ei 9 2 4 6 6 10 12 14 16 1s 20 22 24 28 Hyd Nor 1 T1rn fts) ............... Hydrograph type = SCS Runoff Peak discharge = 23,34 cAs Storm frequency = 10 yrs Time to peak = 722 mire Time Interval = 1 min Hyd, volume = 2,$1g tuft Drainage area = 5.970 ac Curve number = 71* Basin Slope = 0,0 Hydraulic length = 0 ft To method = TR56 Time of cone, (Tc) 13.90 min Total ,pre 1p. - 13.00 in Distribution n Type 11 Stora duration m 24 tars Shape factor 484 3 �at3113 ft (s !4 anis) x )'+ ( 7[a 1 } (1.180 0) + (0, 300 .fi}'i 1700 x 17)115.9n 24.00 MOO 12,00 D A "S' Hyo, No2 --10 Year 24,00 20,00 16100 12,00 4,1 h Hyd. voiumie = 15,461 cuft \ \ = 85* Hydraulic length 4,03+ Time of cone, (To) - 6.00 min Distribution .} \ } .,. .. Curve nu tier = 71* Basin Slope .. Hydraulic length i - "TR Time of enc. (To) = 1 min Total pi°ebip, - 8.50 in Distribution .. ... .. ��\ d \'XX = 24.hrs Shape factor 484 , C n/ ii i�.e00 '� u\\\uau\�a��a\\\\\,\\\\\\\�uu\�u��\\u\uuu\\��\\\\uu��u\\\\\\u\�\\\\\\\\\\\ \a\ �T4 " \\� \uu�uuu\\ }p��ppqq �eilld 0 2 4 6 a 10 12 14 16 1B 20 22 24 26 Time (1tir�) .....,\,\\\\.. Hyd Not 2 OC DA W H#, No. 1 --100 Year Peak discharge = 7,647 cfe Time to peak = 71t min Hyd. voiumie = 15,461 cuft Curve number = 85* Hydraulic length = 0 fit Time of cone, (To) - 6.00 min Distribution = Type 11 Shape factor = 484 4.00 011:00 0,00 0 2 4 18 a 10 12 14 16 18 20 22 24 2 Time l H No' 1 Hydrograph type z SCS Runoff Peak discharge = 40:, cfa Storm frequency = 100 yrs Time to peak = 722 rain Time interval = 1 min Hyd. volume = 108,709 cuft Drainage area = &970 ac Curve nu tier = 71* Basin Slope = 0-'0% Hydraulic length T method - "TR Time of enc. (To) = 1 min Total pi°ebip, - 8.50 in Distribution = Type 11 Storm duration = 24.hrs Shape factor 484 s� i1� r���tf�l ■ �<��� � t + t�.��� x �� + ''1.1 �>� x �� � �r.��D � �Ai � '�a.7r � 7t' .1 �.7r} MOO it r 1X:00 50,00 40,00 30,00 2040 10,00 0100 ........\,...\....,, ,,.,..a......,.\..\...., ............:. .. \u\.,....,,,.,..�. 0.00 0 2 4 a 8 10 12 14 16 Is 20 22 24 26 \....\\.\.,\.\< Hyd INo, 2 Time yrs} REVISIONS: C E 0 Cy)' -':j- 0 � N rev > C: 'cc U) N °�._ �E>� 0�c W L I.. W N w 0 X—' 0 E O0 0" 6F ROBERT E. WILLIA JR. a LIC.. No. 025886 12112116 1S"S,�N L DATE: DEC 2016 SCALE:, N/A DRAWING NAME: HYDROGRAPHS-VSMP FILE No. VA -AL -01 U U v w , C n/ ~ �T4 W > OC V N U O SHEET 10 OF 19 FILE No. VA -AL -01 DRAINAGEAREA ;4' Hydrograph type = SOS Runoff Storm frequency = 1 yrs Time interval = 1 min Drainage area = 0.610 ac Basin slope = 0. Tc method - USER Total precip, = x.30 in Stora duration 24 hr W0410 0.61% DA W PROPOSED Peak discharge = 0,862 cfe 11me to peals = 11.97 hrs Hyd. volume = 1;798 tuft Curve number = 88* Hydraulic length = 0 ]t Time of conc. (Tc) _ 6,00 rain Distribution = Type Il $hope factor 484 (oft) Hy a No, 3 -1 Year 1410 1.#0 i 0M 0.90 �m ' ... ..�..... ...........,�\ n�...........a m�.�....... .................\%....... ...... .min..... ....��.. ............... lac is \ i \ 0.70 0.70 0.1 0.60 0 0.C3 ...... 0.40 --------------- 0 ��j020 .-y�y� rifle �1ee{ 20 �.m..-opo; \ 0Z \..... 0 2 4 6 8 10 12 14 1j-6 18 20 22 24 2 1`1 thr*1 Hyd Noa DRAINAGEAREA '61' Hydrograph type - SCS Runoff Storm frequency = 1 yrs Time interval = 1 min Drainage area = 1.010 so Basin Slope = O, O % To method = USER Totalrecip. = 3,30 in .Stora duration = 24 hrs DA "131' PROPOSED Hy n No, 4 ®1 Year Peak discharge - 2,.536 ds Time to peak = 718 min Hyd:, volume = 5,093 Luft Curve number = 7* Hydraulic length = Oft Time of sono. (To) = &00 min Diet lbution = Type 11 Shape factor = 484 0 WS) 3,00 140 0. E s »..,..>.� .... 0.00 \,,.,,,,.,, Hyd No1'lr � Hydrograph type = SCS Kure' Sturm frequency = 2 yrs Time interval = 1 min Drainage area = 0 10 ac Basin Slope z 0.0 To method - USER Total precip, = 4,00 in Storm duration = 24 hrr Omripob (AMW) . I(0,.1 50 98) + (0.22 x 91) * (0140 x 56)110.010 oil DA IN PROPOSE[) Hyd. Non 8 - 2 Year Peak discharge = 1,:349 cfe Time to Peak = 11,97 hrs Hyd. volume = 2,752 cult Curve number = 88* Hydraulic length = 0 ft Time of cone, (Tc) - 6.00 min Distribution = Type 11 Shapefactor = 484 0 Oft) Z00 0 2 4 a 8 1 12 14 1' 8 18 20 22 24 2 Time (hrs) Hyd No. Hydrograph type - SCIS runoff Storm frequency = 2 yrs Time interval = 1 min Drainage area = 1.010 so Basin Slope = 0:.o Tc method = USER Total preoip: = 4,00 in Storm duration = 2'hrs 2,00 1100 Peak discharge &542 eft Time to peak = 71 afire Hyd. volume = 7,134 cut Curve number = 7* Hydraulic length = Oft Time of cono, (T) : 6.00 miry Distribution = Type 11 bape factor = 484 DA `131' PROPOSED Hyd No, A - 2 Your a (a) 4.00 0 2 4 18 10 12 14 1e 18 20 22 24 26 Pfyd No, Time Ors) , 4 w.0 �wj Hydrograph type = SOS Runoff Stora frequency = 10 yrs Time interval = 1 min Drainage area M X.X::;::. = 07 0 Tc method - USER Total precip. = 6.00 in Stora duration = 24 hrs Shape factor = 484 ::::::::. .. �. ... :::: ::::::. ::::. .: ::: .:::... _. .::::::. ....:.:::.. I7J ::. P^ l #, E V Co L .,...,....„..,,.„.....,,„„ "y"..,,n�,.,�.,,n,...,,�..�yH...,m,... ,...µu,.,n.....,� ... .., ........... 1 C) U)-0COCN ....i E ... .. ...... ..,,., .... _..,. .... ., ... 7771=- i l E :.: ..:. ....�::. .................. .: i.. .....::..:,�. :. ... .. .:: .... .. ... .. .... ..... ..... ... ..., i ...... ..::: ..: ... ..... .. _...... . I \ ,. .................. o a�, E e........... . \ { ........ ........ .. ... .. ... ........ ._.. ... ......... ......... .... .................... ........... ........ ... ............ ..... ... . . ........... ..::\, ..... . .. ... l . . :: 1 E _. \ @ a (a) 4.00 0 2 4 18 10 12 14 1e 18 20 22 24 26 Pfyd No, Time Ors) , 4 w.0 �wj Hydrograph type = SOS Runoff Stora frequency = 10 yrs Time interval = 1 min Drainage area = OMO ac Basin Slope = 07 0 Tc method - USER Total precip. = 6.00 in Stora duration = 24 hrs OOMP.O. to &c}'CMA50XX61+ .2nx61}+(4,:2 mil10$ DA'X 'P OPMED Hyd, No, 3--10 Year Peak. discharge = 2.979 ofs Time to peak = 11. 7 firs Hyd. volume = 5,985 cuff Curve number = s* Hydraulic lend = Oft Time of cono, (To) = 6,0,0 min Distribution = Type 1] Shape factor = 484 (a) -100 0,00 040 0 2 4 8 a 10 12 14 16 18 20 22 24 28 Hyd Noo 8 ri 1�r It A - Hydrograph typa - SCS Runoff Storm frequency = 10 yra Time inter`v l = 1 min Drainage area = 1,010 ac Basin Slope = 0.0 To method = USER Totalprecip. = 8,00 In Storni duration = 24 hrs __...._.._................._........._................... _..._._................._................................. DA 161' PROPOSED Peak discharge - 6.680 Time to peak = 718 renin Hyd. volume = 13,531 cuft Curve number = 781 Hydraulic length = Oft Time of cone. (To) = 6.,00 min Distribution = Type 11 $hope factor = 484 Hydrcgraph type = SCS Runoff Storm frequency = 100 yrs Tire interval = 1 min Drainage area = 0.810 ac Basin Slope 0,0 To method JEER Total precip, = 8.50 in Storm duration = 24 hra 0 5100 4,00 Z00 1.00 DA W PROPOSED Hyd No. 8 a 100 Year Peak discharge = 6.226 cft Time to peak = 11.97 hrs Hyd. volume = 10,838 cuff Curve number = 8* Hydraulic length = 0 ft Time of cone.. (To) = 6.00 min Distribution = Type 11 Shape factor = 484 \ Z 1 min Drainagearea = 1,010 ac Basin Slope 0.0% To method = USER Total precip, _ 8,50 in toirm duration -; 'ha factor = 484 1 V U! a) E ::. P^ l #, E V Co L .,...,....„..,,.„.....,,„„ "y"..,,n�,.,�.,,n,...,,�..�yH...,m,... ,...µu,.,n.....,� ... .., ........... Uj C) .._::.::::: \ U)-0COCN ....i E .. ::..... I .... J [L LO 7771=- i l E :.: ..:. ....�::. .................. .: i.. .....::..:,�. :. ... .. .:: .... .. ... .. .... ..... ..... ... ..., i ...... ..::: ..: ... ..... .. I \ ,. .................. o a�, E I a WS) bloo 5100 4,00 00,00 ,.,..,\...\...,..,.. C \ :...,. 0 2 4 6 a 11) 12 ] 4 16 18 20 22 24 Hyd No, Time 1 r Hydrograph type - SCIS Runoff Storm frequency = 100 yrs Time interval Z 1 min Drainagearea = 1,010 ac Basin Slope 0.0% To method = USER Total precip, _ 8,50 in toirm duration = 24 hrs + 4.61'' r '.7 eta x 66::1G i � � l DA 11311 PROPOSED Hyd, No. 4 -- 100 Fear Peak discharge - 1 G, cfs Time to peak = 717 min Hyd, volume = 22,137 cuft Curve number = 78* Hydravilo length = 0 ft Time of oonc. (T) = 8.00 mire Distribution = Type 11 'ha factor = 484 8:00 4.00 2,00 (ds) 12M ZOO 0100 010 2,0 4,0 64 &0 10.0 110 14.0 1610 18.0 M0 22.0 Time (hrs) Hyd No, 4 REVISIONS: '0 H o ROBERT E. WILLIA , JR. Lic. No. 025886 lzlz� �•��, 12/ 12/ 16 sS 0NAL � DATE: DEC 2016 SCALE: N/A DRAWING NAME: HYDROGRAPHS-VSMP E . 0)"j- 0 Lo 1 V U! a) E ^9` > w/ P^ V Co L -4 O CN Uj C) x r O U)-0COCN E C:o Cts J [L LO '0 H o ROBERT E. WILLIA , JR. Lic. No. 025886 lzlz� �•��, 12/ 12/ 16 sS 0NAL � DATE: DEC 2016 SCALE: N/A DRAWING NAME: HYDROGRAPHS-VSMP DRAINAGEAREA B2' Hydrograph type = SOS Runoff Peak discharge = U39 u Storm frequency = 1 yrs Time to pram = 718 min Tima interval = 1 rain Hyd. volume = 1,722 tuft Drainage ;area = 0,490 ac Curve number = 71 Basin Slope = 0,0 Hydraulic length = 0 ft To, method = USSR Tire of enc, (T) _ 6..00 rain Total precip. = 3.30 in Distribution = Type 1.1 Storm duration 24 fire Shape factor = 4 0ompWW(Ar*&10Nj- )+(0190x6f) (9, X )+(O,Mx )+ (0,020 01AOAD DA'82' PROPOSED }Flee No, 8 —1 Year 1410 M OM 0,380 m...m . mm .....a ................. -............ m ..... U0 0,70 O.ir 0M 0160 0.60 0,0 i 040 ......, u ...... a DA0 0.30 0,30 0,20 0=20 \—L-- ���. �"\ .............. �c` .......�......w.� �y 0 2 4 6 8 10 12 14 1e is 20 22 N 2 Hyd No5 T1" (hrs) DRAINAGEAREA B3' 9 Hydrograph type - SOS Runoff Storm frequency = 1 yrs Time interval = 1 min Grine area = 4,820 a ;Sarin Slope = 0,0 To method = TR55 Totalprecip. = 3,50 in Storm duration = 24 hrs Cwpm (Ar CN) = [(U21 x all + PASO x 30? + ( .SM x 651 + (3410 x 7711 l 820 Peak discharge - 5.310 cft Time to peals = 727 min Hyd. volume = 18,601 tuft Curve number = 73* Hydraulic langthr = 0 ft Time of conn, {To) = 21.50 rain Distribution = Type Il $hope factor = 484 A M 0 4s) 8,00 5.00 4,00 ,00 2.(10 1Mo E 3 \ 11 2 4 6 a 10 12 14 16 18 20 22 24 2 Hyd Not 6 TheIhr j Hydrograph type = SCS Runoff Peak discharge arge = 1.268 cfe tor'r"rrr frequency = 2 yrs Time to peak = 71S min Time interval = 1 mire Cyd, vo. = 2,557 tuft Drainage area =0A90 ac Curve number = 71* Basin Slope_ 0,0 Hydraulic lanoth = 0 ft Tc method BSER Timeof cern, (Tc) = 6.00 min Total precip. 4,,00 in Distribution = Type 11 Storm duration 2 hrs Shape factor = 484 0 (oft; 2,00 em DA'82' ROPleifi,7�ED Hyd.o, 5 - 2 Year :. . 0 WS) 2.00 O 100 0 2 4 6 $ 10 12 14 16 16 20 22 24 2 Time (hrs) Hydrograph type - SCS Runoff Storm frequen y = 2 yrs Time interval x = 1 min Drains s area z 4,520 ac Basin Slope = 0:,0 To method = T Total precip, = 4.00 in Storm duration = 24:hrs Peek discharge 7M8 ofs Time to peak = 727 min Hyd, volume = 26,982 tuft Curve number = 7 Hydraulic length = 0 ft Time of oono, (T) = 21,50 min Distribution = Type 11 Shape factor = 484 Cwpooft rrnrCNlm t0:= xfit + i}3? x . ��.� � ��j P A1D x 7i)1 MI ears; 8,00 4.00 , DA 183" PROPOSED', Hyd. Not 6 a 2 Year .. ... a ... �r E , E. 7, F �F 8,00 EM 0 2 .4 6 8 10 12 14 16 18 20 22 24 2 Time (hrs) H o. 6 Hydrograph type = SOS Runoff leak discharge = 16,37 cfis Storm frequency : 10 yra Time to peak = 718 miry Time interval = 1 min Hyd. volume = 5,317 cuft Drainage area = 0.490 ac Curve number = 71* Basin Slope = 0,0% Hydraulic lane = 0 It To method = USER. Time of conc, (T) = 6,04 Aire Total precip. = 6.00 in Distr°ibWon = Type 11 Storm duration = 24 hra Shape factor = 484 0 ( f$) x;000 La A X82; PROP SED Hyd, No, S --10 Year Q (s) 0,00 . .......u. ..............u................................................ ao y ...............a... :.,00 0 2 4 6 a 10 12 14 16 is 20 22 24 20 M, (hrs) DA'STPROPOSED !Hydrograph type - SCS Runoff Stora frequency = 10 yrs Time interval = 1 min Drainage area = 4.620 s Basin Slope = 0.0 To method = TR55 Total precip. = 6.00 in Storm duration = 24 hrs a (0) 18100 12,-00 got 5400 Peak discharge 0 16,58 cfs Time to peak = 72min Hyd, volume = 64,660 tuft Curve number 73't Hydraulic lengthy = 0 ft Time of conc, jr,) z 21,50 min DistriMon = Type 11 Shape factor : 484 {ArotION.) [iU20 x 81) + (DA30 x 30') + (04M ) + (3,410 x 77)1 4,no DAW PROPOSED Hyd. No, 8 10 Ysar (ds) 1840 ... .. 0.#x{3 0 2 4 6 a 10 12 1.4 16 I'a 20 22 24 26 Time (hre) Hyd No. wK1900— b 0 010 ,.:101 Hydrograph type = ;SCS Runoff Peak discharge = 4AI cfe Storm fr'equen y = yrs Timepeak = 7118(jmipn9 T:I:E#iaFF interval a:1�00yf = I mi �1 e� HEyd. "Y`1wEl W1i e ��} = �.Fy k2 1 �ssidE Yr Drainage area _ 0,490 ac Curve number = 71' Basin Slope = 0„0% Hydraulic length = Oft Tc method - USER Time of colic. (T) _ ;00 min Total precip, = 8..50 in Distribution = Type]] Storm duration = 4 hra Shape factor = 484 sJr10} 111.13 x jA, x1 (.d'3 t,A9Q1 t x 7j1 4 (W Hyd, No, 5 --100 Year = C820 so € = 0.0 To method = T SI Total precip, 5.00 f Stour duration = 24 Ihrs .. N > o 4,00 .s Time of oone, (T) C: +f .. . w .. •W Cn .. = 484 0^1 C't N M C+ ^>, W C-0 64 .... 3.00 0 ., 3.00 E ... J 0- ... ... .......... ... ........ 2,03 ......... . ...... ...... .. ...... 200 ... ?: ,.:: I :OO ... ....,...... ........ �A....... �\ ..... .... ...... ...... ... ...� 100 .. S E y ,. ; .. .. ... \ .... .. .. ;.; .... 0,00--1 0100 0 2 4 6 a 10 12 14 16 is 20 22 24 Tire ) Hyd No. 5 Hydrograph type - SCS Runoff Storm frequency = 100 yrs Time interval Z 1 min Drainage area = C820 so Basin Slope = 0.0 To method = T SI Total precip, = 8.50 in Stour duration = 24 Ihrs Ws; 0, 15.,00 Peak discharge - 2810 cfa REVISIONS: u u ROBERT E. WILLIA , JR. Lic. No. 025886 � iv ���, 12/12/16 �sj0NAL� Time to peak = 726 min CD Hyd, volume = 92,837 tuft 4-4 Curve number Q-�L O SCALE: N/A Qi N > o Time of oone, (T) C: +f /T r✓ L) w = Type 11 •W Cn Shape factor = 484 0^1 C't N M C+ ^>, W C-0 64 WQx 0 U)Z3mN E J 0- u u ROBERT E. WILLIA , JR. Lic. No. 025886 � iv ���, 12/12/16 �sj0NAL� Time to peak = 726 min DATE: DEC 2016 Hyd, volume = 92,837 tuft Curve number = 73* SCALE: N/A Hy4raullo length = 0 ft Time of oone, (T) = 21,50 min DRAWING NAME: Distribution = Type 11 HYDROGRAPHS-V,SMP Shape factor = 484 30,00 .. .. F E t 3 3 \\ I 0100 0 2. d 6 8 10 1.2 14 16 is 20 22 24 26 Time (hrs) H No, OC U E-+ U O SHEET 12 OF 19 FILE No. VA -AL -01 COMBINED HYDROGRAPH 'B' Hydrograph type = Cornbine Storm frequency = 1 yrs Time interval = 1 Min Inflow hyds. = 8, 7, 8 !!� T. s 011 Peak discharge = 6,310 cfe T11710 to peals = 727 rain Hyd. volume = 18,501 cult r"a�tdb. drain. area = 4A20 ac k M r 0 Hydrograph type = Combine Storm frequency = 2 yrs Time interval - 1 rein Inflow hyda. _ 6, 7, 0 (da) 8,00 4,00 2.00 LSA W C>t MBINED Hyd. No, 9 – 2 Year s Peak discharge = 7.988 cft Time to peak = 727 rein Hyd. Volume = 27,819 tuft Contrib. drain. area = 4.820 a IQ (r1f3) 6,:00 0100 ..................:...,.,,...,.......1..............,1.,...,,..,....,.. ..................1.. \.,,.,.......5 0,00 0 2 4 a a 10 12 14 16 18 20 22 24 26 Hyd No. 9 Hyd No. 8 — Hyd No, 7 ««<_____ Hyd No. 8 Time (hrs) 4�7 1 Hydrograph type = Oombine Storm frequency = 10 yrs Tima':interval = 1 min Inflows hyd . = 6, 7, 8 DA "S' COMBINED Peak discharge = 17.67 ofs Time to peak = 726 rain Hyd, volume = 82,725 tuft Contrib. brain. area = 4.820 ac Hydrograph type = Combine Storm frequency = 100 yrs Time interval = 1 rain Inflow hyds, 6:'or 40,00 0: WM 10, Peak discharge = 37.04 cfe Time to peak = 721 min Hyd. volwme = 113,' 92 cuft Contdb. drain. area = 4A20 a Q(05) 40.00 20,03 4 �..., ,�,...................�.........--.�......................��.. ...�......�.�� 0100 02 4 f3 8 10 12 14 16 16 20 22 24. 2 Hyd hyo. 9 Hyd No. Hyd No. 7 Hyd No. 8 Time (hrs) REVISIONS: 4-0 M C: u.) E 0 0 (1)CN> o Q M C 'C (nE�� CL � .0 0 C: N (0 CN WC)®r cn -0 m cC° E c: a$ o M J til H OR ROBERT E. WILLIA , JR. Lic. No. 025886 �z:; 'A 12112116 IONA L o DATE: DEC 2016 SCALE: N/A DRAWING NAME: HYDROGRAPHS-VSMP W Q o F� Un o z a �® z U U O a SHEET 13 OF 19 FILE No. VA -AL -01 Hyd'a NO 9 –1 Year Q (of$) 6:00 O.t90 ..................i :.. I x:00 .. .. . a ....... 5,00 .... l »: ,: ». I , ... .. 00 00 2:00 ... ... .00A :: i . i 1.00 _... -:. ............ :. _. ,,... I �. .. t00 �\ .. 0 2 4 6 6 10 12 14 1e 'It 20 22 24 28 Hyd Not 9 ..,..> .. Hyd No. 8 Hyd No. 7 Hyd No. k M r 0 Hydrograph type = Combine Storm frequency = 2 yrs Time interval - 1 rein Inflow hyda. _ 6, 7, 0 (da) 8,00 4,00 2.00 LSA W C>t MBINED Hyd. No, 9 – 2 Year s Peak discharge = 7.988 cft Time to peak = 727 rein Hyd. Volume = 27,819 tuft Contrib. drain. area = 4.820 a IQ (r1f3) 6,:00 0100 ..................:...,.,,...,.......1..............,1.,...,,..,....,.. ..................1.. \.,,.,.......5 0,00 0 2 4 a a 10 12 14 16 18 20 22 24 26 Hyd No. 9 Hyd No. 8 — Hyd No, 7 ««<_____ Hyd No. 8 Time (hrs) 4�7 1 Hydrograph type = Oombine Storm frequency = 10 yrs Tima':interval = 1 min Inflows hyd . = 6, 7, 8 DA "S' COMBINED Peak discharge = 17.67 ofs Time to peak = 726 rain Hyd, volume = 82,725 tuft Contrib. brain. area = 4.820 ac Hydrograph type = Combine Storm frequency = 100 yrs Time interval = 1 rain Inflow hyds, 6:'or 40,00 0: WM 10, Peak discharge = 37.04 cfe Time to peak = 721 min Hyd. volwme = 113,' 92 cuft Contdb. drain. area = 4A20 a Q(05) 40.00 20,03 4 �..., ,�,...................�.........--.�......................��.. ...�......�.�� 0100 02 4 f3 8 10 12 14 16 16 20 22 24. 2 Hyd hyo. 9 Hyd No. Hyd No. 7 Hyd No. 8 Time (hrs) REVISIONS: 4-0 M C: u.) E 0 0 (1)CN> o Q M C 'C (nE�� CL � .0 0 C: N (0 CN WC)®r cn -0 m cC° E c: a$ o M J til H OR ROBERT E. WILLIA , JR. Lic. No. 025886 �z:; 'A 12112116 IONA L o DATE: DEC 2016 SCALE: N/A DRAWING NAME: HYDROGRAPHS-VSMP W Q o F� Un o z a �® z U U O a SHEET 13 OF 19 FILE No. VA -AL -01 FACILITY INFORMATION FACILITY INFORMATION REVISIONS: Pend No, 1 a L8#1 = Reservoir Storm frequenW = 1 yra 31ma interval = I min Infl= hyd, Pio. Pend Data Reservoir name = L1 ---------- ._....................................................................................... `D 1rA7iait$� �� �. = 637 mlft Inflow hyd, Pio. = 6 - DA'B2' 'PROPOSED C* ttaurs - t vwdor" wmr aron, %a' vrt1 aria "IMM uta for Yrhml-ta� ftlflN Plev'sAW - 4%:w t = 412.0 ft "moi, UJAra - ti flftd WffiNr';ar4 : ,4a a v.id afts.fttiad 1JR4 far -VoUrA W-0- 869Wq E:ina'0" m stage I ftwo Tatita Max. ftrage oft* I; rtg'a Tablo .--_...---.__.....................................:......._...-............................--.......-.......................................--.--.-.----..-. ( .:::.;>:... .. .:-.:..� ::. SlAll S afmion d c a:m'.;'lt" r , Mon" fel Thi Iftf"s Iftfi) aarrieur *F" (O4N o 41169 Tatai sbrals ( ft) M 0 9 00 0150 41100 0 ON 1,00& 1, R 0 9'1 ,0D 1 1.x9 411W I: ?,on 5'm 4 Lao 412.W 2.00 412,60 zzn TiEm 3,M i0AS .................---- ................................._...._---.-....-.....-.........-.......-.._..-.-----...-._.....-----------.........-..-------..------------.......-.-..--.-------------.............-..-----------------.-1111......-.. Culvert I orifte stmotu 2�w iiti'air tructum 1,113 1mllk JAI [sl [pl [p" rl (A) [at [C) R Mair sty m4uras R1444iri). R 04D D.09 DIM 0107 Oi'mLain Rco o,M ox tw Span Ifr,9 0.02 x.90 0100 0.09 Drag EL f 412,00 0100 Uo DIM 0.O Lia. gra '9 7 0 0 Wok clo f. W 2.80 3102 S.M 2.23 9100 10 9.00 100 0.00 WAIrlwi ■ a#isad a N* 1111Vr84 . 9 D L ns i Sti) O,Do 9. 0,90 0100 kAtai v s Nr, 97 No N0 wort V. m 0Z ' 1 R 0,90 0100 R,w Na A fto — 410.50 �. N-Uve R ,D10 10is &S A19 6>4 IV -40P m N9 No a ift* too'- 9A9 0. DIM 9,89 EXN,Jlwhr) AQ;C O its' mut"q* - N1 N Na O 'i.W..W,,w.'A N D. n,'A .......... ......... ........ ... 1111:,. 1111: 1. 1.... 1111.... .. .11... 1 .111. 1.1...... ...... .....:. ......... _.................. 1111. ........ .. {,�, m"�.esiYki'8� x� yrs � utir� i� �utlai a's3 uI'�fY+6 3 ea�:v u fg �rad1`m, s�•>;�Ns �Isl �� �. ?ai. �,4� .`------..� -^-•�; Wfi" in"p, - 7,#9 D -W stop I Discharge 1s„•mu�,o��.wa."nta `a.`<^"".,,^l'.- 4�1:�.irsa a, , t W"Op W ri�h ik ro ,v,.�,w.�auza tw 9WV (it M 0.00 412,10 1,7 -412,10 1Z 411,7D ,00 1,00- 0,-W 0, 441.bD } CIA) 0.40 } 410.9D 410.70 410.50 IUD 3100 4,00 a.9D x,00 10,941 12,D0 144 10Z 0,00 20,x 22,00 r]i�aArpz] ji�l ��•, ic�i � 1 YEAR STORM ROUTING L1 Hydrograph type = Reservoir Storm frequenW = 1 yra 31ma interval = I min Infl= hyd, Pio. = d - DA'81' PROPOSED Reservoir name = L1 ---------- ._....................................................................................... `D 1rA7iait$� �� �. Lir#1 Hyd, »o� ;' -1 Misr Peak discharge = O.000 de Tide t peak =nye Hyd, volume = 0 cuff Max. Elevation = 411,74 fl Max. ftrage = 6,093 ouit 3,Ati .rr 040 0 2 4 6 8 13 12 14 10 19 20 22 24 2a Time (bra) Hyd Nc, 7 Hyd Pira., 4 J Total stol"a used - 6,M OUR 2 YEAR STORM ROUTING LS#1 Hydrograph type = Refservo[r Storm frequency = 2 yrs 'tiara interval = 1 rain Inflow hyd. No. = 4 - DA'BI' PROPOSED Reservoir name = L1 &00 1.rat} LS#'1 Hyd. No. 7 - 2 Year Peak disearge 0.000 ofs Time to pear a n/a Hyd. volume - 0 SCA Max. Elevation = 412.08 It Max, Storage m 7,134 cult 100 yF� .....,,.\»>„>»»»»»;»>»»»»»»»"»»»»»»»:...'..`L\'t��\\\����\\\\��\\\\\���������\�����\\�O\\\\�C\\\\\\\:"�CZ:.£.'..C..ii:S.\\�....�... "`ntt4.,............ L �j, ,........ 1111., •. .......� ............... 0 2 4 d a 10 12 14 14 1E X n A 2d 1+,A.d rho, 7 . Hyd No, 4 3 Total storage u - 1.134 ofufi Time (bra) 10 z,YEAR STORM ROUTING l3'7Y Hydragraph typic = Reservoir Sty frequency = 10 yrs Time interval = 1 nein Infli hyd, No. = 4 - ®A'B1' PROPC SED Reservoir name = LS#1 ...............:........_.-...-.--1111. t LS#1 Perak discharge = 0.349 Ufa Time to peak = 776 min Hyd, Yofunis = 4,768 matt Max. Elevation = 412.31 R Max, Storage = 8,812 Cur$ 100 YEAR STORM ROUTING L1 Hydrograph type = Reservoir SWm frequency = 100 yra Time interval = 1 min Inflow hyd. No, = 4 - DA'61' FaROPO ED Reservoir name = LW ........................................................_-.--.-............--------..........----........-..-.-.-.--...._.....-....--...........-----.---......... L8#1 H• vi, NO, r -140,0 Y"r Peak discharge = 6.760 ole Time to peak m 720 rein Hyd. volume = 13,674 tuft Max. Elevation = 41:2.41 tt Max. Storage m 0,679 oult 8.00 4.00 2.00 0,00 0 2 4 d8 10 12 14 10 13 20 22 24 26 Hyd No. 7—,Hyd No 4 TotaI stage used 9,1579 OURTiters ) Pard No. 2 - L9#2 = Roservair age I 011502largs Time interval = 1 rain Inflow hyd. No. era IN Pond oots = LS#2 ............... ...._..-...-.........-.--..--..-...-.....-.-.-..........-.----------.--........................ ..-.-...---.-..---...........-............. = 637 mlft Inflow hyd, Pio. = 6 - DA'B2' 'PROPOSED Max. Elevatiiorl = 412.0 ft "moi, UJAra - ti flftd WffiNr';ar4 : ,4a a v.id afts.fttiad 1JR4 far -VoUrA W-0- 869Wq E:ina'0" m 41019 rt Max. ftrage oft* I; rtg'a Tablo .--_...---.__.....................................:......._...-............................--.......-.......................................--.--.-.----..-. ( .:::.;>:... .. .:-.:..� ::. 1100 d V, ams (N erg iii aarrieur *F" (O4N rr . 8I&W (DUN Tatai sbrals ( ft) vnCc 010 410,W 00 0 C-0 CN 0 0 1, `: N R 0 9'1 ,0D 1 1,1b9 I: 2.4D 295 Lao 412.W zzn 1,aa 1,= 200 41240 2�w 1,113 1mllk 1.90 culvert 1 Odflce gtr`<icturaa ......... ..... ....................... ........._.-.-.....-.............................----..-...-..-.----.--------.---.-...............................................--..-.-....------------------------------. Mair sty m4uras 411,0t3 DAD '. JAI lei (cl ii' r) (A) [9) (Cl PI R4V(in) R 9:00 0,00 0.00 0.O CM14LW 22,00 OX ox DIM 1PAMJEn) a 0,00 D W 9100 0.:0 cr421it. N R 412,0 0:00 ox 0100 N* 1111Vr84 . 9 D sD 0 wolf "Ws R Ise 3.31 L30 2.33 wort V. m 0Z 100 °,i.M 0,07 ta.ir TV" A fto — 410.50 �. L*Mgth #0 - 0,00 0.90 0.10 0.:x70 6>4 IV -40P m N9 No No shvs (%) R 0,9D 0:911 0;00 rVA 7a&1 0 N Vwv* R ,713 ,013 .919 n,'A Wfi" in"p, - 7,#9 D -W 9180 0:00 Etat QWS" R 0,0001V Eft arW W"Op W ri�h ik ro ft tw 9WV (it M 0.00 Me�set<u�ar,+�ri��e�s;:6'1�anx�eet.",au�6rdn;;R�'a.,la��€4�Wtro.+sks�6 iY;��nu:��ssxxwa�4��r����s3a�isj stems M) = Roservair age I 011502largs Time interval = 1 rain Inflow hyd. No. era IN Reservoir name = LS#2 ............... ...._..-...-.........-.--..--..-...-.....-.-.-..........-.----------.--........................ ..-.-...---.-..---...........-............. = 637 mlft Inflow hyd, Pio. = 6 - DA'B2' 'PROPOSED Max. Elevatiiorl = 412.0 ft Reservoir name = LS#2 Max. ftrage � .--_...---.__.....................................:......._...-............................--.......-.......................................--.--.-.----..-. ( .:::.;>:... .. .:-.:..� ::. 1100 d V, CL>- 0 412,M vnCc � > ^^ W,, 0 C-0 CN W 1, `: N 1 E I: 4 i i 41:2,10 411,90 i 411,70 1.90 OC 411,0t3 DAD '. 411,30 01x0 U O Qi 411,10 DA0 SHEET 41U0 14 OF 7.130 19 i FILE No. 410.50 010D 2.00 too a,OD too 10,t1D 1100 14;Dti 15.00 ADD WX 22;00 7a&1 0 1 YEAR STORM ROUTING LIQ Hydrograph type = Roservair Storm frequency = 1 yrs Time interval = 1 rain Inflow hyd. No. = 5 - D 313.2' PROPOSE? Reservoir name = LS#2 ............... ...._..-...-.........-.--..--..-...-.....-.-.-..........-.----------.--........................ ..-.-...---.-..---...........-............. L#2 Time to peak = n a Hyd, volume = 0 CA Max. Elevation = 411,36 fl Max. ftrage = 1,722 ouft Q (oft) Hy. No. 8 -1 Year tcrs) ., 0.80 DAD .•� {�. 0,10 0:,i7L t3 2 4 a ... 10 12 is is 20 22 24 2a Hyd No, 8 Hyd No, 6 i 111 1 Total stamp used -1,722 ,wft Timis (hra) 2 YEAR STORM ROUTING Hydrograph type = Reservoir Peak discharge = 0.032 cfs Storm frequency = 2 yrs Time to peak = 949 rain Time interval = 1 min Hyd, volume = 637 mlft Inflow hyd, Pio. = 6 - DA'B2' 'PROPOSED Max. Elevatiiorl = 412.0 ft Reservoir name = LS#2 Max. ftrage = 1,926 oult .--_...---.__.....................................:......._...-............................--.......-.......................................--.--.-.----..-. 1111. .:::.;>:... 2.,00 L3#2 Hyii, No. 8 - 2 Year 2,00 0 2 4 6 a 10 12 14 i3 is 20 22 24 23 No, 2 I Tcrei storage umda ■ Tirtlis Ora) } 1,Ns aunt 101 YEAR STORM ROUTING LS #2 Hydragraph type = Reservoir Storm fraquanzy = 10 yrs Time interval = 1 min Inflow hyd, No. = 6 - DA'B2' PROPOSED f� �e rvoir mar L ..........1111--------------------------- --- --_...-.-_.-..-..---.-.----.-------.---.-..-...---- ,rsoa r,= [a; 100 0C L$'#2 Hyd, No, a -19 Year Peak discharge = 1.606 ofs Time to pais = 722 min Hyd, volume = 3,397 ou t Max. Elevation = 412.09 ft Max, Storage = 2,123 oult t �.:,..:.. �.. i ..sm,,,,,.�.s,.s.......................... „,q. ,,..,,.. i :: , 1111 = 100 yrs _1111 = 1 miry • • t t 1111 1 .....::. , 1111 }:. 3 1111,, ,. �.: 1111 ,. .... 1111:: 1111 :.. ... ....:::.:::: .. ... i 1111. t 1111::: i i i 1...... : t } }.. } i • .. ;... .....:: L) Q CN 1111. • I t t.. ..::.�:: .. ....:..: ...:...:..:.. - �.: ... :::..::,:. � i I z 1111: :: :.. 1111. .:::.;>:... .. .:-.:..� ::. E d V, CL>- 0 vnCc � 1.L10 0, ............................... ..,.. 0.00 D 2 4 a a 149 13 14 10 18 20 22 24 26 K No, 8 � Hyd No., 5 Total stoma u � 2,123 cleft TI (hrs) 100 YEAR STORM ROUTING L2 Hydrograph type = Reservoir StDrm frequsnoy = 100 yrs Time interval = 1 miry Inflow hyd. No. = 6 - DA "Wr PROPOSED Reservoir name = L2 -,::1- O Q 01* 4AX L902 1+4. t ic, $ - i 00 Year Peak discharge = 4,364 de Time to peak m 716 min Hyd, volume = 7,261 outs Max. Elevation = 412-18 fit May. Storage m 2,320 owft ME „ ........... ,,,,,.,:,,,,,,,, r,.,,,,,.,,.. 0M 0 2 4 d a 10 12 14 16 is 20 22 24 Tin* �hrs) ,........,< 1114 Nm S QA HO Pic, 5 Total'straroge used =.2,320 cult ti `i H 0 F'* z' ROBERT E. WILLIA , JR. Lic. No. 0258811 �� 42/12/16 dNAL DATE: DEC 2016 SCALE: N/A DRAWING NAME: SWM COMPS-VSMP 4-0 Co E ® -,::1- O CL —0) Cn LO CN L) Q CN U �'C: V) E d V, CL>- 0 vnCc � > ^^ W,, 0 C-0 CN W X 0 cS3 CO E I: Q ti `i H 0 F'* z' ROBERT E. WILLIA , JR. Lic. No. 0258811 �� 42/12/16 dNAL DATE: DEC 2016 SCALE: N/A DRAWING NAME: SWM COMPS-VSMP U C/) L� U V w OC U O Qi SHEET 14 OF 19 FILE No. VA -AL -01 's PROPOSED SHRUB LOCATION REMOVE EXISTING TREE ' PS PERMANENT SEEDING LANDSCAPE REQUIREMENTS: 1. STREET TREE PLANTING REQUIRED ALONG RIGHT—OF—WAY [PER 18-32.7.9.5] (1) LARGE TREE PER 50 L.F. OR (1) MEDIUM TREE PER 40 L.F. OF FRONTAGE (1) SHRUB PER 5 L.F. OF FRONTAGE 2. REQUIRED PARKING LOT LANDSCAPING: A. 5% OF PAVED PARKING AREA AND VEHICULAR ACCESS [PER 18-32.7.9.6] B. A MIXTURE OF SHADE TREES AND SHRUBS C. (1) LARGE OR MEDIUM SHADE TREE PER 10 SPACES [PER 18-32.7.9.6] 3. COMMERCIAL AND INDUSTRIAL USES SHALL BE SCREENED FROM ADJACENT RURAL AREAS ZONING DISTRICT [PER 18-32.7.9.7(a)(1)] 4. PARKING AREAS WITH 4 OR MORE SPACES MUST BE SCREENED FROM RESIDENTIAL AND RURAL AREAS DISTRICTS [PER 18-32.7.9.7(4)] 5. NEGATIVE VISUAL IMPACTS SHALL BE SCREENED FROM ADJACENT RESIDENTIAL AND RURAL AREAS DISTRICTS AND PUBLIC STREETS [PER 18-32.7.9.7(a)(3)] 6. A 10% MINIMUM TREE CANOPY COVERAGE IS REQUIRED FOR SITES DEVELOPED WITH COMMERCIAL OR INDUSTRIAL USES. [PER 18-32.7.9.8(x)(1)] LANDSCAPE NOTES: 1. STREET TREES AND SHRUBS LARGE SHADE TREES SHALL BE 1-1/2 TO 1-3/4 INCHES MIN CALIPER. MEDIUM SHADE TREES SHALL BE 1 TO 1-1/4 INCH MIN CALIPER. SHRUBS SHALL BE 12 INCHES MIN HEIGHT. 2. ON—SITE PLANTINGS LARGE SHADE TREES SHALL BE 1-1/2 TO 1-3/4 INCHES MIN CALIPER. MEDIUM SHADE TREES SHALL BE 1 TO 1-1/4 INCH MIN CALIPER. EVERGREEN TREES SHALL BE 4 FEET MIN HEIGHT. SHRUBS SHALL BE 18 INCHES MIN HEIGHT. 3. ALL TREES TO BE PLANTED SHALL MEET THE SPECIFICATIONS OF THE AMERICAN ASSOCIATION OF NURSERYMEN. 4. ALL SHADE TREES SHALL BE LIMBED TO 8 FEET ABOVE PROPOSED GRADE. LANDSCAPE TREE COVER TABULATION TOTAL GROSS SITE AREA= 300,706 SF PROPOSED R—O—W DEDICATION= —10,233 SF NET LOT AREA= 290,473 SF LANDSCAPING REQUIRED= (0.10)(290,473 SF)= 29,047 SF EXISTING LANDSCAPE ELEMENTS: EXISTING TREE COVER= 218,940 SF EXISTING TREE COVER TO BE REMOVED= —26,000 SF EXISTING TREE COVER TO REMAIN= 192,940 SF PROPOSED LANDSCAPE ELEMENTS: EXISTING TREE COVER TO REMAIN= (192,940)(1.25)= 241,175 SF PROPOSED NEW PLANTINGS= 4,907 SF TOTAL PROVIDED= 1 246,082 SF STREET TREE PLANTINGS AS COMMERCIAL USE SCREENING (NORTH) 1) USE OF PROPOSED DEVELOPMENT: CHURCH 2) ZONE OF ADJOINING PROPERTY: RA 3) MINIMUM WIDTH OF PLANTING STRIP: 20 FT 4) PLANTING RATE REQUIRED: 1 EVERGREEN TREE/15 L.F. (2 ROWS) 5) LENGTH OF PLANTING STRIP: 310 L.F. 6) LENGTH OF PLANTING STRIP OCCUPIED BY EX. WOODLAND: 75 L.F. 7) 6 FT FENCE OR WALL EMPLOYED IN PLANTING STRIP: 58 X YES NO 8) TOTAL NUMBER OF PLANTINGS REQUIRED: 2(1 TREE/15 L.F.)(310-75 L.F.)= 32 TREES BURFORD HOLLY COMMERCIAL USE SCREENING (WEST) 1) USE OF PROPOSED DEVELOPMENT: CHURCH 2) ZONE OF ADJOINING PROPERTY: RA 3) MINIMUM WIDTH OF PLANTING STRIP: 20 FT 4) PLANTING RATE REQUIRED: 1 EVERGREEN TREE/15 L.F. (2 ROWS) 5) LENGTH OF PLANTING STRIP: 213 L.F. 6) LENGTH OF PLANTING STRIP OCCUPIED BY EX. WOODLAND: 213 L.F. 7) 6 FT FENCE OR WALL EMPLOYED IN PLANTING STRIP: 'Z� YES X NO 8) TOTAL NUMBER OF PLANTINGS REQUIRED: 6 2(1 TREE/15 L.F.)(213-213 L.F.)= 0 TREES COMMERCIAL USE SCREENING (SOUTH) 1) USE OF PROPOSED DEVELOPMENT: CHURCH 2) ZONE OF ADJOINING PROPERTY: RA 3) MINIMUM WIDTH OF PLANTING STRIP: 20 FT 4) PLANTING RATE REQUIRED: 1 EVERGREEN TREE/15 L.F. (2 ROWS) 5) LENGTH OF PLANTING STRIP: 312 L.F. 6) LENGTH OF PLANTING STRIP OCCUPIED BY EX. WOODLAND: 304 L.F. 7) 6 FT FENCE OR WALL EMPLOYED IN PLANTING STRIP: YES X NO 8) TOTAL NUMBER OF PLANTINGS REQUIRED: 2(1 TREE/15 L.F.)(312-304 L.F.)= 1 TREE LANDSCAPE TREE COVER TABULATION TOTAL GROSS SITE AREA= 300,706 SF PROPOSED R—O—W DEDICATION= —10,233 SF NET LOT AREA= 290,473 SF LANDSCAPING REQUIRED= (0.10)(290,473 SF)= 29,047 SF EXISTING LANDSCAPE ELEMENTS: EXISTING TREE COVER= 218,940 SF EXISTING TREE COVER TO BE REMOVED= —26,000 SF EXISTING TREE COVER TO REMAIN= 192,940 SF PROPOSED LANDSCAPE ELEMENTS: EXISTING TREE COVER TO REMAIN= (192,940)(1.25)= 241,175 SF PROPOSED NEW PLANTINGS= 4,907 SF TOTAL PROVIDED= 1 246,082 SF STREET TREE PLANTINGS AS ACER SACCHARUM "GOLDSPIRE" I "GOLD SPIRE" SUGAR MAPLE 8 1„ _ B&B 23 SF LEYLAND CYPRESS 24 - 4' B&B 23 SF 0V& chrequiring tray wells orwalig, ILEX COMUTA "BURFORDII" / 58 12" 12" B&B , BURFORD HOLLY NO goding shall begin until the hu nwkins has bw hispeot04 and appro"d by a Cry I1spea0re COMMERCIAL USE SCREENING PLANTINGS 10 YR CANOPY /� X CUPRESSOCYPARIS LEYLANDII I 34 - 4' B&B 23 SF LEYLAND CYPRESS 24 - 4' B&B 23 SF PARKING LOT LANDSCAPING PLANTINGS 10 YR CANOPY AR ACER RUBRUM /RED MAPLE 9 1-1/2" - B&B 397 SF PARKING LOT PLANTING AREA PROVIDED= 1,720 SF PARKING LOT SCREENING PLANTINGS 10 YR CANOPY ADDITIONAL PLANTINGS 10 YR CANOPY ILEX GLABRA "COMPACTA" / 40 18„ 18„ B&B 4_0 COMPACT INKBERRY HOLLY 24 - 4' B&B 23 SF ADDITIONAL PLANTINGS 10 YR CANOPY PARKING LOT SCREENING EAST WIDTH OF PARKING LOT LANDSCAPE (LS) STRIP: 20 L.F. LENGTH OF PARKING LOT LANDSCAPE (LS) STRIP: 192 L.F. LENGTH OF LS STRIP OCCUPIED BY EX. WOODLAND: 0 L.F. PLANTING RATE REQUIRED: 1 EVERGREEN TREE/15 L.F. (2 ROWS) OR 1 EVERGREEN SHRUB/10 L.F. (2 ROWS) TOTAL NUMBER OF PLANTINGS REQUIRED: (2)(1 SHRUB/10 L.F.)(192 L.F.)= 39 SHRUBS PARKING LOT LANDSCAPING NUMBER OF PARKING SPACES: 50 SPACES PARKING AND VEHICULAR ACCESS AREA: 18,210 SF PARKING LANDSCAPE AREA REQUIRED: 5% OF PARKING AREA= 0.05(18,210 SF)= 911 SF PLANTING RATE REQUIRED: 1 LARGE/MEDIUM SHADE TREE/10 SPACES MIXTURE OF TREES AND SHRUBS TOTAL NUMBER OF PLANTINGS REQUIRED: (1 TREE/10 SPACES)(50 SPACES)= 5 TREES STREET TREES 1) USE OF PROPOSED DEVELOPMENT: CHURCH 2) PLANTING RATE REQ'D: 1 TREE PER 50 L.F. (LARGE) 1 TREE PER 40 L.F. (MEDIUM) 1 SHRUB PER 5 L.F. 3) LENGTH OF R/W FRONTAGE: 342 L.F.-54 L.F.=288 L.F. 4) TOTAL NUMBER OF PLANTINGS REQUIRED: (1 TREE/40 L.F.)(288 L.F.)= 8 TREES (1 SHRUB/5 L.F.)(288 L.F.)= 58 SHRUBS County of Albemarle +Comemilo r Plan Checklist — To be placed on IAa4mpe fares (Handbook, pp 10-284-11111497 for complete sp it: ) l4 X CUPRESSOCYPARIS LEYLANDII I QD TTM t� be s 4_0 LEYLAND CYPRESS 24 - 4' B&B 23 SF PARKING LOT SCREENING EAST WIDTH OF PARKING LOT LANDSCAPE (LS) STRIP: 20 L.F. LENGTH OF PARKING LOT LANDSCAPE (LS) STRIP: 192 L.F. LENGTH OF LS STRIP OCCUPIED BY EX. WOODLAND: 0 L.F. PLANTING RATE REQUIRED: 1 EVERGREEN TREE/15 L.F. (2 ROWS) OR 1 EVERGREEN SHRUB/10 L.F. (2 ROWS) TOTAL NUMBER OF PLANTINGS REQUIRED: (2)(1 SHRUB/10 L.F.)(192 L.F.)= 39 SHRUBS PARKING LOT LANDSCAPING NUMBER OF PARKING SPACES: 50 SPACES PARKING AND VEHICULAR ACCESS AREA: 18,210 SF PARKING LANDSCAPE AREA REQUIRED: 5% OF PARKING AREA= 0.05(18,210 SF)= 911 SF PLANTING RATE REQUIRED: 1 LARGE/MEDIUM SHADE TREE/10 SPACES MIXTURE OF TREES AND SHRUBS TOTAL NUMBER OF PLANTINGS REQUIRED: (1 TREE/10 SPACES)(50 SPACES)= 5 TREES STREET TREES 1) USE OF PROPOSED DEVELOPMENT: CHURCH 2) PLANTING RATE REQ'D: 1 TREE PER 50 L.F. (LARGE) 1 TREE PER 40 L.F. (MEDIUM) 1 SHRUB PER 5 L.F. 3) LENGTH OF R/W FRONTAGE: 342 L.F.-54 L.F.=288 L.F. 4) TOTAL NUMBER OF PLANTINGS REQUIRED: (1 TREE/40 L.F.)(288 L.F.)= 8 TREES (1 SHRUB/5 L.F.)(288 L.F.)= 58 SHRUBS County of Albemarle +Comemilo r Plan Checklist — To be placed on IAa4mpe fares (Handbook, pp 10-284-11111497 for complete sp it: ) l4 cri QD TTM t� be s 4_0 ,_, .Cm tip- o © (ll r 0V& chrequiring tray wells orwalig, ® NOIK PropPropond ftachft or lumoling beyond the limits of alerting„ i , All Um. to blo saved "I be mwked with pAni or Abbon nt s height cls visible 00 oogt 4v"t o tcrst r, NO goding shall begin until the hu nwkins has bw hispeot04 and appro"d by a Cry I1spea0re eu � � M Tne :.ser*adw wd pmoctionmenves shall be:rovicwcd with the conowtorm, si b. . CD gad ft2MM ® ®�' Heavy equ*nen, vehioular ovific mrd oorage of constmcdco mamdals incluft sail shall M bo parmitted within the drliplines of trees 'Z� til t(0�l tobesaved., c Ci3 6 W Such 4evim sMil not a0ersqly afiW des to be saved, :. 7. : Toile matevials shall not be storms wWn 100 A* of the drip inn ottreas to be savvt 8, proftedyaE"ft M Tree to be,rewined within 40 fbet of proposed building or gmding activity shell be protacWlby LYIcT fencing shall be in, pro- and shall ba inspectcd=4 approved by s Cowty InVactor p&r to ming or *mtruodon. KX When the gtouM local rust be raked within the drtipiine of a tree to be uv4 t tm well sall be provides and a dotall. submitted fw ammysi, le: TMLWAjjh MX When tbo grourd i W must be towed min the spline s tree to be saved avwwall shall be prt v”; xW aoonstmodon4oufl submkw ON appwval. Its ;T . QA %en U me ing is .mord within the limits of clming, It shall be done ss i r' 4w4y ftm the tunks oftets, as possible, `t"?wiitiel.ing #M%r a lar sail be cmidemd as an altsrria ive when it is anficipaWd dw iwms ry tmoblug will deme.feeder scats° M ftAective fewing mill beft ba ids removed dries tie fivial cleanup. Damaged trees shall be tmated immwlatcly by prunin& f0tilizzion or ottw rnaftds recommended by a treespedialist i?i`+l T. K IT IS THE, DEVELOp910S.1 ESPON IBff, M TO CSR WITH TWE CONTRACTOR ON TREE CONSERVATION SERVATION (DATE) 30 15 0 30 60 90 GRAPHICAL SCALE: 1 ” = 30' .� 0 cO-A C� .Q ' os- fi �o OA::: ZEA' AX -10 20' BUFFER ' THIS SHEET FOR LANDSCAPE PURPOSES ONLY! REVISIONS: cri QD CM 4_0 ,_, .Cm tip- o © (ll r ® ill U , �0 � � M CD 20' BUFFER ' THIS SHEET FOR LANDSCAPE PURPOSES ONLY! REVISIONS: O ROBERT E. WILLIA , JR. a Lic. No. 025886 , 12112116 0 N A L DATE: DEC 2016 SCALE: 1"=30' DRAWING NAME: LS PLANT -FINAL SHEET 15 OF 19 FILE No. VA -AL -01 Z W 4_0 p .Cm tip- o © (ll r ® T U E �0 � � M CD W ® ®�' to 'Z� til t(0�l E c Ci3 6 O ROBERT E. WILLIA , JR. a Lic. No. 025886 , 12112116 0 N A L DATE: DEC 2016 SCALE: 1"=30' DRAWING NAME: LS PLANT -FINAL SHEET 15 OF 19 FILE No. VA -AL -01 Z J C I1 ` c I I ,41 t L, �# t�- 0 - 1) PROVIDED 462' ` V t g("'lar.encLe fi�r+rir� i� Zoirted: -RA G �O © O —` 30 15 0 30 60 90 NEI GRAPHICAL SCALE: 1 " = 30' kl EROSION AND SEDIMENT CONTROL LEGEND NO. KEY SYMBOL DESCRIPTION 3.02 CE -' x- TEMPORARY GRAVEL SOIL GROUP DRAINAGE CLASS K -FACTOR CONSTRUCTION ENTRANCE 3.05 SF X X X SILT FENCE 3.18 OP a) OUTLET PROTECTION 3.31 TS TS TEMPORARY SEEDING 3.38 51C MANTEO CHANNERY TREE PROTECTION 3.39 DC DC DUST CONTROL a) CG W®x- LIMITS OF CLEARING & GRADING 0(0 DRAINED — — DRAINAGE DIVIDE CRITICAL SLOPES SHALL BE SEEDED, MULCHED AND TACKED WITHIN 15 DAYS AFTER START OF GRADING, OR SODDED AND PEGGED WITHIN 15 DAYS AFTER START J C I1 ` c I I ,41 t L, �# t�- 0 - 1) PROVIDED 462' ` V t g("'lar.encLe fi�r+rir� i� Zoirted: -RA G �O © O —` 30 15 0 30 60 90 NEI GRAPHICAL SCALE: 1 " = 30' kl SOIL SOIL k HYDROLOGIC NATURAL. to SYMBOLNAME SLOPE SOIL GROUP SOIL GROUP SOILS DATA ' A 1 L -16 7 y PruveQ.trnenls Lb(-" 8 3 8 1 <) ----- 691 Z , tl[se: Vacant MAP SOIL SOIL HYDRIC HYDROLOGIC NATURAL. to SYMBOLNAME SLOPE SOIL GROUP SOIL GROUP DRAINAGE CLASS K -FACTOR 46B LIGNUM 2-7% NO D MODERATELY 0,49 a) SILT LOAM WELL DRAINED 51C MANTEO CHANNERY 7-15% NO D SOMEWHAT EXCESSIVELY 0.20 a) SILT LOAM W®x- 0(0 DRAINED 62B NASON 2-7% NO B WELL DRAINED 0.37 SILT LOAM Z Fy�l THIS SHEET FOR EROSION CONTROL PURPOSES ONLY! REVISIONS: S7 DATE: DEC 2016 SCALE: 1"=30' DRAWING NAME: ES PLAN-VSMP (ll to C 0LCL Lo O 0 L (D O N j 0 O . cn a) Q. (cu 4-4 I: a) (0 O W®x- 0(0 E U O O S7 DATE: DEC 2016 SCALE: 1"=30' DRAWING NAME: ES PLAN-VSMP SHEET 16 OF 19 FILE No. VA -AL -01 U O u U O Z Fy�l F� w � OO L!1 O a SHEET 16 OF 19 FILE No. VA -AL -01 DIR 1192- 4 6 l \ Use \ \ O C2 o 30 15 0 30 60 90 GRAPHICAL SCALE: 1 " = 30' DB 381 ' ------ 691 ;fit071(?(d: R' bse: Vacant OUTLET PROTECTION SIZING STIR # d50 Do La W DIW 6" 1.25' 8' 9.25' RD 6" 0.67' 6' 6.67' SOILS DATA MAP SOIL SOIL HYDRIC HYDROLOGIC NATURAL SYMBOLNAME E SLOPE SOIL GROUP SOIL GROUP DRAINAGE CLASS K -FACTOR 46B LIGNUM 2-7% NO D MODERATELY 0.49 � SILT LOAM Q WELL DRAINED 51C MANTEO CHANNERY 7-15% NO D SOMEWHAT EXDRAINEDLY 0.20 } SILT LOAM W ® x -- rn -jMtN 62B NASON SILT LOAM 2-7% NO B WELL DRAINED 0.37 THIS SHEET FOR EROSION CONTROL PURPOSES ONLY! REVISIONS: i ROBER"E.WILLIA , JR. a Lic. No. 02588616 12112116 ONAL DATE: DEC 2016 SCALE: 1"=30' DRAWING NAME: ES PLAN-VSMP a) E 0. o ,(UN > 0 ®1 to � Q . CL® to �i cco } ti CD CSI W ® x -- rn -jMtN C\! O cu� c r � i ROBER"E.WILLIA , JR. a Lic. No. 02588616 12112116 ONAL DATE: DEC 2016 SCALE: 1"=30' DRAWING NAME: ES PLAN-VSMP SHEET 17 � OF 19 FILE No. VA -AL -01 a � o � U r � �j z W ® o Oc W p" U O a SHEET 17 � OF 19 FILE No. VA -AL -01 PROJECT DESCRIPTION: THIS PROJECT PROPOSES THE CONSTRUCTION OF AN APPROXIMATELY 5,500 S.F. BUILDING WITH ASSOCIATED PARKING, LANDSCAPING, PRIVATE WELL AND SEPTIC DRAINFIELD. THE PROPERTY IS LOCATED AT 860 HACKTOWN ROAD AND CONSISTS OF 6.67 ACRES. A TOTAL OF 2.00 ACRES WILL BE DISTURBED DURING CONSTRUCTION. EXISTING SITE CONDITIONS: THE EXISTING SITE IS CURRENTLY VACANT AND MORE THAN HALF IS WOODED. A CLEARED AREA NEAR THE ROAD WAS ASSOCIATED WITH A SINGLE FAMILY DWELLING THAT HAS SINCE BEEN DEMOLISHED AND REMOVED. A MAJORITY OF THE SITE RUNOFF FLOWS TO THE SOUTHWEST. A SMALL PORTION OF THE SITE FLOWS EAST TO THE HACKTOWN ROAD RIGHT OF WAY AND NORTH TO AN ADJACENT PROPERTY. NO RPA OR SENSITIVE ENVIRONMENTAL AREAS ARE LOCATED ON THE PROPERTY. ADJACENT AREAS: THE SITE IS BOUNDED BY RESIDENTIAL PROPERTIES ON ALL SIDES. THERE ARE NO ENVIRONMENTALLY SENSITIVE AREAS ADJACENT TO THE PROPERTY. IF EROSION CONTROLS WERE NOT PROVIDED SEDIMENT LADEN WATER WOULD SHEET FLOW OFF ONTO ADJACENT PROPERTIES, AND THE EXISTING TREES WOULD RISK DAMAGE DUE TO THE CONSTRUCTION ACTIVITIES. OFF-SITE AREAS: NO OFF-SITE GRADING IS PROPOSED WITH THE PROPOSED ADDITION NO BORROW SITES, WASTE OR SURPLUS AREAS ARE NECESSARY. SOILS: MAP SOIL SOIL HYDRIC HYDROLOGIC NATURAL SYMBOL NAME SLOPE SOIL GROUP SOIL GROUP DRAINAGE CLASS K -FACTOR 46B LIGNUM 2-7% NO D MODERATELY 0.49 SEEDING DATES STATED BELOW: SILT LOAM ANNUAL RYE MAY 1ST THROUGH AUGUST 15 FOXTAIL MILLET WELL DRAINED ANNUAL RYE 51 C MANTEO CHANNERY 7-15% NO D SOMEWHAT EXCESSIVELY 0.20 y SILT LOAM $2401100 Permanent t Sa d n 011 DRAINED X2:00 62B NASON 2-7% NO B WELL DRAINED 0.37 00 SILT LOAM _ $x.0311 $4201.00 Culvert 11It Protection I EA THERE ARE NO CRITICAL AREAS ON THE PROPOSED PROPERTY THAT HAVE THE POTENTIAL FOR SERIOUS EROSION PROBLEMS, AND SILT FENCE AND TREE PROTECTION HAVE BEEN PROPOSED TO TEMPORARILY PROTECT THE SITE FROM EROSION UNTIL THE PERMANENT STABILIZATION OF THE SITE CAN BE ACHIEVED. ANY 3:1 SLOPES THAT ARE CREATED DURING CONSTRUCTION OR DENUDED DURING LAND DISTURBING ACTIVITIES ARE TO BE SEEDED, MULCHED, AND TACKED WITHIN 14 DAYS OF DISTURBANCE. THE EROSION AND SEDIMENT CONTROL MEASURES SHOWN ON THE APPROVED PLAN ARE TO BE LEFT IN PLACE UNTIL THE SITE IS ADEQUATELY STABILIZED IN ACCORDANCE WITH SECTION 3.32 OF THE VESCH. EROSION & SEDIMENT CONTROL MEASURES: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES DEPICTED ON THE PHASE I AND PHASE II EROSION AND SEDIMENT CONTROL PLANS SHALL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE HANDBOOK. THE MINIMUM STANDARDS OF THE VESCH SHALL BE ADHERED TO UNLESS OTHERWISE WAIVED OR APPROVED BY A VARIANCE, STRUCTURAL PRACTICES 1. TEMPORARY CONSTRUCTION ENTRANCE - 3.02 CONSTRUCTION VEHICLES & EQUIPMENT INVOLVED IN EARTH MOVING OPERATIONS ARE TO BE CLEANED PRIOR TO ENTERING THE PUBLIC RIGHT-OF-WAY. WASH WATER WILL BE AVAILABLE ON-SITE. 2. SILT FENCE - 3.05 SILT FENCE SHALL BE CONSTRUCTED AS SHOWN ON THE PLAN TO FILTER SEDIMENT LADEN RUNOFF FROM AREAS OF SHEET FLOW. 3. CULVERT INLET PROTECTION - 3.08 ALL STORM DRAIN CULVERT INLETS SHALL BE PROTECTED DURING CONSTRUCTION. 4. OUTLET PROTECTION - 3.18 STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATING DEVICES PLACED AT THE OUTLETS OR PAVED CHANNEL SECTIONS. 5. TEMPORARY SEEDING - 3.31 THE ESTABLISHMENT OF A TEMPORARY VEGETATIVE COVER ON DISTURBED AREAS BY SEEDING WITH APPROPRIATELY RAPIDLY GROWING ANNUAL PLANTS. 6. PERMANENT SEEDING - 3.32 THE ESTABLISHMENT OF PERENNIAL VEGETATIVE COVER ON DISTURBED AREAS BY PLANTING SEED. 7. TREE PROTECTION - 3.38 TREE PROTECTION IS TO BE INSTALLED AS SHOWN ON THE PLAN, AND IS NOT TO BE REMOVED UNTIL ALL CONSTRUCTION ACTIVITIES HAVE CEASED AND APPROVAL GIVEN BY THE INSPECTOR. 8. DUST CONTROL - 3.39 REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOLITION AND CONSTRUCTION ACTIVITIES. SEQUENCE OF CONSTRUCTION PHASE I 1. THE CONTRACTOR SHALL INSTALL PHASE I CONTROLS. AFTER THE PHASE I CONTROLS HAVE BEEN INSTALLED, STABILIZED AND APPROVED BY THE INSPECTOR'S OFFICE, THE CONTRACTOR MAY PROCEED WITH THE REMAINING SITE OPERATIONS. 2. PHASE I OPERATIONS ARE TO CONTROL EROSION AND SILTATION ASSOCIATED WITH INITIAL CLEARING AND GRADING OPERATIONS. PHASE I CONTROLS SHALL BE ESTABLISHED IN A TWO (2) STEP PROCESS: 3. STEP -1: A) ATTEND PRE -CONSTRUCTION MEETING WITH THE INSPECTOR PRIOR TO STARTING ANY LAND DISTURBING ACTIVITIES. B) THE PROPOSED SITE ENTRANCE WILL BE USED FOR THE CONSTRUCTION ENTRANCE BUT PROTECTED STAGING AND EQUIPMENT PARKING AREAS SHALL BE ESTABLISHED. ACCESS TO THE EXISTING PRIVATE RESIDENTIAL DRIVEWAY IS PROHIBITED. C) CLEAR AREAS NECESSARY FOR THE INSTALLATION OF PHASE I PERIMETER CONTROLS. D) INSTALL ALL MECHANICAL CONTROLS (SILT FENCING (SF), DIVERSION DIKE (DD), TREE PROTECTION (TP), ETC.) AS SHOWN WITHIN THE PHASE I PLAN. E) OBTAIN INSPECTOR'S APPROVAL ON PERMIT FOR SATISFACTORY COMPLETION OF PHASE I WORK PRIOR TO PROCEEDING WITH REMAINING SITE CLEARING. 4. STEP -2: A) COMPLETE THE INSTALLATION OF ALL REMAINING STAGE I EROSION AND SEDIMENT CONTROLS, AND BRING THE SITE TO APPROXIMATE GRADE, PHASE II 5. THE PHASE II SEDIMENT CONTROL MEASURES ARE INTENDED TO PROVIDE CONTROL DURING THE DEVELOPMENT OF THE SITE. STAGE I CONTROL MEASURES, WHICH ARE NOT IN CONFLICT WITH FINAL CONSTRUCTION AND PROVIDE EFFECTIVE CONTROL, MAY REMAIN IN PLACE FOR FINAL DEVELOPMENT. 6. THE CONTRACTOR SHALL FOLLOW THE INSPECTOR'S DIRECTION IN PROVIDING ADDITIONAL CONTROL MEASURES NEEDED DURING THE DEVELOPMENT PROCESS, TO ENSURE THAT SEDIMENT IS PREVENTED FROM POLLUTING OFF-SITE AREAS AND/OR PROTECTED ON-SITE AREAS. 7. CONSTRUCT FINAL PAVEMENTS AND PERMANENTLY STABILIZE SITE WITH PLANTING AND SEEDING IN ACCORDANCE WITH SECTION 3.32 OF THE VESCH. 8. CONSTRUCTION OF ANY SWM/BMP FACILITY IS NOT TO BE PERFORMED UNTIL AFTER THE ENTIRE SITE HAS BEEN CONSTRUCTED AND STABILIZED. CONSTRUCTING THE BMP'S PRIOR TO SITE STABILIZATION CAN CAUSE THEM TO SILT UP AND BECOME INEFFECTIVE. 9. OBTAIN INSPECTOR'S APPROVAL PRIOR TO THE REMOVAL OF MECHANICAL SEDIMENT CONTROLS. 10. THE TREE PROTECTION DEVICES WILL BE REMOVED ONCE THE CONSTRUCTION ACTIVITIES HAVE CEASED AND WITH THE APPROVAL OF THE INSPECTOR. PERMANENT STABILIZATION ALL AREAS DISTURBED BY CONSTRUCTION SHALL BE STABILIZED WITH PERMANENT SEEDING IMMEDIATELY FOLLOWING FINISH GRADING. SEEDING SHALL BE DONE WITH KENTUCKY 31 TALL FESCUE ACCORDING TO STD. & SPEC 3.32, PERMANENT SEEDING, OF THE HANDBOOK. EROSION CONTROL BLANKETS WILL BE INSTALLED OVER FILL SLOPES WHICH HAVE BEEN BROUGHT TO FINAL GRADE AND HAVE BEEN SEEDED TO PROTECT THE SLOPES FROM RILL AND GULLY EROSION AND TO ALLOW SEED TO GERMINATE PROPERLY. MULCH (STRAW OR FIBER) WILL BE USED ON RELATIVELY FLAT AREAS. IN ALL SEEDING OPERATIONS, SEED, FERTILIZER AND LIME WILL BE APPLIED PRIOR TO MULCHING. MAINTENANCE ALL MEASURES ARE TO BE INSPECTED DAILY BY THE SITE SUPERINTENDENT OR HIS REPRESENTATIVE. ANY DAMAGED STRUCTURAL MEASURES ARE TO BE REPAIRED BY THE END OF THE DAY. INLET PROTECTION DEVICES, SEDIMENT TRAPS AND SEDIMENT BASINS (IF APPLICABLE) SHALL BE CLEANED WHEN SEDIMENT REACHES THE 50% VOLUME LEVEL, WITH THE EXCAVATED MATERIAL DISPOSED OF BY SPREADING OVER THE SITE. GENERAL LAND CONSERVATION NOTES: 1. NO DISTURBED AREA WHICH IS NOT ACTIVELY BEING WORKED SHALL REMAIN DENUDED FOR MORE THAN 14 CALENDAR DAYS. 2. ALL E&S CONTROL MEASURES APPROVED WITH THE PHASE I E&S CONTROL PLAN SHALL BE PLACED AS THE FIRST STEP IN GRADING. 3. ALL STORM AND SANITARY SEWER LINES NOT IN STREETS SHALL BE SEEDED AND MULCHED WITHIN 14 DAYS AFTER BACKFILL. NO MORE THAN 500' SHALL BE OPEN AT ANY ONE TIME. 4. ELECTRIC POWER, TELEPHONE, AND GAS SUPPLY TRENCHES SHALL BE COMPACTED„ SEEDED, AND MULCHED WITHIN 14 DAYS AFTER BACKFILL. 5. ALL TEMPORARY EARTH BERMS, DIVERSIONS, AND SEDIMENT CONTROL DAMS SHALL BE SEEDED AND MULCHED FOR TEMPORARY VEGETATIVE COVER IMMEDIATELY AFTER COMPLETION OF GRADING. STRAW OR HAY MULCH IS REQUIRED. ALL SOIL STOCKPILES SHALL BE SEEDED AND MULCHED WITHIN 14 DAYS AFTER GRADING. 6. DURING CONSTRUCTION, ALL STORM SEWER INLETS SHALL BE PROTECTED BY SEDIMENT TRAPS, MAINTAINED AND MODIFIED DURING CONSTRUCTION PROCESS AS REQUIRED. 7. ANY DISTURBED AREA NOT COVERED BY NOTE 1 AND NOT PAVED, SODDED OR BUILT UPON BY NOVEMBER 1, OR DISTURBED AFTER THAT DATE, SHALL BE MULCHED IMMEDIATELY WITH HAY OR STRAW MULCH AT THE RATE OF 2 TONS PER ACRE AND OVERSEEDED BY APRIL 15. 8. AT THE COMPLETION OF ANY PROJECT CONSTRUCTION AND PRIOR TO BOND RELEASE, ALL TEMPORARY SEDIMENT CONTROLS SHALL BE REMOVED AND ALL DENUDED AREAS STABILIZED. EROSION AND SEDIMENT CONTROL NOTES: 1. TOPSOIL THAT HAS BEEN STOCKPILED IS TO BE SURROUNDED BY SILT FENCE AND SHALL BE PROTECTED BY MULCH AND/OR TEMPORARY VEGETATION IMMEDIATELY AFTER GRADING. 2. ALL CUT AND FILL SLOPES ARE TO BE SEEDED AND MULCHED WITHIN 5 DAYS OF COMPLETION OF GRADING. 3. ALL SILTATION AND EROSION MEASURES SHALL BE INSTALLED PRIOR TO GRADING AND CONSTRUCTION AND SHALL NOT BE REMOVED UNTIL AUTHORIZED BY THE COUNTY INSPECTOR. 4. DEVICES SHOWN HEREON ARE TO BE CONSIDERED MINIMUM EROSION AND SILTATION CONTROLS. ADDITIONAL CONTROLS MAY BE NECESSARY DUE TO UNANTICIPATED CONDITIONS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE CONTROLS IN ADDITION TO THOSE SHOWN, AS NECESSARY, IN ORDER TO CONTROL EROSION AND SILTATION. 5. CONSTRUCTION TRUCK TIRES SHALL BE WASHED BEFORE ENTERING PUBLIC ROADS. 6. EROSION AND SEDIMENT CONTROL MEASURES SHALL BE INSTALLED AND MAINTAINED ACCORDING TO THE STANDARDS AND SPECIFICATIONS IN THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (AS SUPPLEMENTED BY ALBEMARLE COUNTY.) 7. NO MORE THAN 50% OF THE SITE SHALL BE DENUDED AT ANY ONE TIME. 8. APPLY PERMANENT VEGETATION (SODDING AND SEEDING) WITH SOIL PREPARATION. AMENDMENTS AND SEED MIXTURE APPROPRIATE TO THE TIME OF YEAR IN ACCORDANCE WITH THE STANDARDS AND SPECIFICATIONS AS DEPICTED IN SECTION 3.32 OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK (1992). 9. ALL FILLS ARE TO BE LEFT WITH A LIP AT THE TOP OF THE SLOPE AT THE END OF EACH DAY'S OPERATION. 10. ALL CUT AND FILL SLOPES ARE TO BE SEEDED AND MULCHED WITHIN 5 DAYS OF COMPLETION OF GRADING. 11. THE CONTRACTOR IS TO PROVIDE ADEQUATE MEANS OF ALLAYING DUST AS NECESSARY BY APPLYING EITHER MOISTURE, CALCIUM CHLORIDE BOTH MATERIALS OR OTHER NECESSARY MEANS TO PROTECT ADJACENT PROPERTIES AND PUBLIC STREETS. ALL 'WORK IS TO COMPLY WITH AIR POLLUTION CONTROL POLICIES OF ALBEMARLE COUNTY. 12. PROTECTION ON CRITICAL SLOPE - CRITICAL SLOPE TO BE SEEDED, MULCHED, AND TACKED IMMEDIATELY AFTER FINAL GRADING; OR WITHIN 15 DAYS AFTER START OF GRADING; OR SODDED AND PEGGED WITHIN 15 DAYS AFTER START. 13. TREES TO BE SAVED ARE TO BE PROTECTED FROM EQUIPMENT. PROTECTION IS TO BE LOCATED AT THE DRIP LINE OF TREES (ALONG THE LIMITS OF DISTURBANCE). MINIMUM STANDARDS #1. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. RESPONSE: NOTE TO CONTRACTOR. #2. DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. RESPONSE: NOTE TO CONTRACTOR. #3. A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT, IS UNIFORM, MATURE ENOUGH TO SURVIVE, AND WILL INHIBIT EROSION. RESPONSE: NOTE TO CONTRACTOR. #4: SEDIMENT BASINS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND -DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. RESPONSE: NOTE TO CONTRACTOR. #5: STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. RESPONSE: NOTE TO CONTRACTOR. #6. SEDIMENT TRAPS AND SEDIMENT BASINS SHALL BE DESIGNED AND CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED BY THE TRAP OR BASIN. RESPONSE: THE PROPOSED SEDIMENT TRAP HAS BEEN DESIGNED BASED UPON THE TOTAL DRAINAGE AREA SERVED. #7: CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. SLOPES THAT ARE FOUND TO BE ERODING EXCESSIVELY WITHIN ONE YEAR OF PERMANENT STABILIZATION SHALL BE PROVIDED WITH ADDITIONAL SLOPE STABILIZING MEASURES UNTIL THE PROBLEM IS CORRECTED. RESPONSE: NOTE TO CONTRACTOR. #8: CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE, RESPONSE: NOTE TO CONTRACTOR. #9: WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. RESPONSE: NOTE TO CONTRACTOR. #10. ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT LADEN WATER CANNOT ENTER THE CONVEYANCE WITHOUT FIRST BEING FILTERED OR TREATED TO REMOVE SEDIMENT. RESPONSE: NOTE TO CONTRACTOR. # 1 1. ADEQUATE OUTLET PROTECTION AND TEMPORARY OR PERMANENT LINING SHALL BE INSTALLED IN BOTH CONVEYANCE CHANNEL AND RECEIVING CHANNEL BEFORE BEING MADE OPERATIONAL. RESPONSE: NOTE TO CONTRACTOR. #12: WHEN WORK IN A LIVE WATERCOURSE IS PERFORMED, PRECAUTIONS SHALL BE TAKEN TO MINIMIZE ENCROACHMENT, CONTROL SEDIMENT TRANSPORT AND STABILIZE THE WORK AREA TO THE GREATEST EXTENT POSSIBLE DURING CONSTRUCTION. NON ERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHERN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. RESPONSE: MS -12 IS NOT APPLICABLE TO THIS SITE. THERE ARE NO LIVE WATERCOURSES WITHIN THE PROJECT LIMITS. #13: WHEN A LIVE WATERCOURSE MUST BE CROSSED BY CONSTRUCTION VEHICLES MORE THAN TWICE IN ANY SIX MONTH PERIOD, A TEMPORARY VEHICULAR STREAM CROSSING CONSTRUCTED OF NONERODIBLE MATERIAL SHALL BE PROVIDED. RESPONSE: MS -13 IS NOT APPLICABLE TO THIS SITE. THERE ARE NO LIVE WATERCOURSES WITHIN THE PROJECT. #14: ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. RESPONSE: MS -14 IS NOT APPLICABLE TO THIS SITE. THERE ARE NO LIVE WATERCOURSES WITHIN THE PROJECT. #15: THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. RESPONSE: MS -15 IS NOT APPLICABLE TO THIS SITE. THERE ARE NO LIVE WATERCOURSES WITHIN THE PROJECT. #16: UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS IN ADDITION TO OTHER APPLICABLE CRITERIA: - NO MORE THAN 500 LINEAR FEET OF TRENCH SHALL BE OPENED AT ONE TIME. - EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES. - EFFLUENT FROM DEWATERING OPERATIONS SHALL BE FILTERED OR PASSED THROUGH AN APPROVED SEDIMENT TRAPPING DEVICE, OR BOTH, AND DISCHARGED IN A MANNER THAT DOES NOT ADVERSELY AFFECT FLOWING STREAMS OR OFF-SITE PROPERTIES. - MATERIAL USED FOR BACKFILLING TRENCHES SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. - RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL REGULATIONS. - ALL WORK SHALL COMPLY WITH APPLICABLE SAFETY REGULATIONS. RESPONSE: NOTE TO CONTRACTOR. #17: PROVISIONS SHALL BE MADE, THROUGH THE USE OF THE CONSTRUCTION ENTRANCE AND WASH RACK, TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED PUBIC OR PRIVATE STREET SURFACE. THE ROAD SURFACE SHALL BE THOROUGHLY CLEANED AT THE END OF EACH DAY WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD SURFACE. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. RESPONSE: NOTE TO CONTRACTOR. #18: ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION AND AFTER RECEIVING PERMISSION FROM THE COUNTY INSPECTOR. RESPONSE: NOTE TO CONTRACTOR. #19. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION. RESPONSE: SEE ADEQUATE OUTFALL NARRATIVE ON STORMWATER MANAGEMENT PLAN. LIME AND FERTILIZER APPLICATION SPECS. LIME: 2 TONS/ACRE PULVERIZED AGRICULTURAL GRADE LIMESTONE FERTILIZER: MIXED GRASSES & LEGUMES 1000 LBS/ACRE 10-20-10 OR EQUIV. LEGUME STANDS ONLY 1000 LBS/ACRE 5-20-10 (23 LBS/ACRE) GRASS STANDS ONLY 1000 LBS/ACRE 10-20-10 OR EQUIV. SEEDING MIXTURES FOR PIEDMONT AREA MINIMUM CARE LAWN - COMMERCIAL OR RESIDENTIAL 175-200 LBS/ACRE - KENTUCKY 31 OR TURF -TYPE TALL FESCUE 95-100% - IMPROVED PERENNIAL RYEGRASS 0-5% - KENTUCKY BLUEGRASS 0-5% HIGH MAINTENANCE LAWN 200-250 LBS/ACRE - KENTUCKY 31 OR TURF -TYPE TALL FESCUE 100% GENERAL SLOPE (3:1 OR LESS) - KENTUCKY 31 TALL FESCUE 128 LBS/ACRE - RED TOP GRASS 2 LBS/ACRE - SEASONAL NURSE CROP* 20 LBS/ACRE 150 LBS/ACRE LOW MAINTENANCE SLOPE (STEEPER THAN 3:1) December 12, 201 - KENTUCKY 31 TALL FESCUE 108 LBS/ACRE - RED TOP GRASS 2 LBS/ACRE - SEASONAL NURSE CROP* 20 LBS/ACRE - CROWNVETCH ** 20 LBS/ACRE Construction Entrance 150 LBS/ACRE * USE SEASONAL NURSE CROP IN ACCORDANCE WITH SEEDING DATES STATED BELOW: FEBRUARY 16TH THROUGH APRIL ANNUAL RYE MAY 1ST THROUGH AUGUST 15 FOXTAIL MILLET AUGUST 16TH THROUGH OCTOBER ANNUAL RYE NOVEMBER THROUGH FEBRUARY 15TH WINTER RYE ** SUBSTITUTE SERICEA LESPEDEZA FOR CROWNVETCH EAST OF FARMVILLE, VA. (MAY THROUGH SEPTEMBER USE HULLED SERICEA, ALL OTHER PERIODS, USE UNHULLED SERICEA). IF FLATPEA IS USED IN LIEU OF CROWNVETCH, INCREASE RATE TO 30 LBS./ACRE. ALL LEGUME SEED MUST BE PROPERLY INOCULATED. WEEPING LOVEGRASS MAY BE ADDED TO ANY SLOPE OR LOW -MAINTENANCE MIX DURING WARMER SEEDING PERIODS; ADD 10-20 LBS./ACRE. IN MIXES. PROJI`'I A N:II, CANAAN CHRISTIAN CHURCH izt �t=s(' .?> SDP -2016-00043 141FRU I RIVANNA.... TAX NIA11 AND 13 W �.L 4 t)WN R11, A AAN HRI TIAN H R H 434)295 5050 1::;1)11. `. 3045 IVY ROAD, CHARLOTTESVILLE VIRGINIA 22974 T VA` 11fJ'~s'S1BL F D:; A,Nl) I)I S I`t FRUER 1N 01tNL-kTj0N ROBERT WILLIAMS Iy il'ONE (540 V26-1203 AI 1.)R 'S 32 ARROWHEAD _ DRIVE, SUFE 1-01 r BOX 67 RUBY, VIRGINIA 22545 PROFESSIONAL ENGINEER t tI I1 1..1.<<:1 .: 025886 THIS SHEET FOR EROSION/SEDIMENT CONTROL ONLY! LIME AND FERTILIZER APPLICATION SPECS FOR TEMPORARY SEEDING REC. APPLICATION PH TEST OF AG. LIMESTONE BELOW 4.2 3 TONS PER ACRE 4.2 TO 5.2 2 TONS PER ACRE 5.2 TO 6 1 TON PER ACRE FERTILIZER SHALL BE APPLIED @ 600 LBS/ACRE OF 10-20-10 (14 LBS/1000SF) AND OR EQUIV. AND SHALL BE INCORPORATED INTO THE TOP 2-4 INCHES OF SOIL. TEMPORARY SEEDING APPLICATION SPECIFICATIONS RATE PLANTING DATES SPECIES LBS ACRE SEPT. 1 - FEB. 15 50/50 MIX OF 50-100 ANNUAL RYEGRASS & CEREAL (WINTER) RYEGRASS FEB. 16 - APR 30 ANNUAL RYEGRASS 60-100 MAY 1 - AUG 31 GERMAN MILLET 50 NOTE: SOILS TESTS ARE REQUIRED TO DETERMINE THE EXACT FERTILIZER AND LIME REQUIREMENTS. Erosion and Sediment Control Escrow PROJECTNAME- Canaan Christian Church. e DA TE.- December 12, 201 • • Descrip JorC uantity Unit Unit Price Cost Construction Entrance ........ 1 A ... ..... .... .......................... .... 1,000,0t� .. ... ..._......._.... $1,000.130 Silt Fence ... ......... 1.5180 LF $8;001 12;2401.00 Tree Protection;875 • LF $3,00 $2.,625-00 ' Tempor rvSeedirlg' 1200 y $2.00 $2401100 Permanent t Sa d n 011 Y X2:00 $13,340-00 HDPE Culvert (15 40 Li= X40.011 1,413.00 Rid -Rap 00 . SF _ $x.0311 $4201.00 Culvert 11It Protection I EA $150,00 $160.1111 Total= $34.015.110 125% of Total Cost= $42,518.751 WETLANDS STATEMENT I. HEREBY CERTIFY THAT ALL WETLANDS PERMITS REQUIRED BY LAW WILL BE OBTAINED PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES. SIGNATURE ' \\j \j v " FOR OWNER OWNER/DEVELOPER" ROBERT WILLIAMS ENGINEER NAME TITLE` REVISIONS: • e • • 0 i Co > tE >' a s 0 • r U ! • s CN Uj C) • .: • 0 •► > W OC LO til H DF ROBERT E. WILLIA , JR. Lic. No. 025886 12112111 fONAL DATE: DEC 2016 SCALE: N/A DRAWING NAME: ES NOTES-VSMP E� U O a SHEET 18 OF 19 FILE No. VA -AL -01 > U �4 > W OC E� U O a SHEET 18 OF 19 FILE No. VA -AL -01 SN0W FENCE, ORING CIOR %—,E CORRECT METHODS OF TREE FENCING ,.._-' sem-• CORRECT TRUNKS :ARMORING a- 00 TRIANGULAR BOARD FENCE CONSTRUCTION OF A SILT FENCE FS' 0 4 , . CONS T—R, C T .l ea EN'T A NCE" G' � Via. A EXM I',N, wA vT,'WN m. f 01,10 AD �F SIDE ELEVATION L.Xl S NE �RUJND ACK ltI' i1 fd: ...... {i1F73daL.'Y .:..... �• ..^1� ail HIN E ISTIM, p6,vl:M NT �1 .. mu -'S! "EX -1 r. t ",k FULL 101" i 34 �$$ o vk('IRES3 J AAND PLAN "F . k t IEW '.`E W8' i. N'1, k SECTION A— SECTION ITE OLT1,ET TO FIAT SEC T[ON A-: A d FILM, 1'LOTf' Rf I IN 6., FUR ENNUI: "IP 31UMV 11 iPE 0' "IST TO c ISFU d ED CHANNEL C A .... h i 1. APRON I TNIV111110 MAY ri.. " RUIR—A `; :,"MW PP , it RWRAP, bnOf [c. N BASKET, WR, 0 NIC ETE q���� %i; 1.5iiTIrr>�'S Tffdl'w MAXIMUM��ta:E'1E ��li��r FKTER; :l`��z z9:4::;�T THIS SHEET FOR EROSION/SEDIMENT CONTROL ONLY! SILT FENCE CULVERT LYLET R 0 TEX TIO ON \ 5M—W 11, SOi.:T FENCE <., 0 51TAK :: is 6 WHIMUM 'IF FLUN FSI.#t �.'.::. T � TIQ AW E' 510 KIN HlVE) OF P'LO1JV IS E?tFE TED I- f IPPAr TABLE 3.39-A ADHESIVES USED FOR OUST CONTROL REVISIONS: Water Application Adhesive Dilution .(Adhesive: Water) Type of r oz Gallons Rate kA= Anionic p �� o Asphalt Emulsion 7:1 Coarse Spray 1,200 Latex Emulsion 12.5:1 Fine Spray 235 Resin in Water 4:1 Fine Spray 300 Acrylic Emulsion 0 (Non -Traffic) 7:1 Coarse Spray 450 Acrylic Emulsion C: a) ON (Traffic) 3.5:1 Coarse Spray 350 REVISIONS: ti� H dF ROBERT E. WILLIA ),z; Lie.No. 02588���,12/12/16�`. ,ONA L DATE: DEC 2016 SCALE: N/A DRAWING NAME: ES NOTES-VSMP Co c p �� o � a) N > 0 in V� , C: r� W E / 0 CU � C) C: a) ON WC o7 Cn 70 m tV E C+a Q o ti� H dF ROBERT E. WILLIA ),z; Lie.No. 02588���,12/12/16�`. ,ONA L DATE: DEC 2016 SCALE: N/A DRAWING NAME: ES NOTES-VSMP U v 0 � C) w o G w U U SHEET 19 OF 19 FILE No. VA -AL -01