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WPO201000062 Plan - Stormwater Stormwater Management Plan 2011-04-26
ABBREV[ATIONS FINAL SUBDIVISION PLAN SITE DATA OR EXIST EXISTING REQ'D REQUIRED ZMA 2006-00001 DEVELOPER/APPLICANT: SHIFLETT FARM LLC AFF ABOVE FINISHED FLOOR EX AHD AHEAD FF FINISHED FLOOR RT RIGHT c/o STONEHAUS ARV AIR RELEASE VALVE FL FLUORIDE R/W RIGHT OF WAY 2421 IVY ROAD VA 22903 CHARBC BACK OF CURB FOC FACE OF CURB SAN SANITARY SEWER (434) 51 —0 57 BF BLIND FLANGE GALV GALVANIZED) SD STORM DRAIN ATTN: LJ LOPEZ ATTN: J LOPEZ BM BENCH MARK HC HANDICAP SHC SEWER HOUSE CONNECTION EMAIL: LLOPEZQSTONEHAUS.NET BK BACK HDPE HIGH DENSIITY POLYETHELENE SQ SQUARE vao C/C CENTER TO CENTER HK HOOK S.S. STAINLESS STEEL NC ENGINEER: CH RLOTTE VILLE,I VA 22901 C & G CURB & GUTTER INV INVERT STA STATION 76 1235 1402 G IER PLACE CIP CAST IRON PIPE IPS IRON PIN SET STD STANDARD 84-27 (434) 984-2700 GE CENTER LINE IPF IRON PIN FOUND STL STEEL 'ay, ATTN: DOUGLAS J. MARCH, P.E. C.L. CHAIN LINK JB JUNCTION BOX SW SIDEWALK �ee� D C Q�1'I ASSOCIATES.NET CMP CORRUGATED METAL PIPE LF LINEAR FEET TBA TO BE ABANDONED �e°VB` SOURCE OF TITLE: CO CLEAN OUT LT LEFT TBR TO BE REMOVED I MH MANHOLE TOP OF CURB 6aa Crozet a THE f-'R;:;'�::RIY AS SHOWN ON THIS PLAN IS THE PROPERTY CONVEYED UNTO � CONC CONCRETE No. NUMBER SHIFLL''T FARM LLC., BY THAT CERTAIN DEED DULY ON RECORD IN CID CONTROL POINT TYP TYPICAL THE CLERK'S OFFICE OF THE CIRCUIT COURT OF THE COUNTY OF ALBEMARLE, I CY CUBIC YARDS NTS NOT TO SCALE UG UNDERGROUND Q VIRGINIA IN D.B. 2953 PG. 41 AND D.B. 2953 PG. 49, AND IS INDICATED AS TAX DIA DIAMETER O.C. ON CENTER UON UNLESS OTHERWISE NOTED ,, = ,�+1! I MAP PARCEI:.S(S) 56H—A. DIP DUCTILE IRON PIPE PE POLYETHYLENE W WATER LINE zoo ` —, SOURCE OF BOUNDARY SURVEY: WW ASSOCIATES, INC. DU DENSITY UNITS PROP PROPOSED WM WATER METER 0 ,�: 69, FIELD SURVEY DATED NOVEMBER 3, 2006 f EL ELEVATION PS PLANTED STONE FOUP'D WT WATERTIGHT 802 SOURCE OF" TOPOGRAPHY: WW ASSOCIATES, INC. ELEC ELECTRIC PUE PUBLIC UTIILITY EASE^.iEN WWF WOVEN WIRE FABRIC 3, 2006 FIELD SURVEY DATED NONTAL ` EOP EDGE OF PAVEMENT PVC POLYVINYL CHLORIDE YDS YARDS i SUPPLEMENTAL XIS SURVEY OFF EXISTING POND RCP REINFORCED CONCRETE PIPE —1--ate WW ASSOCIATES, INC FIELD SURVEY JANUARY 2008 EQPT EQUIPMENT ,zoo PORTION OF LICKINGHOLE CREEK LLC TOPOGRAPHY' a _ � SITE ALBEMARLE COUNTY CIS SURVEY DRAWING NO. SHEET NO. TITLE r 2Jo� COUNTY, STATE: ALBEMARLE COUNTY, VA f I 752 DISTRICT: WHITEHALL i. T-1 1 2 COVER SHEET EXISTING CONDITIONS & DEMOLITION PLAN ,c°�0 Ck. Brownsville v`�cA TAX :MAGISTERIAL %. ^,r * /PARCEL:PORTIONS OF 56H—A E-1 E-2 3 SUBDIVISION PLAN NOTES, PROFFERS & LEGEND PARCEL AREA IS A PORTION OF TAX MAP PARCEL 56H—A. SEE DRAWING NO. E-1 FOR DETAILED INFORMATION. 1 E-2A 4 5 EARTHWORK NOTES MASTER PHASING FLAN & BOUNDARY 6841 11230 -�_ NUMB-� �F LOTS (93-125): 33 II E_3 S_1 6 SUBDIVISION PLAN OVERALL LAYOUT i 1. AREA, OF NEW RIGHT OF WAY:487 AC. ! SUBDIVISION PLAN b 751 � � ARE -A ARA �F ('PEN SPACES (PARCELS A, B & C): 2.370 AC. S-2 S-3 8 SUBDIVISION PLAN i _ ��1 250 AREA 0F LOTS 93 — 125: 4.718 AC. S-4 � 9 SUBDIVISION PLAN ,5, WESTHALL- V (TOTAL): 8.575 AC. S-5 10 SUBDIVISION PLAN AFFORDABLE HOUSING 797- 751 S-6 11 SUBDIVISION PLAN DETAILS CD R-1 12 ROAD PLAN & PRO►FILE SUMMERDEAN ROAD R-2 13 ROAD PLAN & PROflLE JONNA STREET, BROOKWOOD ROAD & WESTHALL DRIVE Yancey / ey Mills ZONING: PRD D R-3 14 STREET DETAILS ANID TYPICAL SECTIONS 825 NO. SINGLE FAMILY DETACHED UNITS (LOTS 93-125) = 27 DP-1 15 DRAINAGE AREAS F(OR INLETS & PIPES 6e3 NO. AFFORDABLE DWELLING UNITS = 6 DP-2 16 STORM SEWER PROFILES = DENSITY LOTS 93 — 125 3.85 (33 DU/8.58 AC) DP-3 17 DRAINAGE COi1IPUTA,TIONS ** DENSITY LOTS 90 — 125 = 4.02 (36 DU/8.96 AC) SNlM-1 18 STORMWATER MANAGEMENT EXISTING DRAINAGE AREA MAP VICINITY MAP % OPEN SPACE REQUIRED IN PRD = 25% SWM-2 19 STORMWATER MANAGEMENT PROPOSED DRAINAGE AREA MAP SCALE: 1 "=Z0001 ** % OPEN SPACE INCLUDED IN LOTS 90-125 = 32% (2.3/ AC/7.47 AC) ** "WESTHALL 20 STORMWATER MANAGEMENT PLANS AND PROFILES LOTS 90, 91, AND 92 WERE SUBMITTED SEPARATELY FOR DEVELOPMENT THROUGH THE V SWM-3 LOTS 90, 91, & 92 FINAL SUBDIVISION PLAT" ON JANUARY 8, 2007 BUT ARE INCLUDED HERE SWM-4 21 STORMWATER MANAGEMENT DETAILS AND COMPUTATIONS FOR USE IN THE CALCULATIONS BECAUSE THEY ARE PART OF THE WESTHALL V PRD. °i SWM-5 22 SWM FACILITY "C" FHYDROGRAPH REPORTS T'• SWM-5A 23 FOREBAY HYDROGRA�,PH REPORTS YARD REQUIREMENTS: FRONT = 15' T ESC-1 24 EROSION AND SEDINNENT CONTROL NARRATIVE SIDE = 0' = REAR 10' PI 1 ESC-2A 25 EROSION AND SEDII,MENT CONTROL PLAN — PHASE I ESC-2 26 EROSION AND SEDIWENT CONTROL PLAN — PHASE II LOT AREA REQUIREMENT: N/A o ESC-3 27 EROSION AND SEDIWENT CONTROL PLAN DETAILS00 0 ESC-4 28 EROSION AND SEDINMENT CONTR OL PLAN DETAILS MAXIMUM STRUCTURE HEIGHT: 35 L-1 29 LANDSCAPE PLAN — TRAILHEAD PARK AND BUFFER AREA EXISTING USES: VACANT UP-1 30 UTILITY PLAN & PROFILE —WATERLINE PROPOSED USES: RESIDENTIAL � UP-2 31 UTILITY PLAN & PROFILE —SANITARY SEWER UP-3 32 UTILITY PLAN NOTES & DETAILS COMP, PLAN LAND USE DESIGNATION: NEIGHBORHOOD 3 — CT1 , CT2, CT4, AND CT5 °i a DP-4 33 PARK ROAD IMPROVEMENTS OVERALL LAYOUT RESOURCE DEVELOPMENT AREA: NONE rn DP-5 34 PARK ROAD IMPROVEMENTS PI -AN DP-6 35 PARK ROAD IMPROV/EMEt`JTS 1='LAN &ADEQUATE OUTFACE COMPUTATIONS WATER SUPPLY PROTECTION AREA: SOUTH FORK RIVANNA RIVER RESERVOIR m n� c W 0 0 ao 0 ca 0 cv �LIII 0� 00�/ DESIGNED BY: PROJECT: SET REV N0: 1 REVISED FARM POND EMBANKMENT; PARKING LAYOUT, GRADING AND DRAINAGE UJPd 5 —9-08 7 ADDRESSED COUNTY COMMENTS DMJ 2-7-11 �� r , _ 2 ADDRESSED COUNTY do ACSA COMMENTS; ADDED DRAWING ESC-2A DJM 7•-3-08 �J �' DJAA WESTHALL V L 0 TS 9 3 12 5 `f'� ENGINEERS 7 o� A STONEHAUS DEVELOPMENT � UJM 7"-27-08 r DRAWN BY: 3 ADDRESSED COUNTY COMMENTS _ ��- SURVEYORS TB FINAL SUBDIVISION PLAN DRAWING NUMBER: 4 ADDRESSED COUNTY COMMENTS; ADDED DRAWING E-2A AND SWM-5A DJP�I 8 —13-08 U �' �% �_ DAVID I JENSEN PLANNERS TITLE: 0 5 ADDRESSED COUNTY COMMENTS; ADDED DRAWING DP-4 AND DP-5 TO ADDRESS DMJ 8-27-10 Lic. No. 1 1484 REVIEWED BY: COVER SHEET T— N PROFFER 1.3 — ��.� r! �w�---_AsSOCIATES_DMJ �%�/ / PO Box 1,102GreenbrierPlace SHEET NUMBER: 'aph Lynchburg, VA24502 Churluftmillc,VA22901 WINA NUMBER: FILE NAME. SCALE: DATE. 6 ADDRESSED COUNTY COMMENTS AND ADDED DRAWING DP-6 DMJ 1s'2-15-10 Phone:434.316.6080 Phone:434.984.2700 1 of 35 000 0NAL ®;� 206081.19 6U8107C—T-1.dwg ��. N SPECIFIED 4-14-08 NO. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE D' 44 www.wwassaciales.,iet /A // /' '-/ ` | ` \ `\ / / / / / /' � ,,' //. �,' \ / / � ` \ \ � ' ~�-�_ / � /' / / \ ` \ ' ' ' / // / '' /'/'- ``a/ xz ' \ ` / / / / / / / \ // �^� / �l / / \ ��. ,�ej � / / / / // / / / /' / ,c�- /' '/ ' .' � it \ / `)I ` `` ` / / / ' / / / / / \ \ \ , / / '' ~' ` \ ` `, � +�` �m��m�� /'~- '- - ( � ``' � � � \ e"I ... I- , / / .. i ��_ - _ 111 III \ III II, ly \ __1;, �_. D j I " I , � ' . F, ' IEI .A . ,--1 3 _ -R _ / 1 -K " UEYELUPK8EN| |S |u \\\ I \ II I \ \ ,\\ \ " ,%I \* . KELL|E A. YV|LLA " \ \\ \ \ \ . 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" ,\ . , .� \ -� I . 11 I , / I I i I I I , \ /,--,, 1',�� \ I J \ ..'. _� \ <_ '-"- 11 1� , \ . (D / "" " I ! ! ! ! It _ ______ \ - ,_', , -, " _V , `/ /11/ f , . \ , i , - / \ \ (� 0 \ - .. OJ - \ \ -,k 0 / !, 4_, I / , " _.. - .., .,/ I I , I I - I " ,� , �\ i " . \ .. .";k_ 1 \ \, " 11 � 7 C) � It 11 , / '. , 1 I I : I , _� � f � ,,, \ . %, \ SET REV NO: �7 / DRAWING NUMBER: E__ 1 SHEET NUMBER: o/ u`/ z� � f 7�� rZ GENERAL NOTES: 1. BASED ON GRAPHIC DETERMINATION, THIS PROPERTY LIES IN ZONE "X" ON FEMA FIRM MAP 51003C 0287 D, DATED 2/4/05. 2. THIS PROPERTY WILL BE SERVED BY PUBLIC WATER AND SEWER THROUGH ALBEMARLE COUNTY SERVICE AUTHORITY. 3. THE CONTRACTOR SHALL VERIFY ALL UTILITY INFORMATION PRIOR TO CONSTRUCTION TO INCLUDE TYPE AND SIZE OF PIPE AND SERVICES TO HIS OWN SATISFACTION. 4. ANY STRUCTURE TOPS ARE TO BE SET AFTER FINE GRADING IS FINISHED TO AVOID UNNECESSARY ADJUSTING, 5. ALL FINISHED GRADING, SEEDING AND SODDING SHALL BE DONE IN SUCH A MANNER TO PRECLUDE THE PONDING OF THE WATER ON THE SITE, PARTICULARLY ADJACENT TO THE BUILDINGS OR STORM INLETS. 6. ALL STREETS OUTSIDE PUBLIC RIGHTS -OF -WAY ARE TO BE PRIVATELY OWNED AND MAINTAINED. 7. CONTRACTOR IS TO VERIFY THAT ALL UTILITIES I.E., WATER, SEWER GAS, ELECTRIC, TELEPHONE, CABLE, ETC., ARE IN PLACE PRIOR TO CONSTRUCTION OF SUBBASE AND/OR PAVING. 8. PROPOSED UNDERGROUND UTILITIES SUCH AS ELECTRIC, TELEPHONE, CABLE AND GAS WHICH SERVE THIS FACILITY SHALL BE LOCATED WITH A MINIMUM 5 FOOT SEPARATION FROM PUBLIC WATER MAINS AND SANITARY SEWER. THERE SHALL BE A MINIMUM 10 FOOT SEPARATION BETWEEN GAS LINES AND SANITARY SEWER LINES. 9. CUT AND PATCH WORK IN EXISTING PUBLIC STREETS MUST BE PERFORMED IN ACCORDANCE WITH VDOT AND ALBEMARLE COUNTY STANDARDS AND SPECIFICATIONS. 10. ALL PIPES SHOWN AS RCP ON PLANS SHALL BE REINFORCED CONCRETE PIPE CONFORMING TO ASTM C-76, ALL OTHER PIPES TO BE IN ACCORDANCE WITH VDOT IIM-LD-121.15, THE ALLOWABLE PIPE TABLE (PC-1) IS IN THE VDOT ROAD AND BRIDGE STANDARDS, UNLESS INDICATED OTHERWISE ON PLANS. 11. ALL CONSTRUCTION SHALL COMPLY WITH OSHA SAFETY STANDARD FOR EXCAVATION 1926 PART P AND OTHER APPLICABLE OSHA REQUIREMENTS. 12. PLANTINGS WILL BE PROVIDED WITH MINOR ADJUSTMENTS IN THE FIELD TO ELIMINATE CONFLICTS WITH OTHER STRUCTURAL FEATURES. 13. ALL CONSTRUCTION SHALL CONFORM TO ALBEMARLE COUNTY AND VIRGINIA DEPARTMENT OF TRANSPORTATION STANDARDS AND SPECIFICATIONS. 14. CONTRACTOR TO VERIFY FIELD CONDITIONS PRIOR TO AND DURING CONSTRUCTION AND NOTIFY OWNER AND ENGINEER IMMEDIATELY OF ANY DISCREPANCIES BETWEEN ACTUAL FIELD CONDITIONS AND APPROVED PLAN. 15. EXISTING MANHOLE FRAMES AND COVERS AND VALVE BOXES AND COVERS TO REMAIN SHALL BE ADJUSTED OR RECONSTRUCTED, AS NECESSARY, TO MATCH FINISHED GRADES. 16. EARTH SWALES AND STORM SEWER CONNECTIONS SHALL BE CONSTRUCTED IMMEDIATELY FOLLOWING CLEARING AND GRUBBING. 17. ALL ON SITE IMPROVEMENTS ARE SUBJECT TO INSPECTION UNDER ALBEMARLE COUNTY CODES. 18. VIRGINIA STORMWATER MANAGEMENT PROGRAM (VSMP) GENERAL PERMIT: PREPARE STORMWATER POLLUTION PREVENTION PLAN, SECURE VSMP PHASE I LAND CLEARING GENERAL PERMIT AND PAY PERMIT APPLICATION FEE TO DEPARTMENT OF CONSERVATION AND RECREATION (DCR). CONTACT DCR - RICHMOND FOR ADDITIONAL INFORMATION. TELEPHONE NUMBER: (804) 786-1712, E-MAIL ADDRESS: SWMESquestions@dcr.virginio.gov COORDINATION NOTES: 1. THE CONTRACTOR IS REQUIRED TO OBTAIN ANY/ALL PERMITS REQUIRED FOR CONSTRUCTION OF THESE PLANS. 2. ANY TIME WORK IS PERFORMED OFF -SITE OR WITHIN AN EXISTING EASEMENT, THE CONTRACTOR IS TO NOTIFY THE HOLDER OF SAID EASEMENT AS TO THE NATURE OF PROPOSED WORK, AND TO FOLLOW ANY GUIDELINES OR STANDARDS WHICH ARE ASSOCIATED WITH OR REFERENCED IN THE RECORDED EASEMENT. T THE START OF RECORDED/OBTAINED PRIOR 0 H S OF PER MISSION LTC. ARE LETTER , ALL EASEMENTS, 0 I S TO CHECK THAT 3. THE CONTRAC TOR R ANY CONSTRUCTION. 4. THE CONTRACTOR IS TO VERIFY THAT THE RELOCATION OF ALL EXISTING UTILITIES IN CONFLICT WITH PROPOSED WORK HAS BEEN COMPLETED, INCLUDING UTILITY POLES. DEMOLITION NOTES: 1. REMOVE ALL STRUCTURES INDICATED ON THIS PLAN IN COMPLIANCE WITH ALL LOCAL, STATE, AND FEDERAL REGULATIONS. ALL BUILDINGS INCLUDING FOUNDATIONS SHALL BE DEMOLISHED TO 2 FEET BELOW STRUCTURES. 2. ALL RUBBISH AND DEBRIS RESULTING FROM THE DEMOLITION OF THESE STRUCTURES SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE REMOVED FROM THE SITE. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL FEES ASSOCIATED WITH THE REMOVAL. 3. CONTRACTOR SHALL COMPLY WITH ALL OSHA STANDARDS REGARDING THE DEMOLITION OF THE STRUCTURES AND SHALL BE SOLELY RESPONSIBLE FOR ANY DAMAGES RESULTING FROM THE DEMOLITION ACTIVITIES. 4. ANY ASBESTOS OR OTHER HAZARDOUS MATERIALS SHALL BE REMOVED IN ACCORDANCE WITH LOCAL, STATE AND FEDERAL REGULATIONS BY THE CONTRACTOR PRIOR TO DEMOLITION. 5. REMOVE AND/OR RELOCATE ALL UTILITIES AS LABELED. 6. CONTACT MISS UTILITY, 1-800-552-7001, FORTY EIGHT (48) HOURS PRIOR TO ANY GRADING OR CONSTRUCTION ACTIVITIES TO HAVE UNDERGROUND UTILITIES MARKED. ALBEMARLE COUNTY FINAL PLANS NOTES GENERAL CONSTRUCTION NOTES 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT, WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHE-D. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL). WHERE REASONABLY OBT/AINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN IN THE ORINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A RAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM -TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS 111. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STAND/ARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). PROFFER FORM Date of Proffer Signature 8/23/06 ZMA # 2006-00001 'rax Map 056H0-00-00-000A0, Date: 8/23/06 8_9 Acres to be rezoned from RR^1 and R6 to Planned Residential Deevelopment I'RD In accordance with Application Plan entitled "NVestttall Phase V - AL, tp licatiou for Zonitlgf\,lap'Amendnlent" prepared by WW Associates and dated July 13, 2006, With respect to the property described in rezoning application 4ZMA-2006-00001 (the "ZMA"), Shiflett Farm LLC is the fee simple Owner of the following paircels: • T1YII' 56I1-00-00-A Shiflett .Farm LLC shall be collectively referred to herein as the "Ownier," which terra shall include any successors in interest. The parcel listed above is referred to collectively as the "Property," Pursuant to Section 33.3 of the Albemarle County "Zoning Ordinancie (the "Ordinance"), Owner hereby voluntary proffers the conditions listed in this Proffer Statement, which shall be applied to the Property if the ZMA is approved by Albemarle Counity. These conditions are proffered as part of the ZMA and it is agreed that: (1) the ZM-A itself gives rise to the need for the conditions, and (2) such conditions have a reasonable relation to the rezoning requested. 1. Capital Improvements 1.1 Eastern Avenue: The Owner shall contribute $3,000 cash for each market rate unit to the County for the purpose of constructing Eastern Avenue to mitigate; traffic impacts from the development. If Eastern Avenue has not begun construction within ten years of rezoning approval of the property, the cash proffer shall be reallocated to the County's Capital Improvement Program for transportation improvements for the Community of Crozet. The contribution will be paid as follows: $45,000 will be paid prior to the: issuance of the first building permit, the remaining $45,000 will be paid in $3,000 incremenits prior to issuance of the second through sixteenth building permits 1.2 Capital Impacts: The Owner shall contribute $1,000 cash for each market rate unit to the County's capital improvement program for the purpose of mitigating impacts from the development. The cash contribution shall be used for schools, libraries, fire, rescue, parks or any other public use serving the Community of Crozet as identified in the Comprehensive Plan. The contribution will be paid as follows: S 15,000 will be paid prior to the issuance ol' the first building permit, the remaining $15,000 will be paid in $1,000 increments prior to issuance of the second through sixteenth building permits. 1.3 Traffic Impacts on Park Road: Prior to issuance of the first buildimg permit for housing, units in the project, the Owner shall construct the following improvemetnts to the satisfaction of the County Engineer: 1. Re -grade the ditch/shoulder on the east side of Park Road in ffront of the townhouses in Westhall Phase IV (lots 84-89) approximately 180' to assure proper flow into the pipe crossing Park Road. 2. Install a pipe at the intersection of Adele Street and Alfred Stlreet and regrade the ditch around the pipe, as necessary. 3. Regrade the ditch/shoulder in front of Claudius Crozet Park (approximately 650') along the east side of Park Road extending north from the main entrance to the park to assure a minimum 1.5-foot shoulder width, and 2-feet from the edge of shoulder to the centerline of the ditch. Improvements shall be made by the Owner, prior to or at the time of issuance of the first building pen -nit for any improvements thereon. 2. Affordable Housing. 2.1 Affordable Dwelling Units. Owner proffers to require through the lot sale contracts on the Property the construction of a minimum of six (6) Affordable Dwelling Units (17% of all units) on the Property that meet the requirements for a single family dwelling as defined below. Each Affordable Dwelling Unit shall be on a single parcel and be conveyed fee simple. A home Owner's association shall be created to maintain the parking area and sidewalk. Access easements shall be required to access the two provided parking spaces for each unit. Affordable units shall be affordable to households with incomes less than eighty percent (80%) of the area median family income (the "Affordable Unit Qualifying Income"), such that the housing costs consisting of principal, interest, real estate taxes and homeowners insurance (PITI) do not exceed thirty percent (30%) of the Affordable Unit Qualifying Income. All purchasers of affordable units shall be approved by the Albemarle County Housing Office or its designee. The subsequent Owner/builder shall provide the County or its designee it period of ninety (90) days to identify and prequalify an eligible purchaser for the affordable unit. The ninety (90)-day period shall commence upon written notice from the then -current Owner/builder that the unit(s) shall be available for sale. This notice shall not be given more than sixty (60) days prior to anticipated receipt of the Certificate of Occupancy. If the County or its designee does not provide a qualified purchaser who executes a contract of purchase during this ninety (90)-day period, the then -current Owner/builder shall have the right to sell the unit(s) without any restriction on sales price or income of the purchaser(s), provided, however, that any unit(s) sold without such restriction shall nevertheless be counted toward the number of affordable units proffered. The requirements of this proffer shall apply only to the first sale of each of the affordable units. 3. Open SSpace and GreepAys. � �c ' t coil "unctto[ with he Owners of "e t t� Greenwa Cc nnc, tic n Int t :i.l 1 n pt rary y _.__.1 Lickinghole Creek LLC, the Owner shall grant to Albemarle County a temporary access easement for a Class B public greenway as specified in the County's Comprehensive Plan, in a form approvable by the County on the property described as TMP 0560-00-00-05300 prior to the approval of the first building permit For any new construction on the property. The temporary access easement shall be replaced by the projected 80' right-of-way required for Eastern Avenue. 3.2 Trailhead Park: The Owner shall dedicate and convey in fee -simple to Albemarle County, Open Space, Parcel A, or "Trailhead Park" as shown on the application plan with the first subdivision plat and grant drainage easements in a form approved by the County Attorney. In conjunction with improvements approved with the first subdivision plat, the Owner shall construct a 6' asphalt trail consisting of four (4) inches of 21-B stonebase material and two (2) inches of SMA-2 asphalt or other specifications approved by the County Engineer. The trail shall connect five parking spaces to the greenway system, a 2100 +/- square foot tot lot with a 42" fence, a stormwater management facility and landscaping. The stormwater management facility shall be designed such that its shape, placement, an(] land form (grading) transition between the adjacent residential lots, the tot lot on the site, and the trailhead elements, to the satisfaction of the Department of Parks and Recreation. The tot lot shall contain the following elements: a play structure, a small swing set and a set of two spring mounted riding figures, or other elements approved by the Director of Plarming. Open space areas dedicated to public use shall be for the use and enjoyment of the public, including the residents of the project. 3.3 Oren Space: The Owner shall dedicate and convey to Albemarle County, Open Space, Parcel C, as shown on the application plan with the first subdivision plat and grant drainage easements in a form approved by the County Attorney. The Owner shall construct it 6' asphalt trail consisting of four (4) inches of 21-B stonebase material and two (2) inches of SMA-2 asphalt or other specifications approved by the County Engineer and a stormwater management facility. The stormwater management facility shall be designed such that its shape, placement, and land form (grading) transition between the adjacent street, greenway, and trails to the satisfaction of the Department of Parks and Recreation and minimize disturbance of the stream buffer within Parcel C shown on the Application Plan to the satisfaction of the Program Authority. Open space areas dedicated to public use shall be for the use and enjoyment of the public, including the residents of the project. The Owner shall make a contribution of $3,000 to the County to be used by the Parks and Recreation Department for the construction of a pedestrian bridge in the general location shown on the Application Plan. The contribution shall be payable prior to issuance of the first building permit for the property, if the bridge is not constructed within 10 (ten) years of rezoning approval of the property, the contribution shall be reallocated to the County's Capital Improvement Program for park improvements for the community of Crozet. Signatures of All Owners: Printed Names of Owners: Date: Shiflett Fann LLC, by Stonchaus, Inc., / Manager, by John G. Desmond, V.P. O la Shi eu Fann LLC, by Stouehau�c., J anng r, by John G, Desmond, V.P. COMMONWEALTH OF VIRGINIA COUNTY OF ALBEMARLE, to wit: The foregoing instrument was acknowledged before me this 23rd day of August, 2006, by John G. Desmond, Shiflett Farm L.L.C., a Virginia limited liability company. My commission expires: 1 - 31- Z 0 I a Notary Public LEGEND EXISTING, NEW DESCRIPTION 500 - 500 CONTOUR (INTERVAL AS INDICTED ON SITE PLAN) 99.5, 499.50 SPOT ELEVATION HEDGEROW r-v'v'-r-•�, r,-i,, WOODS LINE ---------- ...._... - CENTER/EDGE OF STREAM EASEMENT 16 ........................... _._..__._.0.L .....-_. EDGE OF PAVEMENT - - PROPERTY LINE - - -�-- R/W RIGHT-OF-WAY R/W ------ `_ ^f l ------ SANITARY SEWER SAN SD ..................... ;.; ...._.._._.. STORM SEWER .. _._......._......_._... gyp,, --- - - WATER LINE W ------- ,�;.............. TW TRAFFIC WIRE ------ OHE -OHE- OVERHEAD ELECTRIC LINE --- 0 H T OHT OVERHEAD TELEPHONE LINE ---1_GE-- - UNDERGROUND ELECTRICAL LINE UGE ----- JGT - - --- UGT UNDERGROUND TELEPHONE LINE GAS GAS LINE AN h,-l----- SAN FM SANITARY FORCE MAIN --, r.. r ........ -...... /%'-- ABANDONED OR DEMOLISH UTILITY 0 0 0 o FENCE o FENCE WITH GATE STRUCTURE _...... f%__.___ff........... .... ...� DEMOLISH OR ABANDON STRUCTURE RIP -RAP NOTE: 1. THE SIZE OF SYMBOLS MAY VARY FROM THOSE SHOWN. 2. ALL ABBREVIATIONS AND SYMBOLS SHOWN MAY NOT BE USED. NOTES: EXISTING )0R'I-1 D1 :; G I r "N '� "N -a- �J DESCRIPTION WATER METER FIRE HYDRANT FIRE DEPARTMENT CONNECTION GATE VALVE AND BOX GAS VALVE SAN. SEWER MANHOLE STORM DRAIN MANHOLE CURB INLET DROP INLET SANITARY CLEAN OUT SANITARY STRUCTURE NUMBER DRAINAGE STRUCTURE NUMBER LIGHT POLE TELEPHONE POLE WITH GUY WIRE & ANCHOR POWER POLE TREE SHRUB IRON PIN FOUND IRON PIN SET BENCHMARK NORMAL WATER LEVEL WETLANDS 1. THIS PLAN IS IN CONFORMANCE WITH THE APPLICATION PLAN ZMA 2006-00001 WESTHALL V PLAN. 2. THIS SITE IS WITHIN LICKINGHOLE CREEK REGIONAL SWM FACILITY DRAINAGE AREA AND IS THUS, SUBJECT TO A PRO RATA ASSESSMENT FOR WATER QUALITY CONTROL. 3. TO THE BEST OF OUR KNOWLEDGE AND BELIEF, THERE ARE NO KNOWN GRAVE SITES ON THE PROPERTIES ENCOMPASSED BY TH15 PLAN. 4. REQUIRED PARKING IS 2 SPACES PER UNIT. 5. UNDER CURRENT COUNTY POLICY, PUBLIC WATER AND SEWER SERVICE WILL BE AVAILABLE TO THIS PROPERTY. 6. PARCEL TMP 56H-A IS ASSIGNED 36 DEVELOPMENT RIGHTS AND CONSISTS OF 8.956 ACRES. PROPOSED LOTS 90, 91, AND 92 WILL EACH BE ASSIGNED 1 DEVELOPMENT RIGHT AND MAY NOT BE FURTHER DIVIDED AND SHALL NOT COMPRISE MORE THAN 0.381 ACRES (SEE FINAL SUBDIVISION PLAT ENTITLED "WESTHALL-PHASE V LOTS 90, 91 & 92" DATED JANUARY 8TH, 2007). THE REMAINING PORTION OF TAX MAP PARCEL 56H-A IS SHOWN WITH THIS PLAN AND WILL CONTAIN 33 DEVELOPMENT RIGHTS (LOTS 93-125). IT SHALL NOT CONSIST OF MORE THAN 8.575 ACRES. 7. PARCELS 93 THROUGH 125 EACH CONTAIN A BUILDING SITE THAT COMPLIES WITH SECTION 4.2.1 OF THE ALBEMARLE COUNTY ZONING ORDINANCE. 8. LOTS 93--96 & 103-125 ARE TO BE MARKET RATE UNIT TYPE. LOTS 97-102 ARE TO BE AFFORDABLE DWELLING UNIT (ADU) TYPE. 9. AS PER THE PROFFERS, OPEN SPACE PARCELS A & C TO BE DEEDED TO ALBEMARLE COUNTY; OPEN SPACE PARCEL B&D TO BE DEEDED TO THE WESTHALIL V HOME OWNERS ASSOCIATION. MAINTENANCE OF THESE OPEN SPACE PARCELS SHALL BE THE RESPONSIBILITY OF THE ENTITY WHICH HAS FINAL OWNERSHIP OF THE PARCEL. 10. THE AFFORDABLE DWELLING UNIT (ADU) LOT #102 WILL HAVE STREET FRONTAGE ON THE PRIVATE STREET SHARED BY ALL ADU'S THROUGH AN INGRESS]/EGRESS EASEMENT. THE HOME OWNERS ASSOCIATION WILL BE RESPONSIBLE FOR THE MAINTENANCE OF THE ROAD AND PARKING SPACES. 11. THE STREAM BUFFER AS SHOWN ON THE PLANS SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION ORDINANCE. 12. PARCEL -TMP 56H-A WAS ASSIGNED 36 DEVELOPMENT RIGHTS AND CONSISTS OF 8.960 ACRES. IN THE PREVIOUS SUBMISSION OF "WESTHALL - PHASE V LOTS 90„ 91 & 92 FINAL SUBDIVISION PLAT" (SUB-2007-009) LOTS 90, 91, AND 92 WERE EACH ASSIGNED 1 DEVELOPMENT RIGHT, MAY NOT BE FURTHER DIVIDED, AND COMPRISED OF 0.381 ACRES. AT THE TIME OF THAT SUBMISSION THE RESIDUE OF PARCEL TMP 56H-A RETAINED 33 DEVELOPMENT RIGHTS A\ND WHEN FURTHER DIVIDED, IT WAS NOT TO CONSIST OF MORE THAN 8.579 ACRES. WITH THIS SUBMISSION (WESTHALL - PHASE V LOTS 93 THROUGH 125) THE PROPOSED LOTS 93 THROUGH 125, OF PARCEL TMP 56H-A, EACH CONTAIN A BUILDING SITE THAT COMPLIES WITH SECTION 4.2.1 OF THE ALBIEMARLE COUNTY ZONING ORDINANCE. THERE WILL NOT BE ANY RESIDUE OF TMP 56H-A. STREET' TREES MAINTENANCE 1. BRANCHE`S BELOW 6 FEET FROM GROUND ELEVATION ARE TO BE PRUNED TO MAINTAIN! PROPER VEHICLE SIGHT DISTANCES. 1 ADDRESSED COUNTY COMMENTS; ADDED GENERAL CONSTRUCTION NOTES FOR STREETS DJM 7-3-08 ,,���""'• , 010 DESIGNED BY: PROJECT: I �H ()F ll �r .m. SET REV NO: DJM WESTHALL V L 0 TS 93 - 125 7 ]ENGINEERS f DRAWN BY: A STONEHAUS DEVELOPMENT U SURVEYORS TB FINAL SUBDIVISION PLAN DRAWING NUMBER: - - DAVID M. J MEN on ]PLANNERS TITLE: o Lie. No. I. 484 ASSOCIATES, REVIEWED BY: SUBDIVISION PLAN NOTES, PROFFERS & LEGEND E-2 d/o/u DMJ o� ��w - - SHEET NUMBER: PO Box 4119 1402 Greenbrier Plttce Lynchburg, VA24so2 CharLnuesv te,VA22901 W01A NUMBER: FILE NAME: SCALE: rTE.001ZONAL S;11� Pt,one_t3+_3t6.6oao Pbone: 434.984.2700 206081.19 608107C-E-2.dwg V: N APECIFIED14-08 3 of 35 www.wwussocintes.net / 110. SHEET REVISION 6; DATE NO. SHEET REVISION BY DATE +0N4**44 _ _ -- F, EARTHWORK REQUIREMENTS 1. GENERAL 1.1 DEFINITIONS 1.1.1 HARD MATERIALS: WEATHERED ROCK, DENSE CONSOLIDATED DEPOSITS, OR CONGLOMERATE MATERIALS WHICH ARE NOT INCLUDED IN THE DEFINITION OF "ROCK" BUT WHICH USUALLY REQUIRE THE USE OF HEAVY EXCAVATION EQUIPMENT, RIPPER TEETH, OR JACK HAMMERS FOR REMOVAL. 1.1.2 ROCK: SOLID HOMOGENEOUS INTERLOCKING CRYSTALLINE MATERIAL WITH FIRMLY CEMENTED, LAMINATED, OR FOLIATED MASSES OR CONGLOMERATE DEPOSITS, NEITHER OF WHICH CAN BE REMOVED WITHOUT SYSTEMATIC DRILLING AND BLASTING, DRILLING AND THE USE OF EXPANSION JACKS OR FEATHER WEDGES, OR THE USE OF BACKHOE-MOUNTED PNEUMATIC HOLE PUNCHERS OR ROCK BREAKERS; ALSO LARGE BOULDERS, BURIED MASONRY, OR CONCRETE OTHER THAN PAVEMENT EXCEEDING %2 CUBIC YARD IN VOLUME. REMOVAL OF HARD MATERIAL WILL NOT BE CONSIDERED ROCK EXCAVATION BECAUSE OF INTERMITTENT DRILLING AND BLASTING THAT IS PERFORMED MERELY TO INCREASE PRODUCTION. 1.1.3 COHESIVE MATERIALS: MATERIALS ASTM D 2487 CLASSIFIED AS GC, SC, ML, CL, MH, AND CH. MATERIALS CLASSIFIED AS GM AND SM WILL BE IDENTIFIED AS COHESIVE ONLY WHEN THE FINES HAVE A PLASTICITY INDEX GREATER THAN ZERO. 1.1.4 COHESIONLESS MATERIALS: MATERIALS ASTM D 2487 CLASSIFIED AS GW, GP, SW, AND SP. MATERIALS CLASSIFIED AS GM AND SM WILL BE IDENTIFIED AS COHESIONLESS ONLY WHEN THE FINES HAVE PLASTICITY INDEX OF ZERO. 1.2 CRITERIA FOR BIDDING 1.2.1 BASE BIDS ON THE ELEVATIONS AS INDICATED. 1.2.2 ROCK EXCAVATION SHALL BE UNCLASSIFIED. ALL EARTHWORK EXCAVATION SHALL BE PERFORMED TO THE INDICATED ELEVATIONS. 1.2.3 BLASTING WILL BE PERMITTED ON THIS PROJECT AS SPECIFIED HEREIN. 1.2.4 REMOVE MATERIAL IN AN APPROVED MANNER, AND PROVIDE- EXCAVATION SUPPORT STRUCTURES AS REQUIRED IN ACCORDANCE WITH THE U.S. ARMY CORPS OF ENGINEERS "SAFETY AND HEALTH REQUIREMENTS MANUAL," EM-385-1-1, SECTIONS 23 A AND B. 1.2.5 ROCK EXCAVATION, AS DEFINED HEREIN, MAY EXIST ON THIS PROJECT. ROCK EXCAVATION SHALL BE PERFORMED AS UNCLASSIFIED EXCAVATION TO THE INDICATED ELEVATIONS. 1.3 PROTECT EXISTING TREES AND OTHER VEGETATION INDICATED TO REMAIN IN PLACE AGAINST CUTTING, BREAKING, OR SKINNING OF ROOTS; SKINNING AND BRUISING OF BARK, SMOTHERING OF TREES BY STOCKPILING CONSTRUCTION MATERIALS OR EXCAVATED MATERIALS WITHIN DRIP LINE; EXCESS FOOT OR VEHICULAR TRAFFIC; OR PARKING OF VEHICLES WITHIN DRIP LINE. PROVIDE TEMPORARY FENCES, BARRICADES, OR GUARDS AS REQUIRED TO PROTECT TREES AND VEGETATION TO BE LEFT STANDING. 1.4 BURNING: SITE CLEARING DEBRIS MAY BE BURNED IF ALLOWED BY THE LOCAL FIRE DEPARTMENT. ALL BURNING RESIDUALS SHALL BE REMOVED FROM THE OWNER'S PROPERTY AND DISPOSED OF BY THE CONTRACTOR AT HIS EXPENSE IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL REGULATIONS. 2. PRODUCTS 2.1 SOIL MATERIALS: FREE OF DEBRIS, ROOTS, WOOD, SCRAP MATERIAL, VEGETATION, REFUSE, SOFT UNSOUND PARTICLES, AND FROZEN DELETERIOUS OR OBJECTIONABLE MATERIALS. THE MAXIMUM PARTICLE DIAMETER SHALL BE ONE-HALF THE LIFT THICKNESS AT THE SPECIFIED LOCATION. THE MAXIMUM PARTICLE DIAMETER FOR PIPE BACKFILL MATERIAL LOCATED LESS THAN 1-FOOT ABOVE THE PIPE CROWN SHALL BE 1-INCH. 2.1.1 COMMON FILL: APPROVED, UNCLASSIFIED SOIL MATERIAL WITH THE CHARACTERISTICS REQUIRED TO COMPACT TO THE SOIL DENSITY SPECIFIED FOR THE INTENDED LOCATION. 2.1.2 BACKFILL AND FILL MATERIAL: ASTM D 2487, CLASSIFICATION GW, GP, GM, GC, SW, SP, SM, SC WITH A MAXIMUM ASTM D 4318 LIQUID LIMIT OF 35, MAXIMUM ASTM D 4318 PLASTICITY INDEX OF 12, AND A MAXIMUM OF 25 PERCENT BY WEIGHT PASSING ASTM D 1140, NO. 200 SIEVE. 2.1.3 SELECT MATERIAL: ASTM D 2487, CLASSIFICATION GW, GP, SW, SP WITH A MAXIMUM OF 10 PERCENT BY WEIGHT PASSING ASTM D 1140, NO. 200 SIEVE. 2.1.4 PIPE BEDDING MATERIAL: VDOT NO. 57 COARSE AGGREGATE. 2.1.5 AGGREGATE FILL: VDOT NO. 5 OR NO. 57 COARSE AGGREGATE. 2.1.6 RIPRAP: CLASS I DRY RIPRAP AS DEFINED IN THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT) ROAD AND BRIDGE SPECIFICATIONS, SECTION 414, "RIPRAP", UNLESS OTHERWISE NOTED. 2.2 BORROW: OBTAIN BORROW MATERIALS REQUIRED IN EXCESS OF THOSE FURNISHED FROM EXCAVATIONS FROM SOURCES OFF THE OWNER'S PROPERTY. PROVIDE AND SUBMIT SOIL CLASSIFICATION TESTING TO ENSURE BORROW MATERIALS MEET THE REQUIREMENTS OF THIS SPECIFICATION. 3.EXECUTION 3,1 CLEARING 3.1.1 REMOVE FROM THE SITE TREES, STUMPS, ROOTS, BRUSH, SHRUBS, DOWN TIMBER, ROTTEN WOOD, RUBBISH, OTHER VEGETATION, AS WELL AS FENCES AND INCIDENTAL STRUCTURES NECESSARY TO ALLOW FOR NEW CONSTRUCTION. 3.1.2 CLEARING WORK SHALL BE RESTRICTED TO AREA WITHIN "CONSTRUC,TION LIMITS/LIMITS OF CLEARING" SPECIFIED IN THIS SECTION AND AS INDICATED ON THE DRAWINGS. 3.1.3 UNDISTURBED STUMPS AND ROOTS, A MINIMUM OF 5 FEET BELOW IFINISHED GRADE AND NOT LOCATED UNDER OR WITHIN 10 FEET OF ANY STRUCTURE, MAY BE LEFT IN PLACE. TOPS OF STUMPS LEFT IN PLACE SHALL NOT BE MORE THAN 6 INCHES ABOVE ORIGINAL GRADE. 3.2 GRUBBING 3.3.1 GRUB AREAS WITHIN AND TO A POINT 10 FEET OUTSIDE OF ALL STRUCTURES, AREAS TO RECEIVE FILL WHERE FINISHED GRADE WILL BE LESS THAN 3 FEET ABOVE EXISTING GRADE, CUT AREAS WHERE FINISHED GRADE WILL BE LESS THAN 2 FEET BELOW EXISTING GRADE, TRANSITIONAL AREAS BETWEEN CUT AND FILL, AND ANY AREA TO RECEIVE CONTROL FILL. 3.3.2 REMOVE FROM THE GROUND TO A DEPTH OF 24 INCHES ALL STUMPS, ROOTS %-INCH DIAMETER AND LARGER, ORGANIC MATERIAL, AND DEBRIS. 3.3.3 USE ONLY HAND METHODS FOR GRUBBING INSIDE THE DRIP LINES OF TREES THAT ARE TO REMAIN. 3.4 CONSTRUCTION/CLEARING LIMITS 3.4.1 THE CONTRACTOR SHALL NOT DISTURB ANY AREAS OUTSIDE THE CONSTRUCTION LIMITS INDICATED ON THE DRAWINGS WITHOUT EXPRESS WRITTEN PERMISSION FROM THE ENGINEER. 3A.2 NO CLEAR -CUTTING OF TIMBER SHALL BE PERMITTED WITHIN! THE CONSTRUCTION LIMITS. THE CONTRACTOR SHALL MAKE SELECT CUTTING OF TREES, TAKING THE SMALLEST TREES FIRST, THAT ARE MANDATORY FOR THE CONSTRUCTION OF THE UTILITY LINE. THE ENGINEER'S DECISION SHALL BE FINAL ON DETERMINATION OF WHICH TREES ARE TO BE CUT. 3.5 CLEAN UP DEBRIS RESULTING FROM SITE CLEARING OPERATIONS CONTINUOUSLY WITH THE PROGRESS OF THE WORK. 3.6 REMOVE DEBRIS FROM THE SITE IN SUCH A MANNER AS TO PREVENT SPILLAGE. KEEP PAVEMENT AND AREAS ADJACENT TO SITE CLEAN AND FREE FROM MUD, DIRT, AND DEBRIS AT ALL TIMES. 3.7 SURFACE PREPARATION 3.7.1 STRIPPING: STRIP EXISTING TOPSOIL, WHEN PRESENT, TO A DEPTH OF 6 INCHES WITHOUT CONTAMINATION BY SUBSOIL MATERIAL. STOCKPILE TOPSOIL SEPARATELY FROM OTHER EXCAVATED MATERIAL AND LOCATE CONVENIENT TO FINISH GRADING AREA. 3.7.2 UNSUITABLE MATERIAL: REMOVE UNSUITABLE SOIL MATERIALS, WASTE MATERIAL, VEGETATION, DEBRIS, DECAYED VEGETABLE MATTER, SOD, AND MULCH FROM THE CONSTRUCTION SITE. DISPOSE OF THE UNSUITABLE MATERIAL OFF THE OWNER'S PROPERTY IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL REGULATIONS, 3.8 PROTECTIONS 3.8.1 PROTECTION SYSTEMS: PROVIDE SHORING, BRACING, AND SHEETING AS REQUIRED IN ACCORDANCE WITH THE U.S. ARMY CORPS OF ENGINEERS "SAFETY AND HEALTH REQUIREMENTS MANUAL," EM-385-1-1, SECTIONS 23 A AND B. 3.8.2 SITE DRAINAGE: PROVIDE FOR THE COLLECTION AND DISPOSAL OF SURFACE AND SUBSURFACE WATER ENCOUNTERED DURING CONSTRUCTION. 3.8.2.1 SURFACE DRAINAGE: COMPLETELY DRAIN THE CONSTRI.ICTION SITE DURING PERIODS OF CONSTRUCTION TO KEEP SOIL MATERIALS SUFFICIENTLY DRY. PROVIDE TEMPORARY DITCHES, SWALES, AND OTHER DRAINAGE FEATURES AND EQUIPMENT AS REQUIRED TO MAINTAIN DRY SOILS. WHEN UNSUITABLE WORKING PLATFORMS FOR EQUIPMENT OPERATION AND UNSUITABLE SOIL SUPPORT FOR SUBSEQUENT CONSTRUCTION FEATURES DEVELOP, REMOVE UNSUITABLE MATERIAL AND PROVIDE NEW SOIL MATERIAL AS SPECIFIED IN THIS SECTION AT NO ADDITIONAL COST TO THE OWNER. EARTHWORK REQUIREMENTS CONT'D 3.8.2.2 SUBSURFACE DRAINAGE: CONSIDER SITE SURFACE AND SUBSURFACE CONDITIONS, AVAILABLE SOIL, AND HYDROLOGICAL DATA. REMOVE WATER BY BENCHING, SUMP PUMPING, DEEP WELL PUMPING, OR OTHER METHODS TO PREVENT SOFTENING OF SURFACES EXPOSED BY EXCAVATION. USE FILTERS ON DEWATERING DEVICES TO PREVENT REMOVAL OF FINES FROM SOIL. PROVIDE EROSION CONTROL AT THE OUTLET OF PIPING TO PREVENT EROSION. OPERATE DEWATERING SYSTEM CONTINUOUSLY UNTIL CONSTRUCTION WORK BELOW EXISTING WATER LEVELS IS COMPLETE, 3.9 EXCAVATION 3.9.1 EXCAVATE TO THE ELEVATIONS AND DIMENSIONS INDICATED AND AS SPECIFIED IN THIS SECTION, REUSE EXCAVATED MATERIALS THAT MEET THE SPECIFIED REQUIREMENTS FOR THE MATERIAL TYPE REQUIRED AT THE INTENDED LOCATION. WHEN SOIL NOT MEETING THE REQUIREMENTS SPECIFIED IN THIS SECTION IS ENCOUNTERED DURING EXCAVATION, REMOVE THE UNSUITABLE SOIL MATERIAL AND REPLACE WITH SELECT MATERIAL AS SPECIFIED IN THIS SECTION. REMOVAL AND DISPOSAL OF UNSUITABLE SOIL MATERIAL AND PLACEMENT AND COMPACTION OF SELECT MATERIAL SHALL BE PERFORMED AT NO ADDITIONAL COST TO THE OWNER. 3.9.2 KEEP EXCAVATIONS FREE FROM WATER. EXCAVATE SOIL DISTURBED OR WEAKENED BY THE CONTRACTOR'S OPERATIONS, AND SOILS SOFTENED OR MADE UNSUITABLE FOR SUBSEQUENT CONSTRUCTION DUE TO EXPOSURE TO WEATHER. REFILL WITH SELECT MATERIAL AND COMPACT TO 95% OF ASTM D 698 MAXIMUM DENSITY. UNLESS SPECIFIED OTHERWISE, REFILL EXCAVATIONS CUT BELOW INDICATED DEPTH WITH SELECT MATERIAL AND COMPACT TO 95% OF ASTM D 698 MAXIMUM DENSITY. SIDE SLOPES WHEN ALLOWED SHALL BE PROTECTED WITH 6-MIL POLYETHYLENE SHEETING. 3.9.3 PIPE TRENCHES: EXCAVATE TO THE DIMENSIONS INDICATED AND AS SPECIFIED HEREIN. TRENCHES IN PUBLIC ROADWAYS SHALL BE EXCAVATED IN ACCORDANCE WITH THE LATEST EDITION OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS. WHERE ROCK IS ENCOUNTERED, EXCAVATE AND REMOVE ROCK TO A MINIMUM DEPTH OF 6 INCHES BELOW THE PIPE INVERT. GRADE BOTTOM OF TRENCHES TO PROVIDE UNIFORM SUPPORT FOR EACH SECTION OF PIPE AFTER PIPE BEDDING PLACEMENT. 3.9.4 UNSUITABLE SUBGRADE SOIL MATERIALS: SUBGRADES WHICH ARE DETERMINED TO BE UNSUITABLE FOR BEARING NEW EQUIPMENT, STRUCTURES, OR PIPING, SHALL HAVE THE UNSUITABLE SUBGRADE SOIL MATERIALS REMOVED AND DISPOSED OF, AND REPLACED WITH SELECT MATERIAL AT NO ADDITIONAL COST TO THE OWNER. 3.10 FILLING AND BACKFILLING: FILL AND BACKFILL TO ELEVATIONS AND DIMENSIONS INDICATED. COMPACT EACH LIFT BEFORE PLACING OVERLAYING LIFT. 3.10.1 COMMON FILL PLACEMENT: PROVIDE FOR GENERAL SITE. PLACE IN 6-INCH LIFTS. COMPACT AREAS NOT ACCESSIBLE TO ROLLERS OR COMPACTORS WITH MECHANICAL HAND TAMPERS. AERATE MATERIAL EXCESSIVELY MOISTENED BY RAIN TO A SATISFACTORY MOISTURE CONTENT. PROVIDE A SMOOTH FINISH SURFACE BY BLADTNG, ROLLING WITH A SMOOTH ROLLER, OR BOTH. 3.10.2 BACKFILL AND FILL MATERIAL PLACEMENT: PLACE IN 6-INCH LIFTS. PLACE BACKFILL MATERIAL ADJACENT TO STRUCTURES AS THE STRUCTURAL ELEMENTS ARE COMPLETED AND ACCEPTED. BACKFILL AGAINST CONCRETE ONLY WHEN APPROVED. PLACE AND COMPACT MATERIAL TO AVOID LOADING UPON OR AGAINST STRUCTURES. PLACE BACKFILL AND FILL MATERIALS TO 5 FEET (OUTSIDE OF STRUCTURES. 3.10.3 SELECT MATERIAL PLACEMENT: PROVIDE UNDER ALL STRUCTURES AND CONCRETE SLABS. SELECT MATERIALS SHALL BE PROVIDED FROM APPROVED BORROW AREAS. IN ADDITION, PROVIDE STONE WHERE INDICATED ON THE DRAWINGS. PLACE IN 6-INCH LIFTS. BACKFILL ADJACENT TO STRUCTURES SHALL BE PLACED AS STRUCTURAL ELEMENTS ARE COMPLETED AND ACCEPTED. BACKFILL AGAINST CONCRETE ONLY WHEN APPROVED. PLACE AND COMPACT MATERIAL TO AVOID LOADING UPON OR AGAINST STRUCTURES. 3.10.4 TRENCH BACKFILLING: BACKFILL AS RAPIDLY AS CONSTRUCTION, TESTING, AND ACCEPTANCE OF WORK PERMITS. PLACE AND COMPACT INITIAL BACKFILL AND BACKFILL MATERIALS IN 6-INCH LIFTS TO THE TOP OF THE TRENCH. TRENCHES IN PUBLIC ROADWAYS SHALL BE BACKFILLED AND COMPACTED IN ACCORDANCE WITH THE LATEST EDITION OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS. 3.10.5 BEDDING REQUIREMENTS: EXCEPT AS SPECIFIED OTHERWISE IN THE INDIVIDUAL PIPING SECTIONS, PROVIDE BEDDING FOR BURIED PIPING IN ACCORDANCE WITH AWWA C600, TYPE 4, EXCEPT AS SPECIFIED HEREIN. PLASTIC PIPING SHALL HAVE DEDDING MATERIAL FROM BENEATH THE PIPE INVERT TO THE SPRING LINE OF THE PIPE. PROVIDE A MINIMUM BEDDING DEPTH OF 4 INCHES BENEATH THE PIPE INVERT. WHERE ROCK IS ENCOUNTERED, PROVIDE A MINIMUM BEDDING DEPTH OF 6 INCHES BENEATH THE PIPE INVERT. 3.11 COMPACTION: EXPRESSED AS A PERCENTAGE OF MAXIMUM DENSITY. DETERMINE IN -PLACE DENSITY OF THE EXISTING SUBGRADE; IF REQUIRED DENSITY EXISTS, NO COMPACTION OF THE EXISTING SUBGRADE WILL BE REQUIRED. 3.11.1 GENERAL SITE: COMPACT UNDERNEATH AREAS DESIGNATED FOR VEGETATION AND AREAS OUTSIDE THE 10-FOOT LINE OF STRUCTURES TO 90% OF ASTM D 698. 3.11.2 STRUCTURES AND CONCRETE SLABS: COMPACT TOP 12 INCHES OF SUBGRADE TO 98% OF ASTM D 698. COMPACT FILL, BACKFILL, AND SELECT MATERIALS TO 98% OF ASTM D 698. 3.11.3 PIPE TRENCHES: COMPACT FILL, BACKFILL, AND SELECT MATERIALS PLACED IN PIPE TRENCHES TO 95% OF ASTM D 698. 3.1 1 ,4 ADJACENT AREAS: COMPACT AREAS WITHIN 10 FEET OF STRUCTURES TO 95% OF ASTM D 698. 3.11.5 PAVED AREAS: COMPACT TOP 12 INCHES OF SUBGRADE TO 100% OF ASTM D E698. COMPACT FILL, BACKFILL, AND SELECT MATERIALS TO 100% OF ASTM D 698. IN ADDITION TO THE SPECIFIED COMPACTION REQUIREMENTS, FILL AND BACKFILL MATERIALS SHALL BE COMPACTED TO DEVELOP A CALIFORNIA BEARING RATIO (CBR) OF 10. 3.12 RIPRAP: RIPRAP SHALL BE INSTALLED IN ACCORDANCE WITH THE LATEST EDITION OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS, SECTION 414, "RIPRAP." GEOTEXTILE FABRIC SHALL BE PLACED UNDER ALL RIPRAP. 3.13 DISPOSITION OF SURPLUS MATERIAL: WASTE UNSUITABLE SOIL MATERIALS OFF THE OWNER'S PROPERTY AS DIRECTED BY THE OWNER AND WW ASSOCIATES IN ACCORDANCE WITH FEDERAL, STATE, AND LOCAL REGULATIONS. 3.14 FIELD QUALITY CONTROL: THE CONTRACTOR SHALL EMPLOY AN INDEPENDENT TESTING FIRM TO PROVIDE ALL SOIL TESTING REQUIRED FOR THIS PROJECT. 3.14.1 SAMPLING: TAKE THE NUMBER AND SIZE OF SAMPLES REQUIRED TO PERFORM THE FOLLOWING TESTS. 3.14.2 TESTING: PERFORM ONE OF EACH OF THE REQUIRED TESTS FOR EACH MATERIAL USED. PROVIDE ADDITIONAL TESTS FOR EACH SOURCE CHANGE AND AS REQUESTED BY WW ASSOCIATES. 3.14.2.1 FILL AND BACKFILL: TEST FILL AND BACKFILL MATERIAL IN ACCORDANCE WITH ASTM C 136 FOR CONFORMANCE TO ASTM D 2487 GRADATION LIMITS; ASTM D 1140 FOR MATERIAL FINER THAN THE NO. 200 SIEVE; ASTM D 423 FOR LIQUID LIMIT AND ASTM D 424 FOR PLASTIC LIMITS; ASTM D 698 OR ASTM D 1557 FOR MOISTURE DENSITY RELATIONS, AS APPLICABLE. 3.14.2.2 SELECT MATERIAL: TEST SELECT MATERIAL IN ACCORDANCE WITH ASTM C 136 FOR CONFORMANCE TO ASTM D 2487 GRADATION LIMITS; ASTM D 1140 FOR MATERIAL FINER THAN THE NO. 200 SIEVE; ASTM D 698 OR ASTM D 1557 FOR MOISTURE DENSITY RELATIONS, AS APPLICABLE. 3.14.2.3 DENSITY TESTS: TEST SOIL DENSITY IN ACCORDANCE WITH ASTM D 1556, OR ASTM D 2922 AND ASTM D 3017. WHEN ASTM D 2922 AND ASTM D 3017 DENSITY TESTS ARE USED, VERIFY DENSITY TEST RESULTS BY PERFORMING AN ASTM D 1556 DENSITY TEST AT A LOCATION ALREADY ASTM D 2922 AND ASTM D 3017 TESTED AS SPECIFIED HEREIN. PERFORM AN ASTM D 1556 DENSITY TEST AT THE START OF THE PROJECT, AND FOR EVERY 10 ASTM D 2922 AND ASTM D 3017 DENSITY TESTS THEREAFTER. TEST EACH LIFT AT RANDOMLY SELECTED LOCATIONS EVERY 500 SQUARE FEET OF EXISTING GRADE IN FILLS FOR STRUCTURES AND CONCRETE SLABS, EVERY 500 SQUARE FOR OTHER FILL AREAS, EVERY 1,000 SQUARE FEET OF SUBGRADE IN CUT, AND EVERY 250 LINEAR FEET FOR PIPE LINE INSTALLATION (MINIMUM ONE TEST PER PIPE LINE), AND ADDITIONAL TESTS AS REQUESTED BY WW ASSOCIATES, 4 NEW SHEET' ADDDED _ ,�O L`ri1 vV1 0 DESIGNED BY. PROJECT: D,1rA 8-13-08 e SET REV N0: DJM WESTHALL V LOTS 93 - 125 ENGINEERS DRAWN sY: A STONEHAUS DEVELOPMENT SURVEYORS TB FINAL SUBDIVISION PLAN DRAWING NUMBER: U DAVID M. JICNSEN � PLANNERS TITLE: Lic. 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SET REV NO: ,,��,,�, 111�� DJM WESTHALL V LOTS 93 — 125 2 ADDRESSED COUNTY COMMENTS; REVISED LIMITS OF CONSTRUCTION & GRADING Dim 7-3-08 _,�� __ _ I IF THIS DRAWING IS A REDUCTION I ,o ( c� 3 ADDRESSED COUNTY COMMENTS; REVISED GRADING IN AFFORDABLE HOUSING AREA DJM 7-:23-08 1;7 , 1�4 GRAPHIC SCALE MUST BE USED ENGINEERS DRAWN BY: 7 —��%%I— - —_ �� � I SURVEYORS — AND GRADING OF LOTS 122-125. 1 u �/ 1. �_ SCALE: 1 " = 60' // / RG FINAL SUBDIVISION PLAN DRAWtNG NUMBER: , " " '�"� \ 7\ I. \ , �\ � DAVID M. JrSEN I = IM PLANNERS TITLE: 1 4� REVIEWED BY: 4 ADDRESSED COUNTY COMMENTS; REVISED FOREBAY GRADING DJM _1� Lie. o 1 484 Q;1 SUBDIVISION PLAN OVERALL LAYOUT S-1 — DI'Ai 8-27-1 0 15� i AsSOCIATES DMJ 5 ADDED WALL AND SEWER R 0 a '4�? PO Box 4119 1402 Greenbrier Place SHEET NUMBER: /w % 60, 0 60, Lyuchburg, VA 24502 Charlousiiille, VA 22901 WVIA NUMBER: FILE NAME: SCALE: DATE: 7 COMMENTS DkIJ 2-7-11 61151 1 Phone: 434,316.6080 Phone; 434.984.2700 ____ — — ____ H: 1'#=601 1 — - -_ �E'� I DATE NO, SHEET REVISION BY DATE 0 ###j+#**,4## I I www.wwassociates.uct I I NO. I SHEET REVISION I 00 206081.19 i 608107C—S—l.dwg V: NIA 6 of 35 E T TRESS EE,,,S LC �TRE 1 \TREES SHOWN HEREON ARE TO BE\2," CALIPER LODE TREES. ti• 1 j / 1 -TO-BE-PRUNE 2. BRANCHES BELOW 6 FE \FROM gRb'UND ELEVATION ARE ALBE .)E Ld 3. AL FINAL LOCATIONS OF STREET TREES 10' FRQM EXISTING AND\PROPOSED WATER AND -SEWER FACILITIES Vl V) FQ� TURE, EASTERN. AVE. L TER�. AV CONNECTOR \ ROAD'\ 649 (8'' R/W BY1, i % % ` \OTHE�S) 20' T PORARY GREENWAY TRAIL EASEMENT Ld 30' GRADING ESMT\FOR (CLA, S "B" TRAIL A P AS,__a_>ECIF ED V) Lw TO R 0 TEM�. GRADING FUTURE CONSTRUCTION OF TO B V9C`;MD>WHEN EASTERN AVE IS CONSTRUCTED. r �2 CONNECTOR EASEMENT TB 0 1 CONSTRUCTION E EASTERN AVENUE CD _0L _11FI/I D, 3. '51,15 i1G. 306 \ It E,`(. 10' Pf. 'S N /A N EA 5't 10' P dE (To BE' VACA h'.D) 20' NATORAL LANDSCAPE PUE ENtNG- IBIJ-FFER A h, I- — - - 51. 5 C, 8 51.50' l fi /6 .50' \51.501 Q 120-00'�=_ 51.50' —673 _T P)- L 10' PUE 10' R�, A ajF YARD (TY It ISTREET TREE U, I I(TYP.) 0 T 111 PR)PENO 4 P c, .�` \ , I I /.180 AC. PA KING SIGN 632 (D LOT 116 100'— LOT 11 3\ 1 LOT�115 zl� LOT 11� 0.133 AC. 0.158 0.133 AC. 0.13 AC. LOT 114 0. 1/33 AC Ld Ld C_� V) .10 C_� cl� la 0 421 Lu D Lj 20.OV t; 1 I �, ! / 0 POSTED SPEE It + I C\l 25 M.P.H. 1/_j PROP N 10' P�IVATE PARKING /SIGN PROP 4J LOT 110 SANITARY SEWE STOP SIGN Of PUE u. 5 EAS�-MENT 0A0 AC. C20 \ — 9 T LL, J.. 151.50' 51.50' 51.50' —16 FRONT YARD (TYP.) PC) 61.50' 1.50' RVW Lu C11) - R/W U) R /Wf SIDEWALK (TYP.) 5.00' 6, (T PO ARy C9 T CD u 59 CIA 20' PERMANENT co ACSA SAN[/TARY 1,j 11 3: 1 W W W W 10 TEMPORARY U.j SEWER EASEMENT 20.. 00 CD W W --- POSTED SPEED-1 CONS,TRU (10 1 1 - 1 17 0 SUMMERDEAR ROAD 25 M.P.H. 16T001 CTION (11) 8+', 3.06 18+00 0 0 tASEMENT 0 POSITED SPEED Cd ISAN, Pit \NSAN SAN SAN 25 M.P.H.M'PHC G-6 S3 SAN A N Ld 1,j Ld `\ IGO j 3 5.00' 1, 1 US5 VO) 5' SIDEWALK (TYP.) R/w 'TEM '4 z U i A-R� z Nt3TRUCT1 0 \1 —15' FRONT YARD .(TYP.) z 52.75' OPEN SPACE -5 lj 1 1.50' 51-50'_'_ In LOT 109 -PROP NO 7.5*' 10, \ \\ \ I c9 \ 1.080 `\A C. PROP �STREET AC. PARKING SIGN ---30 NAMEISIGN 1 PR VATE UILDIKtG SETBACK (TYP.) PARCEL C 0 X 61. 5 0'_ 10, PU E-j 0.1 7�\ 00 VB V) I \ 20' SANITARY SE ER co 1 ' c;) ' ------- SANITA% \SEMI NT 6 V2 ESMT. C) �al V) 55. 00' I LO-T-1-0 LOT 104 lh'= 6114. LOT 107 LOT 10'5 1 L LOT 103, Ljj r 0.161 AC. CL 0- 0.135 AC. 0.135 AC. 0. 1 �9 AC. 0. 1 3 I r7 T�0.00, L0 LC) -\ PC], Lq rq Iq / / / I ' C� / d \ \ In i /� / / \ p 4 c� </ I ! / / I 25' DRA AG /p/OSTED SPEED \ \ ESMT. LO 108 1r- / �\ 25 M.P.H. i / �' / / / / - -7 8 (.D -64A— r' A z r, A'*6-- j ��` , i' / / ! %' I'3 / 0' R E/A R Y (TYP.) YARD 51.50' 52.75' - 61.50' 51.50' 4 / %;' / / ' ti \ / 0 47 T------ 120.00' B 10/ �X- L 7 A A S5 PUE X 0 If 60 R/W ==7K L 210 / \ \ UNNAMED TRIBUTARY ------ 7____t—iLIM1TS OF STREAM TiVP 56-13 TO LfjCKING�i LE CREEK M R5 S513 B ER 60' 'Tc- L-Ij R 0 \!-LIMITS/OF STREAM USE. RISIDE'A111,411L 2 ------- --- - M Ld ....... ............ ........... F OF STRIYAM ANK ........... . .... TO OF STREAM/BAN"K__ --- ---------OFFSITE BUFF�R 100' FROM 0r' / / I '_ / I ' (1 P/ OFFSIT B pump ' THE STREAM FFERI SHOWN HER ALL K MANAGED 'i ON SHALL IN ACCORPANCO WIT� THE :D 03 -J STATION ALBEMAR'LE'COUNTY WATER , I PROTECTI I OTNARCE. Q- 0 1!,j lv� - -------- ------ t ##000 1 REVISED GRADING BEHIND LOTS 112 THROUGH 116 DJM 5-9-08 Op 00 DESIGNED BY. PROJECT: SET REV NO: pl, DJM WESTHALL V LOTS 93 125 2 ADDRESSED COUNTY COMMENTS; ADDED DI-25 DJM 7-3-08 1p, IF THIS DRAWING IS A REDUCTION 7 5 ADDRESSED COUNTY COMMENTS; ADDED SANITARY SEWER RUN S5 THROUGH S513 --[--DMJ 8-27-10 GRAPHIC SCALE MUST BE USED ENGINEERS DRAWN BY. A STONEHAUS DEVELOPMENT SURVEYORS FINAL SUBDIVISION PLAN DRAWING NUMBER: SCALE: 1 20' T13 V V DMJ 12-15-10 V 6 ADJUSTED STORM RUN D24 TO D18 AND SANITARY SEWER RUN S56 TO S5 DAV M. E SEN PLANNERS TITLE: REVIEWED BY: C P�A I-REE"k L! --- n(� 7117� 7 CPORARY GRFFNWAY TRAIL EASEMENT V, J_tE I C-T 20 .09. 2 01 (TEMPO 9 N5 R S EmEN 7 ADDRESSED COUNTY COMMENTS DMJ 2-7-11 Lie. No. 11484 �.�SOCIATES DMJ SUBDIVISION PLAN S-2 VIA( 20' 0 20' PO Box 4119 1402 Greenbrier Place SCALE: SHEET NUMBER: Phone; 434.316.6080 Phone: 434.984.2700 01ONAL 0 wwwmwassociates.liet 608107C-S-2.dwg H: 1 `20' ---r4-14-08 7 of 35 1 Lynchburg, VA 24502 Charlottesville, VA 22901 WWA NUMBER: FILE NAME: DATE: SHEET REVISION DATE NO. SHEET REVISION BY DATE 0# A:4400 206081.19 NO. Dy V: NIA TEMP. I GRADING & + 19 LF _15" HOPE CULVERT J LiJ CONSTRUCTION INV IN-630.20 ( CLASS Al DRY L-RAP EASMFNT INV OU I=6"9.70 ' i ON FILTER FABRIC I ��0� 1 0 C��; / \ \\• (SEE DWG. P-3 VDOT TYPE A IN TALLATION FOR CALCULATIONS) � F\c•I � / � / ` \ ,\ \ �\ I _ W=�.O, o' STREET TR E'ES U I T=20" MIN. 1. TREES SHOWN HEREON/AR TO BEiL" CALIPER IC NDEN TREES. Q 2./ BRANCHES BELOW 6 FEET IrROM/GROUND EPATION ARE TO BE PRUNED. /3. ALL FINAL LOCATIO�iS OF STREET TREES SHALL BE 10' FROM "EXISTING AND PROPOSED WAT R AND SEWER ,FACILITIES. EC-2 LINER / nsCC1 t / ae//// \ 1 BFER\ „ - l _- S OF _ _ �` AL IN SCAPE CR` i l 1 _ 20' NAT�I� _.. -7 _ 1 - - �, - To' -GRADING ESMT FOR \ - _ - -------.- - F22 10 REAR YARD (TYP.) _------ -� B ' I IC / �— / — — TU RE C,OP1S. TRUCTION OF EASEE N __.._� AVENUE._.__ NNEC = --_ - 20. _ -51 - - - ,:.. , A -- - - L=-'� - -- -- - - % 51 5 51 � 53' _ -r - ;' 0' ST` 0 E. 3' _ - 10' PUE - \ \ \ _ -- - 1 PAVE \ RM WAT, ,C 1.53' - - -- - / ; l MAINTENAN ACCESS ROAD FL j / 628 LO 1.50' 10' PIKE 51.50' // / BICYCL �28'50 \ 630 ' CK fi \POSED F�3REBAY `�i PEtd-�P_w AR L °' - \' r / PICNIC '"GYG6I� IPATOR I -.. _ .18 TABLE � _ ---- --' RA LH A' \ \ P R K �\ ! = A SL0 ON AIL D CESS AVE ' - i I o� I \ \ -- \ \ 1 / CH \ — O I , I � \\ \ \ Lo / C I LOT 116 (TY- w / N 001331A5. I 0.133 AC. o o �� / �� �- l " _„ I 1 « - - - LOT 117 c� LOT 118 LO 119 LOT 121 s ,- o \ - - ,= , �, \ �' LOT 120, - \0.156 AC. c� 0.198 AC. ' y -- - - 1 �1 �� z �_ o + \ t �- i 0.1 1 A 3 AC. �� AC. \ _ ------ - -LOT 1 2 0.181 C. ' Cif N ! ON \` t�i1 p - / / �� --'-- --.._- - - v I DRAIN MT. - RAINAGE MT. I ' I DRAINAGE ESMT. ' % % �I - ---- - 10 PUE AIR RELEASE ^ - E I � � � \ _--- ----- _ _ _ REMOVABLE BOLLARD ------ ------ -- �`�-- _ i / - '~l` \ PREVENT UNAUTHORIZED-' USE -- -- _ - , - --� - - - 1 51.50' \ I -'---- - --------- 1 - _ _FRONT YARD (TY TRAIL- ` , \ ... %' / 10' PUE 51.50 _ HEAD '� - —8/\ 3 4' �' _ - D3 (T ) \ \ SANITA D / AG E� I k •i . I m - '. •m • �-' - D SIDEWA YP RAIN E \ , \�--- - ` SD D4 ' PQSTED�SPEED R 18 S6"" Sr^,;"! $ 9 X22 S:,qN SAN S N - 'i' O - - - I (TYP. EN AN 5 (TYP:) I A - 25�M�P.H./- - - - - -W W �- W -I- W \ 12+00\, VV SAN � 1 l -r- --- W `\ POSTED SPEED \ 15+' 0 r _ / — Nc3>-' — — — T. I — — r� 00 I =1g� - 25 M.P.H. '16 100 - -,T - I - � � r - - - "' -r- - PROP - iI / SAN Ln N 4— ' - � ._._____ POSTED SPEED _ _ , SUMMFRDEAN ROAD o - STREET --SIGN o PROP CC-6 TYP. -` S8 - - �' 25 M.P.H. �� CG-6 TYP,. • D7 - ST ,S _ - -- - �S J - - OP (GN ( - �5- I 5' ( TYP .) __ " .. ._. OP O / I 11( j SAN SIDEWALK R j 5 SIDEWALK (TYP.) - - \� p - 51.5"I' \ J I I I� I ' iy� 'S-TEE. L 1 h- - 53.36' 39.13 43.2�}; - //�" - 50- �^ 59.0I `< 15 5� 10' PUE -f ` " I _ _ 15 FRONT YARD (TYP.) \ / ._... \ L \+ SD f'•' —'' ,lam DRAINAGE ESMT. _ O 52 - 5' a - - 52.75= -- - - - - - - - - - - -I \ D8 D11 ��� \ `' o. �1� /�6 r' r O \� •,_/ l� - - - - - _ vr- - _ - I - DRAINAGE ESMT \ 10 PUE =\ z _ o LOT - " 8 I I� � BUILDING SETBACK (TYP.) \ U�OQ Q ---LOT 100 0 -30.00 _ \ , \ 1 TRANSITION �' __ - o AC. 0.082 AC. \ TO CG-.6R, ' r R VE SE CURB TYP. -- -- PROP. 330,---tK'G F A ' _ \ 20 SANITARY ( � i� I LOT 94 I ESMT, _ /EGRES. T r . CURB CUT - _ 26'- PRIVATE I 55.00 LOT -96 _ LOT 95 �¢ i PR o LOT 101 f L_ - - - - - - ' I 0.1'53 AC. I 0.127 AC. 0.125 AC. ' STOP SIGN _ - DRAINAGE ESM � � \ I I 0.09l AC.39 1:5' 1 LOT 1 3' I�-._.__ _ - _ '(� - _ P STE SPEED LO, 104 _ - — T I Q �_ - - 2 M. .H. �`" LOTi 93 l \; 0.139 AC. 0J139'' AC. L - " Ln � 0 0 0.192 AC. z - I 10 X18 14 ` D9 /I \ ¢ ". PARKING � SID _01 \ (TYP.) 45 93 I ¢OLC) c-59.07' - -- �\ N PROP N0 ' �i► �; I LOT 9'7 I C� I PARKING 1 25 DRA AG ;-,� 3 u �r _ O �,� � 0.092 AC. tr3 - -- -Q - SIGN /�) �_) _.- ESMT. �- W 23.00 /R25.20 PUE c } EASEMENT 5,. 1 I 1 I RD TYP.) �. �� N- D 1 -- I ' O POSTED SPEED I \ 10 REAR YA ( 1 _ __ .- •! LOT 102 -" - E D K 25 M.P.H. I -- i TR AN I fi 10 B LGI N 10 - ------ -�- _ l z Ln 0 I -- \ - - - - -' , i , Ct S 12 I - I S D EWALK ( r... - �- f'_T ANSITIO 1 - I - GRES5- ESt'1, - 10 0 51.8 2' " - _ — _ - -i - _ I 52.75 91 , - 1G I - _ - 47- 4 r o i---n---- c3 CONNECT TO Z ;� —` r.._ - ` „� - __. I CONK Er" T�f c EX. CONCRETE �'y - - nrA ;.' l: I - _ -, Al CONNECTTO\EX. 's - �" SIDEWALK \ \,\ / STORM SEWER il\ L.L� j ( _ 10T / EXISTING OFFItTE ! I - I \ 11 L I,EI SEE TY SECTION lt 7 tc "J SANITARY PU``P - --- '- - -ij I ' C - � - AND DRAINAGE & • '•, / i STATION LQ.T_._.LA. OUT- DETAi - Lt ,31.. b ;1 - I 1_._.--..._._._._.. \ ON DW R-3 _ S5B I I _I �{ c_;� 1 II ,,+� r \ cIt O _ , _ 20.- WIDE i;,3 I 't - T;r, � ir-l-i- 4 TRA' VELWAY WI H \ I L F fl AC 4ESS EASEM NT LOT 55 .. + C_1— __-._.--_.._.._-- ` 3 �_J ;• i I \ 1 EYOND CU B ( ;� ` i_t..: I i- -%�, � �\N SIDEWALK LOT'513 -I - \ 1; C: L� r-� \ LOT ,5< LOT 5 I _ (_ -- --- - Lir bl LUT of \I �j I" 1 REVISED PARKING LAYOUT, DRAINAGE AND GRADING DJM 5-9-08 7 ADDRESSED COUNTY COMMENTS DMJ 2-7-11�rOF �0� DESIGNED BY: PROJECT: 2 ADDRESSED COUNTY COMMENTS; REVISED STORM STRUCTURES D5-D6A DJM 7-3-08\�L'I IF THIS DRAWING IS A REDUCTION DJM WESTHALL V LOTS 93 — 125 SET REV nlo: �o GRAPHIC SCALE MUST BE USED ENGINEERS A STONEHAUS DEVELOPMENT 7 3 ADDRESSED COUNTY COMMENTS; REVISED STORM STRUCTURE D15, AND SAN MH S11 DJM 7-23-08 DRA�N�I BY: y SCALE: 1" = 20' SURVEYORS TB FINAL SUBDIVISION FLAN DRAWING NUMBER: 4 ADDRESSED COUNTY COMMENTS; REVISED STORM STRUCTURES D7-D15 ADN ADDED 03A DJM 8-13-08 _ DA ID M. JENSEN PLANNERS TITLE: 5 ADDRESSED COUNTY COMMENTS; ADDED SANITARY SEWER S5 THROUGH S5B. DMJ 8-27-10 Lic. No, 11484 REVIEWED BY: SUBDIVISION PLAN S-3 ASSOCIATES DMJ ADJUSTED SANITARY MANHOLE S12. ADDED WALL o _ — ,s20' 0 20 PG Box4119 1402 Greenbrier Place SHEET NUMBER: Lyn chburg,VA24502 Charlotiesville,VA22901 WWA NUMBER: FILE NAME: SCALE: DATE: 6 ADJUSTED SIDEWALK ALONG BROOKWOOD ROAD DMJ 12-15-10 t,& _�116 Phene: 434.316.6050 Plioue: 414 )84.2700 » , °roo0 ONAL .e www.wwassociates.net 206081.19 608107C—S-3.dwg H: =20 4-14-08 8 of 35 NO. SHEET REVISION ( BY DATE NO. SHEET REVISION BY DATE ♦♦ ♦0 V: NIA �i ►': 1.1-14 ►� Preliminary Flexible Pavement Design Worksleet for New Subdivision Streets ( Based on 2000 VDOT Pavement Design Guide for Subdivision and Secondary Roads in Virginia i County Alben-tarle Date: 04-04-08 Subdivision Westhall V Street Name Staiunerdean Road, Brookwood Load, Westlnall Drive (Extended) Developer StonehaUs Development Phone: Engineer W W Associates Phone: 434-984-2700 ADT ;Projected 2-way traffic For the street segment c,onsiclued as defined in the Subdivision Street Requirements. / d modified only'<s disurssed m the P1ve Went Des, r Guide. Av 1 1 e �f CBR x_ 3 an� < r CBR Des, t CBR e c D + E;l' g T it CBRr CBRlu vae of the subgrade sample, taken and tested as specified in the Pavement Design Guide. DME VDO r District Ivl ateriais Engineer. ( I EP"[ Equivalent projected traffic. i t l jC`/ I Number of I Leavy Commercial Vehicles (e.g. trucks, buses, etc., with _ or more axles and 6 or more tires.) %I IC V Percentage of the total traffic volume composed of I leavy Commercial Vehicles. - r i (RF 1 Resiliency Factor -Relative value of the subgr'ade soil's ability to withstand repeated loadutg. .. . ....._... j € SSV tSoil support value orsubghade (SSV = CBRD x RF) i ! uteri by the Conventional Pavement Design Method. Drhlekuess uxlexot pl> >sec pavement design computedI I R ;Thickness index required, based oil Design ADT and SSV, determined by Appendix 11. q ..:P...... >:.r t ..... :.u, . ....:.i f' E SteII, 1, rafalysis <. ° .' ..'.> ..., *...>" Stet' �� tlbgrhade,. oil v Soil Sample CBRr RF 1. Present ADT = 415 1 SOilr•ce Value r ? "fable I 2. %I-ICV (%) = r 0 I 3 Appenclk I �1 DME 3. EPT = 1 -115 5 ... II Avg. C B RT = 4. Design Period 1 Years , Growth Rate (%) _ I CBRI, x RF =SY s 5.0 x Lo 5. Growth Factor = ( 1.00 i l _,._.»..... ,.._.. .. _...... .. .... . ............. .. 6. Design ADT = { 4 1 5 I For preliminary desigin, use SSV lion[ Appendix 1 = 5.0 i I r , x S" I i 4 [ ] (A) Limited to Des ign ADT <1100 - Sl,o,v pavement material notations and thicknesses, from Appendix Iv Tables A and B [ ] (B) Show pavement section as developed in the Pavement Design Guide I DR = 11.4 (See Appendix Ill for material notations and thickness equivalency values, a) I Frorn Append ix ii Description of Proposed Pavenlent Section Material Notation Thicct ess, h a a x h Sri'lace Stll'EUCe (SN1-9.5A) 2.00 2.25 4.50 Base BM-25.OA Base Mix 3.00 2.15 6.45 Subbase VDOT No. 2 lA Aggregate 1 6.00 1 0.60 3.60 Dp must equal or exceed the value of DR. DP = E(a x h) Preliminary Flexible Pavement Design Worksheet for New Subdivision Streets I Based on 2000 V DO F Pavement Design Guide For Subdivision and Secondary Roads in Virginia County Albemirle Date: 04-04-08 Subdivision Westhall V Street Name Jonna Street Developer Stonehaus Development Phone: Engineer WW Associates Phone:434-984-2700 ADT Projected 2-way traffic For the street segment considered, as defined i l the Subdivision Street Requirements. r_....... _,. _ ........... .. CBRD .. _. .. ..... _.... ,._ _... __.. Design CBR = Average of CBRr x2/3 and modified only as discussed in the Pavement Design Guide i 1 3 ,CBRT CBR value of the subg,ade stunple, taken and tested as specified in the Pavement Design Guide !DME VD0'r District iviaterials Engineer. IEPT Equivalent projected traffic. pICV Number of Heavy Commercial Vehicles (e.g. trucks, buses, etc., with 2 or more axles and 6 or more tires.) 1%I-ICV Percentage orthe total traffic volume composed of Fleavy Commercial Vehicles. i I� Resiliency Factor = Relative Val ue of the sub ads soil's ability to withstand repeated loading. SSV Soil support value of subgr•ade (SSV = CBRD x RF) ff DP "rhickness indexorproposed pavement design computed by the Conventional Pavement Design Method. DR , I hhckness index required based on Design ADT and SSV, determined by Appendix IL 1 .:... ...: , <, .. • ............: .-«4.,r. .... l.x..... 1 r , ... Ste �'lill 1(, All{ 1 Cp1((ul ...,;..t C. r.a :.... •t C p ■R,`(� St{. 21) lIl •.:,..'- � F � t e tt D t} a 1 11- ,��. N `7 L M i S S {I 4. } Soil Sample CBR[• RF _.._ .. 1 Present ADT -_. ___ 955 _ _ ................. 1 Source Value 2 Table 1 2 °/nHCV (%) - 0 ' 3 Appendix I 4 DfME _.,.. _ .. 3. EPT = 955 5 Avg. CBR T = ( i 3 4 Design Period f Years = I Growth Rate (%) _ ; CBRD x RF �= SSV 5.0 x 1.0 5. Growth Factor = 1.00 6. Design ADT = _I^ 955 j For preliminary design, use SSV front Appendix 1 =1 5.0 1 F 3 3 t 1 i j , I ( I I t 1 r jt , � :r # 1 ,- ....::. ... .:... ...». ., T.. v'S:. /:�.... 3 R4, .,-'.X ,..,. e.:b. r,_ r _, .,..,_ ,:�x.a 1a r.sE. .Its,• x �,.. e.x c ...E • (� >. E.r>,...3.. v-e... t. i 7sS` i +9 Y l ,+, x n t. Ia. -..r3.._ _RV. .a.�.,�fll .>�.� 3 [ ] (A) Limited to Design ADT <400 - Slrowpavenient material notations and thicknesses dorm Appendix IV'f abler A and B [ ] (B) Show pavement section as developed in the Pavement Design Guide DR = 14.9 (See Appendix III for material notations and thickness equivalency values, a) Front Appendix 11 Description of Proposed Pavement Section Material Notation I'hickness, h a a x h Suffice SUrlace (SM-9.5A) 2.010 2.25 4.50 Base BM-25.0A Base Mix 3.0(0 2.15 6.45 Subbase VDOT No. 2 1 A Aggregate 1 8.00 1 0.60 41.80 DP must equal or exceed the value of DR. Dp = E(a x h) X.,. ,.,-... 4 CORRECTED PAVEMENT DESIGN WORKSHEEf D•JM 8-113-08 NO. SHEET REVISION 8y DATE NO. SHEET REVISION BY DATE This barricade is to be placed at the end of all dead end streets. lumber dimensions axe nominal sizes. The reflecturized area -shall have a srmooth, sealed encapsulated lens material outer surface. The predominant color for other barricade components shall be white, except that uupainted galvanized metal or aluminum components indy be used. Because of their vulnerable position and possible hazard they could creato, barricades should be constructed of light weight materials and have no rigid stay bracing. Planks are to be fastened to poste with 2 - 3/8" x 6 1/2"carriage bolts and washers or with 2 - 7/16"x 4" lag screws and washers. Bolts and screws are not to be. placed closer than 2" from the edge of planks. r The follomng note shall appear on all plruas: "The barricade shall be removed at such time as the need no longer exhtu, as determined by the Director." if the barricade is within VDOT R/W, a permit is needed for its removal. C1iAii.1C1`EitIS'T1C5 Color of st ripes tri ns P Width of rail Number of refleetorized rail faces Reflectorized red and refieatorized white 6" min. -- 12' max. 3 if facing traffic in 1 direction 6 if facing traffic in 2 directions This barricade and other traffic barricades are described in the latest edition of V➢OT's Work Area Protection Manual $tandards and Guidelines and AIUTC➢. TRAFFIC BARRICADE DETAIL (T13-1) i SIDEWALK 4" s _" c _p o "I V, A _VIt, r--JOINT SEALER JOINT FILLER --� --t�- I/2 11 a4" VDOT No. 21A COURSE AGGREGATE TRANSVERSE EXPANSION JOINTS SHALL BE CONSTRUCTED AT INTERVALS OF APPROXIMATELY 100 FEET IN ACCORDANCE WITH VDOT SPECIFICATION SECTION 504.03 A Y" EXPANSION JOINT WILL BE REQUIRED WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE. SIDEWALK NOT TO SCALE NEW SIDEWALK 2" JOINT DETAIL 5'-0" 2 21) TOOLED GROOVE 2 NOTE: TO BE BROOM FINISHED AS SHOWN ABOVE. BASKET WEAVE FINISH DETAIL NOT TO SCALE 4" MIN VARIES 1 /4":1 ' SLOPE UNLESS OTHERWISE NOTED ON PLANS Y I• t(•d�I YFrkn�,`-1-.•(� f ACfI�aI�Ii�IC;�if�l 4r� �- Ir .. I �� n t . � �- �- �1rrt1[.,r'1I.Ifr[1Fn1f..ITt1`rT�[7ii[l'TT COMPAC TED SUBGRA DE 4"-VDOT NO. 21A AGGREGATE NOTE: SIDEWALK TO BE POURED VDOT CLASS A3 CONCRETE. AIR -ENTRAINED WITH 6x6x6 WELDED WIRE MESH REINFORCEMENT DISTANCE BETWEEN SCORE LINE NOT TO EXCEED 5' IN LONGITUDINAL DIRECTION. SIDEWALK - DETAIL NOT TO SCALE - 6' 0. 2" SM-9.5A ASPHALT 4" DENSE AGGREGATE BASE TYPE 1, 21 B -.4 2% CROSS -SLOPE APPROVED COMPACTED SUBGRADE ASPHALT TRAI NOT TO SCALE ��,,��•. � ��11 rI;11 OP �", ON vEslcn�EWADJM PROJECT:ESTHALL V LOTS 93 - 125 ENGtNEERs DRAWN BY: A STONEHAUS DEVELOP O OGt, I SURVEYORS FINAL SUBDIVISION DEVELOPMENT _ BDIVISION PLAN v DAVID M. JIJ SEN y PLANNERS T B TITLE: Lie. 0. 1 484 REVIEWED QY: SUBDIVISION PLAN NOTES & DETAILS o w�' AsSOCIATES DMJ PO Box 4119 1402 Greenbrier Place Lynchburg, VA 24502 Cl,.Mtesville, VA 22901 WWA NUMBER: FILE NAME: SCALE: DATE: ° Phone: 434.316.6080 Plione: 434.984.2700 r4 0NAL, www.wwassocmtes.net -_;------ - - 206081.19 608107C-S-6.dwg V: N/A SPECIFIED 4-14-08 SET REV NO 7 DRAWING NUMBER: S-6 SHEET NUMBER: 11 of 35 SUMMERDEAN ROAD 53' A\GAT—OF_WA\,DESIGN SPEED: 25 MPH P[1��T�� �P��O^ �� k�pA POSTED SPEED: ~-~ MPH :�E T7- - --------- 1. SEE DWG. S-1 FOR PLAN NEVV SIGHT DISTANCE. 2' *CONTRACTOR TO SAW CUT EDGE OF EX. PAVEMENT, PROVIDE 18—INOH HEEL CUT INTO EXISTING SURFACE COURSE, SEAL SEAM AND EXTEND PAVEMENT. CONTRACTOR TO MEET EX. TOP OF CURB, PAVEMENT AND SIDEWALK ELEVAll(]N, PROVIDE SMOOTH TRANSITION AND POSITIVE DRAINAGE. �� rn 3 Tj cr- I I U 0 00 0 ca / rn v / c rn a� rn c a) a) c rn W 0 c �i n 0 r co 0 co 0 N / `o n� co 0 cD O N `j NOTES: 1. SEE DWG. S-1 FOR PLAN VIEW SIGHT DISTANCE. 2. *CONTRACTOR TO SAW CUT EDGE OF EX. PAVEMENT, PROVIDE 18—INCH HEEL CUT INTO EXISTING SURFACE COURSE, SEAL SEAM AND EXTEND PAVEMENT. CONTRACTOR TO MEET EX. TOP OF CURB, PAVEMENT AND SIDEWALK ELEVATION, PROVIDE SMOOTH TRANSITION AND POSITIVE DRAINAGE. JONNA STREET 55' RIGHT-OF-WAY DESIGN SPEED: 25 MPH POSTED SPEED: 25 MPH 650 630 620 610 - n u SEE NOTE 2,1, ' \ THIS SH�ET \1 y ! 1 / 1 1 ADDRESSED COUNTY COMMENTS; ADDED CD-1 & CD-2 U,1M 7-3-08 3 ADDRESSED VDOT COMMENTS; REVISED GRADING ON WESTHALL DRIVE DJM 7-23-08 4 ADDRESSED VDOT COMMENTS; ADJUSTED K VALUES ON WESTHALL DRIVE DJM 8-13-08 7 ADDRESSED COUNTY COMMENTS D'_IJ 2-7-11 NO. SHEET REVISION E r' DATE NO. SHEET REVISION BY DATE BROOKWOOD ROAD 55' RIGHT-OF-WAY DESIGN SPEED: 25 MPH POSTED SPEED: 25 MPH 10+OQ WESTHALL DRIVE l.., b.�=19+RK ROADS -- 11 + 0' -- _ 11 + ` . 6 2- - "' LJ c� i. .,-WESTHALL DRIVE REMOVE & REPLA E c 5:- EXISTING CG-6 ~ \CONNECT TO EX,-,- II G-6 -- - AND REPLACE CGi-1-2 SEE NOTE 2, RAMPS AND SIDEWALK ,� ! THIS SHEET �(�� EACH) �X WESTHALL DRIVE 50' RIGHT-OF-WAY DESIGN SPEED: 25 MPH POSTED SPEED: 25 MPH X 4 ROADWAY CONSTRUCT NOTES (PUBLIC ROAD) 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT- OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF "TRANSPORTATION (VDOT).THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF ENGINEERING (296-5861) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 3. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). 4. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND MUST BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 5. UPON COMPLETION OF THE FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES Of: THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 5 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. 6. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL/VERTICAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 4:1 OR BETTER ARE TO BE ACHIEVED. 7. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY VDOT. ALL DRAINGAGE OUTFALL EASEP;IENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. THE CONTRACTOR SHALL FIELD VERIFY THE LENGTH OF ALL STORM DRAINAGE PIPE. 8. GUARDRAIL LOCATIONS ARE APPROXIMATE, EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD DETERMINED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF VDOT, THE DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF THE GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 9. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG-9 (A,B OR C). 10. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE-1. 11. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED TO STABILIZE A DRAINAGE CHANNEL, IN THE OPINION OF VDOT, THE DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S DESIGNEE, IT IS DEEMED NECESSARY. 12. A MINIMUM CLEAR ZONE OF TEN (10) FEET FROM THE EDGE OF PAVEMENT SHALL BE MAINTAINED ON ALL RESIDENTIAL SUBDIVISION STREETS. ADDITIONAL CLEAR ZONE MAY BE REQUIRED DEPENDING ON THE CATEGORY OF ROAD DESIGN. 13. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. THE CROSS SLOPE SHALL BE MAINTAINED AS SHOWN ON THE PLANS. EXCEPTIONS WILL NOT BE ALLOWED. 14. ALL REQUIRED SIGNS (STOP, STREET NAME, SPEED LIMIT SIGNS ETC;.) ARE TO BE FURNISHED AND INSTALLED BY THE DEVELOPER PRIOR TO ACCEPTANCE. SIGNS AND THEIR INSTALLATION SHALL CONFORM TO "ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL" AND THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. THE LOCATIONS OF ALL SIGNS ARE SHOWN ON THE PLANS. THE DEVELOPER SHALL BE RESPONSIBLE FOR MAINTENANCE OF THE SIGNS UNTIL THE ROADS HAVE BEEN ACCEPTED INTO THE SECONDARY ROAD SYSTEM. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE TO BE DETERMINED BY VDOT PRIOR TO) ACCEPTANCE. THE SPEED LIMIT IS TO BE POSTED 5 MPH BELOW THE DESIGN SPEED LIMIT. 15. ROAD PLAN APPROVAL IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 16. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE DIRECTOR OF ENGINEERING, OR THE DIRECTOR'S DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 17. USE VDOT STANDARD CD-1 OR CD-2 UNDERDRAINS UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS. 18. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STOR<`, SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT INSPECTIONS AND ARE TO BE ACCEPTED INTO VDOT'S MAINTENANCE PROGRAM AND OWNERSHIP. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A V-DOT AND/OR COUNTY INSPECTOR PRESENT. IN ADDITION, IF HIGH -DENSITY POLYETHYLENE (HDPE) PIPE OR PIPE SYSTEM IS INSTALLED, THE CONTRACTOR AND A REPRESENATIVE FROM THE PIPE MANUFATURER SHOULD HOLD A PRE -CONSTRUCTION MEETING FOR INSTALLATION TRAINING. ADDED GENERAL CONSTRUCTION NOTES FOR STREETS ZE I N0. 1 SHEET REVISION D.IM 1 8-13-08 BY I DATE NO. 5' SIDEWALK 1' MIN. - --I 12" k LINGRESS/EGRESS EASEMENT GENERAL UTILITY NOTES STREET STREET TREE "FREE TYPICAL PAVEMENT SECTION SUMMERDEAN ROAD (PUBLIC) NOT TO SCALE 2' GRASS STRIP 18' PARKING SPACE 2.0" SM-9.5A CG-6 SURFACE COURSE 6" AGGREGATE BASE MATERIAL, TYPE 1, SIZE 21A 20' TRAVEL WAY LOPE PER L 18' PARKING SPACE CC-6 - REVERSED PROVED SUBGRADE A -A - TYPICAL PAVEMENT SECTION RELLA COURT (PRIVATE STR NOT TO SCALE INGRESS/EGRESS EASEMENT 1' - MIN. 12" I-- 1. CONTACT MISS UTILITY AT 1-800-552-7001 48 HOURS PRIOR TO ANY GRADING OR DIGGING TO HAVE UNDERGROUND UTILITIES MARKED. THE CONTRACTOR SHALL VERIFY ALL UTILITY INFORMATION PRIOR TO CONSTRUCTION TO INCLUDE TYPE AND SIZE OF PIPE AND SERVICES TO HIS OWN SATISFACTION. 2. ALL EXISTING UTILITIES SHOWN ON THIS PLAN HAVE BEEN TAKEN FROM AVAILABLE RECORDS. THE CONTRACTOR IS REQUIRED TO DIG TEST PITS IN ADVANCE OF TRENCHING IN ORDER TO DETERMINE THE EXACT LOCATION AND ELEVATION AT CROSSINGS. IF A CONFLICT IS DISCOVERED, NOTIFY WW ASSOCIATES AT (434) 984-2700. PRIOR TO BEGINNING INSTALLATION OF UTILITIES, CONTRACTOR SHALL VERIFY INVERTS AT ALL CONNECTIONS WITH EXISTING UTILITIES PRIOR TO PURCHASING OR ORDERING ANY PRECAST STRUCTURES. 3. ALL HYDRANT LOCATIONS TO BE APPROVED BY THE ALBEMARLE COUNTY FIRE MARSHAL PRIOR TO FINAL APPROVAL BY THE COUNTY AND ARE TO BE INSTALLED ACCORDING TO COUNTY STANDARDS. 4. ALL BLASTING REQUIREMENTS TO INSTALL UTILITIES SHALL REQUIRE A PERMIT AND SHALL BE PERFORMED IN ACCORDANCE WITH THE ALBEMARLE COUNTY STANDARDS AND THE PROJECT SPECIFICATIONS. 5. ALL STORM SEWERS SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT SPECIFICATIONS SECTION 302 AND SECTION 240 AND AS SPECIFIED ON THE DRAWINGS. 6. THE CONTRACTOR IS REQUIRED TO PERFORM ALL TESTS REQUIRED BY THE COUNTY OR ALBEMARLE COUNTY SERVICE AUTHORITY TO SECURE ACCEPTANCE OF ALL UTILITIES. 7. ALL CONCRETE USED IN UTILITY CONSTRUCTION SHALL BE 4000 PSI CONCRETE IN ACCORDANCE WITH VDOT SPECIFICATION SECTION 219. 8. NO PLANTINGS OR ERECTION OF OTHER OBSTRUCTIONS SHALL BE MADE WITHIN FOUR FEET OF ANY FIRE HYDRANT. 9. ALL HYDRANT BRANCHES SHALL HAVE A MINIMUM COVER OF 3.0'. 10. ALL UTILITIES TO BE PLACED UNDER EXISTING COUNTY STREETS MUST BE BORED OR JACKED UNLESS SPECIFICALLY APPROVED OTHERWISE OR NOTED ON THE PLANS. 11. WATER METERS SHALL BE LOCATED IN AN ACCESSIBLE LOCATION AND SHALL NOT BE INSTALLED UNDER EXISTING PIPING OR CLOSE TO OTHER FACILITIES. 12. FOR UTILITIES INSTALLED UNDER ROADWAYS AND/OR EASEMENTS PLANNED FOR FUTURE ROADWAYS, BACKFILL SHALL BE COMPACTED TO NOT LESS THAN 95% OF MAXIMUM DENSITY; IN ACCORDANCE WITH VDOT SPECIFICATIONS, SECTIONS 523.03, 302, 303.10, AND 200.02 PER P.F.M. 13. WATER AND SEWER UTILITY CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH ALBEMARLE COUNTY SERVICE AUTHORITY WATER AND SEWER CONSTRUCTION SPECIFICATIONS. 14. A 10 FOOT HORIZONTAL SEPARATION SHALL BE MAINTAINED UNLESS OTHERWISE SPECIFIED BETWEEN ALL WATER LINES AND SANITARY SEWER LINES IN ACCORDANCE WITH STATE HEALTH DEPT. STANDARDS_ ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR STREETS (THIS LIST IS IN ADDITION TO THE GENERAL CONSTRUCTION NOTES 1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT (296-5832) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG-9(A, B OR C). 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE-1. 7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. 8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. 10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. 12. VDOT STANDARD CD-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES. 13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT. SHEET REVISION BY I DATE c 1 MO'r DAVID M. JF SEN T Lie. No. 11 84 4% ;0. jONAL �.AO 2" R , 6' ,_ Y fill COMBINATION 6" CURB & GUTTER REVERSED (CG-6 REVERSED NOT TO SCALE NOTE: 1. NOT TO BE USED IN VDOT RIGHT OF WAY, STREET _,TREE q STREET TRFF TYPICAL PAVEMENT SECTION WESTHALL DRIVE EXTENSION (PUBLIC) NOT TO SCALE NOTE 1. PARKING ONLY ON NORTH SIDE OF WESTHALL DRIVE. TYPICAL PAVEMENT SECTION BROOKWOOD ROAD (PUBLIC) NOT TO SCALE NOTE 1. PARKING ONLY ON SOUTH SIDE OF BROOKWOOD ROAD TYPICAL PAVEMENT SECTION JONNA STREET (PUBLIC) NOT TO SCALE NOTE 1. PARKING ONLY ON NORTH SIDE OF DONNA STREET DESIGNED BY: DJM ' ENGINEERS DRAWN BY: SURVEYORS TB PLANNERS ASSOCIATES REVIEWED BY: DMJ YOBox 4119 1,102Greenbrier Placd I/l/I/T/A NUMBER: Lynchburg, VA 2,1502 Chul.Et-ill., VA 22901 Phone: 434.316.6080 Phone: 434,984.2700 - wim.wwassociates.net- -- 206081.19 STREET TREE STREET TREE PROJECT: WESTHALL V LOTS 93 - 125 A STONEHAUS DEVELOPMENT FINAL SUBDIVISION PLAN T4TLE: ROAD DETAILS & SECTIONS FILE NAME: SCALE: DATE: 608107C-R-3.dwg :NSSPECIFIED 4-14-08 FILE NAME: _r SET REV NO: 7 DRAWING NUMBER: R-3 SHEET NUMBER: 14 of 35 If 'A . ....... 0-0.60 TR IW- V fr PC If j ,GR'ESS EASEMENT /00'* =6.8 jAc. �F/[ A 7 1� X 60 f RI ,EASEti,�EN min oe Ifj 3 400 SD U 0-75 Ip=n.uu min, .22 ST tmin STR 00010 It 000* LEGEND A� swum PROPOSED INLET DA EXISTING INLET DA EXISTING STRUCTURE LABEL PROPOSED STORM PIPES EXISTING STORM PIPES 3 ADDRESSED COUNTY COMMENTS; ADJUSTED DRAINAGE AR FD, IM 7-23-08 IF THIS DRAWING IS A REDUCTION 4 ADDRESSED COUNTY COMM DJM GRAPHIC SCALE MUST BE USED SURVEYORS DRAWN BY. FINAL SUBDIVISION PLAN RG DRAWING NUMBER: 7 ADDRESSED COUNTY COMMENTS DHJ 2-7-11 DAVID M. JFE SEN SCALE: 1 50' PLANNERS REVIEWED BY: TITLE T, 00 Lic 484 EXISTING DRAINAGE AREA MAP FOR INLETS & PIPES DP- 1 AsSOCIATES DMJ SHEET NUMBER: C"1 PO Box 4119 1402 Greenbrier Place 50' 0 50' Lynchburg, VA 24502 ClIartouayille, VA 22901 WWA NUMBER: FILE NAME: SCALE: DATE. - NO. 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I I ... � C7 CO CCi >n II 1 I tC) N CO CO CQ II II CO {- II CO O II O CO F- II II � CO f- II ...................._ . z Z. _..M. ... _ 7...._.... + .... + _... .._.._._ + _ .._z... Z.._. Co ._.............__. + 0_1Z G, ......... ++ Z ._............... ... _ Z _. Z Z.. Z �.. �. O Zi7--L=- Z .. Z...Z - _ ---- --� -- - -- - -_Z_Z . ..__ , -..._ =___.. r __. ... . ... - .. --- ----_ 10+00 10+50 11+00 11+50 ISED GRADE 10+00 10+50 10+00 10+50 11+00 11+50 NOTES: 1. A 3' MINIMUM COVERAGE IS REQUIRED OVER THE TOP OF ALL PIPES. 2. SAFETY SLABS (SL-1) ARE REQUIRED FOR MANHOLES WITH DEPTHS GREATER THAN 10 FEET. 3. STANDARD STEPS (ST-1) ARE REQUIRED FOR STRUCTURES WITH A DEPTH GREATER THAN 4 FEET. 4• INLET SHAPING (IS-1) IS REQUIRED FOR STRUCTURES WITH A FLOW DROP GREATER THAN 4 FEET. 5. ALL MH-1 STRUCTURES ARE 48" ID UNLESS OTHERWISE NOTED. 6• ALL HDPE PIPES SHALL BE SMOOTH WALL INTERIOR TYPE 'S' AND SHALL BE INSTALLED IN STRICT ACCORDANCE WITH VDOT STANDARDS AND THE MANUFACTURER'S REQUIREMENTS. SEE PROFILES THIS SHEET. 3 Q- Q I AU N O_ co rO W CA 3 b c .21 rn Q) Q v, C •C N N W LZ lZ N O CIO O O N v a11-1 �i co O O N S� Table 8: Pipe Design Table PIPE DESIGN WWA PROJECT NUMBER 206081.19 COMPUTATIONS COUNTY ALBEMARLE COUNTY DISTRICT DESCRIPTION SHEET 1 OF 1 FROM POINT TO POINr AREA DRAIN "A" RUN- OFF COEF CA INLET TIME (Tc) RAIN FALL (110) RUNOFF Q INVERT ELEVATIONS LENGTH SLOPE DIA MANNING's n CAPA- CITY (FULL) VEL (FULL) FLOW TIME REMARKS TOP INLET ELEVATIONS INLET DEPTH (H) EASEMENT INLET No. WIDTH REQD ACRES C INCRE- MENT ACCUM- ULATED MIN IN/HR CFS UPPER END LOWER END FT FT/FT IN CFS FPS SEC FT FT FT 1 2 3 4 5 6 7 8 9 10) 11 12 13 14 15 16 17 18 19 20 21 22 23 22 21 0.32 0.64 0.20 0.20 5.00 6.8.1 1.4 632.17 632.02 30.0 0.005 15 0.013 4.6 3.7 8.0 637.52 5.35 22 20.00 21 20 0.31 0.58 0.18 0.38 5.13 6.77 2.6 631.92 631.76 26.9 0.006 15 0.013 5.0 4.1 6.6 637.52 5.60 21 20.00 20 19 0.00 0.38 5.24 6.74 2.6 631.66 631.49 32.5 0.005 15 0.013 4.7 3.8 8.5 closed manhole 638.02 6.36 20 20.00 25 23 0.59 0.65 0.38 0.38 5.00 6.81 2.6 634.76 634.05 71.0 0.010 15 0.013 6.5 5.3 13.5 639.60 4.84 25 20.00 23 19 0.47 0.59 0.28 0.66 5.22 6.75 4.5 i633.95 631.49 28.0 0.088 15 0.013 19.2 15.6 1.8 637.93 3.98 23 20.00 19 18 0.29 0.65 0.19 1.23 5.39 6.70 8.3 1631.24 629.70 194.2 0.008 18 0.013 9.4 5.3 36.6 637.93 6.69 19 20.00 24 18 1.40 0.65 0.91 0.91 12.30 5.21 4.7 640.47 634.30 143.0 0.043 15 0.013 13.5 11.0 13.0 647.00 6.53 24 20.00 18 17 0.20 0.90 0.118 2.32 12.52 5.17 12.0 629.45 629.10 38.9 0.009 21 0.013 15.1 6.3 1 6.2 642.03 12.58 18 28.91 17 16(OUTLET) 0.00 2.32 12.62 5.15 12.0 629.00 626.11 '174.7 0.017 21 0.013 20A 8.5 20.6 closed manhole 642.70 13.70 17 31.15 ... ....t . _ > .t .. <. t. ,:. ... .. :.. ...,...., . * ,., ,:.. ......., r. < , ._..,. _...EX.?(. �.:zie.. .rl, .... .....:..... s _.._,.. .. ., f , .. .. a � ,.,.,...�a.,�, .,_:,.r.F�.,.:.,-t9.0.3<_,.._.,..._._..3<,1 ':Y.. a a ...: » 66.,.,... ,t. ..,.> . S ... . .r<0;75:,... ,._...... , „"' r, .. . x. .<. gs. 25�� .. 1, ,,. ..... . ..... ... ><, :: ... �.,,1.25,<,.:,>,,5.37,.,_ Y .<.,, ,... .... . ,1-, .� .. r .. .-,.6,7 ... 11 'r. :... .. ,. . .... _.3,-,,. ., .. ... .. n .3:_ .._r_.. ',___,,... .. .v .< .. ....t , .., �, .. ... - .. ......> _, ,� 1 la < z::. .._r.::; ... ... .. ,.., 4 r _ .".�....., ..-. :' .....,.. ._„ ....''Fa , _.,: a"..,.. -.-t.. a.�_., _.,.„...s. F 5 A: Y„,.„ ., 2 '... _., _t sx.... .._ :3 .. .. n-f:i:e"<b:Jv.. 1::,4.... tie �'� in ne .4•tln I �, .:..:5 .. u: M .s.. a .w ,.., :...' .,,._ a' " 10 g - - - 1.25 5.37 6.71 8.3 642,75 641.75 39.6 0.025 15 0.013 10.3 8.4 4.7 Includes 8.3 cfs from 649.37 6.62 10 20.00 existing offsite drainage 12 9 0.19 0.80 0.15 0.15 5.00 6.81 1.0 644.23 643.72 54.2 0.009 '15 0.013 6.3 5.1 10.6 649.26 5.03 12 20.00 g 8 - - I - 1.40 1 5.45 6.613 9.3 641.65 640.56 42.2 0.026 15 0.013 10.4 8.5 5.0 closed manhole 647.51 5.86 9 20.00 11 8 0.32 0.72 0.23 0.23 5.00 6.81 1.6 641.13 640.56 30.0 0.019 15 0.013 8.9 7.3 4.1 645.64 4.51 11 20.00 8 7 0.24 0.68 0.16 1.79 5.53 6.66 11.9 640.46 639.15 32.8 0.040 15 0.013 12.9 10.5 3.1 647.05 6.59 8 20.00 15 14 0.19 0.70 0.13 0.13 5.00 6.81 0.9 640.61 640.02 38.5 0.015 15 0.013 8.0 6.5 5.9 644.04 3.43 15 20.00 14 7 0.14 0.75 0.11 0.24 1 5.10 6.78 1.6 639.92 639.15 90.9 0.008 15 0.013 6.0 4.9 18.7 644.09 4.17 14 20.00 7 2 2.03 5.58 6.65 1 .5 3 6 .0 39 5 637.07 4 2.5 0.047 15 0 .013 14.0 11. 4 3.7 closed manhole nhol 645.93 6 8 .8 7 20 0 0 t ,� :, tz,ii ..,<X 6.,..,+ s...,,,_....F.L. 2. - J $ [ iC. 5 _,_...,,a.1.31,:.F ': s _., ,.. Q.70.k `. . . , .._0.92 ,,.... r. 3 ,0.92..,. ..:f5.35..t.. -'U ;�, 6.7I . _', 6.2. , _ ... 639 68- �. G30.37,. r- .,.3.5Q,f .a '� 26 , 0,0 F£. ! 2 4..>_... ". 0 :: 013 .. s :� 36 -:. it 5,..a-. ,.,_.11.,6 ,( i - . r.;_:4.4 R..i offsite draina e from �' 4 -. a znz s A e z' . i W sthalC (12.tf,_ r.,,. i i i d �'- 1 T. h_,.. ..r.. r ,, ! 7 r,a Ir ........ , . . t 1 . -F Set new pipe in EX MH-1 6A 6 1.28 0.55 0.70 0.70 1 7.00 6.28 4.4 637.32 633.60 72.3 0.051 '15 0.013 14.7 12.0 6.0 643.76 6.44 6A 20.00 6 5 0.39 0.65 0.25 0.96 1 7.10 6.26 6.0 633.50 632.07 29.8 0.048 15 0.013 14.2 11.6 2.6 640.99 7.49 6 20.00 5 4 0.15 0.90 0.14 2.01 1 7.14 6.25 12.6 630.27 629.84 83.2 0.005 24 0.013 16.3 5.2 16.0 I 640.99 10.72 5 25.44 4 3 - - - 2.01 1 7.41 6.18 12.4 629.74 629.23 •101.6 1 0.005 24 0.013 16.1 5.1 19.9 closed manhole 642.55 12.81 4 29.62 3A 3 0.25 0.65 0.16 0.16 5.00 6.81 1.1 637.00 635.00 39.0 0.051 15 0.013 14.7 12.0 3.3 closed manhole 642.55 5.55 3A 20.00 3 2 0.06 0.80 1 0.05 2.22 7.74 1 6.10 13.6 629.13 1 628.38 148.2 0.005 1 24 0.013 16.1 5.1 28.9 644.58 15.45 3 34.90 2 •1 OUTLE - - - 4.25 5.65 6.63 28.2 628.28 626.00 61.5P .037 24 0.013 43.7 13.9 4.4 closed manhole 645.55 17.27 2 38.54 *NOTE: Existing STR 4-2 includes offsite flows from EX STR 4-4 and EX STR 4-3. See drainage area map DWG DPA . **NOTE: Existing STR 6 includes offsite flows from EX STR 4, EX STR 5A, and EX STR 5. See drainage area map DWG DP-1. ON GRADE INLET DESIGN TABLE _ .... ..._ . _....... 1 I , _. I I i I ABLE I ............. .... _.......... . _ . [ I I I I I j E W torm ater I 'o s S nlet Com utatl n (1 p I i I 1 DE INLET DESIGN T 7: GRADE I ABLE t T 1 i , � i : : E EN(iINEr:IiS 1 $1..8VGYURS ro'ect: WEST HALL PHASE V :B :DRF .. l P.. ,1., ._.. ".._..-..__.._...__- . . ... . __ ..._-,.--.__ _..._. ._,.,.,:. - ,. Y _. _ -_ __ _. I ,--_.. . -..._. l ..,_-.-. ,,.-- i-_,,,.,- .. l _,,._. _ -. ___._ _._,...____ __ . ____. _ _ _.._.. _._ I _,...__ _...- i. j W PLANNERS• •.-. II 1 1 . ........_ .. ......._ ..... _. .... .. --._.................. . _, . I_.......... , i s . ..-.. ....._..1 ....... , _...... _. .... _. •..._ I _ .----- ._.... _- ....._.. ...... - -- -___.. .. . 1 - ! _L , I. _ i , _.. �rE ... ASSC)Ct S D e• 8-13-08 at .WWA Pro ect Number. 2 06081.19 I I I , I I I ; i t + I I I _._.___.___.__ ______..-_..__i._..-,..___ .. ,,... :_._.._.__ I - ,.,-_- _----.._____.._.. _ ._ _.-____....._L..,_.,...__ __......_.-.____ 1 t s I� i 1 _ ._ ... »_.. ......:...:.. , . CURB INLETS ON GRADE INLET -71 ZEF tz 0 4� M 0 .E (n U U � rn - v w s m : n `� I- :2 N_ 3 � [°u c c d 55 a) CW a. Q1 O > ILL c O ... ro Q o �- �n vI ,�., o 4-+ O 0 f'- - 4 CL > 0 REMARKS G < U < _ a I? 0 Ir U 1 a ? {F L 4- y N � (n + c Q J 4M -, S V tj... (D t Z [ d 41 a) U O U ,- 4-1 � U 7 N rn W N N F ��, U J ro iv �' > <C U` tT 11 O 41 CL c U W J Z p C U Ur a I - U U` -0 -0 � (j .0 J Z = ` 0 C• 11 y= •� "a W -0 - (n U) W (n I- r CJ fn U) J 10 3 DI-3B 4 0.06 0.80 0.05 4.00 0.19 0.00 0.19 0.020 0.020 1.37 2.00 1.46 0,083 4.15 1.01 0.29 0.15 0.17 3.37 1.19 0.11 1.00 0.19 0.00 Grade Inlet 3A DI-3B 6 0.25 0.65 0.16 4.00 0.65 0.00 0.65 0.020 0.020 2.67 2.00 0.75 0,083 4.15 1.00 0.29 0.15 0.17 5.64 1.06 0.18 1.00 0.65 0.00 Grade Inlet 14 DI-3B 6 0.14 0.75 0.11 4.00 0.42 0.00 0.42 0.017 0.020 1.89 2.00 1.06 0.083 4.17 1.00 0.29 0.15 0.17 4.44 1.35 0.16 1.00 0.42 0.00 Grade Inlet 15 DI-2B 8 0.19 0.70 0.13 4.00 0.53 0.00 0.53 0.044 0.020 1.73 2.00 1.16 0.083 4.17 1.00 0.29 0.15 0.17 6.56 1.22 0.14 1.00 0.53 0.00 Combo Grade Inlet 18 DI-3B 6 0.20 0.90 0.18 4.00 0.72 0.00 0.72 0.017 0.020 3.27 2.00 0.61 0.083 4.17 0.98 0.29 0.15 0.16 5.63 1.07 0.19 1.00 0.72 0.00 Grade Inlet 19 DI-3B 6 0.29 0.65 0.19 4.00 0.75 0.00 0.75 0.017 0.020 3.44 2.00 0.58 0.083 4.15 0.98 0.29 0.15 0.16 5.76 1.04 0.19 1.00 0.75 0.00 I Grade Inlet 25 DI-3B 10 0.59 0 5 .6 0.38 0 4. 0 1. 53 0.00 1.53 0.019 0.020 5.65 2.00 0.35 0.083 4.17 0.85 0.29 0.15 0.14 8.63 1.16 0.24 1.00 1.53 0.00 Grade Inlet ON GRADE INLET DESIGN CHECK STORM TABLE _. .__......... ......._.... .. ......._...___�.........__ ...... .... ; ..._...... 1 ` .. - i .. .. ... _ .., . .. .... ._ ..__._ ....... _.. ......... . _._..... ... .... _-.......1_. ......... ..._........ 1 I -3 ;Storm water Inlet Computations! I ....... _ _ ..._ _..... ........ 1 i - �A, - !TABLE7:GRADEINLETDESIGNTABLE 1 l 1 I I I Y ENGINEERS 1 1111 .. ...._ ... -----_. ,-_. _ .. ..._ _ ............. _._._ ..._.._._..-..._ I E i WEST HALL PHASE V ! : DRF __.... ._._.__......__»- -__ _--__._ ...__._. _.__....__. _ __.__- . ._ ..... 1 , I i i 1 I I........ 1 I 1 __.._ __... __. ___ - - t _.__ - SUR\'GYORS"� LI ;B Project: i _ _i .......... Y . ... - ---- . .... ...... ...... .... ..... _ 1 ....__.. _ ____ .. _.. ....�_.._ _. __..__......_ _ _: _ _.._ _ , I i - _ _i . I......_... P -- -.-__- _....._ _..._ PLANNERS .. 1 • ... __. _..! .. ... _..._E. ._..._._.... _.. _i .._... i. .. ..__. ..... _. .x a.. ...._._. ... _.._. _.. __._.. ..... i 68.19 I IDate:8-13-08 ` r.2001 WWA Pro ect Number: _ ..J........... _.._ _.... ...... _ . ... _._ ._. [ I f i. t _....... I . _--_ .. _.__. _._. .. ._.. .-_._ [ .., i :`. t i i i t s i 1 _ ..__.. -___ ._.$..__ .... _.. _ , ._..... _ .. _... ' I � i I 1 i i 1 I _..._---.__.___.._ ` 1 .Assoclarl~s ....__ ____._.. CURB INLETS ON GRADE INLET a) 4-. $ a � 4' Q in rn -V n r U) c- � o o U W W _ = @ �14 rn N r W {- to 3 _� LL 1.-� c d a) m n c �, s > p c o t7 M n 3r O x o 0 0 U U 43 > REMARKS 2 >- M o < � u o L� (v --r L I� $ U (n = � N 3 +� � If 0. o Z }; (4g rn U U o Z m � � � � n U � � - v � m a is +� � � ] M * � � I.-- W m , E J c c .� L m 2 2 a; M 17- -1 ro o ro c _ d U > d O o M 0- 11 11 X U o,2 n .S c U Z = -L° 0 n ~ U C9 o � •a 11 � '- 0 W O CY ' W c° rn rn a n a JIn U) (� (3 F= J 14 DI-36 6 0.14 0.75 0.11 6.50 0.68 0.00 0.68 0.017 0.020 3.09 2.00 0.65 0.083 4.17 0.99 0.29 0.15 0.16 5.49 1.09 0.19 1.00 0.68 0.00 d1 < 0.5 (ft) 15 DI-2B 8 0.19 0.70 0.13 6.50 0.86 0.00 0.86 0.044 0.020 2.29 2.00 0.87 0.083 4.17 1.00 0.29 0.15 0.17 8.05 0.99 0.17 1.00 0.86 0.00 di < 0.5 (ft) 18 DI-3B 6 0.20 0.90 0.18 6.50 1.17 0.00 1.17 0.017 0.020 4.90 2.00 0.41 0.083 4.17 0.90 0.29 0.15 0.15 7.24 0.83 0.22 0.96 1.12 0.05 di < 0.5 (ft) 19 DI-3B 6 0.29 0.65 0.19 6.50 1.23 0.05 1.27 0.017 0.020 5.20 2.00 0.38 0.083 4.15 0.88 0.29 i 0.15 0.15 7.60 0.79 0.23 0.94 1.20 0.08 d1 < 0.5 (ft) 25 DI-313 10 0.59 0.65 0.38 6.50 2.49 0.00 2.49 1 0.019 1 0.020 7.46 2.00 0.27 0.083 4.17 0.72 0.29 0.15 0.13 11.47 0.87 0.28 0.98 2.43 0.06 d1 < 0.5 (ft) d1 < 0.5 (FT) THEREFORE ON GRADE INLET DESIGN WITH 1=4.0 IN/HR IS ACCEPTABLE .. __. _._-__. Project.lWesthall __ _....-..____.__..... ___ t ._.______.._._ V __.._.._._.. _.." _" . _ _ ..__ _ ...__._._ .._..._ _ ..___. I .._._-- _..-_- f Open -.....1 Channel _ ..... _. Design Worksheet ....------_._--- -- ..-.. ......... i ... .. ... I 11 __ .... _ _ _.. �. -_ ENc[N[=ras WWA Project Number:1206081 I--- -. .._ ... .1-... .. .. 19 -_ --------------_.------- -- -----".,.,_,.-.._-.....- i _.- i ,...._...,....... ,._-_,..._. 1 -_ _-..____. - .. _. - --- _. _. _. _ 1 1_ _ __.._. Z� , ... ....__... --- - r SuttvEioRs.- ._i _._-__..... _.__..BY.-.1.. __. _-.. _....i. Date. DRF .._._-.....w-,.._,.-..L_-_"--_-_-_-...-_.._._-_-_- 7/23/2008 I _--,_::.-.. I....:---..,.-:-. I ..- ,..-_,-._- ..._..:.._I.._-._.._.__-.-.-.-"-.._ ___..- _... . _.._._ -_--,.-___._-__-._.--._-______,--.!_.--_________-_ 1 i Zz-,,._.__..� -________...._.__---_.... ._.-.-7_.___- ._ _I1...._w__ .-.___.._-........-.---._..----_,_---... `® �'C.ANN[;RS - . , VELOCITY CHECKi I j -__.. w.._w._._..,._. -__w ..._..._. ......,_ �� - I ....... 1. "--..��:."-��.I.."�1.1.11.�,.�.-, I I OOKFES- Drainage c A Tc Slope Channel Liner Allowable 2-Year 10-Year Maximum Segment ID c Area (Ac.) (min) 12 (in/hr) Q2 (cfs) (ft/ft) Geometry Material V2 x R2 n Velocity Velocity 110 (in/hr) Q10 (cfs) Depth (ft) Channel Remarks (fps) (fps) Depth (ft) Accumulated IT b Z1 Z2 SCC 1* A -A 0.60 0.77 0.46 8.50 4.57 2.11 0.020 0.0 3.0 3.0 Grass 0.74 0.022 i#IT"', �3;"5Q>, 3,42 < 5.93 2.74 0.50 1.50 Velocity OK B-B 0.60 0.85 0.51 8.83 4.51 2.30 0.095 0.0 3.0 3.0 EC-2 0.76 0.050 t ` F,4FQ, t„f;` u 3 �9 1 5.86 2.99 0.52 1.33 Velocity OK C-C 0.60 0.95 0.57 10.00 4.31 2.46 0.088 0.0 3.0 3.0 EC-2 0.79 0.050 r'1'�' 3 _,= 5.61 3.20 0.55 1.33 Velocity OK SCC 2'"` 0.75 1.66 _at:irl 'i :.._.',k .`.F:` D-D 0.65 0.72 1.71 5.00 5.20 8.91 0.092 0.0 3.0 3.0 EC-3 A 1.77 0.050 ;„7 qQ.., .. ,..4. ;,;- 6.70 11.48 0.87 1.33 Velocity OK CAPACITY CHECK I 1 Drainage c A Tc Slope Channel Liner Allowable 2-Year 10-Year Maximum Segment ID c Area (Ac.) (min) 12 (in/hr) Q2 (cfs) (ft/ft) Geometry Material V2 x R2 n Velocity Velocity 110 (in/hr) Q10 (cfs) Depth (ft) Channel Remarks I (fps) (fps) Depth (ft) Accumulated b Z1 Z2 SCC 1* A -A 0.60 0.77 0.46 8.50 4.57 2.11 0.020 D.0 3.0 3.0 Grass 0.28 0.175 3.50 0.49 .� 5.9 3.. - i' 2 7 4 :.b .._ 3 ,.::. 1 3.. _....>., , 1 50 -.,=>+>t<... ., ,_.,,r<,f: Depth OK B-B 0.60 0.85 0.51 8.83 4.51 2.30 0.095 0.0 3.0 3.0 EC-2 0.41 0.272 4.00 0.95 ,,E,"S 86 �r?i 2.9 � t ,_-;Q 99.,°. 71 dry;) 33 sg'.: Depth OK C-C 0.60 0.95 0.57 10.00 4.31 2.46 0.088 0.0 3.0 3.0 EC-2 0.42 0.269 4.00 0.95 '``-.5 ff1„";.;: E*3 2Q;,, s;11,=;1 Q2,_2:= '�-.;�1a3.:N;; Depth OK �+/+ SCC 2** Q.75 1.66 , : ,,I ?".t -^n i.., YS ,• �,r {. . an . `[ _..,':?Y T" T7 D-D 0.65 0.72 1.71 5.00 5.20 8.91 0.092 0.0 3.0 3.0 EC-3 A 1.23 0.134 7.00 2.25 --,6 7Q", ,,ry-i11,48 � `-,,;£.1,26,,., , ,,,_'� $3 ; Depth OK NOTES. *Design drainage areas for section A -A, section B-B, and section C C can be found on DWG DP-1. .. I ' I I .... --__._.._ .. -.. _:.-.-.._,,,- » ....... .... _.-..,_-..--__.-_.........._»,-- --,:.- ..:...-...: _, .,.... I— .._,.._...._..... ------ -----------�-_-__---__._,..__.....---..1----.---..,,-.-----_.t-,-------- -- **The design drainage area for section D-D can be found on DWG ESC-2A. Flow for SCC 2 includes offiste flows from Existing Structures 4-2, 4-3, and 4-4. See drainage area map DWG DP-1. I _----- ------_.... __.._..----... .......... ..._.. Table 10: Culvert Design n Table L_ _.._......-_ ... __...... ,_ I ._....., -- . _._..... .... ........, ...................... _........... ..............._. .,....... I ¥( E . _....... ......... ..._.. __.._ _...... _ ..... _ . 1 I .. _ .. , * " _..... j I .. 1 ...... '' ......... ......I..... .1-i-....-._........ _.,,. } ..... .._.._...............-._........ . ............_.._. ......,...._._.. CULVERT DESIGN _._-..... ........ _.,.-:.,:.... :., .,,-. ..,,,-,-:__..__...... ......._._..-._._... ,.._..-:.-...:......_. _-.._.. _...__.f.__ _._..._.._.( ......_ ..... _. _..(._.._... _._..,.__.. ... ...... _ - ._.._..._.._... .._.. ... _.._.. _.. .:.., ........,<.,.... _..__.._.. _.....,_._...._ _ .... Ll---��-��l-,-,-I---,------i-�-- lesser of 1.5(culvert height) or (max elev. - invert in) t i4 A I » __. __ 1 Culvert I I 1 I I ( Hydrology I I I 1 1 I 1CUIVert 1 1 I i I t a > I � : � v I I (D 1N- U � (9 U ' 0 11-�o E W ` (9 1 3 3 m 3 W M t -C �, of m > - a Z � ` o � m i I 0 0 >, o U i > O o N n1 i (9 C ` p tf 17 - •= .m >. O I S J CD O r L 1 Z 1 F-, 9 c m � 0 V) I s ❑ d - Hydrologic Method Hydrologic N I ( a � C3 ?0 > > j� E parameters a z = _� Ir CULVERT#1 15" HDPE 630.20 629.70 19.0 632.2 2.0 0.85 RATIONAL C=0.60; Tc= 8.8 min 2.3 1 3.0 1 3.9 0.8 1 1.0 1.2 7.7 Enters existing stream bed TEMP CULVERT #1 24" FIDPE 637.00 634.00 40.0 639.5 2.5 2.38 RATIONAL C=0.70; Tc= 5.0 min 8.9 1 'I 1.5 15.0 1.5 1.8 2.2 14.3 Enters temp sediment basin TEMP CULVERT#2 15" HDPE 633.00 630.00 40.0 635.0 2.0 0.85 RATIONAL C=0.60; Tc= 8.8 min 2.3 3.0 3.9 0.8 1.0 1.2 10.3 Enters tenp sediment basin 1 *** Drainage area for Culvert #1 can be found on DWG DP-1 I I I i ; 1 __...._._..-..._ - - _ 1 _, _,___.. __..___._ _..__.. - .. ... ..... _._ _ _._ .._.._ _---- -.--------------•-- _ _ -- The drainage area for temporary culvert #2 is the same as culvert #1 ...... _. The drainage area for temporary culvert #1 =drainage area SCC2 section D Dl -.. _. . - -..._ .. ..- • .._ . . I I I i E i }-„ 3 _.._-_.-..., ... ..,_ ......_.. ,. . -__.... _.__.._..._ - .._._ ... _ . _..._.,,..-.,-....__._,._ . _ . _.. ..a_,,.,. ,1 ..,_< ..-..- --„-,.-.__._•__a._..__.._......___ -_:- . , _1'.."', . - . .1.-.,, .._. a,..,...._. ! -------,_.--,.-._.___-.-..._-_-I._,__._.. # __-, ..._ _ SUMP INLET DESIGN TABLE Table 6: Sump Inlet Design Table li I I .. __I..._ _.._)._ .. .. (_ I I.. . ... ....__.._ _-_--.__.I i -__ - - .... 1 _ .__.__ I .__._.._.... f _...___.._..._ 1 _____._. _ ., _..... ; . ._ J1 l i ;-_..__. __ .. _..1 ....�._.... _ -_I_...... I I 1.------.I--"*-- - I - INLETS IN SUMP, DESIGN (CUR B SPREAD AND INLET SPREAD AND DEPTH) , _.PR_ ._......... __......__ _..,.......: _H)__. __-.,.__"._,_.. _ Intensity 4.00 (Intensity is 4 in/hr for.spread, and 6.5 in/hr for capacity and depth) I ! _ I___.___.. _ _..- . � ._.___.....__I..__.._._.€ . _. _.,. _ _ .,. w. .. ..... .......... ,-........ ... - -_ - _. _ _ ..._ - - .. __.._.,-_ ......... . ....... . ... :.... - .... .---_._.-.,_ . _ --- . -- - .,_ ..... ._.._ 11 . Mannings Coefficient�n is 0.0113 I j l j � � I � I ( I Inlet I I :Hydrology I I ICurb and Gutter I i t I lInlet I I Q It I I a1 ti {` !) r s I't "r ; n 1 ;4 a s `It"I:r 1y I t � l°,M N m (n an N 0 1_ '"o m r+r i 1�1` •E P o. O �x QI 4- V--. v L. (i7 n V) I Z) o 3 , i Ca` N" ��i I�t o G6 r �. 11 'c o Q C� W O o U U O O En O :t3O U 1 N i t r a �.:; o , t {{ # _ W 0) c: U •'_ . - 0 0 3 � f I lFU I ,� nr' �T1;i I s � � Ij 1 S, U m Q C N U N C 14fS U 3 c `T O 0 �` cLo Q - rn $ `° > 07 rn 3 (� 3 rn " o � ,r c - 4 in Ai ., Y E U > Q v U i cs r� a F- W 1 ,1 :1,,,_: �: 1,- rr; , <.>,.. H; left 0.02 0.90 0.018 0.07 0.00 0.07 0.0010 0.0208 2.0 0.0833 4.0005 1.57 1.00 I -...-_..- - ...._..- right 1 0.13 10.901 0.117 1 0.47 0.00 0.47 0,0010 0.0208 1 2.0 1 0.0833 1 4.0005 1 6.01 0.82 Structure 5 3C 6 combined flow 0.5 Qaa. 0.006 g4.Oa = ! left 0.30 0.65 0.195 0.78 0.00 0.78 0.0016 0.0208 2.0 0.0833 4.0005 7.90 0.69 [--.._,a__--,_ .,____.-._. right 0.09 10.801 0.072 1 0.29 1 0.00 0.29 0.0010 1 0.0208 1 2.01 0.0833 1 4.0005 1 4.36 1 0.93 Structure 6 3B 8 combined flow 1.1 r;; _q 4.1.�1 0,006 ,;,,S,F2�_ ,�,;; - -.1-1 _, all 1 1.28 10.551 0.704 1 2.82 0.00 2.82 Structure 6A1 DI-1 I n/a 2.8 Q,33'; n/a 8. 115',It;i left 1 0.02 1 0.801 0.016 I 0.06 0.00 0.06 0.0010 I 0.0208 1 2.01 0.0833 1 4.0005 1 1.51 1.00 I right 0.22 0.68 0.150 0.60 0.00 0.60 01 0 0 0 0.0208 2.0 0.0833 4.0005 6 .89 0.75 Structure 8 3 B 6 combined floe/ 0.7 0 3 1: 0.005 4:64 1 f, H_ ._ ,. left 0.27 0.72 0.194 0.78 0.00 0.78 0.0010 0.0208 2.0 0.0833 4.0005 7.90 0.69 ri ht 9 0.05 10.801 0.040 I 0.16 0.00 0.16 0.0010 1 0.0208 1 2.0 1 0.0833 1 4.0005 1 2.49 1 1.00 Structure 11 313 6 combined flow 0.9 R,QA1 � 0.00^0 .,,�:85,, I left 0.13 0.80 0.104 0.42 0.00 0.42 0.0010 0.0500 2.0 0.0833 1.6666 3.66 0.91 5% Cross slope right 1 0.06 10,801 0.048 1 0.19 0.00 0.19 0.0010 1 0.0500 1 2.0 1 0.08331 1.6666 1 2.45 0.99 in Parking Area Structure 12 3B 8 combined flow 0.6 ,.0. 1s 0.005 left 0.12 0.58 0.070 0.28 0.00 0.28 0.0010 0.0208 1 2.0 1 0.08331 4.0005 4.25 1 0.93 right 0.19 10.581 0.110 1 0.44 1 0.00 0.44 0.0010 1 0.0208 1 2.0 1 0.08331 4.0005 1 5.79 1 0.83 Structure 21 3C 8 combined flow 0.7 r0,360.006 4 3?,;4 ' left 0,10 0.64 0.064 0.26 0.00 0.26 0.0010 0.0208 2.0 0.0833 4.0005 3.98 0.95 ___.. _ right 0.22 0.641 0.141 1 0.56 0.00 0.56 0.0010 1 0.0208 1 2.0 1 0.08331 4.0005 1 6.67 1 0.77 Structure 22 3C 8 combined flow 0.8 Om39.= 0.006 left 1 0.23 10.591 0.136 1 0.54 0.00 0.54 0.0010 1 0.0208 1 2.0 1 0.08331 4.0005 1 6.53 1 0.78 right 0.26 0.59 0.153 0.61 0.00 0.61 0.0010 0.0208 2.0 0.0833 4.0005 6.98 0.75 [ --- - 111- � I ,,, . Structure 23 3B 14 combined flow 1.2 Q,3%=- 0.006 4 18 I. - . . _._. I all 1 1.40 10.651 0.910 1 3.64 1 0.00 1 3.64 Structure 24 DI-1 n/a 3.6 Q:41jn/a 61 ,' 'Note: All specified DI-1 dro inlets are sized at standard dimensions with 2.5'x2.5' grate tops I t.. _. h.--1- _ _ . _ . ...... _ _-._. - _-_. - . -_ . ... _ _ . .--- -_- _..... _ . _._..._._...__-..__M.._ 1 , _.., .. , ._.._ 1 i ..-.... _...__...__._._., 1 REVISED STORM COMPUTATIONS FOR STRUCTURES D7-D15 WIN11 5-9-08 I It��"Vf.j OF, �10 2 REVISED STORM COMPUTATIONS PER COUNTY COMMENTS D.IM 7-3-08 ��� I o�- ( I � j 3 REVISED STORM COMPUTATIONS FOR STRUCTURE D15 DJM 7-23-08 /, 4 REVISED STORM COMPUTATIONS PER COUNTY COMMENTS D,Jhi 8-13-08 vt r 1( -_ ._ U DAVID,M. JENSEN 5 REVISED STORM COMPUTATIONS PER COUNTY COMMENTS DJM 9-25-08 ,� Lic. No 1 84 � 6 REVISED STORM COMPUTATIONS FOR STRUCTURES D19-D17 DI,IJ 12-15-10 = n ��� fl y, "1��� 16•S ION L 111 - N0. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE ��h♦ aNa� 1,. - ---- _ i Table 11: OLitlet Protection Design Table (ref VDOT Hydrat_11ic Design Advisory 06-03 *d,ate. 8/14/2006) 1 . .. . _ .. .... 1 I I I I I !See Detail DWG. ESCA 1 1 I I I i. _ . i LET PROTECTION DESIGN OUT l I I I I 1 I* apron assumed to be on level groundI.I_ i** I I Outlet Hydraulics; 1 Apron 1 i v Q U � 2 y _._.--___--_-. to i tv m (o 0- T 1 o ti 0 o ,z m �, i r . U W ,N ,_ v= 2 i (9 L 3 'U (O W �0 1 Q om U N (CO N 'D T a � >" 0 y V) U .Q" .a a 2 U E U E >1N (V N :O 3 U iL O I.-_ Q Z o 0 , > � 3 remarks oy > 01 to1 D-25, sta 10+40.60 3 28.65 0.47 14.5 9.0 9.0 38.0 Class 11 Dry Rp Rap - __ Class Al 0 - 1."1 D-27, sta 10+10.00 2.5 18.05 0.52 11.0 7.5 7.5 26.0 Class I Dry Rip Rap Class I 1.1 - 1.6 Class II 1.6 - 2.2 D-16, sta 10+00.00 1.75 11.70 0.66 10.5 5.3 5.3 26.0 Class I Dry Rip Rap Class III 2.2 - 2.8 D-1, sta 10+00.00 2 28.70 0.80 14.0 6.0 6.0 26.0 Class I Dry Rip Rap _ >. Type II 2.8 - 4.5 Type I 4.5 - Culvert #1 1.25 2.30 0.37 7.7 9.0 4.0 20.0 Class Al Dry Rip Rap i Tenp Culvert #1 2 8.91 0.51 14.3 6.0 6.0 38.0 Class 11 Dry Rip Rap _... ; ---!.._- I Terrp Culvert #2 1.25 2.30 0.30 10.3 4.0 1 4.0 1 26.0 Class I Dry Rip Rap ._.__,._:-_-,. -..I_ _.__,-.-.Y,-- V ! - _-------- -_.._ SUMP INLET DESIGN CHECK STORM TABLE Table 6 Sump Inlet Desln Tablei I. I�--.--.�,-':.-�I.�..�� I 1 s--i _ _.._- t. � ... I i _.. _ I ; -i__,. 3 __I ,_.. _.....__..- -".___,- . .. ,. ... __._. INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) _>._..._...._.I .. . _ , .. __.. _..... _ .. __ ._.._.. -IT ---I--- ..... ,.. _,.,.., _.__. .- I L.._. - _ I_-.._... _.._, -... _..,_.. I I I I I I i _ . ____._.._1-..«,.------ _,..__..... _..._ .,... ..,...,..w.:....__. _-I._ _, 1 .. I.,.,..., - -1-11_. _ , ,...,_-, -- .. ,.._. ,1.. -_. __,.,,_-. W'--•-- . ---•-- -- - _,.. _ _.... ._.. , I I 6.50 I ntenslt Y In e s1 t n t Is 4 1n/hr for read and .5 In/hr for capacity an de h 6 1 a t Y P ! P / P ) Coefficient,n • 1 Mannin sis 0 0 3- 9I i I a E I t I 1 's 1 I i I E I i 1 I Inlet I i j ;Hydrology ! ! ICurb and Gutter I I !Inlet I I I I 3 i I I i I U O i ^i I i U 7 -n t-• - , H .r' �..:( r L { ^I 1 to I N I � I 7,j - N _ � i .� I 0) t I t i rn ,O .E .az.i:..z<i. " m , re3 I ' U l i t (u i 11 1 1 N E U t O O° U ! ' f I !� O r C U �{ K.i I $ i @ I v- I in 1 -a $ w' to ! 2 I o I i.% `� `. `'g) o � r �qt11 � -1 +q I i Q 0) f c9 1 I [( 1 �� 1 U - QI ME I >] (n I ME i 1 (] 4 E€ O �'T -d X U I I I i m3 �1 > S' o oI 3i `N: a au t f tS IN 4 `'{ i rn sue` d,�, p c{ c °1 Z' m o m J I- 2 ! `f2I 0 ui o 3;`-, m �`' 01 0- ° Z -; 1 v to O 1 a i I • I 0),-- -_ I rn; )i -r> 1 W r °;:I - i> E a > ! < I U i U CJ 1 a I a vi � U) ! 3 I gn 1 (n I- W 14, I ra � 0 s, t' _, .1=,'t � { left 0.02 0.80 0.016 0.10 0.00 0.10 0.0010 0.0208 2.0 0.0833 4.0005 1.81 1.00 I d < 0.5 (ft) right 0.22 0.68 0.150 0.97 0.00 0.97 0.00,101 0.02081 2.0 1 0.0833 1 4.0005 1 8.80 1 0.64 Structure 8 35 6 combined flow 1.1 11. 0�43'? 0.0017 { ,6A' eN i I left 0.13 0.80 0.104 0.68 0.00 0.68 0.0010 0.0500 2.0 0.0833 1.6666 4.58 0.83 I I 481 0.31 1 0.00 0.31 0.00101 0.05001 2.0 1 0.0833 1 1.6666 1 3.18 0.95 d < 0.5 (ft) Structure 12 3B 8 combined flow 1.0 0 34 0.005 � 22 t I left 0.12 0.58 0<070 0.45 0.08 0.53 0.0010 0.0208 2.0 0.0833 4.0005 6.46 0.78 1 right 0.19 0.58 0.110 0.72 1 0.00 0.72 0.00-101 0.0208 1 2.0 1 0.0833 1 4.0005 1 7.48 1 0.71 d < 0.5 ft Structure 21 3C 8 combined flow 1.2 ,,Q,!)2q 0.006 F,24, `.; i left 0.10 0.64 0.064 0.42 0,00 0.42 0.0010 0.0208 2.0 0.0833 4.0005 5.59 0.85 110.006 0.22 0.64 0.141 1 0.92 1 0.00 0.92 0. 00 I 50T-002081 2.0 1 0.0833 1 4.0005 1 8.55 1 0.65 d < 0.5 (ft) Structure 22 3C I 8 combined flow 1.3 _,pr}3 0.007 ,;'6a1` ... L'. .......... I left 0.23 0.59 0.136 0.88 0.00 0.88 0.0010 0.0208 2.0 0.0833 4.0005 8.40 0. 66 I 1 right 0.26 0.59 0.153 1.00 0.06 1.06 0.0010 0.0208 2.0 0.0833 4.0005 11.04 Structure 23 3B 14 combined flow 1.9 0 q 0.007 3,77, ,= d < 0.5 (FT) THEREFORE SUMP INLET DESIGN WITH 1=4.0 IN/HR IS ACCEPTABLE DESIGNED BY: W � DJM ENGINEERS DRAWN BY: URVEYORS RC MAI PLANNERS REVIEWED BY: ASSOCIATES, DMJ PO BOX 4119 1402 Greenbrier Place Lynchburg, VA24502 Churluttesville,VA22901 WWA NUMBER: Phone: 434.316.6080 Phone: 434.984.2700 www.wwassociates•net 206081.19 PROJECT: WESTHALL V LOTS 93 - 125 A STONEHAUS DEVELOPMENT FINAL SUBDIVISION PLAN TITLE: DRAINAGE COMPUTATIONS FILE NAME: SCALE: DATE: 608107C-DP-3.dwg V: NIA 4-14-08 SET REV NO: 7 DRAWING NUMBER: DP-3 SHEET NUMBER: 17 of 35 / _71' / LEGEND� �ANALYSIS PO|NT /( � / ,/ l ` \\ � \�l\/ , PRE -DEVELOPED DA Tc PATH PRE -DEVELOPED Al N. 21 SUB -AREA DIVIDE � Q) 00 Pre -Developed Watershed Conditions Cf 0.30 �A Drainage Area Design Summary TC Summary (TR-55 Method) I ( Sheet Flow (A->B) Shallow Cone. Flow (B—C) Channel Flow (C-->End) Total Time Total Drainage Area 35,8001 cf -T �-y < z 950 Length (ft,) \ [� ~'/^ \ / ----- ` \\ / �` \` ` \ ' ``Surface Teml�nobased on on ------- ���`\`\>\\y'.�Unpaved / \ ave. velocity oy4fps, Slope Slope VP J, CIA At* DESIGNED BY: PROJECT: SET REV NO: IF THIS DRAWING IS A REDUCTION ENGINEERS DRAWN BY: A STONEHAUS DEVELOPMENT 7 GRAPHIC SCALE MUST BE USED SURVEYORS — RG FINAL SUBDIVISION PLAN DRAWINC NUMBER: ~_D VID M. JE SEN SCALE: 1^ = 100' ca Lie. No. 11484 41 100' O 100' U U | U �' U U -�~ /o°^` ��- - 1.1 BY / DATE n ~0#4446*^��` ,a P1,NNNEkS AsSOCIATES PO Box 4119 1,102 Greenbrier Place REVIEWED BY: STORMINATER MANAGEMENT DMJ EXISTING DRAINAGE AREA MAP WWA NUMBER: FILE NAME: SCALE ' - DA TE: V: NIA ��L{/6J__ 1 .�,,/w / SHEET NUMBER: SHEET REVISION 8Y I DATE I NO. SHEET REVISION --- --- ..... 7 Cc 0 w [7777 V \`0 7- \\J� r lit N, .......... - ----- --- .. ....... .. V X N A\\ % A X\ Nt 16 0.4p \N, �Z \A-1 _ , __ ., __ , - :, \ N\ \ FOOTHILL, J �v 1 2 5N N\ Lvr Z. J IL X R) �A N _J� V N N, `N j V" V f > X y f fl T -T I Irk, / ) / / I - / /// i' - , / _j If -_ - / / _J" L, Y It A, Z itit j r X/ Z/ xkll 73t N, v 0\\ Q T 1� SEE-ADE" FAL 0 A --SHEET� OMPUT_.T1O S::1 Post -Developed Watershed Conditions - SWM FACILITY C N .... ...... Rational I TR-55 SUb-area Tabulation ... ----- - 7 k �EQUIV IMP! N AREA DESCRIPTION SQ. FT. % IMP SOIL GRP CN C CIIAR, N, 1).8. I� . . .............. - 5 rl A, 7 TY- te, V /�, � // 1 ROADS/SIDEWALKS 134,523 134,523, 1 0.90 SWM FA� 98 P 1A ROADS/SIDEWALKS 10,825 100% 1 10,825 B 98 - -- --- -7 . ..... ----------- 50 31, 0 444 B V, 'N T. N, V A�ALY� IN X, 2 1/8 ACRE LOTS 62,888 85 0.60 T7 L of 7"1 1, --------- it 2, 50% 2,569 B 85 1 0.60 0.60 8 ACRE LOTS 26,594 50% 1 13,297 1 B . . . ......... .... .. 4 1/8 ACRE LOTS 30, 5 50% 15,158_ B 85,_ 0.60 =L 1/8-ACRE- LOTS 5 11.169 1 B 85 0.60 _-7 6 1/8 ACRE LOTS 56,502 1 50% 28,251 t x I B 85 0.60 )-d 31 11111171 3 . ...... "', ""' \ , _�; l�_ -,.- \ __ __ __ _ it 4� 1 1/8 ACRE LOTS 5, V 85' _7� X/ 0 0%, ,4 25,206 B 85 0.60 50,411 0 1100e -, I 51 7" 1/8 ACRE LOTS M TTATCHED t4- -'ONITS A 0.70 15,014 50% 7,507 9 MULTI -UNITS ATTATCHED 32,799 50% 85 1 0.70 ------ -- 16,400 B . ..... ..... . __50% if N, 10 GRASS MEDIAN 8,687 8% 695 B 61 0.30' N, M) �ACILIIY v .30 106, 11___1_B.. 61 0 4* U 12 OPEN SPACE 32,232 2% 645 1 B v, 0.30 V V 12A OPEN SPACE 276 B� N, 12B OPEN'SPACE 1, 3-29- __ '' I t�j of , /// 1 61 It /,Z 13,818 2% 61 0.30 P /A Y1. LilylTS, OF"� 13 SWM FOREBAY 4,521 N/Al NIA B 98 0.90 -9.4 DISTURBANC V 2 Ad" PARK (OFFISTE) 70,85 N/A 85 065 15 1/8 ACRE LOTS 10,027 50% 5,014 B 85 0.60 85 J'A 15A 1/8 ACRE LOTS 6,760 50% 3,380 B It1 11 � 1 11 1 . 11, 1 1 1. 1 ___ � -1-1 --- ".. I—— 11__ I . .1--l-111-1- I— - 16 98 1 0.80 I.. .......... . . . .......... I ... - RE A 0.80 J. -j. A N/A B FUTURE PARKWAY 15,593 N/ A U P RKW 6142 A, B 98 W 16B PARKWAY 72,692 N/A N/A J 1-3 Ilt X'1/////"/ j L "�j j 6 AY N/ f'J" B r 1 7 'W"'o It I It r NIA N/A B 68 1 035, 0 X, RE 1 r 0 \ "\� j �l I\ - 541 A FACI,LITYI-.-,.,,,.,-,.,-,,,,",,,,,.. .47 /A N/A A\ B 98 0.90 �111 1""o ... . ..... P\ \ \ 1, \ �\ / \,# / I 1\ \ , v 61 om f I m I l I \ . I � 'I \) \ , \ \ \ \ I \ \ \ \ h 0 19 OPEN SPACE 20,704 N/A N/A Drainage Area Design SUInmary OUTFA��, SEE ADEQUATE 2 \N 'COOPUTATiON�� §HEE� N, Drainage Area On -site! '1466,745 cf 0 33.6TAc. I -.L\ 171 N, N, 'N 0 iq It It or. 35.30-Ac. "c ------ 35 OF 35, Total Drainage Area= 537,596 cf Weighte C Value= i 'N . ......... N, 'Up I I \ ll, \, \ *\\ \\\ N \ \ ---- --- X, 0 --- ----- ed CN Value= 77.72, .. ... ..... .. . .... ....... v Weight N, \ \ vj.", P(3 \\o P, \\V, ImpermOLls Area to Facility C (All Westhall Phases) 8891 sf 3WQV =1 38,86,1,cf �x U j o o N 16 V4. t Te Summary (TR-55 Method): DA BYPASSING FACILITY #2 G�\ :1X . . .... -C .1 4 Sheet Flow (A-B) Shallow Conc. Flow % 3-C) Channel Flow (C-End) L A �V TotalTime i1Q. 11 A" Length (ft.) 100 ngth (ft) 486 Lengt 23 (min.) k- Le 7 HE Slope 2% Slope 3.8% IQ N, v A\ 1-rav time based'on an 2-yr Rain (in 4.0 -paved V__T_F ANP V� E it f UY 7 for q *AN Manning 0.115 C"l' 7. s N, ave. velocity of 4 fps. low Li G3 -- -------- jyAj UIAF I U�EQ=8,5 \AC Tc (min.)l Tc (min 8.8 .)1 2.6 Tc (rnin.�) 3.0 -1,0106' Sj 'Wit b tJ4 L PftNI VA4 1j, WAY/ it LEGEND X, If - /� I 4 AR g 41; 5,I)II.A114, jFw A,, EA )64 t �'6 P� 16 T 7 1) , , ANALYSIS POINT 1 Ndq 7- P 1�/r / I " -,, I ,,, t i , 'T,' j I I I " / / , I - 1 1. :: a* " , V <2 _j it __ �� :z k N, POST -DEVELOPED DA -X Y// r T 0 411/ - M ir'k '.-7"-. "A ;7�i 3 - ----- ----- 'N . . . A (d SUB -AREA DIVIDE T-1 Loy Z\,.,\, N 4 -4- --------- -JI- Tc PATH POST -DEVELOPED _A B - '. _- / @ it'" EAS 0,:iv ef i N, UIN 't, Lf x g2A 4 Q5 SUB -AREAS M 41, A 1-1 -f LIMITS OF DISTURBANCE \U 4 ------- 7:�: \V1, k. I U N D ETA I N E'P/'- 2 - ril i A 41 Post -Developed Watershed Conditions Forebay I Sediment Basin _:z_ UJ ---------- JR_ VON _-Z 1 - - - - 1 -.0- 1 __Z� X, A-41 �_ _r 5�,_ - - it Rational TR-55 Sub -area Tabulation 117 \C. - k AKtA DESCRIPTION SQ. FT % IMP I EQUIV IMP C SOIL GRPi CN Loy . .... P -till .2.6 y", j It ly". 134,523 1 1000y 'f`t.kP 0.90 B 98 tie __ - ,- ;/ _ _1 - 2A 1/8 ACRE 5,137 644 ------ 50 ---0'. 60 B �!IA i U ��N J- V`-.,j' r-k !:A';�nlavi V, T it I , - ""'-p - " It ail 3, till :",.R Vol, -'11EAJ, Z Kk/ x v,. e141 ZI � �3, - .5 is N, 1, tr, O/o 2,56b 1— 85 ....... . .... 0 3 1/8 ACRE L TS 26,594 f506 __1 3,29,7 ..... . '85"""' 14 X 4 118 ACRE LOTS 30,315 50% 15,158i 0.60 85 X) 3 T 5b (:�T or 3 - i; 11 1 .1 � , I 1/8 ACRE LOTS 31,137 1 50% 15,5691 B 85 5" N% 6 1/8 ACRE LOTS 56,50 50% 28,2 511 B 85 B 85 Z --- 7 118 ACRE LOTS 50,411 1 50% 25,206" LOT J? - 1, ITA I �6 f 060 Ij 8 MULTI -UNITS ATTATCHEI 5,014 �0 x 7,507 0.70 1" 5 LOA. A < 9 MULTI-UNITSATTA HED'i 32,799 50% 16,40W 070."'. 85 L .. . ... ..... b - -- ----- C� A- 5 . ..... -A bii io? I L�jj 1 ig , Q) TC -x VA co, ;r fi. i .0[ 5:\ Z 37, ...... 10 GRASS MEDIAN 8,687 1 8% 695� 0.30 6 1 . ..... ------ 0 P_E,N_§PA'C'E' 5,311 j ------- 166- U.30 B 61 I it m t It 12 OPEN SPACE 32,232 1, 2% 1 645�1 0.30 B Lo\ 9 , Lul, IN. I it------ . . ...... . ..... 13 SWM FOREBAY 4,527 100% 527. 90 B 98 R, T 00 . .. .... M to r oi. _A L t 1� TRAILOR PARK (OFFIS 1 70,851 10% 7,0851 0.65 85 x r yj� I-p r I L01 k", e O.0 1.0T 21 16 UR PA 15 3 100% 0.80 1 2 ------ - Drainage Area Design SLIMmary Q P X % ------ E 59 15,593 1�4 B 6,760____,__ 3,380i 0.60 B ACRE LOTS 85 l8j. 15A Y I v ------ - w ........... . 0 /Z Drainage Area On-site� 448,782: s f orl 10.30!Ac. iu," uoy k A.� Tota DrainageArea=1 526,3931 sf or < .... ... . .... V, A. JI- r J 12 08�Ac. i J. ------ ---- Z_ A _5 Weighted C Value= 0.671 T /A, q) _4: al 11 q) 5 --------- Weighted CN V Lie= 86.7 a mpeNOLIS Cover--j or A . ..... _;ij: )Z �p It I' _3 'N qg 1 290,5081 sf 65% �01 o C' .. ........ - - ---- Q'A, U0 -if' 6 Prollided= 16,136c I / / "j" / ? _ - _/ ". - L Forebay Volume Req'd (1/4")(1/12)(290,508 st) 6, "'n Te SLIMmary JR-55 Method): DA BYPASSING FACILITY #2 r Y YL Arl e.n Sheet Flow (A-13) Shallow Cone. Flow (B-->C) Channel Flow (C-->End) Total Time (min.) L Length (ft.) 100 Length (ft) 486 Length ft Z* 1 1 Slope 2% Slope 3.8% Travel titne based on an L01- -kl I -yr Rain (in) 4.0 S Li rfac e Unpaved T "N V I C 2 00 z X, A Manning's N, 0.15 ave. ve C) I /o city of 4 fps. C) TC (min.)l 8.8 Tc (min.)l 2.6 Tc (min.)l 1.6 13.0 y LIT. Ad.,;3 T 2 CALCULATIONS; ADDED FOREBAY DRAINAGE AREA Dl)M 7-3-08 #j* 00 DESIGNED BY: PROJECT: SET REV NO: �,'Vt-1 OP 0 Mo 4 ADDRESSED COUNTY COMMENTS; REIASED FOREBAY GRADING DJM EFAIDRF WESTHALL V LOTS 93 125 IF THIS DRAWING IS A REDUCTION W1 -4NGINEERS 7 TI S FOR ADEQUATE OUTFALL COMPUTATIONS D1114i GRAPHIC SCALE MUST BE USED DRAWN BY: 6 UPDATE SURVEYOR 7 DSS SECTIONS C-C AND D-D DkIJ 2-7-11 S RG FINAL SUBDIVISION PLAN DRAWING NUMBER: DAVID N1. JENSEN SCALE: 1 100' PLANNERS TITLE: E' REVIEWED BY. STORMWATER MANAGEMENT SWM-2 Cq REA - MAP AsSOCIATES DMJ Lie. No 11484 4; Po Box 4119 1,102 Or"nbrier Place r- SHEET NUMBER: Lynchburg, VA 245092 Ch.l.uilk, VA 22901 WWA NUMBER: FILE NAME.- S CAL U-: TE: 100' 0 100, Phone: 434.316.6080 Phone. 434.984 2700 0 N A LI Vi www.wwassoclates.nct 206081.19 608107C-SWM-2.dwg H: i "= 100, 19 of 35 0 No. Fly DATE NO. SHEET REVISION BY DATE V: NIA r4-14-08 SHEET REVISION f --TO BE VAWED WHEN PERMANENT FACILITIES/FOR THE EASTERN OUTLET PROTECTION CONNECTOR ARE INSfALLED " X11 TRUCtURE THIS SpEd' ACCES$ ROAD ALIGNMENT PROFILE IXI xy | � \ c^. o u/r ` i / / / \ / STANDPIPE ``. \ \614\ / OUTFALL \ \ PIPE .=`" ` IP uu^^x, | \ ' ( � / ' EXCAVATION LIMITS ARE APPROXIMATE. CONTRACTOR SHALL REMOVE EXISTING EMBANKMENT FILL AS REQUIRED BY nn��| vA���� ��D TO / 8c EX|3T��C D|^/ EL ROAD GEOTECHN|CAL ENGINEER. \ , �RA� ' ' 2- ALL UNSATISFACTORY SOIL SHALL BE REMOVED FROM SITE. IX DRAIN -T / /F STORM, ^^ / ------ /~' ------ � -------'- -----'� U LE: 1"=20' 00 PROPOS Lij -62 GRAVITY -E -TIGHT SCALE: 1"=20' U 600 PROPOSED 570 DESICNED BY: PROJECT: 1 REVISED FARM POND EMBANKMENT AND PROFILE DJM 5-9-08 0,47, 010 0 IF THIS DRAWING IS A REDUCTION SET REV NO: 2 ADDRESSED COUNTY COMMENTS; REVISED GRADING & STORM SEWER DJM 7-3-08 GRAPHIC SCALE MUST BE USED wa4 ENGfNEERS A STONEHAUS DEVELOPMENT 7 4 ADDRESSED COUNTY COMMENTS; REVISED FOREBAY GRADING; RAISED TOP OF DJM 8-13-08 HORZ: 1 20' DRAWN BY: — 9 . SURVEYORS RG FINAL SUBDIVISION PLAN DRAWING NUMBER: BOTH RISERS; ADJUSTED WATER SURFACE ELEVATIONS. DAVID M. J NSEN 20'_ 0 ______20' PLANNERS TI TL E: 7 ADDRESSED COUNTY COMMENTS DK.IJ 2-7-11 Lie. No. 1) 484 REVIEWED BY: STORMWATER MANAGEMENT PLANS AND PROFILES SwM_3 loIll 111lig AsSOCIATES DMJ 10, 0 10, PO Box 4119 1402 Greenbrier Place WWA NUMBER: FILE NAME: SCALE: DA TE: - SHEET NUMBER: Lynchburg, VA 24502 Charlottesville, VA 22901 NO. SHEET REVISION DATE NO. SHEET REVISION BY DATE V: i "-- 10, ►� ALBEMARLE COUNTY FINAL PLANS NOTES GENERAL CONSTRUCTION NOTES FOR STORMWATER MANAGEMENT (THIS LIST IS IN ADDITION TO THE GENERAL CONSTRUCTION NOTES) 1, ALL DAMS AND CONSTRUCTED FILL TO BE WITHIN 95% OF MAXIMUM DRY DENSITY AND 2% OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL TO BE APPROVED BY A GEOTECHNICAL ENGINEER. A GEOTECHNICAL ENGINEER IS TO BE PRESENT DURING CONSTRUCTION OF DAMS. 2. PIPE AND RISER JOINTS ARE TO BE WATERTIGHT WITHIN STORMWATER MANAGEMENT FACILITIES. 3. FOR TEMPORARY SEDIMENT TRAPS OR BASINS WHICH ARE TO BE CONVERTED TO PERMANENT STORMWATER MANAGEMENT FACILITIES; CONVERSION IS NOT TO TAKE PLACE UNTIL THE SITE IS STABILIZED, AND PERMISSION HAS BEEN OBTAINED FROM THE COUNTY EROSION CONTROL INSPECTOR. STORMWATER FACILITY NOTES 1. SEE EROSION AND SEDIMENT CONTROL DRAWING ESC-1 FOR SWM PHASING NOTES WITH RESPECT TO THE SEDIMENT BASIN. 2. A GEOTECHNICAL ENGINEER SHALL PERFORM A SITE INVESTIGATION, LABORATORY TESTING, AND AN ENGINEERING ANALYSIS AND PRESENT THE FINDINGS, RECOMMENDATIONS AND COMMENTS ON ITEMS SUCH AS: FOUNDATION/EMBANKMENT MATERIALS AND PREPARATION; DESIGN OF INTERIOR DRAINAGE FEATURES AND FILTERS; AND GEOTECHNICAL DESIGN OF CONDUITS/STRUCTURES THROUGH THE EMBANKMENT, INCLUDING SEEPAGE AND STABILITY ANALYSIS. 5. A GEOTECHNICAL STUDY OF THE SOILS TO BE USED IN THE EMBANKMENT MUST BE COMPLETED BEFORE CONSTRUCTION OF THE EMBANKMENT BEGINS. 6. A GEOTECHNICAL INSPECTOR MUST BE PRESENT TO MONITOR THE CONSTRUCTION OF THE EMBANKMENT AND TEST COMPACTION. 7.THE EMBANKMENT MUST BE CONSTRUCTED IN A MANNER TO MEET ALL THE REQUIREMENTS AND SPECIFICATIONS OF MINIMUM STANDARD 3.01 OF THE VIRGINIA STORMWATER MANAGEMENT HANDBOOK. 8. ALL RIPRAP SHALL BE PLACED ON VDOT STANDARD WOVEN GEOTEXTILE FABRIC. VEGETATIVE GROWTH SHALL NOT BE PERMITTED THROUGH FABRIC. EMBANKMENT NOTES AREAS DESIGNATED FOR BORROW SITES, EMBANKMENT CONSTRUCTION, AND STRUCTURAL WORK SHALL BE CLEARED, GRUBBED AND STRIPPED OF TOPSOIL. ALL TREES, VEGETATION, ROOTS AND OTHER OBJECTIONAL MATERIAL SHALL BE REMOVED. EARTH FILL 1. MATERIAL - FILL MATERIAL SHALL BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. IT SHALL BE FREE OF ROOTS, STUMPS, WOOD, RUBBISH, STONES GREATER THAN 6 INCHES, AND FROZEN OR OTHER OBJECTIONABLE MATERIALS. FILL MATERIAL FOR THE CENTER OF THE EMBANKMENT SHALL CONFORM TO UNIFIED SOIL CLASSIFICATION AS SPECIFIED IN THE FOLLOWING REPORT DATED APRIL 28, 2008 BY GOOCH ENGINEERING, INC; GEOTECHNICAL INVESTIGATION WESTHALL REGIONAL SWM FACILITY ALBEMARLE COUNTY, VA JOB CODE - 2744 CONSIDERATION MAY BE GIVEN TO THE USE OF OTHER MATERIALS IN THE EMBANKMENT IF THE DESIGN AND CONSTRUCTION ARE SUPERVISED BY A GEOTECHNICAL ENGINEER. 2. PLACEMENT - AREAS ON WHICH FILL IS TO BE REPLACED SHALL BE SCARIFIED BEFORE ITS PLACEMENT. FILL MATERIAL SHALL BE PLACED IN] LAYERS A MAXIMUM OF 8 INCHES THICK (BEFORE COMPACTION), WHICH SHALL BE CONTINUOUS OVER THE ENTIRE LENGTH OF THE FILL. THE MOST PERMEABLE BORROW MATERIAL SHALL BE PLACED IN THE DOWNSTREAM PORTIONS OF THE EMBANKMENT. THE PRINCIPAL SPILLWAY MUST BE INSTALLED CONCURRENTLY WITH FILL PLACEMENT AND NOT EXCAVATED INTO THE EMBANKMENT. 3. COMPACTION - FILL MATERIAL SHALL BE COMPACTED WITH APPROPRIATE COMPACTION EQUIPMENT SUCH AS A SHEEPSFOOT, RUBBER -TIRED OR VIBRATORY ROLLER. THE NUMBER OF REQUIRED PASSES BY THE COMPACTION EQUIPMENT OVER THE FILL MATERIAL MAY VARY WITH SOIL CONDITIONS. FILL MATERIAL SHALL CONTAIN SUFFICIENT MOISTURE SUCH THAT THE REQUIRED DEGREE OF COMPACTION WILL BE OBTAINED WITH THE EQUIPMENT USED. THE MINIMUM REQUIRED DENSITY IS 95% OF MAXIMUM DRY DENSITY WITH A MOISTURE CONTENT WITHIN t 2% OF THE OPTIMUM, UNLESS OTHERWISE SPECIFIED BY THE ENGINEER. EACH LAYER OF THE FILL SHALL BE COMPACTED AS NECESSARY TO OBTAIN MINIMUM DENSITY AND THE ENGINEER SHALL CERTIFY, AT THE TIME OF CONSTRUCTION, THAT EACH FILL LAYER MEETS THE MINIMUM DENSITY REQUIREMENT. ALL COMPACTION IS TO BE DETERMINED BY EITHER STANDARD PROCTOR TEST (ASTM D698) OR THE MODIFIED PROCTOR TEST (ASTM D1557) AS DIRECTED BY THE GEOTECHNICAL ENGINEER BASED ON SITE AND SOIL CONDITIONS AND THE SIZE AND TYPE OF STRUCTURE BEING BUILT. 4. CUTOFF TRENCH - THE CUTOFF TRENCH SHALL BE EXCAVATED INTO IMPERVIOUS MATERIAL ALONG OR PARALLEL TO THE CENTERLINE OF THE EMBANKMENT AS SHOWN ON THE PLANS. THE BOTTOM WIDTH OF THE TRENCH SHALL BE GOVERNED BY THE EQUIPMENT USED FOR EXCAVATION, WITH THE MINIMUM WIDTH BEING 4 FEET. THE SIDE SLOPES OF THE TRENCH SHALL BE 1 H:1 V OR FLATTER. THE BACKFILL SHALL BE COMPACTED WITH CONSTRUCTION EQUIPMENT, ROLLER, OR HAND TAMPERS TO ASSURE MAXIMUM DENSITY AND MINIMUM PERMEABILITY. 5. TOP SOIL - THE SURFACE LAYER OF COMPACTED FILL SHALL BE SCARIFIED PRIOR TO PLACEMENT OF AT LEAST 6 INCHES OF TOP SOIL. THE TOP SOIL SHALL BE STABILIZED WITH IN ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, LATEST EDITION. STRUCTURE AND CONDUIT BACKFILL BACKFILL THAT IS BESIDE PIPES OR STRUCTURES SHALL BE OF THE SAME TYPE AND QUALITY AS SPECIFIED FOR THE ADJOINING FILL MATERIAL. THE FILL SHALL BE PLACED IN HORIZONTAL LAYERS NOT TO EXCEED 4 INCHES IN THICKNESS AND COMPACTED BY HAND TAMPERS OR OTHER MANUALLY DIRECTED COMPACTION EQUIPMENT. THE MATERIAL SHALL COMPLETELY FILL ALL SPACES UNDER AND BESIDE THE PIPE. DURING THE BACKFILLING OPERATION, EQUIPMENT SHALL NOT BE DRIVEN CLOSER THAN 4 FEET, AS MEASURED HORIZONTALLY, TO ANY PART OF A STRUCTURE. ALSO, EQUIPMENT SHALL NEVER BE DRIVEN OVER ANY PART OF A STRUCTURE OR PIPE, UNLESS COMPACTED FILL HAS BEEN PLACED TO A DEPTH SPECIFIED BY THE STRUCTURAL LIVE LOAD CAPACITY OF THE STRUCTURE OR PIPE IN ORDER TO ADEQUATELY DISTRIBUTE THE LOAD. 1 REVISED STORMWATER MANAGEMENT NARRATIVE DJM 5-9-08 2 REVISED NOTES & TABLES DJM 7-3-08 3 REVISED STORMWATER NARRATIVE; REVISED TABLES 12 & 14 DJM 8-13-08 SHEET REVISION BY I DATE I NO, STORMWATER MANAGEMENT NARRATIVE - B MAX. %" DIA. X 5" LO. ADHESIVE BOLTS W7FLAT WASHERS AND SELF LOCKING NUTS TYPICAL 8 PLACES -EQUALLY SPACED ON Ali "E" DIA. B.C. �0 `E LOCKABLE ACCESS �^ DOOR WlHINGE, _ MIN. 2' x 2' CLEAR OPENING f _ SEE NOTE 1 DIA: X 6" LG. ADHESIVE BOLTS W/FLAr WASHERS MID SELF LOCKING NUTS. TYPICAL 8 PLACES -EQUALLY SPACED ON AN "E" DIA. B.C. D CIRCULAR - CIRCULAR STORNIWATE STORMWATER MPPIAGEMEN MANAGEMENT DRAINAGE DRAINAGE STRUCTURE STRUCTURE RISER DIMENSIOPN APPROX. I.D. O.D. A B C D E PIT. (LBS.) 24 30 31 28sjg 7 11 27 24 36 44 45 411/2 13 19 40 56 48 58 59 54 , 13 21 53 86 60 72 73 67,2 17 28 66 135 72 86 87 8O% F23 35 79 2U4 64 100 101 931/4 1 25 39 92 266 96 1 114 1 115 106/q 1 22 1 36 105 305 Ve STE INSERTABLE SHEET isd 2216A THICK IrK RISER I.D. RISER D.D. SWM-DR LOCKABLE ACCESS DOOR W/HINGE, MIN. 2' x 2' CLEAR GPENING SEE NOTE 1 2" WIDE X I/q" THICK STEEL RING BOLTED TO RISER TYP. RISER I DIMENSION APPROX, I.D.72 O.D. A B C U E SEGMENT WT. (LBS.) 24 30 30 6 7 10 27 15 46 36 44 42 6 13 18 40 22 82 48 58 55 9 13 20 53 29 120 60 72 68 9 17 25 66 36 169 86 81 9 23 34 79 42 227 84 100 94 12 25 37 92 49 1 290 96 114 107 12 22 35 105 5,,341 HIGH DENSITY POLYETHYLENE METAL NOTES: 1. A HINGED, LOCKABLE ACCESS DOOR SHALL BE PROVIDED 01.1 ALL TRASH RACKS 2. *4TI-VORTEX PLATE IS TO BE USED WHEN SPECIFIED ON THE PLANS. IF THE TOTAL WEIGHT OF THE TRASH RACK IS GREATER THAN 75 LBS OR COST OF FURNISHING AND PLACING THE ANTI -VORTEX PLATE IS TO IF THE TRASH RACK IS TO BE PLACED ON A SWM-1 WITH AN "H" DIMENSION BE INCLUDED IN THE 810 PRICE FOR THE STRUCTURE. GREATER THAN 7'-2". SHEET 4 OF 5 SREFERENCE STORMWATER MANAGEMENT (SWM) DETAILS TRASH RACK REFERENCE O' � � C 302 FOR STORMWATER MANAGEMENT DRAINAGE STRUCTURES NEW 3/03 VIRGINIA DEPARTMENT OF TRANSPORTATION 116.07 I. PROJECT DESCRIPTION AN EXISTING FARM POND (NEW SWM FACILITY C) WILL BE MODIFIED TO SERVE AS SWM QUANTITY AND QUALITY CONTROL FOR THE PROPOSED WESTHALL PHASE V DEVELOPMENT. THE EXISTING POND IS LOCATED OFF -SITE ON THE LICKINGHOLE CREEK, LLC PROPERTY (TMP 56-53). PROPOSED FACILITY C IS A RETENTION FACILITY AND WILL REPLACE THE FUNCTION OF EXISTING FACILITY B AS WELL AS PROVIDING WATER QUANTITY CONTROL FOR WESTHALL V AND FUTURE RESIDENTIAL DEVELOPMENT IN A PORTION OF THE LICKINGHOLE CREEK, LLC PROPERTY. FACILITY C WILL ALSO SERVE AS QUANTITY CONTROL FOR PORTIONS OF WESTHALL PHASES 1, 3, & 4 (CURRENTLY UNDER CONSTRUCTION). A FOREBAY/ENERGY DISSAPATOR WILL PROVIDE PRESETTLEMENT AND VELOCITY REDUCTION BEFORE WATER ENTERS THE NATURAL CHANNEL BETWEEN THE FOREBAY AREA AND THE NEW SWM FACILITY C. II. HYDROLOGICAL ANALYSIS & BASIS OF DESIGN PRE- DEVELOPMENT PEAK RUNOFF RATES WERE COMPUTED FOR THE 2, 10, AND 100-YEAR STORM EVENTS UTILIZING THE RATIONAL METHOD. THE PERMANENT POOL HAS BEEN KEPT AT THE ORIGINAL ELEVATION=610'. TO ENSURE ADEQUACY OF OUTFALL PER MS-19, THE 2YR 24-HOUR STORM WAS USED TO SET THE 2YR CONTROL WEIR ON THE RISER STRUCTURE. ONCE THE 2YR WEIR WAS SET, TRIAL AND ERROR TECHNIQUE AND THE MODIFIED RATIONAL METHOD WAS USED TO FIND THE 2, 10, & 100-YEAR CRITICAL STORM DURATIONS THAT PRODUCED THE MAXIMUM DETAINED VOLUME IN THE POND WHILE ADJUSTING THE RISER TO MAINTAIN PRE -DEVELOPED RELEASE RATES. THE CRITICAL STORM DURATIONS FOR SWM FACILITY C WERE FOUND TO BE 98 MINUTES FOR THE 2 & 10-YEAR STORMS AND 84 MINUTES FOR THE 100-YEAR STORM. FINALLY, THE RATIONAL METHOD PEAK FLOWS WERE ROUTED THROUGH THE POND TO ENSURE PRE -DEVELOPED PEAK FLOW RATES ARE MET. THE FINAL DESIGN RETAINS THE PRE -DEVELOPED PEAK FLOWS FOR THE 2YR AND 10YR CRITICAL DURATION EVENTS WHILE !PROVIDING ADEQUATE FREEBOARD DURING THE 100YR EVENT. HYDROGRAPHS AND STORMWATER ROUTING CALCULATIONS WERE PERFORMED WITH HYDRAFLOW SOFTWARE. HYDRAFLOW RESULTS FOR FACILITY C CAN BE FOUND ON DRAWING SWM-5 AND A COMPLIANCE SUMMARY CAN BE FOUND IN TABLE 14 ON THIS SHEET. THE FOREBAY/ENERGY DISSIPATOR WAS ALSO ROUTED TO ENSURE ADEQUATE (>2 FT) FREEBOARD. THE RESULTS OF THE FOREBAY/ ENERGY DISSAPATOR ROUTING CAN BE FOUND ON DWG SWM-5A. III. DRAINAGE AREA CHARACTERISTICS REFERENCE DWGS SWM-1 AND SWM-2 FOR THE PRE- AND POST- DEVELOPMENT DRAINAGE AREA CHARACTERISTICS. USING TR-55 METHODOLOGY, E - E U ) E 20 MINUTES FOR - THE PRE -DEVELOPMENT LOPMENT TIME OF CONCENTRATION WAS FOUND) TO B R FACILITY C. THE POST DEVELOPMENT TIME OF CONCENTRATION DECREASED TO 14 MINUTES. THE AVERAGE C-FACTOR FOR THE PRE -DEVELOPMENT DRAINAGE AREAS WAS FOUND TO BE 0.32 FOR FACILITY C. THE AVERAGE POST -DEVELOPMENT C-FACTOR INCREASED TO 0.52. POST -DEVELOPMENT OFFSITE AREAS INCLUDE PORTIONS OF A TRAILER PARK TO THE EAST. DRAINAGE AREAS FROM THE FUTURE LICKINGHOLE CREEK SUBDIVISION AS WELL AS WESTHALL PHASES 1, 3, & 4 ARE CONSIDERED ONSITE FOR PURPOSES OF DESIGNING QUANTITY SWM. IV. WATER QUALITY ANALYSIS IN ADDITION TO CONTRIBUTING TO THE LICKINGHOLE BASIN PRO-RATA SHARE, STORMWATER QUALITY CONTROL WILL ALSO BE PROVIDED IN STORMWATER MANAGEMENT FACILITY C. THE TARGET POLLUTANT REMOVAL FOR FACILITY C IS 40% PER REQUIREMENTS SET BY ALBEMARLE COUNTY FOR WESTHALL V. THEREFORE FACILITY C HAS BEEN DESIGNED AS A RETENTION POND AND WILL PROVIDE 3 x WQV FOR STORMWATER QUALITY TREATMENT. THE WATER QUALITY VOLUME (WQV) IS BASED UPON THE IMPERVIOUS AREA WITHIN WESTHALL V AS WELL AS THE IMPERVIOUS AREA FOR THE PORTIONS OF WESTHALL I, III, IV, AND V THAT ARE WITHIN THE DRAINAGE AREA FOR FACILITY C. VI. STREAM CHANNEL AND FLOODING ANALYSIS TYPICAL STREAM CROSS SECTIONS BELOW FACILITY C AND THE ENERGY DISSAPATOR/ FOREBAY WERE FIELD MEASURED AND ANALYZED FOR EROSION AND FLOODING POTENTIAL AT THREE (3) DOWNSTREAM LOCATIONS. THE ROUTING COMPUTATIONS OF THE 24 HOUR DURATION STORM CAN BE FOUND ON DWG SWM-5 AND SWM-5A AND THE RESULTS OF THE ADEQUATE OUTFALL COMPUTATIONS CAN BE FOUND ON DWG. DP-6. SHEET REVISION BY I DATE 10, al OFF "Poo 01 F�'NSEN DAVID M. J v Lie. No 1184 411 d0r. I 0 N A L� pipe Culver L EIV-1 or riser SLr ueLLu• e 0 i5 O �0 od' ® add ®0 ®� 0Cyd ®®® C50� C3 O (5 �� 0000 C)OCS 00 0 p ®® 00 �00 �O 000 00( �© �Q 911 000 0 ©0 ©� p(FJQP 00 00) 0 00 0 © 0� Isome tr is I• j�\\�\\j\� 1/4" 1IDPE plate Lbolted Lo st,ruelttre. I1DPE str•ueLLu•al plastic 1/4" plate and graLing with 1" boles and a min. of 30l of openiiig area rrlarrufacLured byPlastic Solutions lire. or equal. 3„ E single BNIP orifice CDr1C. apr•Url Section 0 0 ^ 0-0 / O 0 _°ci° O / pJ060°0 lyv( -0 00 0 O O BMP TRASH RACK Elevation # shown with optional plate HDPE sLr 11CLLIr al plastic 1/4" plate and gi•al.iug with 1" holes and a ruin. of 30% of' opening area nlauufacLured by Plastic SOIULiotis Inc. or equal J PLASTIC SOLUTIONS INC. P.O. Box 4386 Winchester VA 2200I 877-877-5727 1rnlr.plutic-soliltionxom Table 12: Water QualitCompliance table _._._._..._.-__.... ..............I .... . _ ._.___._._..?.___._____..wi_._.__......__..... _ . _...L....._______ WATER QUALITY COMPLIANCE PROVIDED FOR WESTHALL I, III, IV, & V 1 project area _..._ _ _.... 13.3 _ ._..__ ......... Note: Limits of disturbance w/in Westhall V plus drainage area to Facility C w/in all other Westhall haws. Se - ........ 9 phases. y p e Dwg. SWM 2. area captured _... 12.4 _ _...... .... ................... Note Drainage area to Facility C w/1n all Westhall development phases See Dwg SWM-2 percent capture„ _- _ 93% (should be 90% or better) f, factor 1.0 (1.0, or 0.9 for sites in the development areas where existing impeNOLIS cover is greaterthan 20%) % M k > -0 1 ]j a I T ; t\D i O Q �� i �I I -O 7 �) m (U U V O > 0 a 1 0 m -O 1 0) ro Q) E 2 tL 33I W _ N N 0 jIj 10 i 0) � 7 O O I > >0 O > iZ > facility name �, E Q I E 2 1 rx, I facility type If Iremarks swm-facility C 12.4 0.20 0.58 40% 480 1439 Retention Basin 1 40% 1 6847 5 k impervious area before development in designated growth areas can be a minimum 20% j 3 kR _ this is most often NOT the entire property, but the portion of the property within the subject drainage area or the drainage area to the facility **k 1 As required by Albemarle Count/ f I C I ! I Table 14 Detention Compliance table ( ....__.. DETENTION COMPLIANCE i .._._.._... _......1 I area acres project ._( ) _. , . , � ..._.._.. _ _w_.__._ .4_.__.w__ .w._ _..._. ,- 33 7 i. _._._.L.__.__. _...._ _ 1......_...._.......__. _ _._.._ ..._.._.._........ ---- -___.._._...__ ___. DRAINAGE -ONSITE can be found in Post -Developed Watershed -SWM Facility C Table on DWG SWM-2 area detained (acres) _ - ._..-_._ i,35.3 ITOTAL _.ARCA ,Conditions, DRAINAGE AREA can be found in "Post -Developed Watershed Conditions - SWM Facility C" Table on DWG SWM-2 percent capture: ;105% (should be behveen 80% and 120%) t f � v U I N i T U i L I T O Y O (U a i CL m c a ro o a i w 7 a 2 remarks Detained Areas i sw m-C farm pond 35.3 36.1 86.0 18.3 sw m forebay 12.1 n/a 39.2 36.8 energy dissipator, drains to farm pond Un-detained Areas Lots 108 - 111 0.9 1 1.8 3.6 1 n/a DESIGNED BY: W DJM ENGINEERS S URVEYORS DRAWN BY: RG PLANNERS REVIEWED BY: DMJ ASSOCIATES PO Box 4119 1402 Greenbrier Place Lynchburg, VA24502 Charloaesville, VA 22901 Phone:434.316.6080 Phone:434.984.2700 www.wwassociates.net WWA NUMBER: 206081.19 PROJECT: WESTHALL V LOTS 93 - 125 A STONEHAUS DEVELOPMENT FINAL SUBDIVISION PLAN TITLE: STORMWATER MANAGEMENT DETAILS FILE NAME: SCALE: DATE: 60B 107C-SWM-4. d wg H: AS SPECIFIED 4-14-08 V: 1 "=10' SET REV NO.- 7 DRAWING NUMBER: SVVM-4 SHEET NUMBER: 21 of 35 FACILITY C STAGE/STORAGE Pond Report Hyeranax Hydrographs 5y:n,a1i Ava Tuesday, Aug 122003 11.0 AM Pond No. 1 - SVJtA C (Lickinghole Pond) Pond Data Pond storage is based an knovin contour areas. Average end area method used Stage / Storage Table Stage ptl Elavatlon p0 contour area(s0l Incr. Storage (tuft) Total storage (CYRI 0.00 553,00 555 0 0 2.00 -W 00 4 349 4.944 4 944 400 60200 10,712 15.061 20.005 No Go3.00 17.362 2d,G93 4d.o09 a00 60600 25.192 43.774 92.9473 too, 60300 34115 60,507 152.9 1 0 1200 61000 45866 sua 1 233.161 1400 61200 610d4 108.950 340.511 16.00 GI000 78,078 139A62 479.673 Culvert / Orifice Structures Weir Structures 1Al lal cc] 101 [Al IS] Icl IDI In (1.) = 30.00 000 000 000 Crest Len 111) = 1531 1.50 000 o.co span lh0 =3000 000 000 0o0 crest E). it) =6t200 fito.00 000 0.00 No. Burnls = 1 0 0 0 Ylair Coeil. • 333 333 000 0.00 lava I EI. (it) 555.14 ().00 0.00 0.0g V7elr Typ- = Riser Rect - - Lanothift) = 71.e0 000 000 000 mu111-51ago = yes Yes No No 0.00 0 00 Slops(%) 1.55 000 N-Ydlaa .013 0 13 .013 000 Of. coati. = 0.60 060 0.60 000 Multi-5lafle = net No no No E4llltrall n ocoolmhr Iconlou0 Talrrater aav - o 00 it Stag, (a) stage I Discharge stag, (n) 16.v9 1 a.v9 1500 5 00 J 1200 00 500 9CIO 500 6 A 3,00 300 000----------_---- 0.00 0.0 0.00 10.00 20.00 30.00 40 50.00 6000 70.00 8000 90.00 100.00 DI}charg,(Cr5) ..... -.. ion10 I I �I I r I � I � � I 10 YEAR PRE -DEVELOPED RATIONAL Hydrograph Plot Hydranvx Hydrryerh s by aaeAsclva Hyd. No. 1 'Pre -Developed Peak Hydrograph type = Ralfonal Storm frequency = 10 yrs Drainage area = 28.400 ac Intensity = 3.969 inlhr IOF Curve = Albemarle.IDF Tues day, Arg 12 200a. 1112 APA Peak discharge = 36.07 cfs Time Interval = 1 min Runoff coeff. = 0 32 Toby User = 20.00 Irvin AsclRec limb fact = 111 Hydrograph Volume = 43.2b3 tuft 'Pre -Developed Peak Q (cfs) Hyd 110 1 -- 10 Yi Q (cfs) 40.00 40. C0 30. g0 y sU. CO 20.00 � 1000 / \ 1000 0.00 0.00 D.o 0.1 02 0.3 0.3 0.4 0.5 0.6 0.7 timee (hrs) ....--- Hyd No. 1 100 YEAR POST DEVELOPED MODIFIED RATIONAL ROUTING Hydrograph Plot Hydrsno'u Hydrograpn a by ntc.lsviva Hyd. No. 9 'Pr Cond (M Rat) 100 Y Hydrograph type CC Reservoir Storm frequency = 100 yrs Inflow hyd. No. CC 5 Reservoir narne CC WaA C (Lickinghole Pont]) Storage FdicaBon melnbtl us,d }L'et putd routingslart de�ahm • G10.fi0 t Tuesday,Alg 122008. 11:26AM Peak discharge CC 42.26 cfs Time interval = 1 min Max. Elevation CC 612 56 ft Max. Storage = 379,165 cult Hybrograpn VdIma - 243,553 we Q (cfs) Hyd 1,10 9 •- 100 Yr q (cfs) 50 A 50.00 a0.00 40 co 3U CO 30 00 1 i 2000 2000 to 00 10 00 00 12 2.3 3.5 4.7 58 70 82 9.3 10.5 11.7 Time (his) i _.......... _ Fl/d No 9 ----- Hyd No 6 Q) C\� 1 REVISED ROUTING CALCULATIONS BASED ON POND REVISIONS 2 REVISED ROUTING CALCULATIONS BASED ON POND REGRADING 4 REVISED ROUTING CALCULATIONS 00 O i N0. SHEET REVISION 2 YEAR PRE -DEVELOPED RATIONAL Hydrograph Plot HJdrano'N Hyd"oreph S by 10 YEAR PRE -DEVELOPED RATIONAL Hydrograph Plot Hydranvx Hydrryerh s by aaeAsclva Hyd. No. 1 'Pre -Developed Peak Hydrograph type = Ralfonal Storm frequency = 10 yrs Drainage area = 28.400 ac Intensity = 3.969 inlhr IOF Curve = Albemarle.IDF Tues day, Arg 12 200a. 1112 APA Peak discharge = 36.07 cfs Time Interval = 1 min Runoff coeff. = 0 32 Toby User = 20.00 Irvin AsclRec limb fact = 111 Hydrograph Volume = 43.2b3 tuft 'Pre -Developed Peak Q (cfs) Hyd 110 1 -- 10 Yi Q (cfs) 40.00 40. C0 30. g0 y sU. CO 20.00 � 1000 / \ 1000 0.00 0.00 D.o 0.1 02 0.3 0.3 0.4 0.5 0.6 0.7 timee (hrs) ....--- Hyd No. 1 100 YEAR POST DEVELOPED MODIFIED RATIONAL ROUTING Hydrograph Plot Hydrsno'u Hydrograpn a by ntc.lsviva Hyd. No. 9 'Pr Cond (M Rat) 100 Y Hydrograph type CC Reservoir Storm frequency = 100 yrs Inflow hyd. No. CC 5 Reservoir narne CC WaA C (Lickinghole Pont]) Storage FdicaBon melnbtl us,d }L'et putd routingslart de�ahm • G10.fi0 t Tuesday,Alg 122008. 11:26AM Peak discharge CC 42.26 cfs Time interval = 1 min Max. Elevation CC 612 56 ft Max. Storage = 379,165 cult Hybrograpn VdIma - 243,553 we Q (cfs) Hyd 1,10 9 •- 100 Yr q (cfs) 50 A 50.00 a0.00 40 co 3U CO 30 00 1 i 2000 2000 to 00 10 00 00 12 2.3 3.5 4.7 58 70 82 9.3 10.5 11.7 Time (his) i _.......... _ Fl/d No 9 ----- Hyd No 6 Q) C\� 1 REVISED ROUTING CALCULATIONS BASED ON POND REVISIONS 2 REVISED ROUTING CALCULATIONS BASED ON POND REGRADING 4 REVISED ROUTING CALCULATIONS 00 O i N0. SHEET REVISION 2 YEAR PRE -DEVELOPED RATIONAL Hydrograph Plot HJdrano'N Hyd"oreph S by Tues day, Arg 12 200a. 1112 APA Peak discharge = 36.07 cfs Time Interval = 1 min Runoff coeff. = 0 32 Toby User = 20.00 Irvin AsclRec limb fact = 111 Hydrograph Volume = 43.2b3 tuft 'Pre -Developed Peak Q (cfs) Hyd 110 1 -- 10 Yi Q (cfs) 40.00 40. C0 30. g0 y sU. CO 20.00 � 1000 / \ 1000 0.00 0.00 D.o 0.1 02 0.3 0.3 0.4 0.5 0.6 0.7 timee (hrs) ....--- Hyd No. 1 100 YEAR POST DEVELOPED MODIFIED RATIONAL ROUTING Hydrograph Plot Hydrsno'u Hydrograpn a by ntc.lsviva Hyd. No. 9 'Pr Cond (M Rat) 100 Y Hydrograph type CC Reservoir Storm frequency = 100 yrs Inflow hyd. No. CC 5 Reservoir narne CC WaA C (Lickinghole Pont]) Storage FdicaBon melnbtl us,d }L'et putd routingslart de�ahm • G10.fi0 t Tuesday,Alg 122008. 11:26AM Peak discharge CC 42.26 cfs Time interval = 1 min Max. Elevation CC 612 56 ft Max. Storage = 379,165 cult Hybrograpn VdIma - 243,553 we Q (cfs) Hyd 1,10 9 •- 100 Yr q (cfs) 50 A 50.00 a0.00 40 co 3U CO 30 00 1 i 2000 2000 to 00 10 00 00 12 2.3 3.5 4.7 58 70 82 9.3 10.5 11.7 Time (his) i _.......... _ Fl/d No 9 ----- Hyd No 6 Q) C\� 1 REVISED ROUTING CALCULATIONS BASED ON POND REVISIONS 2 REVISED ROUTING CALCULATIONS BASED ON POND REGRADING 4 REVISED ROUTING CALCULATIONS 00 O i N0. SHEET REVISION 2 YEAR PRE -DEVELOPED RATIONAL Hydrograph Plot HJdrano'N Hyd"oreph S by Hydrograph Volume = 43.2b3 tuft 'Pre -Developed Peak Q (cfs) Hyd 110 1 -- 10 Yi Q (cfs) 40.00 40. C0 30. g0 y sU. CO 20.00 � 1000 / \ 1000 0.00 0.00 D.o 0.1 02 0.3 0.3 0.4 0.5 0.6 0.7 timee (hrs) ....--- Hyd No. 1 100 YEAR POST DEVELOPED MODIFIED RATIONAL ROUTING Hydrograph Plot Hydrsno'u Hydrograpn a by ntc.lsviva Hyd. No. 9 'Pr Cond (M Rat) 100 Y Hydrograph type CC Reservoir Storm frequency = 100 yrs Inflow hyd. No. CC 5 Reservoir narne CC WaA C (Lickinghole Pont]) Storage FdicaBon melnbtl us,d }L'et putd routingslart de�ahm • G10.fi0 t Tuesday,Alg 122008. 11:26AM Peak discharge CC 42.26 cfs Time interval = 1 min Max. Elevation CC 612 56 ft Max. Storage = 379,165 cult Hybrograpn VdIma - 243,553 we Q (cfs) Hyd 1,10 9 •- 100 Yr q (cfs) 50 A 50.00 a0.00 40 co 3U CO 30 00 1 i 2000 2000 to 00 10 00 00 12 2.3 3.5 4.7 58 70 82 9.3 10.5 11.7 Time (his) i _.......... _ Fl/d No 9 ----- Hyd No 6 Q) C\� 1 REVISED ROUTING CALCULATIONS BASED ON POND REVISIONS 2 REVISED ROUTING CALCULATIONS BASED ON POND REGRADING 4 REVISED ROUTING CALCULATIONS 00 O i N0. SHEET REVISION 2 YEAR PRE -DEVELOPED RATIONAL Hydrograph Plot HJdrano'N Hyd"oreph S by Storage FdicaBon melnbtl us,d }L'et putd routingslart de�ahm • G10.fi0 t Tuesday,Alg 122008. 11:26AM Peak discharge CC 42.26 cfs Time interval = 1 min Max. Elevation CC 612 56 ft Max. Storage = 379,165 cult Hybrograpn VdIma - 243,553 we Q (cfs) Hyd 1,10 9 •- 100 Yr q (cfs) 50 A 50.00 a0.00 40 co 3U CO 30 00 1 i 2000 2000 to 00 10 00 00 12 2.3 3.5 4.7 58 70 82 9.3 10.5 11.7 Time (his) i _.......... _ Fl/d No 9 ----- Hyd No 6 Q) C\� 1 REVISED ROUTING CALCULATIONS BASED ON POND REVISIONS 2 REVISED ROUTING CALCULATIONS BASED ON POND REGRADING 4 REVISED ROUTING CALCULATIONS 00 O i N0. SHEET REVISION 2 YEAR PRE -DEVELOPED RATIONAL Hydrograph Plot HJdrano'N Hyd"oreph S by Hybrograpn VdIma - 243,553 we Q (cfs) Hyd 1,10 9 •- 100 Yr q (cfs) 50 A 50.00 a0.00 40 co 3U CO 30 00 1 i 2000 2000 to 00 10 00 00 12 2.3 3.5 4.7 58 70 82 9.3 10.5 11.7 Time (his) i _.......... _ Fl/d No 9 ----- Hyd No 6 Q) C\� 1 REVISED ROUTING CALCULATIONS BASED ON POND REVISIONS 2 REVISED ROUTING CALCULATIONS BASED ON POND REGRADING 4 REVISED ROUTING CALCULATIONS 00 O i N0. SHEET REVISION 2 YEAR PRE -DEVELOPED RATIONAL Hydrograph Plot HJdrano'N Hyd"oreph S by nlalSdYa Hyd. No. 1 'Pre -Developed Peak Hydrograph type CC Rational Storm frequency = 2yrs Drainage area = 28.40 ac Intensity = 2.973 inlhr [OF Curve = Albemaile.IDF Tuasday, Aug 12 2008. 11:2 AM Peak discharge = 27.02 cfs Time Interval = 1 min Runoff coeff = 032 To by User = 20.00 min AsclRec limb fact CC 1/1 HJ� W rsGll Vdulne = 32,426 al "Pre -Developed Peak Q (cfs) Hyd No 1 -- 2 Yr Q (cfs) 2 _s.co 8 CO 24.Cfl 24.rA 2000 �\ 20 CO 16 CO \ 16.G0 i 12.00 12.m 8 o0 \ 8.00 4.00 `v\ 400 o.00 � o.w 00 0.1 0.2 03 03 0.4 0.5 0.6 07 - Hyd No.1 Time (hrs) 10 YEAR POST DEVELOPED PEAK FLOW (RATIONAL) Hydrograph Plot Hydraflo'x H•ydrWaph s oy :ntegsoiva Hyd. No. 2 Post Peak Rational Hydrograph type = Rational Sloan frequency = 10 yrs Drainage area CC 35.3CO ac Intensity = 4.666 inlhr ]OF Curve = Albemarle.IDF Tuesday,Arg122008, 103AM Peak discharge = 86.01 cfs TI1ne Interval = 1 min Runoff coeff = 0 52 To by User =14.00 min AsclRec limb fact = 1/1 Hyuvpspu Wauma = 72.246 tuft Post Peak Rational Q (cfs) Hyd. No. 2 -- 10 Yr Q (cfs) 90.00 90. c0 ..... � � fio.GO 8000 F/ ... ... 70. 70. Go.... GO 6000 60.00 ..__ ..... .. 50 M .. 50 00 4000 ._..._.... ..... ..... ........ .. ... _ ...................... ...._... ....._._._..--. __..... ._... ... 40. CO 30 fA ... .... ... _ .... _. _.. ._._.._ .._.. . .. 3000 20.00 \ 20,00 10,00 10.00 0.00 --- -- 0.00 g0 01 0.2 0.3 0.3 0.4 0.5 Time (his) ---- R/d No. 2 STORM WATER MANAGEMENT FACILITY C H YDRAFLOW REPORTS 2 YEAR POST DEVELOPED PEAK FLOW (RATIONAL) 2 YEAR POST DEVELOPED MODIFIED RATIONAL 2 YEAR 24 HOUR DURATION STORM (MS-19 ANALYSIS) Hydrograph Plot HydraAvx Ihpr,graptts by Inlaisol•,e Tuasday, Fug 122008. 10:36 APA Hyd. No. 12 MS-19 Analysis Hydrograph type = SCS Runoff Peak discharge CC 88,65 cfs Storm frequency = 2 yrs Time Interval = 1 thin Drainage area = 35.300 ac Curve number = 77.7 Basin Slope CC 0.0 % Hydraulic length = 0 ft To method = USER Time of cone. (To) = 14.40 min Total precip. = 4.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 04 H;d.gnach Vdune = 238 Sea curt MS-19 Analysis Q (cfs) Hyd No. 12 -- 2 Yr Ct (cfs) 60 00 ...._... _..... 90.00 eo co ao.oa _.._ 70.00 _ .... MOO 6000 i..._. _ 60.00 5000 _ -.. .. _. ...__ ..... 50.00 40,00 II 40.00 3000 I ......... _. ...... 30.00 20,00 I 20,00 1000 .. 10.00 0 2 5 7 9 12 1+4 16 19 21 23 26 Time (hr5) - Hyd No. 12 DJM 5-9-08 DAT 7-3-08 DJM 8-13-08 BY I DATE I NO. SHEET REVISION Hydrograph Plot Hydranox Hydrogrephs by Intaesolve Tuesday. Aug 12 2008, 11:3 AM Hyd. No. 2 Post Peak Rational Hydrograph type = Rational Peak discharge = 65.32 cis Storm frequency = 2 yrs Time interval = 1 min Drainage area = 35.300 ac Runoff coeff. = 0.52 Intensity CC 3.558 inlhr To by User CC 14.00 min IDF Curve = Albemarle.IDF AsclRec limb fact = 1/1 Hydrograph Vduma=54.867 cud Post Peak Rational a (CIS) Hyd. No. 2 -- 2 Yr Q (cfs) 7000 - ----- - jIII� 70.00 6000 6000 .......... ......... ............... .. 50.00 50.OD 40.00 40.00 i 30.00 - -- - ---------- - 30.00 I - 2000 20.00 - -- - 1000 10.00 - - 0,00 I ......:--- 0.00 0.0 0.1 0.2 0.3 0.3 0.4 05 --- Hyd No. 2 Time (hrs) 10 YEAR POST DEVELOPED MODIFIED RATIONAI Hydrograph Plot Hydranvx Hydregraphs by lnte[J-N. Tuesday, Aug 12 200d, 11:15 AM Hyd. No. 4 10 YR Post Peak Mod Rational Hydrograph type = Mod. Rational Peak discharge = 28.35 cis Storm frequency CC 10 yrs Time interval CC 1 min Drainage area CC 35.300 ac Runoff coeff. = 0.52 Intensity CC 1.544 infhr To by User = 14.00 rain IDF Curve = Albemarle.IDF Storm duration = 7 x Tc Hyd,W,r 9h Vdum, = 166.072 tuft 10 YR Post Peak Mod Rational Q tots) Hyd No. 4 -- 10 Yr Q (cfs) 30.00 Tom- I 30.00 25.G0 25.00 20.CO i 1 2009 15.00 - - - - � -- - - 16 DO - 10.00 10.00 - -- - -- .... L a 0.00 ............. ............ .... ....... ...... 1 ....... -- ......... -- L...... .. I ....... .._...._ "00 0.00 o.00 0.0 0.2 0.3 0.5 0.7 0.8 1.0 1.2 1.3 1.5 1.7 1.8 ZO Time (hrs) - Hyd No. 4 MS-19 ROUTING Hydrograph Plot Hydranow flv&ograrh s by'altatisdiw rueaday, Aug 1211103. 10:36 APA Hyd. No. 13 MS-19 Routing Hydrograph type CC Reservoir Peaik discharge CC 13.92 cis Storm frequency = 2 yrs Timte Interval = 1 min Inflow hyd. No. = 12 Ma)x. Elevation = 611.98 It Reservoir name CC SVIAI C (Lickinghole Pond) Mam. Storage = 339,447 cull 5laaye IndKaticn nxlnod used Wcl prndrwung start deualm • 610.00 t Hydrograph Vd�ma • 21d,312 a1 I I` �Lr�f1 0� �P00 U DAVID M. JF+ SEN a Lie. Np. 1 84 �4) , F ti� BY DATE 'Sr0e000*444404 Hydrograph Plot Hydraw, Hydrbg,ephs by WOW.,. Tuesday, Aug 122o08. 11:4 AM Hyd. No. 3 2 YR Post Peak Mod Rational Hydrograph type = Mod. Rational Peak discharge = 19.28 cfs Storm frequency = 2 yrs Time Interval = 1 min Drainage area = 35.300 ac Runoff coeff. = 0.52 Intensity CC 1.050 iri To by User = 14.00 min ]OF Curve = Albemarle.IDF Storm duration CC 7 x Tc Hydrograpn Voluma-113,364 CYR 2 YR Post Peak Mod Rational Q (cfs) Hyd. No 3 -- 2 Yr Q (cfs) 21.00 � ,too I I f 18.00 - 18.00 15.00 �t 15.00 12.00 12.00 f I 9.00 - I 9.00 I 6.00 i I 6.00 3.00 I 3.00 0.00 --- --- --... L-- 0.00 0.0 0.2 0.3 o5 0.7 0.8 1.0 1.2 1.3 1.5 17 1.8 2.0 - Hyd No. 3 Time (hrs) 2 YEAR POST DEVELOPED PEAK FLOW ROUTING (RATIONAL) 2 YEAR POST DEVELOPED MODIFIED RATIONAL ROUTING Hydrograph Plot Hydrarnw Rydrographe by Int,hohe Hyd, No. 6 Pr Cond (Rational) Hydrograf3htype = Reservoir Storm frequency = 2 yrs Inflow hyd. No. CC 2 Reservoir name = SWM C (Lickinghole Pond) Etuagendi=ailonmeutcd-C. Wapmdrbuing start e!evauui-61000 n. Tuesday. Aug 12 20M. I I:0 ArA Peak discharge = 4.72 cis Time interval = i min Max. Elevation = 610.96 ft Max. Storage = 284,994 cult Hydrograph Vc4urne=54.843 can Pr Cond (Rational) Q (cfs) Q (cfs) Hyd. No. 6 -- T'!r 70.00 ...-: 7000 ........ ...... .._... 50.00 - _....... 50.00 -........ _..... ....... .... ..................... ................ i i 50.00 50.00 40.00 4000 30.00 30.00 20. G0 20 00 1000 10.00 0.00 ? -- -- - -_- O.GO 0.0 2.3 47 70 93 11,7 140 16.3 18.7 21.0 23.3 --- Hyd No. 6 ---- Hyd No 2 'Time (hrs) 10 YEAR POST DEVELOPED PEAK FLOW ROUTING (RATIONAL) 10 YEAR POST DEVELOPED MODIFIED RATIONAL ROU Hydrograph Plot Hyd!,O v Hydr,grepns by mellaot:e Hyd. No. 6 Pr Cond (Rational) Hydrograph type = Reservoir Storm frequency CC 10 yrs Inflow hyd. No. = 2 Reservoir name = SWM C (Lickinghole Pond) Storage 4tdlcadon meinotl used Wa pond-U.9 start deva0m-fi10.00L Tuosday, Aug 12 2008, 1114 AM Peak discharge = 7.04 cfs Time Interval = 1 min Max. Elevation = 611 26 ft Max. Storage = 300,704 cult Hydrograph Vo:u m, - 72,219 ml -I f.... ............. ......... ......... ....... _.. ................. ........ _ ... Hydrograph Plot Hydreflo's HydregraThs by nre:isolve Tueaday,Atg 12200a. 11:15AM Hyd, No.. 8 'Pr Cond (M Rat) 10 YR Hydrograph type = Reservoir Peak discharge CC 18.29 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hydl. No. = 4 Max. Elevation CC 612 12 ft Reservoir name = SWM C (Lickinghole Fund) Max. Storage CC 348,974 cull slc,age NdicauionmeVhW d Wetputdrau09sta4de.a5m• 610.001. Hydrayaph vdume-166,632 tuft -Pr Cond (fit Rat) 10 YR q (cfs) Hyd. No. 8 -- 10 Yr q (ors) 30.00 30. GO 25.00 20.00 .... ..! ... ...... _ _. - __..... ._...._ ....... -. ..... 25.00 0.00 15.00 .. ill ...... ........... .. .. .. .... ... .. ._ 15.00 10.00 5.00 ` 5,00 0.0 1.7 3.3 5.0 0.7 e3 100 11 7 13.3 150 16.7 18.3 ----- 1-4d No. 8 --- Hyd No. 4 Time (hrs) NOTES: 1. FOR PRE DEVELOPED DRAINAGE AREA CHARACTERISTICS (DA, TC, C, ETC) SEE PRE -DEVELOPED WATERSHED CONDITIONS TABLE ON DWG SWM-1. 2. FOR POST DEVELOPED DRAINAGE AREA CHARACTERISTICS (DA, TC, C, ETC) SEE POST DEVELOPED WATERSHED CONDITIONS TABLE ON DWG SWM-2. 3. PEAK DISCHARGE FROM MS-19 ROUTING (13.92 CFS) USED FOR ADEQUATE OUTFALL COMPUTATIONS ON DWG DP-6. 4. FACILITY "C" STAGE/STORAGE CONTOUR DATA WiAS GENERATED FROM A FIELD SURVEY OF THE POIND BOTTOM PERFORMED BY WW ASSOCIATES IN JANUARY 2008. ENGINEERS SURVEYORS PLANNERS OVA AsSOCIATES PO Box 4119 1402 Greenbrier Place Lynchburg, VA 24502 Charlottesville, VA 22901 Phone: 434.316.6030 Phonc: 434.984.2700 www.w%vassociatcs.net Hydrograph Plot Hydrenax Hydrouraphs by InteGsolve Hyd. No. 7 'Pr Cond (M Rat) 2 YR Hydrograph type = Reservoir Storm frequency = 2 yrs Inflow hyd. No. = 3 Reservoir name = SWM C (Lickinghole Pond) St.3j. lndltatlbn method USed. war pondruAing slap Lin'r3udb 619.W n. Tuasday, Aug 12,008. 11 6 AM Peak discharge = 9.77 cfs Time Interval = 1 min Max. Elevation = 611.56 It Max. Storage CC 317,111 cult Hydrograph Volume = I13.328 aft 'Pr Cond (M Rat) 2 YR Q (cfs) q cfs Hyd No 7 -- 2 Yr ( ) 21.00 --- ---- - - --- - _T ___ __ _ 21.00 I 1800 - 18.00 I 1&00 15.00 I I 1200 12.00 I 9.00 I - f '' -- 900 6.00 ... - ---` ..---- - --- \\ - 13.00 300 -- -- w0 Do ]LI, t3.00 - - _._�� _....... 0.00 0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 113.0 16.0 20.0 220 Time (hrs) Hyd No 7 - Hyd No. 3 37 100 YEAR POST DEVELOPED PEAK FLOW ROUTING (RATIONAL) Hydrograph Plot Hydreflv'w Hydregarhs by'ma'isNra Hyd. No. 6 Pr Cond (Rational) Hydrograph type = Reservoir Storm frequency = 100 yrs Inflow hyd. No. = 2 Reservoir name = SWM C (Lickinghole Pond) Slang, InoCa9on method used VCt pmdrouting stunt de':alim 010.W t Tuesday, Aug 122006. I1.25 Art Peak discharge = 10.44 ors Time interval = 1 min Max. Elevation = 611 63 ft Max. Storage = 320,914 cull rh;4o91a0 V-:uma-34.651 cull Pr Cond (Rational) C2 (cfs) Hyd No. 0 -- 100 Yr a Iola) 12000 120 CO . .. ... ..... ... . ....... ......... .... 100.00 - 100.G9 I, 80.00 6000 ..... _.. ._.. ..... 5060.00 A0 ....... 40 00 +w co -0. W 20.00 0.00 -- ........_. __._... _ . OAO DO 1.a 3.7 55 T3 92 11.0 12.8 147 165 18.3 20.2 - Hyd No. 5 - Hyd No. 2 Time (his) DESIGNED BY: PROJECT: SET REV NO: DJM WESTHALL V LOTS 93 - 125 7 DRAWN BY: A STONEHAUS DEVELOPMENT RG FINAL SUBDIVISION PLAN DRAYI(NG NUMBER: TITLE: REVIEWED BY: SWM FACILITY "C" HYDROGRAPH REPORTS SWM-5 DMJ SHEET NUMBER: WWA NUMBER: FILE NAME: SCALE: DATE: 206081.19 608107C-SWM-5.dwg " NSA 4-14-OS 22 of 35 FOREBAY STAGE/STORAGE 2 YEAR POST DEVELOPED PEAK FLOW ROUTED FOREBAY HYDRAFLOW REPORTS 10 YEAR POST DEVELOPED PEAK FLOW ROUTED 100 YEAR POST DEVELOPED PEAK FLOW ROUTED 2 YEAR 24 HOUR DURATION STORM (MS-19 ANALYSIS) MS-19 ROUTING ►, Pond Report Hydran- Hydrograpns by Intel-AvO W edneaday, Aug 13200a, 9:41 AM Pond No. 3 - Forebay Pond Data Pond storage is based on known contour areas. Average end area method used Stage I Storage Table stage NN Elevation(It) Contour area Isgfi) I.-Slorega(cuff) T.14 storage(cue) 100 622.00 a50 0 0 1. 62"0 1 151 2,704 2 704 400 626600 1.139 4.993 7.097 6.00 626.00 45d9 1.82d 15.525 Culvert Orifice Structures Weir Structures [A] [B] [G] ID] [A] [B] [C] ID] Rls. (In) = 1600 000 0,00 000 Crest LIn(It) = 12,57 0.00 Goo 000 span (in) = 36 00 0.00 0.00 000 Crest EI. (a) = 625.40 0.00 0.00 0.00 No. 8-Is = 1 0 0 0 We), Coeff. = 333 3.33 0.00 0.00 Invert El. (In = 62100 0.00 0 00 900 W.Ir Type = Riser -- -- -- Lenglll(a) = 4174 0.00 000 000 Mulll-Slag. = yes N. No 11. 61.pe 1%) =2.40 000 0.00 0.00 N `value = .013 .013 000 .000 Oflf. C6ef1. = 0.10 0.660 0.00 0.00 Multi -Stag. = 1. N. No No E%Illlrallon = 00001nrhr IC.I-) Talf.v.tes EN, = 0.00 ft stage (n1 Stage I Discharge Slag. (ft) I F I 5cc e 500 00 I 300 2,00 - -- - ---- - 2 C9 I 1 CO- I a, o ca 0.00 600 16.00 24.00 32.00 40.00 4a.00 5600 6400 1200 8000 Cischurge (crs) Tot.IQ Hydrograph Plot Hydralow Hydrogrephs by Welsolve Wadnasday, Aug 13 2006. 9.47 AM Hyd. Forebay Routing Hydrograph type = Reservoir Peak discharge = 27.59 cfs Storm frequency = 2 yrs Time interval = 1 min inflow hyd. No. = 1 Max. Elevation = 626.15 ft Reservoir name = Forebay Max. Storage = 8,304 cult storage In6-- rnarnod used Hydrograph V.I.- = 17.046 tuft Forebay Routing Q Scfs) Hyd. No. 3 -- 2 Yr Q (cfs) 3000 3000 - I � ...._....... 2500 .....__.. .. ..._... .. - j 1 ............... 1 ��- ...._._.. ......... ......_... .. ._.... '- - 25.00 -- i 2000 2000 I I I ... 15.00 15.G0 10.00 10.00 � I 5.00 I ....... 6.00 - - - T 0.00 000 0.0 0.1 0.2 _ 0.3 0.3 0.4 05 0.6 Time (hrs) I -Hyd No. 3 -Hyd I No. 1 Hydrograph Plot ltydreflo'N Hycirogrephs by We.s011e Hyd. No. 3 Forebay Routing Hydrograph type = Reservoir Storm frequency = 10 yrs Inflow hyd. No. = 1 Reservoir name = Forebay Storage Indicative method used. Q (cfs) 4000 30.00 20.00 10.00 000 Forebay Routing Hyd. No. 3 -- 10 Yr Wednesday, Aug 13 2003. 9:49 A 1 Peak discharge = 36.81 cfs Time Interval = 1 min Max. Elevation = 626.32 ft Max. Storage = 8,931 cult Hydrograph Vdume=24,334 tuft Q (cr5) 40.00 30.00 20.00 10,00 0.00 0.0 0.1 0.2 0.3 0.3 0.4 0.5 0.6 ----- Hyd Na. 3 ---- Hyd Na. 1 Time (hrs) Hydrograph Plot Hydranw Hydrographs by Inlehsolva Wed -day, Aug 13 2008, 9'49 AM Hyd. No. 3 Forebay Routing Hydrograph type = Reservoir Peak discharge = 48.64 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 1 Max. Elevation = 626.50 tt Reservoir name = Forebay Max. Storage = 9,666 Gott sterege Indicstion method used. Hydrograph Vdume = 33,837 tuft Forebay Routing q(cls Hyd. No. 3 -- 100 Yr q (cfs) 60,00 --- -- 60.00 50.00 - 50.00 40.00 - 4G.00 30.00 30.00 20.OU - -- - - -- - �� ---- - - ----- 20.00 l � 1000 --- I ---------- 10.00 I -" "-- 0.00 - 0.0 0.1 0.2 0.3 0.3 0.4 0.5 0.00 0.6 Time (hrs) - Hyd No. 3 ----- Hyd No. 1 Hydrograph Plot Hydrafiosv Hyblogrephs by In lel-N. Tuasd'ay, Awg 12 2U0a. Ion AM Hyd. No. 2 MS-19 Analysis Hydrograph type = SCS Runoff Peak discharge = 43.80 cfs Storm frequency = 2 yrs Time interval = 1 min Drainage area = 12.080 ac Curve number = 86.6 Basin Slope = 0.0 % HydraLllic length = On To method = USER Time of co no. (To) =13.00 min Total pre cip. = 4.00 in Distribution = Type II Storm duration = 24 hrs Shape factor = 484 Hydrograph Vdume = 112,242 tuft MS-19 Analysis Q (cfs) Hyd No. 2 -- 2 Yr Q (cfs) 50.00 - -- ------ _ ._. - ---- -- --- - 50. CO 40,00 -,, 40,00 1 3000 --7 -- - ----- 30 00 I , i� 20.CO I 20,00 10.00 10 00 i 0.00 - _1__ ....__.. _ .:- -�_>_ 0.00 0 2 5 7 0 12 14 16 10 21 23 26 -.------ Hyd No. 2 Time (hrs) Hydrograph Plot Hydr.fiav Hydrogr eph5 by Wn Hs.P.. Hyd. No. 4 MS-19 Routing Hydrograph type = Reservoir Storm frequency = 2 yrs Inflow hyd. No. = 2 Reservoir name = Forebay Stage malc.Iloe meth.d 4sed. Wednesd.y, Aug 13 2C06. 9:46 AM Peak discharge = 43 30 cfs Time Interval = 1 ruin Max Elevation = 626 42 ft Max. Storage = 9,349 cult Hydregraph Vdwne= 16G,C43 cull NOTES: 1. FOR POST DEVELOPED DRAINAGE AREA CHARACTERISTICS (DA, TC, C, ETC) SEE POST DEVELOPED WATERSHED CONDITIONS TABLE ON DWG SWM-2. 2. PEAK DISCHARGE FROM MS-19 ROUTING (43.30 CFS) USED FOR ADEQUATE OUTFALL COMPUTATIONS ON DWG DP-6. - ..r 4 NEW SHEET ADDED MA 8-13-08 v.. _ Jim� S1I OF �, DESIGNED BY: PROJECT:- SET REV NO: � DJM WESTHALL V LOTS 93 125 o � 1w- DAENGINEERS DRAWN BY. A STONEHAUS DEVELOPMENT SURVEYORS RG FINAL SUBDIVISION PLAN DRAWING NUMBER: VID M. JENS TITL E: PLANNERS REVIEWED BY: on LicNo 11�484 DMJ FOREBAY HYDROGRAPH REPORTS SWM-5A e � �+ �1 _ ►� SOCIATE-+_ Ile PO Sox 4119 1402 Greenbrier Place SHEET NUMBER: �Lynchburg, VA2.1502 Charlottesvillr,VA22901 WWA NUMBER: FILE NAME: �/ SCALE: DATE: M�/ S" I D N A L �' a� Phone: 134.3�6.6080 dSSu` ahoneet434.984.2700 6 0 810 7C -SWM - 5A. (! W g H: N/A ^ - q i(- O 2 3 o f 35 NO. SHEET REVISION EY DATE N0. SHEET REVISION BY DATE ,�♦ off♦ 206081.19 V: T11A `i I `t EROSION & SEDIMENT CONTROL NARRATIVE I. PROJECT DESCRIPTION THIS PROJECT WILL PROVIDE THE GRADING, DRAINAGE, AND UTILITIES NECESSARY FOR THE CONSTRUCTION OF WESTHALL PHASE V. IT INVOLVES DISTURBING 9.68 ACRES TO INCLUDE WORK IN PARK ROAD. II. EXISTING SITE CONDITIONS THE PROPOSED SITE IS LOCATED EAST OF PARK ROAD IN CROZET, VIRGINIA. THE ENTRANCE TO THE SITE IS APPROXIMATELY 1 MILE FROM THE INTERSECTIONS OF TABOR STREET AND US 240. THE SITE IS REZONED TO PRD AND IS PRIMARILY WOODED. A CREEK RUNS THROUGH THE NORTHERN END OF THE SITE WHICH DRAINS INTO LICKINGHOLE CREEK. THE M :JORITY OF THE SITE DRAINS INTO THE EXISTING FARM POND (PROPOSED SWM FACILITY C). II. ADJACENT PROPERTIES THE SITE IS BOUNDED TO THE WEST BY AN EXISTING MOBILE HOME PARK AND WESTHALL PHASE IV, TO THE SOUTH BY WESTHALL PHASE I & 11, TO THE NORTH BY AN UNNAMED TRIBUTARY THAT DRAINS INTO LICKINGHOLE CREEK, AND TO THE EAST BY THE FUTURE EASTERN AVENUE CONNECTOR. IV. OFF -SITE AREAS OFF -SITE AREAS FOR FILL INCLUDE THE APPROXIMATE 0.49 ACRE AREA OF LICKINGHOLE CREEK, LLC. PROPERTY, EAST OF SUMMERDEAN ROAD AND JONNA STREET. V. SOILS ACCORDING TO USDA SCS SOIL MAPPING, THE PROJECT SITE LIES ON SOIL TYPES: ASHE LOAM-4E, BRADDOCK LOAM-7B, HAYESVILLE CLAY LOAM-37C3, THURMONT LOAM 81 B, AND WEHADKEE SILT LOAM-95. ASHE LOAM-4E: SEVERELY ERODED. OCCURS ON 7 TO 15 PERCENT SLOPES. HYDROLOGIC SOIL GROUP B. THE K-FACTOR RANGES: 0-10" K=0.24; 10-24" K=0.17. BRADDOCK LOAM-7B: OCCURS ON 2 TO 7 PERCENT SLOPES. HYDROLOGIC SOIL GROUP B. THE K-FACTOR RANGES: 0-8" K=0.32; 8-60" K=0.24. HAYESVILLE CLAY LOAM-37C3: OCCURS ON 7 TO 15 PERCENT SLOPES. HYDROLOGIC SOIL GROUP B. THE K-FACTOR RANGES: 0-7" K=0.20; 7-58" K=0.24; 58-83" K=0.20. THURMONT LOAM-81 B: OCCURS ON 2 TO 7 PERCENT SLOPES. HYDROLOGIC SOIL GROUP B. THE K-FACTOR RANGES: 0-10" K=0.32; 10-68" K=0.20. WEHADKEE SILT LOAM-95: HYDROLOGIC SOIL GROUP D. THE K-FACTOR RANGES: 0-8" K=0.32; 8-60" K=0.24. VI. CRITICAL AREAS CARE SHALL BE TAKEN TO STABILIZE ALL SLOPES AND PREVENT EROSION. CARE SHALL ALSO BE TAKEN TO MINIMIZE THE TRANSPORT OF SEDIMENT ONTO PARK ROAD. IN ADDITION, CARE SHALL BE TAKEN TO MINIMIZE THE DISTURBANCE OF THE WETLANDS DOWNSTREAM OF THE FOREBAY/SEDIMENT BASIN. VII. STORMWATER MANAGEMENT CONSIDERATIONS SEE STORMWATER MANAGEMENT NARRATIVE AND CALCULATIONS (DWG. SWM-3, SWM-4, SWM-5). VIII. OFF -SITE ACTIVITIES OFF -SITE ACTIVITIES FOR THIS PROJECT ARE LIMITED TO MINOR GRADING, EXISTING POND EMBANKMENT IMPROVEMENTS, UTILITY CONNECTIONS, AND TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES WHICH ARE MAINTAINED IN EASEMENTS AS SHOWN ON PLAN! AND PLAT. IX. EROSION AND SEDIMENT CONTROL MEASURES ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE CONSTRUCTED AND MAINTAINED BY THE CONTRACTOR IN ACCORDANCE WITH THE LATEST EDITION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. SYMBOLS, DETAILS, AND DIMENSIONS USED ARE TAKEN FROM THE HANDBOOK, AS WELL AS THE VIRGINIA DEPARTMENT OF TRANSPORTATION'S ROAD AND BRIDGE STANDARDS, VOLUME 1, 2001. A. STRUCTURAL PRACTICES 1. TEMPORARY CONSTRUCTION ENTRANCE (CE), 3.02: TEMPORARY CONSTRUCTION ENTRANCES SHALL BE PAVED IN ACCORDANCE WITH ALBEMARLE COUNTY REQUIREMENTS. A MINIMUM WATER TAP OF 1" MUST BE INSTALLED WITH A MINIMUM 1" BALLCOCK SHUTOFF VALVE SUPPLYING A WASH HOSE WITH A DIAMETER OF 1.5" FOR ADEQUATE CONSTANT PRESSURE. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO AN APPROVED SETTLING AREA TO REMOVE SEDIMENT. ALL SEDIMENT SHALL BE PREVENTED FROM ENTERING STORM DRAINS, DITCHES OR WATERCOURSES. 2. SILT FENCE (SF), 3.05: SILT FENCE BARRIERS SHALL BE INSTALLED DOWN SLOPE OF AREAS WITH MINIMAL GRADES TO FILTER RUNOFF FROM SHEET FLOW AS INDICATED ON THE ATTACHED SITE PLAN. 3. STORM DRAIN INLET PROTECTION (IP), 3.07: STORM DRAIN INLET PROTECTION SHALL BE PROVIDED AS SHOWN ON THE PLANS. 4. CULVERT INLET PROTECTION (CIP), 3.08: CULVERT INLET PROTECTION SHALL BE PROVIDED AS SHOWN ON THE PLANS. 5. TEMPORARY SEDIMENT TRAP (ST), 3.13: PROVIDE TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS LONG ENOUGH TO ALLOW THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. 6. TEMPORARY SEDIMENT BASIN (SB), 3.14: PROVIDE TO DETAIN SEDIMENT -LADEN RUNOFF FROM DISTURBED AREAS IN "WET" AND "DRY" STORAGE LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. 7. STORMWATER CONVEYANCE CHANNEL (SCC), 3.17: PROVIDE STORMWATER CONVEYANCE CHANNELS AiND DITCH LINING MATERIALS AS SHOWN ON PLANS 8. OUTLET PROTECTION (OP), 3.18: TO PREVENT SCOUR AT STORMWATER OUTLETS, TO PROTECT THE OUTLET STRUCTURE, AND TO MINIMIZE THE POTENTIAL FOR DONSTREAM EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONCENTRATED STORMWATER FLOWS. 9. RIP RAP (RR), 3.19: PROVIDE WHEREVER SOIL CONDITIONS ARE SUCH THAT SOIL MAY ERODE UNDER DESIGN FLOW CONDITIONS 10. ROCK CHECK DAMS (CD), 3.20: PROVIDE CHECK DAMS UPON CONSTRUCTION OF STORMWATER CONVEYANCE CHANNELS. 11. TEMPORARY VEHICULAR STREAM CROSSING (SC), 3.24: TO ALLOW FOR CONSTRUCTION TRAFFIC TO CROSS A FLOWING STREAM WITHOUT DAMAGING THE CHANNEL OR BANKS, WHILE MINIMIZING THE SEDIMENT GENERATED BY THE CONSTRUCTION FROM ENTERING THE STREAM. 12. UTILITY STREAM CROSSING (USC), 3.25: PROVIDE TO HELP PROTECT SEDIM1=NT FROM ENTERING THE STREAM FROM CONSTRUCTION WITHIN, APPROACH AREAS AND TO MINIMIZE THE AMOUNT OF DISTURBANCE WITHIN THE STREAM ISTELF. 13. SOIL STABILIZATION BLANKETS AND MATTING (B/M), 3.36: PROVIDE SOIL STABILIZATION BLANKETS AND MATTING AS SHOWN ON THE PLANS. IN AREAS WHERE SEEDING OR HYDROSEEDING OF SLOPES ARE UNSUCCESSFUL, PROVIDE EC-2 BLANKETS AND OVERSEED. 14. DUST CONTROL (DC), 3.39: PROVIDE DUST CONTROL IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT OF DUST WHERE ON -SITE AND OFF -SITE DAMAGE IS LIKELY TO OCCUR IF PREVENTIVE MEASURES ARE NOT TAKEN. B. VEGETATIVE PRACTICES 1. TOP SOILING & STOCKPILING (TO), 3.30: TOPSOIL WILL BE STRIPPED FROM AREAS TO BE GRADED AND STOCKPILED FOR LATER USE. STOCKPILES ARE TO BE STABILIZED WITH TEMPORARY VEGETATION AND HAVE SILT FENCE INSTALLED ALONG THE LOWER PERIMETER. 2. TEMPORARY SEEDING (TS), 3.31: ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR EXTENDED PERIODS OF TIME SHALL BE SEEDED WITH FAST GERMINATING TEMPORARY VEGETATION IMMEDIATELY FOLLOWING GRADING. :SEED SELECTION WILL BE DEPENDENT ON THE TIME OF YEAR IN ACCORDANCE WITH THE EROSION AND SEDIMENT CONTROL HANDBOOK. 3. PERMANENT SEEDING (PS), 3.32: PERMANENT SEEDING SHALL BE PROVIDED ON SITE TO PROVIDE STABILIZATION FOR ALL DISTURBED AREAS. SEEDING RATES ARE IN POUNDS PER ACRE. FOR HIGH MAINTENANCE LAWN AREAS APPLY 200-250 POUNDS OF KENTUCKY 31 OR TURF -TYPE TALL FESCUE. FOR GENERAL SLOPES 3:1 OR LESS APPLY 128 POUND'S OF KENTUCKY 31 FESCUE, 2 POUNDS OF RED TOP GRASS, AND 20 POUNDS OF A SEASONAL NURSE CROP. FOR LOW MAINTENANCE SLOPES STEEPER THAN 3:1 APPLY 128 POUNDS OF KENTUCKY 31 FESCUE, 2 POUNDS OF RED TOP GRASS, AND 20 POUNDS OF SEASONAL NURSE CROP. FOR SOUTHERN SLOPE (BEYOND BLDG 15) APPLY 108 POUNDS OF KENTUCKY 31 FESCUE, 2 POUNDS OF RED TOP GRASS, 20 POUNDS OF SEASONAL NURSE CROP, AND 20 POUNDS OF CROWNVETCH. THE SEASONAL NURSE CROP USED IS BASED 01\I THE FOLLOWING SEEDING DATES: FROM FEBRUARY 16 THROUGH APRIL USE ANNUAL RYE; FROM MAY 1 THROUGH AUGUST 15 USE FOX -FAIL MILLET; FROM AUGUST 16 THROUGH OCTOBER USE ANNUAL RYE; AND FROM NOVEMBER THROUGH FEBRUARY 15 USE WINTER RYE. ALL PERMANENT SEEDING SHALL BE FERTILIZED, LIMED AND MULCHED AT THE FOLLOWING RATES: FERTILIZER 10-20-10 AT A RATE OF 1000 POUND PER ACRE; LIME OF AGRICULTURAL GRADE LIMESTONE AT A RATE OF 2 TONS PER ACRE; AND STRAW MULCH AT A RATE OF 1-1/2 TONS PER ACRE. BEFORE SEEDING, 4 INCHES OF TOP SOIL SHALL BE SPREAD IN AREAS TO BE SEEDED. APPLY FERTILIZER AND LIME UNIFORMLY AND MIX! WELL INTO TOP 4 INCHES OF SEED BED. PREPARE SOIL FOR PERMANENT SEEDING BY TILLAGE OF TOPSOIL IN PLACE TO LOOSEN THOROUGHLY AND BREAK UP ALL CLODS TO A DEPTH OF 6 INCHES. REMOVE ALL STUMPS AND ROOTS, COARSE VEGETATION, STONES LARGER THAN 1-1,/2 INCHES AND ALL CONSTRUCTION DEBRIS. SOIL SHALL BE WORKED BY SUITABLE AGRICULTURAL EQUIPMENT TO A DEPTH OF NOT LESS THAN 4 INCHES. SURFACE SHALL BE UNIFORM, SMOOTH AND DRAINABLE. A FIRM AND COMPACT SEED BED IS REQUIRED. 4. MULCHING (MU), 3.35: ALL TEMPORARY AND PERMANENT SEEDING SHALL BE STRAW MULCHED. C. MINIMUM STANDARDS MS-1. STABILIZATION OF DENUDED AREAS: PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN 7 DAYS AFTER FINAL GRADE IS REACHED ON ANY PORTION OF THE SITE. TEMPORARY TOIL STABILIZATION SHALL BE APPLIED WITHIN 7 DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE, BUT WILL REMAIN D(.,'MANT OR UNDISTURBED FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO B�' LEFT DORMANT FOR MORE THAN ONE YEAR. MS-2. STABILIZATION OF SOIL STOCKPILES: DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND 3ORR`"P! ARE. SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE ,APPLICANT IS RESPONSIBLE t*')R , `iPORA, Y PROTECTION AND PERMANENT STABILIZATION OF ALL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL 'NTEi. 'NALL' TRANSPORTED FROM THE PROJECT SITE. MS-3. PERMANENT VEGETATIVE COVER: A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT .`THERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND C� `/ER IS ACHIEVED THAT, IN THE OPINION OF THE E&S INSPECTOR, IS UNIFORM .AND MATURE ENOUGH TO SURVIVE AND INHIBIT Eh -)SIGN. MS-4. TIMING AND STABILIZATION OF SILT TRAPPING MEASURES: SEDIMENT BASINS AND TRAPS, STORM INLET PROTECTION, SILT FENCING, AND OTHER MEASURE: INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND DISTURBING ACTIVITY AND SHALL BE Mi ')E FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS-5. STABILIZATION OF EARTHEN STRUCTURES: STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVEI'SIONS IMMEDIATELY AFTER INSTALLATION MS-6. SEDIMENT BASINS AND TRAPS: SEDIMENT TRAPS AND BASINS SHALL BE CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED. A. THE MINIMUM CAPACITY OF A SEDIIMENT TRAP SHALL BE 134-CUBIC YARDS PER ACRE OF DRAINAGE AREA, ANL SHALL CONTROL A DRAINAGE AREA OF LESS THAN 3-ACRES. B. THE MINIMUM CAPACITY OF A SEDMENT BASIN SHALL BE 134-CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND :.`TALL CONTROL A DRAINAGE AREA OF 3-ACRES OR GREATER. MS-7. CUT AND FILL SLOPES: CUT AND FILL SLOPES SHALL BE 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. MS-8. CONCENTRATED RUNOFF DOWN! CUT OR FILL SLOPES: CONCENTRATED RUNOFF SHALL NOT FLOW DOWN CUT OR FILL SLOPES UNLESS CONTAINED WITHIN AN ADEQUATE TEMPORARY OR PERMANENT CHANNEL, FLUME OR SLOPE DRAIN STRUCTURE. MS-9. WATER SEEPAGE FROM A SLOPE FACE: WHENEVER WATER SEEPS FROM A SLOPE FACE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHALL BE PROVIDED. MS-10. STORM SEWER INLET PROTECTION: ALL STORM SEWER INLETS THAT ARE MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT SEDIMENT -LADEN WATER CANNOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. MS-11. STABILIZATION OF OUTLETS: BEFORE NEWLY CONSTRUCTED STORM WATER CONVEYANCE CHANNELS OR PIPES ARE MADE OPERATIONAL, ADEQUATE OUTLET PROTECTION AND ANY REQUIRED TEMPORARY OR PERMANENT CHANNEL LINING SHALL BE INSTALLED IN BOTH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS-12. WORK IN LIVE WATERCOURSES: N/A 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. NONERODIBLE MATERIAL SHALL BE USED FOR THE CONSTRUCTION OF CAUSEWAYS AND COFFERDAMS. EARTHEN FILL MAY BE USED FOR THESE STRUCTURES IF ARMORED BY NONERODIBLE COVER MATERIALS. MS-13. CROSSING A LIVE WATERCOURSE: 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 MATERIALS SHALL BE PROVIDED. MS-14. APPLICABLE REGULATIONS: ALL APPLICABLE FEDERAL, STATE AND LOCAL REGULATIONS PERTAINING TO WORKING IN OR CROSSING LIVE WATERCOURSES SHALL BE MET. MS-15, STABILIZATION OF BED AND BANKS: N/A THE BED AND BANKS OF A WATERCOURSE SHALL BE STABILIZED IMMEDIATELY AFTER WORK IN THE WATERCOURSE IS COMPLETED. MS-16. UNDERGROUND UTILITIES: UNDERGROUND UTILITY LINES SHALL BE INSTALLED IN ACCORDANCE WITH THE FOLLOWING STANDARDS, IN ADDITION TO OTHER APPLICABLE CRITERIA: A. NO MORE THAN 500-LINEAR FEET OF TRENCH MAY BE OPENED AT ONE TIME. B. WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS, EXCAVATED MATERIAL IS TO BE PLACED ON THE UPHILL SIDE OF TRENCHES, EXCEPT FOR ANY DIVERSION DITCHES. C. 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 OFFSITE PROPERTY. D. TRENCH BACKFILL MATERIAL SHALL BE PROPERLY COMPACTED IN ORDER TO MINIMIZE EROSION AND PROMOTE STABILIZATION. E. RESTABILIZATION SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THESE REGULATIONS. F. ALL APPLICABLE SAFETY REGULATIONS SHALL BE COMPLIED WITH AT ALL TIMES. MS-17. CONSTRUCTION ACCESS ROUTES: WHERE CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED OR PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY VEHICULAR TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS TRANSPORTED ONTO A PAVED OR PUBLIC ROAD, THE ROAD SURFACE SHALL BF CLEANED TEIROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMNT DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. THIS PROVISION SHALL APPLY TO INDIVIDUAL DEVELOPMENT LOTS AS WELL AS TO LARGER LAND -DISTURBING ACTIVITIES. MS-18. TEMPORARY E&S CONTROL (MEASURE REMOVAL: ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALLS BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER TEMPORARY 'MEASURES ARE NO LONGER NEEDED, UNLESS OTHERWISE AUTHORIZED BY THE LOCAL E&S AUTHORITY. TRAPPED SEDIMENT AND THE DISTURBED SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION. MS-19. ADEQUACY OF RECEIVING CHANNELS: PROPERTIES AND WATERWAYS DOWNSTREAM FROM THE DEVELOPMENT SITE SHALL BE PROTECTED FROM SEDIMENT DEPOSITION, EROSION AND DAMAGE DUE TO INCREASES IN VOLUME, VELOCITY AND PEAK FLOW RATES OF STORM WATER RUNOFF FOR THE STATED FREQUENCY STORM OF 24-HOUR DURATION. D. MAINTENANCE: ALL EROSION AND SEDIMENT CONTROL STRUCTURES AND SYSTEMS SHALL BE MAINTAINED, INSPECTED, AND REPi\IRED AS NEEDED TO INSURE CONTINUED PERFORMANICE OF THEIR INTENDED FUNCTION. ALL EROSION AND SEDIMENT CONTROL MEASURES SHALL BE CHECKED AT THE END OF EACH DAY AND AFTER EVERY RAINFALL EVENT. 1. DAMAGE TO EROSION CONTROL MEASURES CAUSED BY CONSTRUCTION TRAFFIC OR OTHER ACTIVITY SHALL BE REPAlk�D BEFORE THE END OF EACH WORKING DAY. 2. MAINTAIN ALL SEEDED AREAS UNTIL A UNIFORM STAND IS ACCEPTED. 3. (SPEC. 3.02) PROVIDE FOR EQUIPMENT WASHING AS NEEDED TO PREVENT THE TRANSPORT OF SOIL ONTO EXISTING ASPHALT ROADWAYS. ANY SEDIMENT ON THE PAVEMENT SHALL BE REMOVED IMMEDIATELY. 4. (SPEC. 3.05) SILT FENCE BARRIERS WILL BE CHECKED DAILY FOR UNDERMINING OR DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL REACHES HALF WAY TO THE TOP OF THE BARRIER. 5. (SPEC. 3.07/3.08) SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NEEDED. 6. (SPEC. 3.13/3.14) SEDIMENT SHALL BE REMOVED AND THE BASIN/TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE HALF THE DESIGN VOLUME OF THE WET STORAGE. SEDIMENT REMOVAL FROM THE BASIN SHALL BE DEPOSITED IN A SUITABLE AREA AND IN SUCH A MANNER THAT IT WILL NOT ERODE AND CAUSE SEDIMENTATION PROBLEMS. FILTER STONE SHALL BE REGULARLY CHECKED TO ENSURE THAT FILTRATION PERFORMANCE IS MAINTAINED. STONE CHOKED WITH SEDIMENT SHALL BE REMOVED AND CLEANED OR REPLACED. 7. (SPEC. 3.17) THE STORMWATER CONVEYANCE CHANNELS SHALL BE CHECKED PERIODICALLY TO ENSURE THAT SCOUR IS NOT OCCURRING. SEDIMENT DEPOSITED IN THE CHANNELS SHALL BE REMOVED PRIOR TO THE REMOVAL OF THE TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES, AND DURING CONSTRUCTION WHEN THE CAPACITY OF THE CHANNELS IS REDUCED. 8. (SPEC. 3,18) PERIODICALLY CHECK OUTLET PROTECTION TO ENSURE SCOUR HAS NOT OCCURED BENEATH THE STONE OR FILTER FABRIC. 9. (SPEC. 3.19) PERIODICALLY CHECK RIPRAP TO ENSURE SCOUR HAS NOT OCCURED BENEATH THE STONE OR FILTER FABRIC. 10. (SPEC. 3.24) SHALL BE INSPECTED AFTER EVERY RAINFALL AND AT LEAST ONCE A WEEK, WHETHER IT HAS RAINED OR NOT, AND ALL DAMAGES REPAIRED IMMEDIATELY. 11. (SPEC. 3.25) CARE MUST BE TAKEN TO INSPECT ANY STREAM CROSSING AREA AT THE END OF EACH DAY TO MAKE SURE THAT THE CONSTRUCTION MATERIALS ARE POSITIONED SECURELY. 12. (SPEC. 3.31 & 3.32) AREAS WHICH FAIL TO ESTABLISH VEGETATIVE COVER ADEQUATE TO PREVENT RILL EROSION WILL BE RESEEDED AS SOON AS SUCH AREAS ARE IDENTIFIED. 13. (SPEC. 3.35) ALL MULCHES SHALL BE INSPECTED PERIODICALLY TO CHECK FOR EROSION. REAPPLY MULCH IF EROSION HAS OCCURED. 14. (SPEC. 3.36) ALL SOIL STABILIZATION BLANKETS AND MATTING SHALL BE INSPECTED AFTER RAINSTORMS TO CHECK FOR EROSION AND UNDERMINING. IF WASHOUT OR BREAKAGE OCCURS, REINSTALL THE MATERIAL AFTER REPAIRING DAMAGE TO THE SLOPE OR DITCH. 15. (SPEC. 3.39) PROVIDE DUST CONTROL IN AREAS SUBJECT TO SURFACE AND AIR MOVEMENT OF DUST WHERE ON -SITE AND OFF -SITE DAMAGE IS LIKELY TO OCCUR IF PREVENTIVE MEASURES ARE NOT TAKEN. X. SEQUENCE OF CONSTRUCTION GENERAL 1. SCHEDULE AND ATTEND PRE -CONSTRUCTION CONFERENCE, 2. CONSTRUCT THE TEMPORARY PAVED CONSTRUCTION ENTRANCE. FARM POND/SWM FACILITY C 1. DRAIN EXISTING FARM POND (NEW SWM FACILITY C) IN ACCORDANCE WITH EARTHWORK NOTES ON DWG E-2A. ALL DEWATERING OPERATIONS MUST CONFORM TO VESCH CHAPTER 3 SEC. 3.26. A SETTLING OR FILTERING METHOD MUST BE USED IN CONJUNCTION WITH ALL DEWATERING OPERATIONS. A TEMPORARY DEWATERING PIT MAY BE USED UPSTREAM OF THE EMBANKMENT TO FACILITATE DEWATERING OPERATIONS DURING EMBANKMENT CONSTRUCTION. PUMPED FLOW SHALL BE BYPASSED AROUND ENTIRE EMBANKMENT OPERATION. 2. PERFORM CLEARING, EMBANKMENT REMOVAL, EARTHWORK, OUTLET PROTECTION, AND EROSION & SEDIMENT CONTROL REQUIRED TO INSTALL NEW OUTFALL RISER, STRUCTURE, AND PIPE FOR STORMWATER MANAGEMENT FACILITY C (LICKINGHOLE POND). IF DETERMINED SUITABLE BY A GEOTECHNICAL ENGINEER, EXISTING EMBANKMENT MATERIAL MAY BE USED FOR NON-STRUCTURAL FILL ONSITE. ALL NON -SUITABLE MATERIAL TO BE REMOVED FROM SITE. 3. PERFORM EARTHWORK AND EROSION & SEDIMENT CONTROL REQUIRED TO INSTALL THE EMBANKMENT TO THE PROPOSED ELEVATIONS (DWG. SWM-3) OF STORMWATER MANAGEMENT FACILITY C (LICKINGHOLE POND). MAIN SITE 1. INSTALL PERIMETER CONTROLS; PERIMETER SILT FENCE AS SHOWN ON PLANS AND AS APPLICABLE TO SEDIMENT BASIN CONSTRUCTION PRIOR TO ROUGH GRADING. 2. CONSTRUCT PROPOSED SEDIMENT BASIN AND PROPOSED SEDIMENT TRAPS ST1 AND ST2 AS SHOWN ON E&S PLAN DWG. ESC-2 BY PERFORMING MINIMAL CLEARING AND GRADING. 3. CLEAR AND GRUBB„ STRIP TOPSOIL AND STOCKPILE WITHIN THE LIMITS OF CLEARING AND GRADING. ALL STOCKPILE AREAS SHALL HAVE PERIMETER SILT FENCING INSTALLED. 4. PERFORM MINIMAL INECESSARY GRADING TO CONNECT STORM SEWER PIPES AND STRUCTURES FROM EXISTING DRAINAGE INLET STRUCTURE (EX. 6) TO NEWLY CONSTRUCTED SEDIMENT BASIN. TEMPORARY GRADING FOR SEDIMENT BASIN WILL NOT ALLOW FULL LENGTH OF STORM PIPE TO BE INSTALLED. 5. REMOVE ACCUMULATED SEDIMENT FROM EXISTING SEDIMENT BASIN "B". REMOVE ALL ASSOCIATED INLET AND OUTFALL STRUCTURES AND BACK FILL AND COMPACT BASIN. INSTALL SEDIMENT TRAP ST3. 6. IMPLEMENT DRAINAGE PLAN. INSTALL ALL OTHER STORM SEWER STRUCTURES. PROVIDE INLET PROTECTION AND OUTLET PROTECTION AS DRAINAGE STRUCTURES AND PIPES ARE INSTALLED. 7. PERFORM REMAINING GRADING TO BRING ALL AREAS TO GRADES SHOWN, INSTALL SANITARY SEWERS AND WATER MAINS. 8. PROVIDE TEMPORARY SEEDING AND OTHER EROSION CONTROL DEVICES TO MINIMIZE TRANSPORT OF SEDIMENT. 9. PERFORM PERMANENT SEEDING, STRAW MULCHING, AND STABILIZE ALL DISTURBED AREAS. APPLY DOUBLE SHREDDED HARDWOOD MULCH WHERE DENOTED. 10. NO E&S FACILITIES ARE TO BE REMOVED WITHOUT PERMISSION FROM THE COUNTY INSPECTOR. 11. PERIMETER EROSION CONTROL DEVICES MUST REMAIN IN PLACE UNTIL INTERIOR CONTROL HAS BEEN SUCESSFULLY IMPLEMENTED THE APPPLICABLE DRAINAGE AREA HAS REACHED FINAL GRADE AND BEEN FULLY STABILIZED. REMOVE TEMPORARY EROSION AND CONTROL MEASURE'S AND STABILIZE AFFECTED AF.EAS. 12. THE SEDIMENT BASIN SHALL BE CONVERTED TO A PERMANENT STORMWATER MANAGEMENT FACILITY (FOREBAY) AFTER THE SUBDIVISION CONSTRUCTION HAS BEEN COMPLETED AND ALL AREAS WITHIN THE DRAINAGE AREAS HAVE BEEN FULLY STABILIZED. ONCE THE SITE HAS BEEN FULLY STABILIZED, THE GRADING FOR THE FOREBAY MAY BE PERFORMED AND REMAINING LENGTHS OF STORM SEWER PIPE WITH END SECTIONS MAY BE INSTALLED. 13. PERFORM PERMANENT SEEDING TO DISTURBED FOREBAY AREA. 14. CLOSE OUT PROJECT. XI. GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS 1. THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, 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 WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATION OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND CONTROL SEDIMENT REGULATIONS. 3. ALL EROSION AND SEDIMENT CONTROL 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 AREAS OTHER THAN INDICATED ON THESE PLANS (INCLUDING, BUT NOT LIMITED TO, OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY. 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING DEVICE. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS FOR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA, EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER DEBRIS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. 13. ALL INERT MATERIALS SHALL BE TRANSPORTED TO COMPLIANCE WITH SECTION 13-301 OR THE CODE OF ALBEMARLE. 14. BORROW, FILL OR; WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:00 A.M. TO 9:00 P.M. 15, BORROW, FILL OR; WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAT MAINTAINS LATERAL SUPPORT, IN ORDER TO MINIMIZE ANY HAZARD TO PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. 16. THE DEVELOPER 'SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST OF 50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH TO BE APPLIED AT 80LBS/lO0SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, INCORPORATED INITO THE TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 8901_13S/100SF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 19. MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 50% OF THE `NET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED IMMEDIATELY. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WITHIN 1 YEAR OF THE DATE OF THE APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G) 22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9) MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER PROTECTION ORDINANCE SECTION 17-207B) XIi. PROPERTY OWNER RESPONSIBLE FOR MAINTENANCE IMPLEMENTATION 1. PROPERTY OWNER: STONEHAUS DEVELOPMENT 2421 IVY ROAD CHARLOTTESVILLE, VA 22903 (434) 951-0957 ATTN: LJ LOPEZ EMAIL: LLOPEZ®STONEHAUS.NET 1 REVISED NOTES DJM 5-9-08 �+ -Vi I OF 000 DESIGNED BY: 6 UPDATED GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL DMJ 12-15-10 �� DJM ENGINEERS PLANS AND DISTURBED ACREAGE TO INCLUDE WORK DONE IN PARK ROAD �,I ��/�r Y DRAWN BY: SURVEYORS RG v DAVID M ENSEN PLANNERS ,a Lie. N . 1484 � REVIEWED BY: �AsSOCIATES DMJ _ PO Box 4119 1402 Greenbrier Place �cti Lynchburg, VA24502 Chulauesville,VA22901 WWA NUMBER: Sti Phone: 434.316.6080 Phune: 434.984.2700 BY DATE N0. SHEET REVISION BY DATE ►j A L-_- www.wwassoeiates.net 20608 1.19 N0. SHEET REVISION PROJECT: WESTHALL V LOTS 93 - 125 TONEHAUS DEVELOPMENT FINAL SUBDIVISION PLAN TITLE: EROSION AND SEDIMENT CONTROL NARRATIVE FILE NAME: ]SCALE: DATE: 608107C-ESC-1.dwg H" NIA V: N/A 4-14-08 SET REV NO: 7 DRAWING NUMBER: ESC-1 SHEET NUMBER: 24 of 35 u 1 31 0 00 C) L5 00 0 (0 0 00 0 It X it % tt % a SOIL AREA A BOUNDARY t A LINE (TYP) SOIL TYPE NOTES: v -'TkIE-'TEMPORARY LABEL (TYP) SFEDIMENT% BA SIN SHALL BE AS SHOWN t N 1 THE OUTFALL PIPES INTO INSTALL kIP-RAP STONE t'AT TEMPORAR'Y t t ;�;A'r it 1 OUTLETS INTO tSEDIMENT BAS N.,,'AFTE 3� t it. o Cj SITE 19 REGRADED INTO FINAL CLASS 0, RIP- AP" n1c, OOTFALL PIPES S�,,��LCIJE E�TENIJED AS t t FOREBAY/ENERGY DISSIPATOR DEYICE, THE % - ...... ON F I i. T�.- F t t WN INI-.THE7--F REBAY,,DESIG SEE iDWGur- t % �T) 0 T 'I ';'PL'- A I I\,, '6,LLA SHO T t s ---AND D' 7-2. P )IN, I t t. Lu 8 W It W� d .... ...... T=;38� MIN. - --------- \4' .... ...... 7 . . ...... 1,A r I El 1-00 . . ... .... R/W X . [D D it [fl 0 % 2� % . ......... . , R IX� /2 t b AL 01 PFIIA Q DESIt,'N DRAINAGE". RE 'N U.Ik A A SF lio � Z 4 SF 004* 1p, 1 1 ji- 'Z. Fu_ . .... .. % d % k 7_ v.- .11000, - , - \ '11/1 ) � ..�;/\--k _x ... .. ...... -- ------ ----- %4% 00-* ..... ......... ...... . .. ...... . .... . .. I ------ . .. . .... ...... 4, it S4 CLASS 'I DRY RIP�RAP y" _A 'ON FILTER FABRIC V , 40, 5 TALLATIO TYPE' A INS N 627.00± VDQT . ......... .. Q PHA..... ....... . DA= PHASE I 3TS B TEMP N SEE NQTE 1 La=6' TR 1 17 AC' EELINE A /TOP= 630.4 2 UA= I Z-,A, ALo,- 7�� SE n 9TTOM=624.0--- W=6.0 TREELINE, - ----- r \"Q DWGF:SW k� H T�26" M SFr . .. ......... A ...... . . ..... 2 IVI U) ........... SA I LIMITS OFI PHASE, CLEARING AND GRADING EROSION AND SEDIMENT CONTROL LEGEND TITLE KEY YMBOL I — Ls .011 SAFETY FENCE 0 0 TEMPORARY STONE CONSTRUCTION ENTRANCE %29 SILT FENCE x x STORM DRAIN INLET PROTECTION TEMPORARY DIVERSION DIKE TEMPORARY SEDIMENT TRAP lip, TEMPORARY SEDIMENT BASIN STORMY/ATER CONVEYANCE CHANNEL OUTLET PROTECTION TEMPORARY VEHICULAR STREAM CROSSING UTILITY STREAM CROSSING TEMPORARY SEEDING nTs Y-y"ry—t—r-y—T Y_ry N ON FII,TER FABRIC PERMANENT SEEDING ....... ... CLASS'll DRY"'RIPRAP. ....... ... 639, 1p __(Roc WOO _mDOT TYPE A INSTALLATION jc� La=9`-' 4- uo V. ......... ... D —1.96 C r K 1� MULCHING A PHASE I --T�38" MIN- N A....... fi, r lxl �,, I \ ; : % / , , T (e) 0 D ESIGN DRAINAGE AREA TOP=636. Ti 630.0 4, BoTrom= 00 tPe t"'". SEC N D—D SOIL STABILIZATION C LVERT �1 10 TREAF, I BLANKETS MATTING TFMPORARY CU CE DA=0.72 A K L1 Q2=8.91CfS(F�qM-"Z.'1CC2 CALC) EC-7- ... . ....... SEE N . . ...... ? c h. V, - -------- - Gp.. .... . ..... --- - ------ 4,t. % ............ tX v I "A w 4 DUST CONTROL DWG. 6 DETAIL,'b 33� 00"-" 40\LF, 24" HDPF" I/INV hN= V I V,OUI.=63. .,Q0 ESC-4 (TYP) 7 I _ - L . .. .. .. . ...... _T` I TSB DA 6 6""", AC tz DRAINAGE NOTE: 'DRA lvi_ PHA 01, OT t 406E FOR.1 LOT X�mo t" A SECTION _DL'b,':1jNCLubES % _j t:.; j1 't ... . ............. .. . . 4 4 THROLIG 4— . .. . ............ V, r ... . .. ..... "o . ...... 4-� - . ... ... . .......... tl SEE DRAII` t, t .......... DWG. DP . . ...... .. .3 7c'-3 OFFSITE FLOW.. F t NOT �USED! FORI DE$I(GN RO"M.�61S*Q tf' v 4 ��`3 H 2., tl -j" I tJ I A "A ... . . . ....... .............. .. ....... .. . . tt:\ tt 2\ L ITS OF STREA1`4 )-t Ts TREAM`� "A OF !S. ;BUFF�R 50' FROM x'- N A:� T , "'t o RE), t TO[) 0 F ST F S R��Mt BANI�1. 1 It VA BANK 0 _1FER I QO' I-kltil .... .... TOP 0 Al. tt�, 4� j TO LICKINGHOLE CREEK j J NA6ED TRIBUTARY RE ............ j :A� A % . ....... . .. .... A A r --I- 4 . ..... ...... .... ... W JI j % ..... .. .- ......... . .. j . . ..... uc,lj, V N....... I, Aj I\j It % ....... ... x 0 4�_ A 'j, t"'t, It ... .... .. .. .... . % ........... .. ....... .. "'IX I It ............. '1000, 4 .......... V d to .... ...... % � \\ \�, I X\ x L tt" 0001\ A.. ........ 1"5 'v t ...... 1, 00, .......... It- \\v t x of t At'Ni A 0 O;e "X f 1 �'L% \,j X1,; A. ..... X" . ..... L"'t, T V1, 't, v-, . - i X\ X�_ '6 x It 00001/"- I "K -A D 0 ..... ........ Y J 7 .7 % ;00,* \% % tt 'A % N x "S, tj .0 v % J '�X x /00, - ----- ---- .... ... .. . .... x X j i 1 REVISED FARM POND EMBANKMENT GRADING AND DRAINAGE DJM 5-9-08 2 ADDED EROSION & SEDIMENT CONTROL — PHASE I DRAWING DJIA 7-3-08 4 ADDRESSED COUNTY COMMENTS; ADDED TEMPORARY CULVERT J2. DAM 8-13-08 7 ADDRESSED COUNTY COMMENTS DMIJ 2-7-11/2-17-11 ZE 1 -1 NO. I SHEET REVISION B DATE NO. SHEET REVISION BY I OATE 'at Om \1,00 C DAVID M. JENSEN Lie. No. 11484 4 il;;IIA" 0 N A L 1k 6"S IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED SCALE: 1 " = 60' wvw%_E_m� 60, 0 60' ...... .... . A 7— 1 1 . ItY . ...... f4 1 1 �Av i . ...... . ..... . .... ..... ... -- ------ 4 4.A 'o -- --- - --------- .... . - Z �."Cl it; it A A f '.4-4 Di't tJ ... .. ..... 4 'Y ........... -------- -- KA t j, .... ....... -A "It j .......... 3 4� IV, I, cf, DESIGNED BY. PROJECT: DJM WESTHALL V LOTS 93 125 ENGINEERS DRAWN BY. A STONEHAUS DEVELOPMENT SURVEYORS RG FINAL SUBDIVISION PLAN PLANNERS TITLE: REVIEWED BY- EROSION AND SEDIMENT CONTROL PLAN ASSOCIATES DMJ PHASE I PO Box 4119 1,102 Greenbrier Place Phone-. - 434.3 16.6080 -Phone. 434.984.2700 H: 1 "-60' - www.wwassociates.net 206081.19 608107C—ESC-2A. V: NIA 14-08 _74T_ Lynchburg, VA 24502 Ch�lwesvffle. VA 22901 WWA NUMBER: FILE NAME: SCALE: dwg SET HEV NO: 7 DRAWING NUMBER: ESC-2A SHEET NUMBER. 25 of 35 .1 4- _ I - " I I � . . I � . I- - I I .- I.- , , I I I V I 1, 1. 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B U; iolmill I � I I , / , .1 .... .. , �, rt, , \1 �,\\ _\.. _.__ ,,_.f� ......... - '� %BA�K U :j" // / , , I \111 "I ., , , TQF 6r� REAM i / I " , , .__ __ ..... .. . ....... I ,,, __ " ,.� /I \ ,,, � / -- �e it \ I . , 1-1 X , I.. " N I 11 1. . // � . I . / I \, \ / / 111.1 � _ --...- ___ - __ -, " . I * *v1p`f#0,,0,4 DESIGNED BY: PROJECT: SET REV NO: < D DRAINAGE D III TH op 0 � I REVISED FARM POND EMBANKMENT GRADING AN __ 11 t�l 'a =__ — - DJM WESTHALL V LOTS 93 - 125 0 2 ADDRESSED COUNTY COMMENTS UJILI 7-3-08 1 �1 - -C - -- I rl�l IF THIS DRAWING IS A REDUCTION wi ENGINEERS 7 4.1 — DRAWN BY: (0 3 ADJUSTED INLET PROTECTION FOR MH D15 AND GRADING FOR AFFORDABLE HOUSING Dim 7-23-08 , J� 0, GRAPHIC SCALE MUST BE USED L SURVEYORS FINAL SUBDIVISION PLAN � — - _ --- & `� RG DRAWING NUMBER: V.- 4 ADDRESSED COUNTY COMMENTS: ADDED TEMPORARY CULVERT #2. Dim -1 . ! U DAVID M. JENSEN 11r__ SCALE: 1 " = ' ' 60' PLANNERS TITLE: , * - I ." 11((_ '_"" \/ " , ,"I. - 11 " "� - , ,(;, 1( . � I ! ""' , " - "I I I I- - / 1`1�1 , I 11.1'e ""I v" I )i / yl//, 00 � DMJ 12-7-11/2-17-11 Lic. No. 1 1 � 4 REVIEWED BY: EROSION AND SEDIMENT CONTROL PLAN E,Sj C - 2 0 7 ADDRESSED COUNTY COMMENTS __6 a� DMJ �(o — _p j ICQ ASSOCIATES PHASE // 10 I 0 171 ,'�, SHEET NUMBER: �� PO Box 4119 1402 Greenbrier Place �11 — - -d (;" Lynchburg, VA 24502 Chuloucsvillc, VA 22901 WWA NUMBER: FILE NAME: SCALE: DATE: I'. - I S'I� 60' 0 60' Phone: 434.316.6080 Phone: 434.984.2700 H: 1 "_ 60' 26of35 "S" ON A L www.wwassociates.net 206081.19 608107C-ESC-2.dwg V: NIA 4-14-08 \ NO. I SHEET REVISION E1Y : DATE � - SHEET REVISION BY DATE 1 1 , � __ __ I ___ - _I - - __ I FL U1VE PIPE CROSSING Allhem.-a•IE: County Engineering Review Referelxe Details Page 3 of BL 0 CK AND GRA VEL DR OP -ISLE' I' j �/ 0 Paved construction entrance fur erasion control plans SE'DI1�IE'N I' �-'1 L TE'R SILT FENCE 3.05-2 TYPICAL CAL ORIENTATION OF B m EROSION CON(ROL SF X X X 7 o MEASURES TO BE C: LOCATED BELOW 5raNE � 70' MIN. TREATMENT T�11ENT � � APPROACH AREAS CONSTRUCTION (WITHOUT WIRE SUPPORT) ACCESS - SY ?s AS-�HPLT WIRE SCREEN CONCRETE BLOCK (SOIL STABILIZATION BLANKET? COURSE 2� PAVCtiC 1. SET THE STAKES. 2. EXCAVATE A 4" X 4" TRENCH UPSLOPE ALONG THE LINE r OF STAKES. t-o" MIN. 21A AGGREGATE EASE �— ' SHALLOW {I SLOPE MAX. r I ` PROFILE / 1' WATER FLOW \ gEXCA�VATI FLUME PIPE� FLOW ➢o:70' MINRETTNJG SHALLOW TECTOIVES V RP GSOF r1 °. -+ .o —� E CO E SCONEMAY BE APPLIED ACROSS �- ' - COI'I�RUCT[ON A;PEIAL7 PAVEI?IIICI THE SLOPE. °' ° ° ACCESS !' YJASHRACK[fill//� II{=I='' f D TRENCH ' 2,e r?9d EX19TI Etfi-------------- FLOW—� /IJI �� ii 111IIlirilllT �� ' . I z 12' M.N,� BERM T / 4"" WHERE THERE IS A BERM AT THE TOP OF THE SLOPE, 1-III=111=III_ I -I I I -I I I=1I BRING THE MATERIAL OVER THE BERM AND ANCHOR IT III=III—ITT=111=11�= �c �trtvF aR:vr►ACE _ "MUST EXTEND FULL 'HID-1 s A , BEHIND THE BERM. IIII-1T_I=III-111=111=1 - A - A : To SEOII ENT -� =III=ill-III-II�III=1D=11 OF Ia1cRE�s AND EGRESS 3. STAPLE FILTER MATERIAL -'�I-ill-=III=11I=1i1=lit-II�IIIII-11- UP ;tU� TRn�PI 1 r vier k -III III -III -III -III III=III-III- EROSION CONTROL GRAVEL FILTER 4. BACKFILL AND COMPACT -_„ I_-_ MEASURES TO BE TO STAKES AND EXTEND _Ill„-,II�II�III, II IT INTO THE TRENCH. THE EXCAVATED SOIL. u1-111 B �- — ALOCATED PPROACH BELOW WAS �'� WIRE SCREEN STEEP FILTERED WATER /17SSLOPE --- 12' lflN. POSITIVE DRAINAGE_ r - - - - •-�-c. -- Vv To SEDWENT G E - - ON STEEP SLOPES, APPLY-'i - -� r PROTECTIVE COVERING PARALLEL x RUNOFF ....:.. 2�s a(� PLAN VIEW ` AND FILTER CLOTH T=1T�ITI-I WrrFl �� - 4 �� IImIIhTIIF Ill-1 SEDIMENF- _- =.: f _ SECTION A -A :.. CREEK EiANK CREEK LiMlK _.__...__.:�..+i: - -_ :::........ _ CREEK EiArlX _ . '' �I1=1I =1 _ _=_I \ AGGREGATE AGGREGATE A nll nail li water tap of 1 iuch taunt be iwitatlItA `6'1t11 a niiiiilnlllll I iach b.ikocli DROP INLET FLOW / ,IIII=III-III=III-III=III-III '� WATER LEVEL sllntoff vah e supp1`-ui; a wash ho:;e with a diameter of 1.5 Ltcliec for adegrlate WITH CATE I I I I ITI1=I I I I� I -, r r WATER LEVEL FLUME PIPE constwit pre'SS91re. Wash S4ater alust be Garbed 11Vatr front the entrance Wan I I ( - approved settling area to remove sedituent. All setWuent shall be prevented from I SHEET FLOW INSTALLATION WATERTL°w \ --FLUME T e"ntinTagstolinclrau><,ditclleEorxvatercout'se,. SEDIMENT -� 4 --��.- ` ' - PIPE - ( PERSPECTIVE VIEW ) 3" MAX BRING MATERIAL DOWN TO A LEVEL AREA BEFORE CREEK eonoM h�/ t{�A RACK TERMINATING THE INSTALLATION. TURN THE END �� PROP. wPEurIE ( PAVED E® *><KH i'�A�"`i1 UNDER 4" AND STAPLE AT 12' INrERVALS. - - — - SPECIFIC APPLICATION • 12" EXCAVATED TRENCH Iti0 SCALE PROPOSED PIPELINE 'PLUS METHOD OE' INLET' PROTECTION IS APPLICABLE WHERE A / A SECTION `rA-A" SECTION "13 13" HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW FLOW B C DITCH T FLOW SOURCE: ALBEMARLE COUNTY REVIEW DETAILS CAPACITY IS NECESSARY TO PREVENT EXCESSIVE PONDING I,• na, ,Lu_ E IN DITCHES, APPLY PROTECTIVE COVERING SOURCE: Va. DSWC PLATE. 3.25-3 AROUND THE S'1'RUC'fURE. PARALLEL TO THE DIRECrioN OF FLOW. USE CHECK SLOTS AS REQUIRED. AVOID JOINING MATERIAL IN THE CENTER OF * GRAVEL SHALL 13E; VDOT "3, �357 OF? 5 COARSE: AGGREGATE. THE DITCH IF AT ALL POSSIBLE. 7f POINTS A SHOULD BE HIGHER THAN POINT B. Elllllll� RECOMMENDED DEWATERING DRAINAGEWAY INSTALLATION II II IC I-1111F` SYSTEAl FOR SEDIMENT FRONT ELEVATION IT II IIII ( ) -III= _ _ r ___ =III=III- TABLE 3.24-A SOURCE: . V61. DSWC _,�I�II�I�I=III=t11-1�I-III-111��I��� BASINS PIPE DIAMETER (INC1lES) FOR STREAM CRQS511'ICSa PLATE. 3.07-`3 SOURCE: VA DSWC PLATE 3.05-2-III ;III tll ;III ITT 1�F - SOURCE: ADAPTED FROM LUDLOW PRODUCTS BROCHURE PLATE: 3.36-1 Average Slope of Watershed Urluuage Area (Acres) IC/o 4% 8°Vo 16% 1-25 24 24 30 3a SILT FENCE CULVERT INLET PROVIDE ADEQUATE i STRAPPING TYPI Crl L TREA T11�IENT � POLYETHYLENE CAP 26 - SO 24 30 36 36 _ PROTECTION TEMPORARY CULVERT CROSSING 51 - iaa 30 36 4248 (SOIL ,STABILIZATION BLANKET) 151-200 36 42 48 48 ENDWALL INIJ 1 I� L L /I �I 0 N V'R I TER IA CAPACITY OF PIPE CULVERTS DEPTH 151 20D 36 42 $S 54 TOGETHER = FLOW REQUIRED VARIES AS — VOOT #1 COARSE AGGREGATE 6" DEEP TACK WELD PERFORATED POLYETHYLENE 301 -350 42 48 60 60 — DRAINAGE TUBING, DIAMETER FOR" DRY " 1/2 DIAMETER EARTH FILL COVERED VARIES SEE CALCULATIONS IN STORAGE 351 - 400 42 54 60 60 ANCHOR SLOT OF PIPE OR 12� ( FOE OF FILL NOTES WHICHEVER IS BY LARGE ANGULAR APPENDIX 3.14-A) CULVERT GREATER ` ROCK 451 -500 42 54 60 72 APPROXIMATELY 200 STAPLES REQUIRED PER 100 SQ. YDS. OF MATERIAL ROLL. 501 - 550 48 60 60 72 ANCHOR SLOTS, JUNCTION SLOTS & WET 551 - G00 48 60 60 7_ J CHECK SLOTS TO BE BURIED 6" 'TO 12 FERNCO-STYLE "COUPLING STORAGE 7 0 601 - 640 48 60 72 72 12" MAX. 4:1 OR FLATTER � � i=-I � I=-II-� I ' 6" MAX. STEEPER THAN 4:1 =1I� III - III -III -III= DEWATERING ORIFICE, -III=III=III=III=III=III=III III-III-III=III=11I T I-1I1=1I1=I I I JUNCTION SLOT I I_ i — _ — a EDGE AND END JOINTS 1-III=III I I I -I INEI I I=I I I -I. =I I I=I I I -I I I=III=III I I= SCHEDULE 40 STEEL STUB 1-FOOT MINIMUM. Notre: Table is based on USDA-SCS Graphical Peak Discharge I I I I I I I I I =III-III-III=III-III=III ......................:::.;-:::......................-::::.-.:.-.. -III=I I I=III=III-III-III DIAMETER VARIES (SEE CALCULATIONS IN - - " TU BE SNUGLY AUUTTED " " -I I I -III -III -III- I I-III=III-III-III-III- CORRUGATED METAL RISER APPENDIX 3.1 4-A) Method for Z year frequency storm event, Ohl 65; o CHECK SLOT I -III III-III=III I III-III-III-III-I11- FILTER CLOTH = Virginia). _ JUTE MESH WILL HAVE I � I Ftaulfall depth 3 S inelhes {average for ( TERMINAL FOLD STAPLED LAP JOINT IN =III=I �-III=III-III=1I I-III-� _- -I I I=III-III-I I �- LIEU OF EDGE JOINT) -III=III-III-III-III=III=III=III-III=III=III-III=_I 1 1 I I I I -III-III=1 I I-1 I I -I I I-1 I LEI I I, I I I I II � II 111 � 111 ITT I I II � 1I I I LAP JOINT 2" MIN. TAMP FIRMLY (JUTE MESH ONLY) i I 1 SoU7Ce: Va. DSWC PLATE 3.24-A TOE OF FILL ANCHOR SLOT I o 0 ,._. 5' MAX. 4:1 OR FLATTER ELEVA LION NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB ° ° 3' MAX- STEEPER THAN 4:1 I I I FOR DEWATERING ORIFICE SILT FENCE ° ° 1 Il E T I DISTANCE IS 6' MINIMUM IF FLOW a I - 6" TO 12" I ' t� IS TOWARD EMBANKMENT I _I I I I I I I I IIINI�VI U1V1 STORAGE GE VOLUME FL OW - DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 I , , - . - AND AASHTO M294 AND SEDIMENT STORAGE VDOT {� 1 COARSE ......... - :......:... ...... LARGE ANGULAR AGGREGATE ROCK OVER ......... : 3 CHECK SLOT _ EARTH FILL OPTIONAL STONE COMBINATION TO 2" I I 0) TAMP CHECK SLOT _ {L. I I I I I I I I U I VAR VAR. 67 C_Y./ AC." DRY 'STORAGE w 2»- 6" To 12" 6" To 8" MIN. PLAN VIEW SOURCE: VA. DSWC PLATE. 3.14-15 I 1 O' 1.5' ' I I STAPLING DIAGRAM R I { - .... � STAPLE FORMED FROM N0.11 STEEL WIRE. CHECK SLOTS AT MIN. p 50' C-C INTERVALS; �p 8" STAPLE MIN. LENGTH FOR SANDY SOIL. 6" STAPLE MIN. LENGTH FOR OTHER SOIL. NUT REQ.'D WITH ALL - - I'LI MPORAR Y DI VE'R SI01V DIKE' f� DEWATERING 1 DEVICE "COPABINATIOPI 'BLANKETS � —•�-- FLOW JUNCTION SLOT TAMP �50' MINIMUM 2.5' TERMINAL FOLD i 50' MINIMUM 67 C.Y./ AC. FIRMLY ` WET "STORAGE =M�. t 12" n- TAMP FIRMLY TOP OF BANK I- 4 _� TOP OF BANK S V U 2' STREAM ct1ANNEL : Cornpacted Soil J� J SEDIMENT CLEANOUT POINT / o " TO 12" - 2" CLASS I RIPRAP WET STORAGE REDUCED " E�IEIi E 7 EST I I - IEtll -.I I I ( TPA E35 IFS, C56 R #57 HORSESHOE WHEN ATE !+ 11191,11 I - L- l =7 _ I 11 71 I- I Ica - Ir_-n _ f! — I>mll 7-.TfE]II- r- )=I Imll TO 34 C.Y./ ACRE) TO REPLACE SILT FENCE IN "HORSESHOE WHEN ET I I IE � �� DIVERSION AND DIVERSION AND/ 1 8" rrlin HIGH VELOCITY OF FLOW IS EXPECTED HIIIaITi-u-ITIE-r�II�i r ski / / I , I , I it ilr tr 4 I a �r�r OR SWALE OR SWALE PLAN VIEW —Flow PLAN w = ��— � y 111LI�— � = � —1llL 1ll11 ll1L►�lI1U f( —(�r 1Trr —ir�r —rl�l� Source: VA. DSWC. Plate 3.14-1 SOURCE: ADAPTED from VDOT Standard Sheets and Va. DSWC PLATE. 3.08-1 SOURCE: VDOT ROAD AND BRIDGE STANDARDS PLATE: 3.36-2 SOURCE: VA. DSWC PLATE. 3.24-2 II IIII IIII III (IIII j� '1.5' rain. 0 I o SOURCE: VA. DSWC PLA'PE 3.09-1 O O N 6 ADDED CULVERT INLET PROTECTION DETAIL DMJ 12-15-10 �� , DESIGNED BY: PROJECT: ���PLIIf oF°'y�. DJM VVESTHALL V LOTS 93 — 125 SEA REV N0: -1-I � - � ENGINEERS DRAWN BY. A STONEHAUS DEVELOPMENT SURVEYORS FINAL SUBDIVISION PLAN DRAWING NUMBER: TB U DAVID M. JENSEN � PLANNERS TITLE: 00 REVIEWED BY: o Lie. No. 11484 EROSION AND SEDIMENT CONTROL PLAN ESC-3 w ASSOCIATES DMJ DETAILS /�ll��j/ PO Box4119 1402GreenbrierPlace SHEET NUMBER: 117 Lynchburg, VA24502 Char,°LL�vaIe,VA22901 WWA NUMBER: FILE NAME: SCALE: DATE: //SS 0 N �' -G Phone: 434316.6080 Phone: 434.984.2700 H: AS SPECIFIED NO. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE 0000♦ A I. �� www.wwassociates.net 206081. 19 608107C-ESC-3.dwg V. N/A 4-14-08 27 of 35 rn 3 v I U W I U h 0 00 0 i rn 3 v i c rn a� 1T ai a� c On W v 0 CO 0 0 0 N o Co 0 co 0 N SAFETY PENCE PERSPECTIVE VIEW Ili Imo, ( I Ran PERSPECTIVE VIEW PLASTIC FENCE Illl lltr IIL1 I;;I I• I wutE 1 FABRIC I. I C" LINE POST w 7 I CONCRETE GRUWNU LINE BRACING - FOOTING PERSPECTIVE VIEW METAL FENCE SOURCE: CONWED PLASTICS VDOT ROAD AND BRIDGE STANDARDS VA. DSWC PLATE. 3.1 -1 ®POST SIGN, ON 4' X 4' SHEET OF PLYWOOD WITH 4" LETTERING MINIMUM„ STATING "DANGER, QUICK SAND, DO NOT ENTER" ON SAFETY FENCES AROUND ALL SEDIMENT TRAPS AND SEDIMENT BASINS. Secliment BasiiiDewatering Orifice Suing A - Q Drawdown - (64.32xh).5 (0.6) S (ct) Time (secs) h (ft) Q (cfs) A (sf) D (ft) D (inches) 21,889 21,600 0.9 1.01 0.22 0.53 1 6.38 Table 15: Sediment Basin design (spec 3.14) TEMPORARY SEDIIIIIENT TRAP VARIABLE* r-� ORIGINAL_ I _ VARIAHI F *_ *SEE PLATE 3.13-1 COARSE AGGREGATE CLASS L RIPRAP CROSS SECTION OF OUTLET CLASS L RIPRAP LENGTH (IN FEET) _ (I X DRAINAGE AREA (IN AC.) DIVERSION 7�. < J 1 I � COARSE AGGREGATE EXCAVATED FILTER CLOTH AREA **COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5 OUTLET (PERSPECTIVE VIEW) SOURCE: VA. DSWC Sediment Basin design . - -- - - - - i &UN_ I'Vll SPILLWAY TWITHOUT CREST OF EMERGENCY SPILLWAY drainage area (acres)* 12.1. DESIGN HIGH WAFER Design drainage area can be found on DWG SWM-2STORM ELeY.) basin volumes: (using 2' contour intervals) 0.5• elevation (ft),;' contour areas volume c 620: 5625 RISER CREST .. .. ... ... 622' 7481 .. 485.4 DRY ' STORAGE ^'- - ... DERING 624 9435 1111.9 wEr -STORAGE t. 626 11489 1886.9' 628: 13644 2817.7 SEDIMEUr CLEANOVr POINT (' WET - STORAGE REDUCED TO 34 C.Y./ ACRE) wet storage: wet stora ere uired (cy) (67*DA) 810.7 design high water (routed by Hydraflow) 625.8.. dewatering orifice elevation (ft) 623.04. top of dam (ft) 628.0 wet storage provided at this elevation (cy) 810.7 top width of dam (ft) 6.0 available volume before cleanout (cy) (33*DA) - 399.3, :bottom of basin (ft) 620.0 cleanout elevation (ft) 621.65 approx. bottorn dimensions: 196'x3l' distance from cleanout to orifice (ft) (> 1') 1.4: upstream face slope:: 2:1 downstrearn face slope: 2:1 dry storage: dry storage required (cy) (67*DA) 810.7 baffles: yes principle spillway crest (ft) 625.32 length of flow, L (ft) 53 dry storage provided at this elevation (cy) 810.7 effective width, We (ft) 160 diameter of dewatering orifice (in) 6.0 L / We (baffles required iif < 2) 0.3 diameter of flexible tubing (in) (orifice+2n) 8.0 collars: no runoff: depth of water at spillway/ crest (ft) C (use 0.45 for bare earth) 0.67 slope of upstream face (Z:1) tc min 13 slope of barrel (Sb) 12yr 3.7 Q 2yr 30.0 length of barrel in saturated zone (Ls) 25yr 5.4 Q 25yr 43.8 number collars required dimension of collars principle spillway: available head (ft) 0.8` emergency spillway: no diameter riser (in) 48. required capacity (Q25-Qp) (cfs) spillway capacity, Qp (cfs) 50.0 bottom width (it) diameter trash rack (in) 72 slope of exist channel (fUlft) barrel length (ft) 40 minimun length of exit channel (ft) head on barrel through embankment (ft) 9.0 crest of spillway (ft) diameter of barrel (in) 36 2 ADDRESSED COUNTY COMMENTS; ADDED SEDIMENT BASIN DEWATERING CALCULATION, ADDED PLATE 3.13-1 DJM 7-3-08 4 ADDRESSED COUNTY COMMENTS; ADJUSTED SEDIMENT BASIN CALCULATION DJM 8-13-08 NO. SHEET REVISION BY DATE N0. A GEOTEXTILE FABRIC DETAIL 1 SECTION A -A �- B aD n AS MIN. A o W �° MIN. 3S 0 O S MIN. PLATE. 3.13-2 Table 16: Sediment Trap 1 design (spec 3.13) Sediment Trap 1 Design drainage area (acres) (<3)* 1.96 I 1'1 VARM E *Design drainage area can be found, D on WG ESG2A OF STONE WEIR Ij-- ""LADLC� trap volumes: ORICCREST u"r"r o elevation (ft) area (so volume(cy) ELEY- 630 753 632 1338 77.4 DRYSTORAGE �l „ VARIABLE 634 2080 204.0 636 2932 389.7 WET STORAGE 4 MA (EXCAVATED) CLOTH GROUND GROUND ,FILTER ELEV. wet storage: wet storage required (cy) (67*DA) 131.3 'SEE PLATE 3.13-1 COARSE AGGRECAfE~ CLASS I RIPRAP bottom of stone weir (ft) 632.5 .wet storage provided at this elevation (cy) 131.3 slope of wet storage sides 2:1 weir length (ft) (6xDA) 11.8 dry storage: bottom of trap elevation (ft) 630. dry storage required (cy) (67*DA) 131.3 bottom trap dimensions: 41'x4l'x4l' crest of stone weir 634.7 top of dam elevation (ft) 636 dry storage provided at this elevation (cy) 131.3 top width of dam (ft) 2.5: slope of dry storage sides 2:1 -top trap dimensions ___. .. 77'x77'x7T Table 17: Sediment Trap 2 design (spec 3.13) Sediment Trap 2 Design drainage area (acres) (<3)* 1.17 Design drainage area can be found on DWG ESC-2A ORIGINAL CREST OF STONE WEIR D I YARIAULE trap volumes:. _ ... ... elevation (ft) area (so �. wlume(cy) ELEV, ELEV. \mil 10' - - -- 624 96 DRY STORAGE , VARVBLE 626 469 20.9 628 1105 79.2 630 1877 - ... 189.7 E 41 MAX. WETjTE-1A (IX FLFER CLOTH ORCINAL GROUND EL EV, wet storage: _ -SEE PLATE 3,13-1 COARSE ACGRECAT-E" CLASS I RPRAP wet storage required (cy) (67*DA) 78.4 bottom of stone weir (ft) 627.9 - wet storage provided at this elevation c 9 P (Y) 78.4 slope of wet storage sides 2:1 weir length (ft) (6xDA) 7.0 dry storage: bottom of trap elevation (ft) 624 dry storage required (cy) (67*DA) 78.4 bottom trap dimensions: 25'x26'x8' crest of stone weir 629.4 top of dam elevation (ft) 630.4 dry storage provided at this elevation (cy) 78.4 top width of dam (ft) 2.5 slope of dry storage sides 2:1 top trap dimensions 84"x89'x36' DETAIL 2 Kim� - I I1U1\IV SECTION A -A GEOTE> FABRIC SPECIFICATION REFERENCE CULVERT OUTLET PROTECTION 204 245 VIRGINIA DEPARTMENT OF TRANSPORTATION 303 414 SHEET REVISION BY DATE �,LL11 OFI -. f� U DAV M. J I SEN Lie. No. 11484 SECTION A -A IN. X MIN. 3S N. Table 18: Sediment Trap 3 design (spec 3.13) Sediment Trap 3 Design drainage area (acres) (<3)* 1.53 I ' VARIABLE *Design drainage area can be found on DWG ESC-2 i . .. .. .. trap volumes:. - .. CRESr OF STONE WEIR ORIGRVL YARfADLE' GROUND elevation (ft) area (so. volume(cy) ELEV, 622 374 624 852 45.4 DRY SfORAGE N VARWBLE� 626. 1471 131.4 628 2212 267.9 WET STORAGE (EXCAVATED) CLOTH ORIGINAL GROUND _ tFlt-TEH EL EV. Wet storage; SEE PLATE 3.13-1 COARSE AGGREGATE CLASS I RIPRAP wet storage required (cy) (67*DA) 102.5 bottom of stone weir (ft) 625.3 wet storage provided at this elevation (cy) 102.5 slope of wet storage sides 2:1 weir length (ft) (6xDA) 9.2 dry storage: bottom of trap elevation (ft) 622 dry storage required (cy) (67*DA) 102.5 bottom trap dimensions: 30'x10' crest of stone weir 627.1 top of dam elevation (ft) 628.2 drystorage provided at this elevation (cy) 102.5 top width of dam (ft) 3 slope of dry storage sides 2:1 top trap dimensions 65'x3O' 1VIINIAI U11/I TOP yYID T-I(TV) RE UIRED FOR SEDIMENT TRAP E1 DAI NKIVIENTS' A C'CORDING TO HEIGHT OF EMBANKMENT (FEET) SOURCE: VA. DSWC MIN. 3S S MIN. -�- WX- S MIN. GEOTEXTILE FABRIC SECTION B-B NOTES: 1. FOR MULTIPLE LINE INSTALLATIONS DIMENSION S IS TO GOVERN THE PROTECTION OUTSIDE THE CHANNEL WIDTH (W). 2, ON ANY INSTALLATION REQUIRING CULVERT OUTLET PROTECTION WHERE NO ENDWALL OR ENDSECTION IS SPECIFIED ON PLANS, CONSTRUCTION IS TO BE IN ACCORDANCE WITH DETAIL 2 SHOWN ABOVE. 3, GEOTEXTILE FABRIC TO BE INSTALLED UNDER CLASS 2, 3, AND 4MATERIALS IN ACCORDANCE WITH THE SPECIFICATIONS. 4, S = DIAMETER OF CIRCULAR CULVERT OR SPAN FOR BOX, ELLIPTICAL OR ARCH CULVERT. H = DIAMETER OF CIRCULAR CULVERT OR RISE/HEIGHT FOR BOX, ELLIPTICAL OR ARCH CULVERT. 5. PLAN AND SECTION DETAILS DEPICT CLASS 2, 3, AND 4 MATERIALS. FOR CLASS 1 INSTALLATION DETAILS SEE EC-3 TYPE B STANDARD DRAWING. RUSE TYPICAL SECTION SHOWN ON PLANS OR FOR SIDESLOPE, BOTTOM WIDTH AND DEPTH OF CHANNEL, MATCH EXISTING DITCH OR NATURAL GROUND. TYPE OF OUTLET PROTECTION MATERIAL MAX OUTLET VELOCITY (FOR DESIGN STORM) MINIMUM "T" CLASS 1 EC-3 TYPE B 6 fps NA CLASS 2 CLASS Al DRY RIPRAP 8 fps 20" CLASS 3 CLASS I DRY RIPRAP 14 fps 26" CLASS 4 CLASS II DRY RIPRAP 19 fps 38" s ENGINEERS SURVEYORS PLANNERS ASSOCIATES PO Box 4119 1402 Greenbrier Place Lynchburg, VA 24502 claluttesville, VA 22901 Phone-. 434.316.6080 Phune: 434.984.2700 www.wwassociates.net H HO W 1.5 0.5 2.0 2.0 1.0 2.0 2.5 1.5 2.5 3.0 2.0 2.5 3.5 2.5 3.0 4.0 3.0 3.0 4.5 3.5 4.0 5.0 4.0 4.5 ORIGINAL GROUND ELEV- PLATE. 3.13-1 EC-1 OUTLET PROTECTION MINIMUM LENGTH (L) TYPE A INSTALLATION 3H TYPE B INSTALLATION 5H 114.01 DESICNEDJM: PROJECT: V LOTS 93 - 125 SET REV No: DRAWN BY: A STONEHAUS DEVELOPMENT J re FINAL SUBDIVISION PLAN DRAWING NUMBER: TITLE: REVIEWED BY: EROSION AND SEDIMENT CONTROL PLAN ESC - 4 DMLI DETAILS SHEET NUMBER: WWA NUMBER: FILE NAME: SCALE: DATE: 206081.19 608107C-ESC-4.dwg H: AS SPECIFIED 4-14-08 28 of 35 V. 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I SHEET REVISION BY DATE NO. I SHEET REVISION BY DATE 16+00 1 4 #j4t*t4vvf##000 , ��TB ob, - I _� i� LL 111/1�(,N� ( I ?2� I `� C)l DAVI I M. J i SEN _10 Lie. N . I 484 07 r 116 ,�� 0 %� �, a/,// , %,-%, 10 1_�, � O'd . I A 1, V,, .�4�1 17+00 18+00 . IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED VERT: 1"= 10' 10' 0 10' � - 50' 0 50' HORZ: 1 " = 50' 19+00 - � a . NGfNEERS .1 a . SURVEYORS M �j PLANNERS AsSOCIATES �10101141 630 620 MIN I Ifiefill PO Box 4119 1402 Greenbrier Place Lynchburg, VA 24502 Charlottesville, VA 22901 Plione; 434.316.6080 Phone: 434.984.2700 www.wwassociates. net ED NOTES: 1 . FIELD VERIFY EXIS11NO PIPE SIZE, MATERIAL AND DEPTH PRIOR TO MAKING CONNECTIONS TO EXISTING FACILITIES. 2. ALL SERVICE CONNECTIONS TO EXISTING ACSA WATERLINES SHALL BE DONE IN ACCORDANCE WITH ACSA STANDARDS. ALL PAVEMENT SHALL BE SAWCUT AND PATCHED TO ACSA STANDARDS. 3. PIPE SHALL BE DEFLECTED AS NECESSARY TO MAINTAIN 3' MINIMUM COVER. ALL PIPE DEFLECTIONS SHALL BE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. - -__ , i ___ - i - ,- - i - 1 - - ,- __ - i — -- — % — i T ------- - .__ ___ ____ -.---- I — I-- 660 ____ - ___ - ___ — - 660 - - _____ ___ � : . __ ___ ______ __ __ __ r----- .- __ I - - __ ___ I __ I — - I - — i — :___ _. - , : : 650 IZAKEY /_ PROPCS-E-D / GP,A[)F-- __ � i - ------------------ - �_ ! — 1 _�__ - - I - - To�_lF — ___ - ___T_ 650 - " — - 1 , _�, —, - — ___.. — __ 640 — ,_1 __ __ �...- -- ____ �,__ , ' '-' ,L'--- ��_ _____ -1 - 640 .__ - I . -_ — -,--- - - __ _ — 'I- .. __ .- - -1— ___ _! I - - --A----- I i __I__ - __ .- -.-- ---. - — - _____ - � � - - _. - - I - — _r__ T__ __ --mIN_-.48= --.-- 1 — I - _=E_P_ARATI_QN— - i — �:�� - __ — : i 630 — --r—— � 630 — = __ I __ ?y -i i = I 2'. ___ ___m ------ 7 - - — � - - ____ L_� � ---. 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L___.��_.__L ± -_ -------- - - ---.-- - _ __.____...._.._____ ....__= - *__ - --,--,--ro >--- _..________.._._.(N =_ I ___ -_ - ---- --- -- - - - .. ---- __ .-------. - ----------.- I------- -,--------------I I --I- I--- . ...,.-- , - ___ __- - 10+00 11+00 12+00 13+00 . 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 I 4 --- -_ - OMMENTS; REVISED FOREBAY GRADING Dim B-13-08 1 � . 14 1 /-AIM �,,,Vfl Ofi, 000 ._� p F �,< r,� j I ( I-, " E5 I I)//, - /I , IF THIS DRAWING IS A REDUCTION GRAPHIC SCALE MUST BE USED � 1 11 w - ENG[NEERS SURVEYORS DJM PROJECT: WESTHALL V LOTS 93 — 125 - FINAL SUBDIVISION PLAN SETREV NO: 7 __ — __ D RA WN B Y. RG DRAWING NUMBER: I ___ TI TL E: SANITARY SEWER u I I vi M. JEN -53 Lie. No. I I 4 1��, 0 el�) iff ,�o I'll C� SCALE: 1 11 = 50p - - 1 — - I 50' 0 50' PLANNERS AsSOCIATES PO Box 4119 1402 Greenbrier Place Lynchburg, VA 24502 Chulousville, VA 22901 —_ UP-2 - REVIEWED BY: DMJ — I SHEET NUMBER: WWA NUMBER: FILE NAME: CALE: DATE: . - ,000,3�y I 0 I& 00 NAU ### #44 4 144 Phone: 434.316.6080 Phone: 434.984.2700 - wwwAvwassociates.uet 206081.19 6OB107C-UP-2.dwg H: 1 `50' #_ r__V: 1 , = 10' 4-14-08 31 of 35 — BY DATE NO. I SHEET REVISION I I 4 1 __ I- I . I 0) Z) U 0 00 0 (o i 3 -0 i C .21 a i 0 rn ,c C a) q) c .0) W 0 L N a Co 0 (O 0 N `0 z rn 00 0 (a 0 N . k I Ir O \ 1 __ ..._-...._.-._. ._.._..1.-__ .....-__. __._ _E.___-_-__--� ._. ! / 1 \ Ff�AIL{ If:::AC) PAP __. _ \ --..._-. - -- • --- � � 1 I � � . -/ 0 r�, �� .,,P A C, E/ EX. ,.50 INGRESS' \ I 1 �RCEC Al/G`RESS,_EASEME(�1T /I ( �� ;\r ./ D.B. 2"953 PG__.23 � \ \ ...__._ ..... ; � .--.- I / �' / ,O. 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N-a - } Z .... w _----� ..__ .._. o _ �--� LH-o ..-----..� .__..._... ;►a_..._N ... _z _,j, ._._. _ ,t z __t . ._..:°° ----..__......__......._..._....._ .. . ___,_`_ __.X.___.._._.-_---__------ __. _._�________.______. ._.._ 600 .-ram- ---' -i ..._..._...,__._--'____------- .I ................. _-----_ (0-..........---. _ ._._ ..__...... z .. _._.. _ - �--z--._--._ 1 ADDRESSED COUNTY COMMENTS; REVISED UTILITIES I DJM 7-3-08 I I 3 ADDRESSED COUNTY COMMENTS; REVISED SANITARY ALIGNMENT DJM 7-23-08 5 ADDRESSED COUNTY COMMENTS; REVISED SANITARY ALIGNMENT DMJ 8-27-10 ADDED SANITARY ALIGNMENT S5 THROUGH S5B; ADDED DEMOLITION NOTES 6 1 REVISED SANITARY ALIGNMENT S5 THROUGH S5B Di-,IJ 1 12-15-10 NO. I SHEET REVISION I BY I DATE NO. SHEET REVISION BY I DATE 10+00 ,O�� 17 o' / r�� I /, r f o7l r u D VID M. J SEN -10 Lie. N . 1 484 ,Q, �`�IDNAL ?I 11 +00 PUMP STATION DEMOLITION NOTES 1. THE CONTRACTOR SHALL PUMP OUT AND DISPOSE OF THE RESIDUAL PUMP STATION WASTEWATER AND SLUDGE IN ACCORDANCE WITH VIRGINIA DEPARTMENT OF HEALTH AND ALL OTHER LOCAL, STATE, AND FEDERAL REGULATIONS. 2. ALL SALVAGED MATERIAL THAT HAS BEEN IN CONTACT WITH WASTEWATER OR SLUDGE SHALL BE CLEANED AND DISINFECTED BEFORE IT IS SOLD OR RECYCLED. 3. IT IS NO T EXPECTED THAT ASBESTOS 0 E R LEAD PA INT WI LL BE ENCOUN TERED IN THE COURSE S HI CONTRA CT. IF ANY MA TERIALS LS SU SPECTED D E OF CO NTAINING ASBESTOS OR LEAD PA INT ARE ENCOUNTER ED, DO NO DISTURB THE MATERIALS. IMMEDIATELY NOTIFY WW ASSOCIATES AND THE OWNER. 4. ALL DEBRIS E RIS RESULTING FROM THE DE MOLITION AND REMOVAL WORK SHALL BE DISPOSED OF BY THE CONTRACTOR AS PART OF THE WORK OF THIS CON TRACT. MATERIAL DESIGNATED T TO BE SALVAGED SHALL BE STORED ON THE CONSTRUCTION SITE AS DIRECTED. ALL OTHER MATERIAL SHALL BE DISP OSED OF OFF SITE BY THE CONTRACTOR AT HIS EXPENSE IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL REGULATIONS. 5. BURNING OF ANY DEBRIS RESULTING FROM DEMOLITION ACTIVITIES WILL NOT BE PERMITTED AT THE SITE. 6, LOCAT E, IDENTIFY DISCONNECT, AND SEAL OR CA P OFF UTILITY SERVICES TO BE REMOVED OR ABANDONED IN PLACE AS INDICATED ON THE DRAWINGS. DRAIN AND DISPOSE OF WASTEWATER AND ORGANIC MATERIAL BEFORE PROCEEDING WITH ABANDONMENT OR REMOVAL OF EXISTING WASTEWATER PUMP STATION PIPING. 7. MAINTAIN EXISTING UTILITIES INDICATED TO REMAIN IN SERVICE AND PROTECT THEM AGAINST DAMAGE DURING DEMOLITION OPERATIONS. 8. REMOVE PROMPTLY SALVAGEABLE MATERIAL THAT BECOMES PROPERTY OF THE CONTRACTOR AND IS NOT TO BE REUSED IN CONSTRUCTION. SALE OF MA TERIAL OIN THE SITE WIL B L E PROHIBITED. REMOVE ALL TOOLS, EQUIPMENT, AND MATERIALS FROM THE DEMOLITION SITE, AND ALL RUBBISH UPON CO MPLETIION OF THE WORK, LEAVING THE SITE CLEAN, NEAT, AND ORDERLY. 9. THE CONTRACTOR SHALL COORDINATE NEW WORK WITH THE DEMOLITION PLAN TO MAINTAIN SEWER SERVICE THROUGHOUT THE DURATION OF THE PROJECT. SUGGESTED 'SEQUENCE OF DEMOLITION AND CONSTRUCTION 1. PUMP STATION - INSTALL DOGHOUSE MANHOLE ON EXISTING 8" PVC GRAVITY SEWER AS SHOWN, PLUG DOWNSTREAM GRAVITY SEWE R TO ALLOW WASTEWATER TO) BACK UP IN NEW DOGHOUSE MANHOLE. PROVIDE BYPASS PUMPING AT DOGHOUSE MANHOLE INTO NEW WESTHALL V SYSTEM, UNTIL NEW SEWER CONNECTION IS COMPLETE. DISCONNECT AND REMOVE THE PUMPING EQUIPMENT, PIPING, FLOAT CONTROL SYSTEM, AND ELECTRICAL EQUIPMENT FROM THE PUMP STATION FOR DISPOSAL BY THE CONTRACTOR. CUT BACK AND PLUG EXISTING 4" PVC FORCE MAIN WITH CONCRE TE. DEMOLISH AND REMOVE THE U P MPSTATION AND ALL NECESSA RY PIPE AND APPURTENANCES. 2. ELECTRIC CONTROL PANEL POWER COMPANY TO DISCONNECT r EC POWER TO THE CONTROL PANEL AND PUMP S TATI O N . CO ORDINATE CONTROL PANEL DEMOLITION WITH THE OWNER AND POWER COMPANY. ALL EXISTING POWER DEMOLITION, REMOVAL AND DISCONNECTS SHALL BE DONE IN ACCORDANCE WITH THE NATIONAL ELECTRIC CODE. 3. NEW GRAVITY SEWER CONNECTION - CONNECT EXISTING 8" PVC GRAVITY SEWER INTO NEW WESTHALL V SYSTEM, BACKFILL AND COMPACT AREA UP TO GRADE AFTER IT 0PROVIDER DEMOL i N. PERMANENT SEEDING MULCH. AND A L H. GENERAL UTILITY NOTES 1. CONTACT MISS U -800-5 - 0 M UTILITY AT 1 52 7 01 48 HOURS R PRIOR TO ANY GRADING OR DI GGING TO HAVE UN DERGROUND UTILITI ES MARKED. THE (CONTRACTOR SHALL VERIFY ALL UTILITY INFORMATION PRIOR TO CONSTRUCTION TO INCLUDE TYPE AND SIZE OF PIPE AND SERVICES TO HIS OWN SATISFACTION. 2. ALL EXISTING UTILITIES SHOWN ON THIS PLAN HAVE BEEN TAKEN FROM AVAILABLE RECORDS. THE CONTRACTOR IS REQUIRED TO DIG TEST PITS IN ADVANCE OF TRENCHING IN ORDER TO DETERMINE THE EXACT LOCATION AND ELEVATION AT CROSSINGS. IF A CONFLICT IS DISCOVERED, NOTIFY WW ASSOCIATES AT (434) 984-2700. PRIOR TO BEGINNING INSTALLATION OF UTILITIES, CONTRACTOR SHALL VERIFY INVERTS AT ALL CONNECTIONS WITH EXISTING UTILITIES PRIOR TO PURCHASING OR ORDERING ANY PRECAST STRUCTURES. 3. ALL HYDRANT LOCATIONS TO BE APPROVED BY THE ALBEMARLE COUNTY FIRE MARSHAL PRIOR TO FINAL APPROVAL BY THE COUNTY AND ARE TO BE INSTALLED ACCORDING TO COUNTY STANDARDS. 4. ALL BLASTING REQUIREMENTS TO INSTALL UTILITIES SHALL REQUIRE A PERMIT AND SHALL BE PERFORMED IN ACCORDANCE WITH THE ALBEMARLE COUNTY STANDARDS AND THE PROJECT SPECIFICATIONS. 5. ALL STORM SEWERS SHALL BE CONSTRUCTED IN ACCORDANCE WITH VDOT SPECIFICATIONS SECTION 302 AND SECTION 240 AND AS SPECIFIED ON THE DRAWINGS. 6. THE CONTRACTOR IS REQUIRED TO PERFORM ALL TESTS REQUIRED BY THE COUNTY OR ALBEMARLE COUNTY SERVICE AUTHORITY TO SECURE ACCEPTANCE OF ALL UTILITIES. 7. ALL CONCRETE USED IN UTILITY CONSTRUCTION SHALL BE 4000 PSI CONCRETE IN ACCORDANCE WITH VDOT SPECIFICATION SECTION 219. 8. NO PLANTINGS OR ERECTION OF OTHER OBSTRUCTIONS SHALL BE MADE WITHIN FOUR FEET OF ANY FIRE HYDRANT. 9. ALL HYDRANT BRANCHES SHALL HAVE A MINIMUM COVER OF 3.0'. 10. ALL U X UTILITIES TO BE PLACED UNDER EXISTING COUNTY STREETS\ MUST BE BORED OR JACKED UNLESS SPECIF ICALLY APPR OVED lED OTHERWISE OR NOTED ON THE PLANS. 11. WATER METERS SHALL BE LOCATED IN AN ACCESSIBLE LOCATION AND SHALL NOT BE INSTALLED UNDER EXISTING PIPING OR CLOSE TO OTHER FACILITIES. 12. FOR UT ILITIES INSTALLED UNDER ROADWAYS AN D/OR OR EASE MENTS PLANNED FOR FUTUR E ROADWAYS BACKF ILL SHALL BE COMPAC TED TO NOT LESS11-HAN 95% OF MAXIMUM DENSITY ; IN ACCORDANCE WITH VDOT SPE CIFICATIONS, SECTIONS 523.03, 302, 303.10, AND 200.02 PER P.F.M. 13. WATER AND SEWER UTILITY CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH ALBEMARLE COUNTY SERVICE AUTHORITY WATER AND SEWER CONSTRUCTION SPECIFICATIONS. 14, A 10 FOOT HORIZONTAL SEPARATION SHALL BE MAINTAINED UNLESS OTHERWISE SPECIFIED BETWEEN ALL WATER LINES AND SANITARY SEWER LINES IN ACCORDANCE WITH STATE HEALTH DEPT. STANDARDS. GENERAL WATER 8c SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS AT THE START OF THE WORK. 2. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLAN AND WHERE SHOWN, ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL ON HIS OWN INITIATIVE LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS NECESSARY. 3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE ALBEMARLE COUNTY SERVICE AUTHORITY ON JANUARY 15, 1998. 4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY, 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILLITY" (1-800-552-7001). 6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3 FEET OF COVER MEASURED FROM THE TOP OF THE PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. ENGINEERS SURVEYORS PLANNERS ASSOCIATES PO Box 4119 1402 Greenbrier Place Lynchburg, VA 24502 Charlottesville, VA 22901 Phone: 434.316.6080 Phone: 434.984.2700 www.wwassoeiates. net DESIGNED BY. PROJECT: DJM WESTHALL V LOTS 93 - 125 DRAWN BY: A STONEHAUS DEVELOPMENT RG FINAL SUBDIVISION PLAN TITLE: REVIEWED eY: UTILITY PLAN &PROFILE DMJ SANITARY SEWER W/NOTES & DETAILS WWA NUMBER: FILE NAME: SCALE: [DA-TE: 206081.19 608107C-UP-3.dwg v. =10 4-14-08 SET REV NO: 7 DRAWING NUMBER: UP-3 SHEET NUMBER: 32 of 35 r 0) 3 I a- 0 I N O CQ O (p i Ia 3 r_ .0) Q)) q) N ,C `a) LLJ `v LZ N O 00 O O O N > 0) Do O (a O N i ra -;� _r / : i,:_,." / Ili 1 /.: j / t �--_ --� - - __._.__ --' ' rse: Kf ".fir-e; I / / \t \ / __) / / J`J %=?- ( "j -c i :.... - ._ ) . 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( r-.. \ --f - 1 I x s ( -� L- J / / ' I J \ 1 J \ .-\ ! 1 r" -_ 1, .( , t • \ 1 /� 1 I t �_� J ` 1 ",'.-'!,_i\ l J,�\_ice- �., i .. (�' . > t -- '> ,...._._r ---.__, - \\ i •t \_t,_">`_- -� j ` I I I I `f ( ----, (,- t ' / Y/. 1> 1 J i ___.._ ( i I -!_-ti ,..,.(-Y Y Y"`'i' Y - r- i\ �' �- '} 0 I ••J ----' ---I � I `.. I r � \ IJ l !', jJ 5 SHEET ADDED TO PLAN DHJ 8-27-10 41 \ rrl..l 0 , SET REV NO: 11 DESIGNED QY: PROJECT: 6 ADDRESSED COUNTY COMMENTS Dt:1J 12-15-10 I `\���, F P/ 06 IF THIS DRAWING IS A REDUCTION DRF WESTHALL V LOTS 93 — 125 o� ��' GRAPHIC SCALE MUST BE USED ENGINEERS A STONEHAUS DEVELOPMENT r DF?AWN BY: Gt Ajf _ SCALE: 1" = 80' SURVEYORS EDH FINAL SUBDIVISION PLAN DRAWING NUMBER: DAVID NI. JE SEN PLANNERS TITLE: Lic. No 11 84 FEE}/IEWEO BY: PARK ROAD IMPROVEMENTS OVERALL LAYOUT DP-4 w�� As S O_CIATES DMJ �' �� /l , 80' 0 80 PO Box4119 1402GreenbrierPlace SHEET NUMBER: c \ Lynchburg,vr\24502 Chuluttesville,VA22901 WWA NUMBER: FILE NAME: SCALE, DATE, rrss'Io S�V Phulte: 434,316_6080_1'houe_434.9842700 I -I,• 1 " = 80' 33 Of 35 NO. SHEET REVISION BY I DATE NO. SHEET REVISION BY DATE ���i� ALo®�� y�WN\V0.SSUCIGICS.11C1 206081.19 608107C—DP-4. d wg V: N/A 4-14-08 PROJECT DESCIPTIO AS PART OF PROFFER 1.3 FOR THE WESTHALL V, LOTS 93-125 PROJECT, VARIOUS DRAINAGE IMPROVEMENTS ALONG THE EXISTING PARK RD (SR 1204) ARE PROPOSED AS PART OF THE PROJECT. THE DRAINAGE IMPROVEMENTS INCLUDE APPROXIMATELY 1000 LF OF DITCH RESHAPING AND 110 LF OF NEW 15" HDPE CULVERT PIPE. ALL WORK SHALL BE DONE WITHIN EXISING VDOT RIGHT-OF-WAY. EXISTING PROFFER 1.3 1,3 Traffic Impacts on Park Road: Prior to issuance of the first building peonit for housing units in the project, the Owner shall construct the fallowing improvements to the satisfaction o£ the County Engineer: 1= Re -grade the ditch/shoulder on the east side of Park Road In. front of the townhouses in Westhall Phase IV (lots 84-89) approximately 180' to assure proper flow into the pipe crossing Park Road, 2. Install a pips at the intersection of Adele Street and Alfred Street and regrade the ditch around the pipe, as necessary. 3. Regrade the ditch/shoulder in front of Claudius Crozet Park (approximately 650') along the east side of Park Road extending north from the main entrance to the park to assure aminimum 1.5-foot shoulder width, and 2-feet from the edge of shoulder to the centerline of the ditch. Improvements shall be made by the Owner, prior to or at the time of issuance of the first building permit for any improvements thereon. NOTES: 1. ALL TREES TO BE REMOVED SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE REMOVED FROM THE SITE. ALL STUMPS SHALL BE GRUBBED BELOW GRADE. \_: r 1 y t �, (•CC 1.J-),- r t } *_,_. I / p_J- . } / ,( Y- _'\I j :.,? ) C_r ) ,-r ) , ("` \ .t _,, _),_. " i..,( - `) \ ,7 l) CLAUDIUS CR�OZET PARK \, .r, J _.J 1' 'c" )_ /_( i.._l J I (i if 1- \ 1' \ /� ', (- • )_, t )l 1,_ 1 1\ t.... , " -.,�. .,k_ 7( (, )_�.lY )_, cow"1-C1. to /-,V / \a'� °'" SEE FJOTE 1 ,•k�_ t ~ \\ .� ---- STA: 2'. l 02 \ `) 8EPlD , \, \ ft�\ '\ \ r.: \ \ C\\ `\\ \ .P\ \\ \ , ;�; \ �, K \ 1-y V1 \� I\•• , �'+;1Frz !, J \. v p'• } , G,. O \ ss;, / v S [-\ / , i \ -- S s^ \' -A. �''` \ 1 FAO i' L I �J \ o _.,� I A/ y� -5 .y 1 - --- -' -- - -- p \ I / / ---, lJ ' U` If 1 J t- M _ 041 I . I I I --_ - ---_---- / - 1 --- I -- �- A GA TH A @ RIVE - - / r ' _-- / r j r !i -----------1 ! ...l ��! •\ _I j s i -- - ,- - - - - - - `'' •1 j �' \ I I / _._._-------- --•l -- � \ / ; - _ .,,,, ..IF...../ �` :>., l ��'t-`s. 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La-4 DITCH AT-.2'.5% C=0.75 )=0.75c) cL 1A: 4'1 t O t - I O I - C r IP`1V GiJT- ,53.4`. i�11...1. _..� / /., � ' c ) - C=0.80 = - - 00 MI = IN 1 1 Z L3F c 1 1 Tc 5 MIN TOP -' 657.01 _ 00 M1 n, -.'[E' - 0„;' _ _ CJ.75 'fit: r W 4 I Tc [ ; _ .00 I INV. If\1=64G.81 Tc.� I. tJ, I oC/� �� � � I ' � � T-2 MI `( _ .. `� 1 �) J4 I I I I 1 - SCC1 BEGIN 30 L.F. OF VDOT CLASS SCC5 I DRY RIP -RAP EC-2 DA=0.08 AC C=0.85 Tc=5.00 MIN -65 1 r>� LIMITS OF -%--- r - - - - CLEARING - JRESHAPE EXI8.TING PS AND GRADING DITCH AT 7.6//%"-----= - N END 30 L.F OF VDOT CLASS I DRY RIP -RAP AND BEGIN EC-2 SCC1 DA=0.31 AC C= 0.85 Tc=5.00 MIN TRANSITION DITCH FROM CULVERT OUTLET--\ NOTES: 1. NO WORK ALONG PARK ROAD MAY BE DONE OUTSIDE VDOT RIGHT-OF-WAY. 2. PROVIDE POSITIVE DRAINAGE ALONG DITCH AND CULVERTS. 3. ALL DISTURBED AREAS TO BE RESEEDED. fro rl. E......._. CLADIUS CROZET PARK PROPERTY LINE (SEE CLEAN OUT NOTE 1 THIS SHEET) r-EX 15" CMP LIMITS OF INV IN=655.50 REMOVE THREE INV OUT=653.55 CLEARING EXISTING PINE AND GRADING TREES IN DITCHLINE PS A"ws �� t--- - ,r - - ` C: =`` -'ri - - _, PARK RD. _�6 RESHAPE`EXISTING TRANSITION DITCH DITCH AT 5.4% TO CULVERT INLET A '�--CONTRACTOR SHALL PROTECT EX _�"' 1,° UNDERGROUND FIBER OPTIC LINES ,. ,. ( I � I ; D > I C / f o � � Cn c_� p y N m I -+ 0 4/ j(S''' ( ,r r \ , A/ ?o � I 1 ' I , I ; ` I 6) I I I� li I I " _ A I f /1 i0p I.,.4-) \ v(} I1 SCC1 8c SCC5 EP ES R/W 1 1 2 1.5, I 2.0) I 2.0, I SCC2 SCC3 & SCC 6 EP ES R/W 1 116 2 2.7' I 2.7' SCC4 EP ES R/W 1 16" 3 4.0' I 4.0' I DITCH TYPICAL SECTIONS: NTS 5 SHEET ADDED TO PLAN DMJ 8-27-10 14*4jvrvTr## „ DESIGNED BY: PROJECT: OF, 0 SET nEV NO: ����LTHI 6 ADDRESSED COUNTY COMMENTS DMJ 12-15-10 DRF WESTHALL V LOTS 93 - 125 r\ ENGINEERS DRAWN BY: A STONEHAUS DEVELOPMENT 7 o / IF THIS DRAWING IS A REDUCTION SURVEYORS EDH FINAL SUBDIVISION PLAN DRAWING NUMBER: - u DA I N/Al I SE GRAPHIC SCALE MUST BE USED PLANNERS TITLE: V J N NN RS REVIEWED BY: PARK ROAD IMPROVEMENTS PLAN DP-5 1�6Lic.Nw. 4 4 SCALE: 1" = 50' ASSOCIATES DMJ / // �' SHEET NUMBER: � �� PO Box 4l 19 1402 Greenbrier Place Lynchburg, VA24502 charlottesvillr,VA.22901 WVt/A NUMBER: FILE NAME: SCAL E: DATE: Phone.434.316.6080 Phone: 434.984.2700 „ _ , NO. SHEET REVISION BY D,raTE I�10. SHEET REVISION BY DATE 00, 10 AL�N� 50' 0 50' www,vwassociate,,nei - - 206081.19 608107C-DP-5.dWg ",_ 1 50 4-14-08 34 of 35