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Home My WebLink AboutWPO201400096 Plan - Stormwater 2015-06-26c+ 3 v U n 0 i c v a a� cn 'v N O O N O 3 I� aci W N STONEFIELD BLOCK D2 VSMP PLAN AMENDMENT ALBEMARLE COUNTY, VIRGINIA WPO # 2014 - 000096 SHEET N0. DRAWING N0. 1 OF 32 C -1 3 OF 32 C -3 18 OF 32 C -18 19 OF 32 C -19 20 OF 32 C -20 21 OF 32 C -21 24 OF 32 C -24 25 OF 32 C -25 26 OF 32 C -26 27 OF 32 C -27 28 OF 32 C -28 TITLE COVER SHEET GENERAL NOTES, ABBREVIATIONS & LEGEND STORM DRAINAGE AREA MAP STORM DRAIN CALCULATIONS BMP ANALYSIS AREA MAP STORMWATER MANAGEMENT CALCULATIONS AND DETAILS PHASE I EROSION AND SEDIMENT CONTROL PLAN PHASE II EROSION AND SEDIMENT CONTROL PLAN PHASE II EROSION AND SEDIMENT CONTROL PLAN EROSION AND SEDIMENT CONTROL NARRATIVE & DETAILS EROSION AND SEDIMENT CONTROL DETAILS i Fff. NOTES: 1. COORDINATE PLANS WITH ALBEMARLE PLACE EAAP, LLC RELATED PROJECTS: • ALBEMARLE PLACE /EROSION AND SEDIMENT CONTROL PLAN AMENDMENT NO.3 (WP02009- 00074) • ALBEMARLE PLACE / STORMWATER MANAGEMENT PLAN AMENDMENT NO.4 (WP02010- 00023) 2. THE STONEFIELD DEVELOPMENT WAS FORMERLY KNOWN AS ALBEMARLE PLACE. 3. THE PURPOSE OF THESE PLANS IS TO SHOW THE BUILDING DEVELOPMENT PLAN FOR TOWNHOMES IN THE D2 BLOCK OF STONEFIELD. 4. THE ALLEYS SHOWN ON THESE PLANS ARE PRIVATE AND MAY NOT MEET THE STANDARDS FOR ACCEPTANCE INTO THE SECONDARY SYSTEM OF STATE HIGHWAYS AND WILL NOT BE MAINTAINED BY THE VIIRGINIA DEPARTMENT OF TRANSPORTATION OR THE COUNTY OF ALBEMARLE. 5. MAINTAIN ACCESS TO EXISTING DEVELOPMENT ROADS AT ALL TIMES. WHEN CROSSING ROADWAY IS REQUIRED, INSTALL PROTECTIVE CONSTRUCTION MATTING AND WARNING SIGNS. PROVIDE FLAG MEN AND ANY OTHER TRAFFIC CONTROLS, INCLUDING TEMPORARY LANES AS REQUIRED TO MAINTAIN ACCESS. 6. STREET SIGNS SHALL BE INSTALLED BASED ON THE EXISTING SIGN CONFIGURATION ON THE COMPLETED PORTION OF THE STONEFIELD DEVELOPMENT. 7. COORDINATE FINAL SITE PLAN AND VSMP PLAN. VICINITY MAP SCALE: I " =2000' SITE DATA DEVELOPER /APPLICANT: ALBEMARLE PLACE EAAP, LLC, C/O EDENS, INC. 7200 WISCONSIN AVENUE SUITE 400 BETHESDA, MD 20814 (803) 760 -9687 ATTN: STEVE TEETS EMAIL: STEETSOEDENS.COM ENGINEER: WW ASSOCIATES, INC 3040 AVEMORE SQUARE PLACE CHARLOTTESVILLE, VA 22911 (434) 984 -2700 ATTN: HERBERT F. WHITE III, P.E. EMAIL: HWHITE®WWASSOCIATES.NET SOURCE OF TITLE: THE PROPERTY AS SHOWN ON THIS PLAN IS THE PROPERTY CONVEYED UNTO ALBEMARLE REALTY (E&A), LLC, BY THAT CERTAIN DEED DULY ON RECORD IN THE CLERK'S OFFICE OF THE CIRCUIT COURT OF THE COUNTY OF ALBEMARLE, VIRGINIA IN Q.B. 4135, PG. 384, DB 4135 PG. 215 (PLAT) AND IS INDICATED AS TAX MAP PARCEL TMP 61W-3-23. SOURCE OF BOUNDARY SURVEY: DATED: SOURCE OF TOPOGRAPHY: COUNTY, STATE: MAGISTERIAL DISTRICT: WATER PROTECTION AREA: TAX MAP /PARCEL: ZONING: OVERLAY DISTRICT: EXISTING USE: PROPOSED USE: WW ASSOCIATES, INC AUGUST 28, 2014 V!W ASSOCIATES, INC BY FIELD SURVEY PERFORMED ON: OCTOBER 16,, 2014 ALPFMARLE COUNTY, VA JACK JOUETT N/A (NON —WATER SUPPLY WATERSHED) TM 61 W, PARCEL 3 -23 NMD (NEIGHBORHOOD MODEL DISTRICT) ENTRANCE CORRIDOR VACANT RESIDENTIAL ny 1. ADDRESSED COUNTY COMMENTS RU 4/17/15 OP DESIGNED Rv : PROJECT. STONEFIELD BLOCK D2 SET REV. N0. 2 ADDRESSED COUNTY COMMENTS RU 5/12/'15 l 4 3 ADDRESSED COUNTY COMMENTS RU 6/5/15, ENGINEERS DRAWN BY: FINAL SITE PLAN SURVEYORS Ta ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: 4 SIGNATURE SET RU 6/22/'15 � H RBr T I � PLANNERS TITLE: DiHR BY: COVER SHEET C-1 ASSOCIATES DMJ �.. -Iv SHEET NUMBER: P °B °X4 "y 3°`OAvemclreVA22911l. WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: � Lynchburg, VA 24502 Chore: v34.98A2700 Cry'L H: N/A N0. SHEET REVISION BY DATE N0. SHEET REVISION BY DATE ONA`1 eh��p: a3a. w w.w Pates. a�a.�sa.z�oo V. NIA Ww -W �YWASS��t«<511ct 214075.02 407502_CS vsMP.dwg 11114114 of 33 on N 0 C4 0 c v a 'v r 0 n N i ni 0 r 3 E° W N i ZMA to Amendment Block Comparison Block ZMA Amendment Difference % of Change A 246,577,72 260 736.93 14,159-21 5.74% B 145,63140 212,854.27 67,220.87 * 46.16% C 454,80839 424,079.86 30,728.53 6-76% D 460,439.43 500,559.62 40,120.19 8-71% E 550,524,65 477,10213 73,422.46 13.34% F 510,160.21 643,37911 133,219.50 ** 26.1% G 420,873.09 269,160.75 151,712,34 * 36.05% NOTES: * AS NOTED ON PAGE EIGHT OF THE CODE OF DEVELOPMENT "THUS, FLEXIBILITY IN THE CODE OF DEVELOPMENT IS PROVIDED TO PERMIT THE EXACT BOUNDARIES OF ACREAGE OF EACH BLOCK TO BE INCREASED OR DECREASED AT THE SITE PLAN OR SUBDIVISION STAGE BY AN AMOUNT NOT TO EXCEED FIFTEEN PERCENT (15 %) OF THE GROSS LAND AREA OF THE LARGER BLOCK IMPACTED BY EACH SUCH CHANGE." SINCE BLOCK B & G ARE THE SMALLEST OF BLOCKS IN THEIR CALCULATIONS THE 15% LIMIT DOES NOT APPLY. ** THIS VARIATION WAS APPROVED BY THE ALBEMARLE COUNTY BOARD OF SUPERVISORS ON SEPTEMBER 11, 2013. 4.15.5(x) SIGNS AUTHORIZED BY SPECIAL USE PERMIT: THE REQUIREMENT OF SECTION 4.15.5(x) OF A SPECIAL USE PERMIT FOR OFF -SITE SIGNS IS WAIVED. OFF -SITE SIGNS WILL BE ALLOWED BY- RIGHT. 4.15.11 REGULATIONS APPLICABLE IN THE PUD, DCD. AND NMD ZONING DISTRICTS: 1.) THE REQUIREMENT OF SECTION 4.15.11 FOR SIGNS ARE WAIVED AND REPLACED WITH THE SIGN REGULATIONS IN SECTION 4.15.13 HIGHWAY COMMERCIAL (HC), PLANNED DEVELOPMENT SHOP SHOPPING CENTER (PDSC) AND PLANNED DEVELOPMENT MIXED COMMERCIAL (PDMC). 2.) THE REQUIREMENT OF SECTION 4.15.11 FOR A MAXIMUM HEIGHT OF WALL SIGNAGE OF 30 FEET HAS BEEN CONDITIONALLY REPLACED WITH A MAXIMUM SIGNAGE HEIGHT OF 58 FEET. THE CONDITION IS THAT ANY SIGN OVER 30 FEET SHALL BE SUBJECT TO ARB APPROVAL. 4.16 RECREATION REGULATIONS: THE REQUIREMENTS OF SECTION 4.16 ARE MODIFIED AND REPLACED WITH THE AMENITIES AND IMPORTANT FEATURES BY BLOCK THAT ARE ESTABLISHED IN THE CODE OF DEVELOPMENT. 5.1.16 (a &e) SWIMMING. GOLF & TENNIS CLUBS: THE REQUIREMENTS OF SECTION 5.1.16 (a &e) ARE WAIVED AND REPLACED WITH THE AMENITIES AND IMPORTANT FEATURES BY BLOCK THAT ARE ESTABLISHED IN THE CODE OF DEVELOPMENT. 5.1.21 DWELLING IN COMMERCIAL AND INDUSTRIAL DISTRICTS: THE REQUIREMENTS OF SECTION 5.1.21 ARE WAIVED. 5.1.24 SUBORDINATE RETAIL SALES: THE REQUIREMENTS OF SECTION 5.1.24 ARE WAIVED AND REPLACED WITH THE USES AND STANDARDS ESTABLISHED IN THE CODE OF DEVELOPMENT. 32.4.1 PRELIMINARY CONFERENCE WITH STAFF: THE REQUIREMENTS OF SECTION 32.4.1 ARE WAIVED. 32.7.2.8 SIDEWALKS: THE REQUIREMENTS OF SECTION 32.7.2.8 ARE WAIVED AND REPLACED WITH THE USES AND STANDARDS ESTABLISHED IN THE CODE OF DEVELOPMENT. 114w 1 I V JV/1LG ALBEMARLE PLACE WAIVERS, AGREEMENTS AND CLARIFICATIONS: ADOPTED BYTHE COUNTY OF ALBEMARLE ON DECEMBER, 2003 AS PART OF ZMA # 01 -07 AND AMENDED ON AUGUST 4, 2010 AS PART OF ZMA # 08 -003. WAIVERS TO THE ZONING ORDINANCE, CHAPTER 18: UNDER THE AUTHORITY GRANTED IN SECTION 8.2, THE BOARD OF SUPERVISORS HAS WAIVED, VARIED OR ACCEPTED SUBSTITUTIONS TO THE FOLLOWING SECTIONS: 4.2.3 LOCATION OF STRUCTURES AND IMPROVEMENTS: THE REQUIREMENTS OF SECTION 4.2.3 ARE WAIVED, CONDITIONAL UPON APPROVAL OF AN ERASION AND SEDIMENT CONTROL PERMIT THAT MEETS THE REQUIREMENTS OF SECTION 8.5.5.4(b). 4.3 (a &b) TREE CUTTING: THE REQUIREMENTS OF SECTION 4.3 (a &b) ARE WAIVED, CONDITIONAL UPON APPROVAL OF Ail EROSION AND SEDIMENT CONTROL PERMIT THAT MEETS THE REQUIREMENTS OF SECTION 8.5.5.4(b). 4.6.1 FRONTAGE AND LOT WIDTH MEASUREMENTS: 4.6.2 LOTS. DETERMINATION OF LOT FRONT: 4.6.6 LOT ACCESS REQUIREMENTS: THE REQUIREMENTS OF SECTIONS 4.6.1, 4.6.2 & 4.6.6 ARE WAIVED UNDER THE FOLLOWING CONDITIONS: 1.) ACCESS WILL BE MAINTAINED TO THE INDIVIDUAL LOTS THROUGH ONE OF THE FOLLOWING OPTIONS: A.) LOTS MUST FRONT A PUBLIC STREET AND BE SERVED WITH DIRECT ACCESS TO A PUBLIC STREET, OR B.) LOTS MUST FRONT A PRIVATE STREET AND BE SERVED WITH DIRECT ACCESS TO A PRIVATE STREET, WHICH IS BUILT TO THE STANDARDS SET FORTH IN THE SUBDIVISION ORDINANCE; PROVIDED THAT ANY SUCH STANDARDS MAY BE WAIVED OR MODIFIED AS EXPRESSLY PROVIDED IN THE SUBDIVISION ORDINANCE. (NOTE: AN EASEMENT SHALL BE REQUIRED TO ALLOW THE GENERAL PUBLIC THE USE OF THE PRIVATE STREETS AS A RIGHT -OF -WAY). 2.) WHERE PARKING FOR A LOT IS NOT ON -SITE OR DIRECTLY ADJACENT TO THE LOT ON A PUBLIC OR PRIVATE STREET (I.E., A PARKING GARAGE), THE OWNERS OF THE LOTS WHERE PARKING IS PROVIDED IN A GARAGE SHALL HAVE PERPETUAL ACCESS TO THE PARKING GARAGES AS WELL AS A PERPETUAL RIGHT TO PARK CARS IN THE GARAGE. THE RIGHTS DESCRIBED HEREIN SHALL RUN WITH THE LAND. THE DEED, DECLARATION OR OTHER DOCUMENT ESTABLISHING THE RIGHTS DESCRIBED HEREIN SHALL BE SUBJECT TO REVIEW AND APPROVAL BYTHE COUNTYATTORNEY. 3.) ALL STREETS AND ACCESS WAYS DESCRIBED ABOVE SHALL BE REQUIRED TO BE BONDED AS PART OF THE SITE PLAN OR SUBDIVISION PLAT. 4.6.3 LOTS, YARDS ADJACENT TO STREET: 4.6.4 REAR YARDS ON INTERIOR STREETS: 4.6.5 SIDE YARDS ON LOTS: THE REQUIREMENTS OF SECTIONS 4.6.3, 4.6.4 & 4.6.5 ARE WAIVED AND REPLACED WITH THE BUILD -TO LINE STANDARDS ESTABLISHED IN THE CODE OF DEVELOPMENT. 4.7 OPEN SPACE: THE REQUIREMENTS OF SECTION 4.7 ARE WAIVED AND REPLACED WITH AMENITIES AND IMPORTANT FEATURES BY BLOCK THAT ARE ESTABLISHED IN THE CODE OF DEVELOPMENT. 4.11.1 COVERED PORCHES BALCONIES CHIMNEYS AND LIKE FEATURES: THE REQUIREMENTS OF SECTION 4.11.1 ARE WAIVED UNDER THE FOLLOWING CONDITIONS: 1.) THE DIRECTOR OF PLANNING AND COMMUNITY DEVELOPMENT MAY APPROVE VARIATIONS FROM THE REQUIREMENTS OF SECTION 4.11.1 USING THE CRITERIA SET FORTH IN SECTION 8.5.5.3(c), IF THE APPLICANT FOLLOWS THE PROCEDURES ESTABLISHED IN SECTION 8.5.5.3(b). 1 ADDRESSED COUNTY COMMENTS RU 4/17/15 2 ADDRESSED COUNTY COMMENTS RU 5/12/15 3 ADDRESSED COUNTY COMMENTS RU 6/5/15 4 SIGNATURE SET RU 6/22/15 NO. SHEET REVISION BY I DATE I NO. ZONING DETERMINATION BY THE COUNTY OF ALBEMARLE ON DECEMBER 29, 2010 DETERMINATIONS ON THE APPLICATION OF THE ZONING ORDINANCE. CHAPTER 18: UNDER THE AUTHORITY GRANTED THE ZONING ADMINISTRATOR THE FOLLOWING SUBSTITUTIONS HAVE BEEN ACCEPTED: 4.12.6 - REQUIREMENT FOR MINIMUM- NUMBER OF PARKING SPACES: IT HAS BEEN DETERMINED THAT THE THEATER PARKING MAY BE CALCULATED AS PART OF THE SHOPPING CENTER PARKING CALCULATION INSTEAD OF USING THE SEPARATE THEATER PARKING REQUIREMENTS SPECIFIED IN SECTION 4.12.6. THIS DETERMINATION IS BASED ON THE CURRENT LOCATION OF THE CINEMA WITHIN THE MIXED USE TOWN CENTER AREA. APPROVED BY THE BOARD OF SUPERVISORS OF ALBEMARLE ON SEPTEMBER 11, 2013 VARIATIONS GRANTED TO ALLOW FOR FOLLOWING: 1. THE BELOW LISTED ELEMENTS, A THROUGH D, THAT VARY FROM THE ZMA APPLICATION PLAN. A.THE MODIFICATION OF THE BLOCK F AND BLOCK G BOUNDARIES. B. THE LOCATION OF THE NORTH -SOUTH ALIGNMENT AND THE GEOMETRY OF DISTRICT AVENUE THROUGH BLOCK F AND BLOCK G OF THE PROJECT. C.THE RELOCATION OF THE TWO (2) "FUTURE EXTENSION" CONNECTIONS POINTS TO THE NORTH AND THE ONE (1) "FUTURE EXTENSION" CONNECTION POINT TO THE SOUTH. D.THE BUILDING LOCATION, ORIENTATION, AND ALLOCATION OF SQUARE FOOTAGE FOR THE FACILITY TO BE LOCATED ON BLOCK F. 2.THE MODIFICATION OF THE LOCATION OF THE PLAZA AREA AND ELIMINATION OF THE "CAFE" (AS SUCH ARE DEPICTED WITHIN BLOCK F ON THE ZMA APPLICATION PLAN). IN LIEU OF SUCH IMPROVEMENTS, APPLICANT PROPOSES TO CONSTRUCT ENHANCED PEDESTRIAN CORRIDOR. NOTE: A ZONING MAP AMENDMENT REQUEST WAS SUBMITTED TO THE COUNTY OF ALBEMARLE ON JUNE 14, 2013. THIS REQUEST IS TO AMEND ZMA 2011-00007 THROUGH THE MODIFICATION OF THE "CODE OF DEVELOPMENT" TO ALLOW FOR AN ANCILLARY FUELING FACILITY WITH CANOPY. USE IN BLOCK (GLA OR UNITS) THIS SUBMISSION RETAIL NON RETAIL RESIDENTIAL PREVIOUS SUBMISSIONS RETAIL NON RETAIL RESIDENTIAL SUBMISSIONS TO DATE RETAIL NON RETAIL RESIDENTIAL A 0 0 0 ": 0;, 0 0 50,224 14,000 0 50,224 14,000" 0 B 33,836 6,500, 0 33,836, 6,500 0 C 0 0, . 0 57,701 111,595; 0 57,701` 111,595 0 D 0' 0! 104 0 90,0001 0 0, 90,000' 104 BLOCK GROUP 1 TOTAL 0 0 104 141,761 222,095 0 141,761 ! 222,095' 104 E (BLOCK GROUP 2) 01 0 0 O 0` 250 0' 0 250 F G _. 0 0 0 0 0 0 149,964 14,700 0 20,000 0 0 149,964 14,7001 0 20,000 _ 0 0 BLOCK GROUP 3 TOTAL 0' 0! 0 164,664' 20,000;, 0 164,664 ", 20,000' 0 STONEFI'ELD TOTAL 0 0' 104 306,425, 242,095 250 306,425, 242,095'! 354 ABBREVIATIONS AFF ABOVE FINISHED FLOOR FH FIRE HYDRANT AHD AHEAD FM FORCEMAIN ARV AIR RELEASE VALVE FL FLUORIDE BC BACK OF CURB FOC FACE OF CURB BF BLIND FLANGE GALV GALVANIZED► BFF BASEMENT FINISHED FLOOR GV GATE VALVE BM BENCH MARK HB HORIZONTAL BEND BK BACK HC HANDICAP BOV BLOW OFF VALVE HDPE HIGH DENSITY POLYETHELENE CAN CABLE TELEVISION HK HOOK CG CURB & GUTTER ID INNER DIAMETER CIP CAST IRON PIPE INV INVERT CL CENTER LINE IPS IRON PIN SET C.L. CHAIN LINK IPF IRON PIN FOUND CMP CORRUGATED METAL PIPE JB JUNCTION BOX CO CLEAN OUT LAT LATERAL CONC CONCRETE LF LINEAR FEET CPP CORRUGATED PLASTIC PIPE LT LEFT CY CUBIC YARDS MH MANHOLE D.I. DUCTILE IRON NBL NORTH BOUND LANE DIA DIAMETER NIC NOT IN CONTRACT DIP DUCTILE IRON PIPE NTS NOT TO SCALE EL ELEVATION O.C. ON CENTER ELEC ELECTRIC PE POLYETHYLENE EOP EDGE OF PAVEMENT PGL PROFILE GRADE LINE EOTL EDGE OF TRAVEL LANE PROP PROPOSED EQPT EQUIPMENT PS PLANTED STONE FOUND EX OR EXIST EXISTING PVC POLYVINYL CHLORIDE FF FINISHED FLOOR PVMT PAVEMENT NOTES: 1. THE SIZE OF THE SYMBOLS MAY VARY FROM THOSE SHOWN. 2. ALL SYMBOLS AND ABBREVIATIONS SHOWN MAY NOT BE USED. SHEET REVISION BY I DATE ,TH 0. I� -- Z oa 10NAL RCP REINFORCED CONCRETE PIPE REQ'D REQUIRED RT RIGHT R/W RIGHT OF WAY SAN SANITARY SEWER SBL SOUTH BOUND LANE SD STORM DRAIN SQ SQUARE S.S. STAINLESS STEEL SSMH SANITARY SEWER MANHOLE STA STATION STD STANDARD STL STEEL SW SIDEWALK TBA TO BE ABANDONED TBR TO BE REMOVED TC TOP OF CURB TS &V TAPPING SLEEVE AND VALVE TYP TYPICAL UG UNDERGROUND UON UNLESS OTHERWISE NOTED VB VERTICAL BEND VHD VEHICLES PER DAY W WATER WL WATER LINE WM WATER METER WT WATERTIGHT WWF WOVEN WIRE FABRIC YDS YARDS EX. SYMBOL LEGEND NEW BENCHMARK /FFE C BOLLARD U 0 BORE HOLE 0 BUILDING COLUMN BUSH © CABLE BOX nc CEMETERY M CONIFEROUS TREE DECIDUOUS TREE iW DRAINAGE INLET GRATE ww 0 DRILL HOLE Q ELECTRIC PANEL BOX Q [E] ELECTRIC PEDESTAL QE 0 ELECTRIC TRANSFORMER M V ELECTRIC MAN HOLE Q FIRE HYDRANT g FLAG POLE S, © GAS MAN HOLE �M GAS METER GM GAS VALVE © GENERATOR Q GROUND LIGHT GUY POLE HANDICAPPED PARKING 0 HEAT PUMP H 0 IRON PIN 0 0 LIGHT POLE 0 ,F� MAILBOX Q MONITORING WELL 0 MONUMENT FOUND 0 MONUMENT SET 0 8 PANEL POINT 8 0 POWER METER 0 POWER POLE 0 U ROAD SIGN W. (E) SANITARY CLEAN OUT I® 0 SANITARY SEWER MAN HOLE �.�J Jlk- SIAMESE CONNECTION SIGN --� 0 SPRINKLER HEAD 0 STORM DRAIN MAN HOLE TRAFFIC LIGHT POLE 0° OT TELEPHONE MAN HOLE OT TELEPHONE PEDESTAL B TELEPHONE POLE $ TELEPHONE JUNCTION BOX TEST PIT 6M �K TRAFFIC CONTROL BOX 1z Fil TRAFFIC JUNCTION BOX (❑ 0 TRAVERSE 19 UTILITY MARKER POST (❑� CTD-D UTILITY POLE CDID 0 VENT PIPE (0 OW WATER MAN HOLE W A WATER METER wv WATER VALVE lwv 0 WELL MM YARD GRATE wi ENGIINEERS SURVEYORS PLANNERS AsSOCIATES PO Box 4119 3040 Avemore Square PI. Lynchburg, VA 24502 Ch- l ut vide, VA 22911 Phone: 434.316 6080 Phone: 434.984.2700 www.wwassoci,ites.net EXISTING LINETYPE LEGEND NEW BUILDING OVERHEAD - - —R /W— - - —R /W- - - - —R/W - - —R/W- ADJACENT PROPERTY LINE - - ADJACENT RIGHT -OF -WAY — - - —R /W— - - —R /W- BUILDING COLUMN - - - - - - BOUNDARY PROPERTY LINE - - BOUNDARY RIGHT -OF -WAY — - - ---R/W - - —R/W- BUILDING SETBACK --- - - - - -- BUSH LINE OHCT OHCT CAN OVERHEAD UGCT UGCT CAN UNDER GROUND OHT OHT TELEPHONE OVERHEAD UGT UGT TELEPHONE UNDER GROUND > > > DITCH CENTER LINE > > > EASEMENT CONSTRUCTION AND GRADING EASEMENT SLOPE EASEMENT SANITARY SEWER • EASEMENT STORM•\ A f/11"1• It1 / ?�r i ifYr 0 0 0 0 EASEMENT UTILITIES EASEMENT WATER FENCE BARBED WIRE GUARD RAIL FENCE CHAIN LINK —0-0-0-0 FENCE WOOD o- -0 0 FENCE WOVEN WIRE o 0 0 GAS GAS GAS UNDER GROUND TOR TOR TOP OF BANK TOB TOB O H E O H E ELECTRIC OVERHEAD UGF UGE ELECTRIC UNDER GROUND -� - -�� RAILROAD CENTERLINE STREAM CENTERLINE I')AVC\ /GAIT AtIrl"AI T OHU OHU UGU UGU W W TOPO MAJOR CONTOUR TOPO MINOR CONTOUR TREELINE UTILITY OVERHEAD UTILITY UNDER GROUND WATERLINE W W WETLAND LIMITS DESIGNED BY: PROJECT: RU STONEFIELD BLOCK D2 DRAWN BY. FINAL SITE PLAN TO ALBEMARLE COUNTY, VIRGINIA TITLE: DIHR BY: GENERAL NOTES, ABBREVIATIONS & LEGEND DMJ WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: 214075.02 407502_ND-2.dwg CIVIL V. %A 11 / 14/ 14 SET REV. NO. 4 DRAWING NUMBER: C -3 SHEET NUMBER: 3 of 33 3 'O cj i c 0 a. 'v [i 0 Ui N to a0i O .0 3 I� G, aci W n N E � \ �o \ "NO THRU TRAFFIC" I \ I I 4' WAll k_,� I \ T� saft I — Now I � I rl,0HU oHU OHU I I I I / I I► v V � , — - - � - _ ORM o �►c --6A 19 ! I I 0 ' I i � \�'r�5 \ -I- -- .9 I I �j 8STORM MH - -\ - _ -- - -- - - \ I I I I I I I I — a :- Ci _ �--`-- i , •�� _ rom �___I TER 245.1 �' DA =0.18 AC � o _ I � _ • —� _ I - - \ I Ate@ 0 C 0 90 ,� .3 5 �� v _ - -- - — - Li _ A — / 3 A 0 4 — --� 7 / DA -0. AC :. —__- FIL RRA 24 _ {- \ - \' \ — y7 \ x ��, ,� � :: - - - RD`3 � - -- -�- - - -�� . --_Q =- C _T-R€E DRIP _ -_ -- - P �1 _Y S �! _ C -0.40 __ _ = =03- AC_ - -—y_ -A �. DRIP / DA .0.15 AC � __, -- _ __ — , — FIL 248. -_ 1�`= �_ r,l�` - -- _ C .6 �'/ - _y °-= _ - - -- -- - - - t --� -- �STOR / / \\ DIA BUSH - - /"u \ \ 0 AC / EX- -� - : — DA- A -0 C -- - - _ y - = - = - -\ - - - -- - 15 - -- - _ - - C -G,35 -•. 1 hTr -,wllr RFaIB'�u tTY • _ — 4 DRIP »COMMONWEALTH DR. J ! .,NEXT SIGNAL" �O iU) — Q 504 � .— I n.. RD -2 �♦ D 0.16 A - YD -14 ST 3 � Y r A_ KOBEg �N'' - FILTERRA 25.E _ I CJ -A R 246.1 ,�c�' -- - �� _ 0.0 =0.2 C -0.63 DA -0.02 �_I cS - DA 0.37 AC h _ y A=0 63-AC o p= N - -- - - _ _ _ (88 CL L ' 2 I - - { c- 73500 _ >.- !fT- STORM H -108 - - �\ STOR MH nl DA .05 AC I M MH J 6 Pi r "'. - -- L , - LEWO - - - - _ STORM � 0.90 d- "� 7 �� `� DRIVE -SR-20 STORM M y STORM MH` -� AC 5� A \ E - AV d STOP AND - ; ��I� v�9 . MI_ ' STUB 0. 91ILLL o �IS Ln ST FP' STOV) N u I _ EX- I 10 1 "STOP" _ PLACE SIGN f ( EX -109.1 25 MPH" "25 MPH" ZE i I 1 I � I I 1 ADDRESSED COUNTY COMMENTS RU 4/17/115 DESIGNED BY: PROJECT: SET REV. NO. 2 ADDRESSED COUNTY COMMENTS RU 5/12/115 o trf \ RU STONEFI ELD BLOCK D2 4 3 ADDRESSED COUNTY COMMENTS RU 6/5/15 ,,,� ENGINEERS oRawN BY: FINAL SITE PLAN +, IF THIS DRAWING IS A REDUCTION 4 SIGNATURE SET RU 6/22/15 v GRAPHIC SCALE MUST BE USED SURVEYORS Ta ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: RB , T I PLAN TITLE. SCALE: 1 " = 40' DIHR BY: STORM DRAINAGE AREA MAP C -18 o ,_ l ° ASSOCIATES DMJ SHEET NUMBER: - 1,p� z--/ PO Box 4119 3040 Avemoie Square A Lynchburg, VA24502 Charlottesville, VA 22911 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: � S Phone: 434.316.6080 Phone: 434 984.2700 CIVIL H: VIII 1 Q o, f 33 NO. SHEET REVISION BY DATE N0. SHEET REVISION BY DATE 10NAL 40' 0 40' www.wwassociates.net 214075.02 407502_SW -1.dwg V. NIA 11 / 14/ 14 (� N 0 d- v ;a+ N 'v O O N a� O t C 3 l� 0 W N Stormwater Inlet Computations (Design, Storm = 4.0 in /hr) W'd Frynfvrsxs Project: Stonefieid Black D2 _ By: SAR WWA Project Number: 214075.00 Date: 10 -23 -14 _SSQCLYII 5 Stormwater Inlet Computations (Check Storm = 6.5 in /hr) Byauverxs Project: Storlefleld Block 102 _ _ _ _ YSAR WWA Project Number: 214075.00 Date: Rev. 04 -14 -15 1�SsocIATES HYDROLOGY CURB INLETS CURB SAG INLETS ONLY GRATE INLET ONLY Ca CL INLET ca iv M Q 14 o ro U ADDRESSED COUNTY COMMENTS E c t" c :C: (3' Qt. o z, ° ? ax uQi H ca tI YD-1 12" ADS Nyloplast Standard Grata 0.07 - 0,053 a 6.7 0.35 0.05 0.113 2 OK YD-2 12" ADS hlyloplast Solid Cover FT /FT IN CFS FPS SEC FT FT Junction Structure YD-3 12" ADS Nyloplast Standard Grate 0.05 CL 0.033 5.00 6.7 0.22 0.02 0.0)5 Ck: OK Y D•3.1 B 0.01 1 0.40 0.004 5.00 V � 0.03 / 1.80 OK YD-4 0.16 0.51 ^C 5.00 6.7 w ' 0.13 p 2.65 u '? O y 6.7 0.23 0.04 0:(1)8 4.75 OK Y D-6 12" ADS Nylopiast Standard Grate 0.02 0.35 0.007 5.00 6.7 ° c 0.0)1 iC r YD-7 12" ADS 'Nyloplast Standard Grate 0.04 0.49 a ' 6.7 ° 0.30 c OK 6.52 6.10 G 511.80 11.7 0.0179 o 0.010 18.34 REMARKS co a YD-11 12 ADS Nyloplast Standard Grate 0:01 0.35 0.004 �' 6.7 c a- c m OK Y D-12 �' x - _ uI rn F °' w OK 0 c 0 0.64 rn 5:00 = 2 0.16 REMARKS 1.63 OK d e v 035 c ° 4 0.05 0.19 d E Y 9-15 _ 0.29 0.73 0.212 r, 3 fl �- _ w €� OK 4 C ec 0.35 @) 3 zs N E . 0.01 Z OK YD-17 �. 0.09 c4ro = Z. ",�' `, � i...,... ,c; .... 1.74 OK Y D-18 d w 5.92 + 0 i t m "J Rc '"' E ' 0 1,19 0.45 0.536 0 157 a. 0.415 5.23 OK YD-20 � 038 0.182 5 :00 6.7 1.22 0,16 y 3.92 3. Y D-21 0.56 0.39 a CL n x 1.46 0.21 0.110 a 0.07 0.59 0.041 5.00 a 4i Vi 0.113 W Z �1 G: 0.10 0.57 0.057 Ci 0 0 a IL 2.50 C� Y D-24 3 0..03 >a 0 W 5.00 N L .�. 0:33 ta.. G. C. U ;.-, 0.04 0.64 O. ..-; ,.-; O 033 0.02 1.62 OK r L° 1 0;05 0.68 0 -034 5 :00 6.7 1 0.23 4 7 1 0.07 F OK O 18.25 w -0 � � u w �, YD -15 a � 0.02 0.35 Ic ,�, � 5.94 � g 9 cy !- 0.0228 18 0.010 20.69 11.71 3.36 Includes Drainage from YCIA 4 501.90 7.57 YD -14 F a W u 0.00 � 1.64 � 6.35 W `� 492.69 rn 0.0229 18 �= 15.93 � � CY a c 8.22 f Cr 's' 0.63 0.88 0.55 2.19 6.04 6.34 13.89 492.49 490.21 30.1 0.0757 18 0.013 Vl.. �. 1.83 Includes Drainage from STR 25.3 500.76 8.27 25.3 EX 25.2 EX 25 0.00 0.00 F 2.19 v 6.33 13.87 490.01 489.65 t 0.0209 18 0.013 15.24 8.62 1.99 Junction Structure Emsting Pipe) 250 Dt-3B 80 0.18: 0.90 0.1$ 4;00 0.65 0:00 0:85 0.030 0.020 4.:87 2.00 0:41 0.020 1.00 0.76 0.17 OAB 0.08 9.68 0.83 0.10 0:98 0.62 0.03 0.05 0.68 0.03 0.03 5.00 6.67 0.23 520.97 Grade Inlet 249 01.3C 12.:0 0.41 0.90 0.37 4.00 1..48 0.00 1 A& 0000 : 0.020 EX -2 2.00 : 0.64 0.020 0.05 5.06 6.65 0.35 519.05 517.93 14.9 0.0752 12 1 0.010 12.73 0.12 0:46 0.26 5.60 12.00. YD -13 EX -2 EX 27.2 Sump Inlet 0.55 4.81 12.0 026 0.90 023 4.00 0.90 0.00 040 0.010 0.020 6.77 2.00 0.30 0.020 1.00 0.61 0.17 008 0.07 8,79 127 0.14 1::00 0.90 0.00 Left 12.0 OAS 0.90: 0.14 4.00 0 68 020 0.58 0:010 0.020 5.72 200 0.36 0.020 -1.00 0.68 0:17 0.08 .0.08 6.92 113 0.11 1.00 .0.58 :0.00 YD -12 YD -11 0.04 0.63 0.07 0.10 5.06 6.65 Right 248 DWB : 8.0 0.15 0.90 0.14 4.00 0.54 0.00 0.54 0012 0.020 5A4 2.00 0:37 0.020 1_00. 011 0.17 0.08: 0.08 6,92 1.16 0:11 1.00 0.54 0.00 0.010 8.69 11.07 3.38 Includes Drainage from YD -11 515.51 6.50 YD -11 Grade Inlet 246A DI -1 0.90 0.37 0:.$8 0:33: 4:00 1.30 0.00 1.30 148.6, 1 0.0407 15 0.013 13.07 10.65 13.95 Includes Drainage from STIR 250 514.26 6.76 250 0.23 0.0.50 4:60 Grate Inlet in Sump 245 D136 10.0 0.13 0.64 011 4:00 0.44 0.00: OAA 0.051 0.020 3.80 2.00 0.63 0.020 1.00 0,67 OA7 0.08 0.09 9.93 1.11 0.08 1.00 OA4 0:90 3.30 YD -23 YD -7 YD -6 0.04 0.49 0.02 0.02 Grade Inlet 244 DI-38 8.0. 0.15 0.68 0.10 400 0.41 0.00 0:41 0.042 0.020 3.85 2:00 0.52. .0.020 1.00 026 0.17 0:08 0.09 627 097 0.08 1:00 0A1 0:00 0.0222 12 0.010 6.91 8.80 4.20 Includes Drainage from YD -6 518.60 Grade Inlet 242 01-313 4.0 0.28. 0.86 024. 4.00 0.95 0.03 0.99 0.041: : 0020 6A7 2.00 0.37 0.020 1.00 0.70 0.17 OA8 0,08 13.06 all 0.11 OAS: OAS 0.51 0.00 0.20 5.24 6.59 1.31 509.55 503.63 147.8 Grade Inlet 241 9/-36 12.0 0.18 0,63 0.10 4.00 0.40 0:51 0.92 0:060 0.020 5:0-9 200 0:39 0.020 1:.00 0.74 0..17 0.08 008 13AS :0.91 0:10: 0.99 0.90 0,01 YD -5 YD -4 0.10 0.35 Grade Inlet 240 01 -36 8.0 0 -11: 0.60 0.07 4.00 0,26 0.00 0.Z6 0.060 0.020 3.16 2.00 0:83 0.020 1.00 0.93 0.17 0.08 0.10 7.00 1.14 0:06 1.00 0.26 0.00 507.50 19.8 0.0101 12 0.010 4.67 5.94 3.33 Grade Inlet 108.1 0.1-1 YD -4 0.15 0.86 0.13 4.00 .0.52 0.00 0.62 YD -3.1 YD -3 0.01 0.40 0.00 0.00 5.00 0.12 0.020 2:60 Grate Inlet in Sump 25.3 DI -1 12 0,63 0.88 0.65 4.00 212 0.00 222 YD -3.1 0.28 0.025 7:00 Grate Inlet in Sump 23.3 :DI -1 0.15 0.23 0:_47 0.11 4:00 0.43 0.00 0A3 12 0.010 5.53 7.04 2.00 Includes Drainage from YD -3 512.53 5.13 YD -3 YD -2 YD -1 0.00 0.00 0.00 0.15 5.25 6.58 1.01 507.00 506.50 44.6 0.0112 0.10 OA93 2.60 Grate inlet in Sump 23.2 D1-3B 8.0 0.10 0.79. 0.08 4:00 0:32 0.00: 0.32 0.079. 0020: : 3.10 2.00 0.64 0.020 1.00 0.94 0.17 0;08 '0.10 8.64 093 0.06 0.99 0.31 0:00 Grade Inlet. Grade inlet 23.1 DI-31B 8..0 0.04 0.69 0:03 4.00 0.11 0:00 : 0.11 0.079 0:020 2.10. 2.00 0.95 0.020. 1:Afl 1..01. 0.17 0.08: 0:10 537 1A9 0:04 1.00 0.11 000 0.010 6.40 5.21 1.00 510.60 :Grade. Inlet 246.1 Grade Inlet 246 245.2 0.07 0.90 0.06 1.12 5.47 6.51 7.29 503.43 500.08 101.9 0.0329 15 0.013 Stormwater Inlet Computations (Check Storm = 6.5 in /hr) Byauverxs Project: Storlefleld Block 102 _ _ _ _ YSAR WWA Project Number: 214075.00 Date: Rev. 04 -14 -15 1�SsocIATES YARD DRAIN INLET DESIGN (ASSUMES INLET 50% CLOGGED) HYDROLOGY CURB INLETS CURB SAG INLETS ONLY GRATE INLET ONLY Ca CL INLET ca iv M Q 14 o ro U ADDRESSED COUNTY COMMENTS E c t" c :C: (3' Qt. o z, ° ? ax uQi H ca tI YD-1 12" ADS Nyloplast Standard Grata 0.07 - 0,053 a 6.7 0.35 0.05 0.113 2 OK YD-2 12" ADS hlyloplast Solid Cover FT /FT IN CFS FPS SEC FT FT Junction Structure YD-3 12" ADS Nyloplast Standard Grate 0.05 CL 0.033 5.00 6.7 0.22 0.02 0.0)5 5.17 OK Y D•3.1 12" ADS;Nylopkast Standard Grate 0.01 1 0.40 0.004 5.00 6.7 0.03 0.03 W 1.80 OK YD-4 y 0.16 0.51 10.082 5.00 6.7 0.54 0.13 0.08 2.65 OK '? 12" ADS Nyloplast Standard Grate 0.10 0.35 5.00 6.7 0.23 0.04 0:(1)8 4.75 OK Y D-6 12" ADS Nylopiast Standard Grate 0.02 0.35 0.007 5.00 6.7 0.05 0.15 0.0)1 iC -5 YD-7 12" ADS 'Nyloplast Standard Grate 0.04 0.49 0.020 5.00 6.7 0.13 0.30 c OK 6.52 6.10 512.01 511.80 11.7 0.0179 o 0.010 18.34 10.38 co a YD-11 12 ADS Nyloplast Standard Grate 0:01 0.35 0.004 �' 6.7 c a- c m OK Y D-12 �' x o t 5.00 uI 0:17 0.08 °' 2.48 OK 0 c 0 0.64 rn 5:00 = a 0.16 REMARKS 1.63 OK d e v 035 c ° 4 0.05 0.19 ,, U E OK Y 9-15 _ 0.29 0.73 0.212 r, 3 £.. �- _ w €� OK 4 a ec 0.35 @) 3 zs o 1 0.46 0.01 z OK YD-17 �. 0.09 c4ro = Z. ",�' `, � i...,... ,c; .... 1.74 OK Y D-18 d w 5.92 + c N 4^ "J L: '"' Junction Structure ' 0 1,19 0.45 0.536 di d 157 0.33 0.415 5.23 OK YD-20 24" ADS Nyloplast Standard Grate 038 0.48 0.182 5 :00 6.7 1.22 0,16 0.115 3.92 3. Y D-21 24" ADS' Nyloplast Standard Grate 0.56 0.39 t : 5.00 63 1.46 0.21 0.110 2.46 : Y D-22 12" ADS Nyloplast Standard Grate 0.07 0.59 0.041 5.00 6.7 4i Vi 0.113 W Z �1 G: 0.10 0.57 0.057 Ci G.1 U` a IL 2.50 C� Y D-24 3 0..03 >a 0 W 5.00 N L .�. 0:33 ta.. G. C. U ;.-, 0.04 0.64 O. ..-; ,.-; O 033 0.02 1.62 OK r L° 1 0;05 0.68 0 -034 5 :00 6.7 1 0.23 4 7 1 0.07 F OK 18 O 18.25 p -0 � � u w �, YD -15 a � 0.02 0.35 Ic ,�, � 5.94 � g 9 cy !- 0.0228 18 0.010 20.69 11.71 3.36 Includes Drainage from YCIA 4 501.90 7.57 YD -14 F a 25.3 0.00 0.00 � 1.64 � 6.35 W '� 492.69 Cl. 0.0229 18 r 15.93 � � CY a 501.45 8.22 1::- Ix. '0 0.63 0.88 0.55 2.19 6.04 6.34 13.89 492.49 490.21 30.1 0.0757 18 0.013 Vl.. �. 1.83 Includes Drainage from STR 25.3 500.76 8.27 25.3 EX 25.2 EX 25 0.00 0.00 F 2.19 6.07 6.33 13.87 490.01 489.65 t 0.0209 18 0.013 15.24 8.62 1.99 Junction Structure Emsting Pipe) 250 DW13 8.0 0,18 0.90 0.16 6:50 1.05 0.00 1 >06 0.030 0.020. 6:844. 2.00 : 014 0,020 1.00 0.67 0_17 0.08 0.09 12AS .0.64 0.12 0.84 0.8'9 0.17 0.05 0.68 0.03 0.03 5.00 6.67 0.23 520.97 Grade Inlet 249 DI-3C 12.0 0.41 0.90 0.37 6.60 2,40 0.00 2AO 0.000 0.020 EX -2 2.00 0.64 0.020 0.05 5.06 6.65 0.35 519.05 517.93 14.9 0.0752 12 1 0.010 12.73 0.16 0.46 0.36 8.22 1200: YD -13 EX -2 EX 27.2 Sump Inlet ..Left 0.55 4.81 12.0 0.25 0.90........023 25.83 6.50 1.46 0.00. 1k6 0.010... 0.020. 8.111 2.00 0..25 0.020 1.00....0.63 14.14 0:17 0.08 0.06... 11A2 1,06 0..16 1.00... 1A6 0.00..... 12.0 0:16 0.90 0.14 6.50 0.94 0:00 0:94 0.010 0.020 6.87: 2.00 0.29 0.020 1_00 0.60 0:17 0,08 0;07 8.97 1..34 0:14 1.00 0.94 000 YD -12 YD -11 0.04 0.63 0.07 0.10 5.06 6.65 Right 248 01 -38 8,0 0.15 0.90 0.14 6.50 0:88 0.00 089 0.012 0.020 6.53 2.010 0:31 0020 1.100 0.62 0.17 0.08 0.07 8.97 0.89 0.13 0.98 0.86 0:02 0.010 8.69 11.07 3.38 Includes Drainage from YD -11 515.51 6.50 YD -11 Grade Inlet 246.1 :1014 0.90 0.37 .0.88 0.33 6,50 2.12 0.00 2:12 148.6, 1 0.0407 15 0.013 13.07 10.65 13.95 Includes Drainage from STIR 250 514.26 6.76 250 026 0.060 520: Grate Inlet in Sump 245 DI.36 100 0.13 0.84 0:11 6.50 0.71. 0.00 0.71 0.051 0020 : 4.56:. 2.00 0 :44 0.020 1.00 0.79 0..17 0.08: 0 -09 11,58 026 0:09 0 :97 0.69 0;02 3.30 YD -23 YD -7 YD -6 0.04 0.49 0.02 0.02 Grade Inlet 244 D1-3B S.O OAS 0.68 0.10 6.50 016 0.00 0.66 0.042 0.020: 462 2-00. 0:43 0.020 1.00 0.78 0:17 0.06 0:09 10.61: 0.75 0.09: 0.92 0.61 006 0.0222 12 0.010 6.91 8.80 4.20 Includes Drainage from YD -6 518.60 Grade Inlet i 242 01 -31B 4.0 0.28 0:.86 024 5.50 1.57 0.00 1.57 0.041 0.026 7.05 2.00: 018 0.020 1.00 0,59 0:17 OAS 0.07 17.10 0:23 0.14 0.38 0.60 0.47 0.00 0.20 5.24 6.59 1.31 509.55 503.63 147.8 Grade Inlet 241 01-36 12.0 0.16 0.63 0.10 6.60 066 019 1.64 0:050 0020 6.75 2.00 0:30 0.020 1.00 061 0.17 0.08 007 18.33 066 0.19 0.85 IIAO 024 YD -5 YD -4 0.10 0.35 Grade Inlet 240 111-36 : 8.0 0.11 .0.60: 0..07 6.50 .0.43 0.00 043 0:050 0.020 3.79: 2.00 i 0.53 0:020 1 :00 0.87 0.17 OAS: 0.09 8.69 0.90 0:08 0.98 OA2 0.01 507.50 19.8 0.0101 12 0.010 4.67 5.94 3.33 Grade inlet 108.1 DI -1 YD -4 0.15 0.86 0.13 6.50 0:84 0.00 0.84 YD -3.1 YD -3 0.01 0.40 0.00 0.00 5.00 0.15 0.620 2:60 Grate Inlet in Sump 25.3 DIA 12 0.63: 0.88 0.55 5.50 3:50 0.06 3:66 YD -3.1 0.37 0.025 10.60 Grate Inlet in Sump 23.3 DI -1 0.15 0.23 0:47 0.11 6.50 0.70 QA0 0.70 12 0.010 5.53 7.04 2.00 Includes Drainage from YD -3 512.53 5.13 YD -3 YD -2 YD -1 0.00 0.00 0.00 0.15 5.25 6.58 1.01 507.00 506.50 44.6 0.0112 4.13 0.193 2.60 Grate Inlet in Sump 1 23.2 DWS 8.0 0.10 0.79 0.08 6.50 0:51 0.00 0.:51 0.079 0.020. 3.7a : 2.8C 1 0:54 0.020 1.00 0.87 0.17 0.08 0.09 10.97 :0.73 0.07 090 0A6 0.05 YCIA Grade Inlet. 23.1 : IZB 8.0 0.04 069 0.03 6.50 0.16 0.00 0.18 0,079 0.020: 2.61: 2.00 0:80 0.020 1,00 0.99 0.17 OA8 0.10 6,64 120 045 1.00 0.18 020 0.0058 15 0.010 6.40 5.21 1.00 510.60 :Grade. Inlet 246.1 246 245.2 0.07 0.90 0.06 1.12 5.47 6.51 7.29 503.43 500.08 101.9 YARD DRAIN INLET DESIGN (ASSUMES INLET 50% CLOGGED) Inlet Hydrology 4/17/15 Inlet Ca CL CL Q) (9 ca iv M Q 14 o ro U ADDRESSED COUNTY COMMENTS E c t" c :C: (3' Qt. o z, ° ? ax uQi H ca tI YD-1 12" ADS Nyloplast Standard Grata 0.07 0.76 0,053 5:00 6.7 0.35 0.05 0.113 6.56 OK YD-2 12" ADS hlyloplast Solid Cover FT /FT IN 11fl In /hr ( ) CFS FPS SEC FT FT Junction Structure YD-3 12" ADS Nyloplast Standard Grate 0.05 0.66 0.033 5.00 6.7 0.22 0.02 0.0)5 5.17 OK Y D•3.1 12" ADS;Nylopkast Standard Grate 0.01 1 0.40 0.004 5.00 6.7 0.03 0.03 0.01 1.80 OK YD-4 18" ADS Nyloplast Standard Grate 0.16 0.51 10.082 5.00 6.7 0.54 0.13 0.08 2.65 OK YD-5 12" ADS Nyloplast Standard Grate 0.10 0.35 1 0.035 5.00 6.7 0.23 0.04 0:(1)8 4.75 OK Y D-6 12" ADS Nylopiast Standard Grate 0.02 0.35 0.007 5.00 6.7 0.05 0.15 0.0)1 1.13 OK YD-7 12" ADS 'Nyloplast Standard Grate 0.04 0.49 0.020 5.00 6.7 0.13 0.30 0.02 1.63 OK 6.52 6.10 512.01 511.80 11.7 0.0179 18 0.010 18.34 10.38 1.13 Includes Drainage from YD -19 YD-11 12 ADS Nyloplast Standard Grate 0:01 0.35 0.004 :5.00 6.7 0.02 0.10 00)1 1 .20 OK Y D-12 12" ADS Nyloplast Standard Grate 0.04 0.63 0.025 5.00 6,7 0:17 0.08 0.06 2.48 OK YD-13 12" ADS Nyloplast Standard Grate 0.03 0.64 0.019 5:00 6.7 OA3 0.16 0.05 1.63 OK Y 9-14 „ 12 ADS Nyloplast Standard Grade 0.02 035 0.007 5 -00 6.7 0.05 0.19 0.0)1 1.11 OK Y 9-15 18" ADS; Nyloplast Standard Gra t e 0.29 0.73 0.212 5.00 6.7 1.41 1 0.08 0.23 7.20 OK YD-16 12 " ADS N!! P to last Standard Grate 0.02 0.35 0:007 5.00 63 0:05 1 0.46 0.01 1.04 OK YD-17 18" ADS Nyloplast Standard Grate 0.09 0.66 0.059 5.00 6.7 0.40 0.33 0.04 1.74 OK Y D-18 12" ADS Nyloplast Solid Cover 5.92 Includes Drainage from YD - ?? 518.97 3.25 YD -24 Junction Structure YD-19 30" ADS Nyloplast Standard Grate 1,19 0.45 0.536 5 -00 6.7 157 0.33 0.415 5.23 OK YD-20 24" ADS Nyloplast Standard Grate 038 0.48 0.182 5 :00 6.7 1.22 0,16 0.115 3.92 OK Y D-21 24" ADS' Nyloplast Standard Grate 0.56 0.39 0218 5.00 63 1.46 0.21 0.110 2.46 OK Y D-22 12" ADS Nyloplast Standard Grate 0.07 0.59 0.041 5.00 6.7 0.28 0.08 0.113 4.21 OK Y D-23 12" ADS Nyloplast Standard Grate 0.10 0.57 0.057 5.00 6.7 038 030 0.115 2.50 OK Y D-24 12" ADS Nyloplast Standard Grate 0..03 0,72 0.022 5.00 6.7 0,14 0:33 0,02 1:62 OK Y D-25 12" ADS Wloplast Standard Grate 0.04 0.64 0.026 5.00 6.7 0.17 033 0.02 1.62 OK Y D-26 12" ADS Nyloplast Standard Grate 1 0;05 0.68 0 -034 5 :00 6.7 1 0.23 J 0.16 1 0.07 1 1-88 OK 1 ADDRESSED COUNTY COMMENTS RU 4/17/15 2 ADDRESSED COUNTY COMMENTS RU 5/12/15 3 ADDRESSED COUNTY COMMENTS RU 6/5/15 4 SIGNATURE SET RU 6/22/15 NO. I SHEET REVISION ( BY I DATE NO. 1. GRATE INLETS ARE ASSUMED TO BE 50% BLOCKED FOR CALCULATION PURPOSES. SHEET REVISION BY ( DATE SH Ok Z_ -I �;"'CNAL 'Le STORM SEWER DESIGN WWA PROJECT NUMBER 214075.00 COMPUTATIONS COUNTY Albemarle DISTRICT DESCRIPTION Slonefield Block D2 SHEET 1 OF 1 FROM POINT TO POINT AREA DRAIN "A" RUN- OFF COEF CA INLET TIME (Tc) RAIN FALL 010) RUNOFF Q INVERT ELEVATIONS LENGTH SLOPE DIA MANNING's n CAPA- CITY (FULL) VEL (FULL) FLOW TIME REMARKS TOP INLET ELEVATIONS INLET DEPTH (H) INLET No. ACRES C NCRE- MENT ACCUM- ULATED MIN IN /HR CFS UPPER END LOWER END FT FT /FT IN 11fl In /hr ( ) CFS FPS SEC FT FT 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 YD -21 YD -20 0.56 0.39 0.22 0.22 5.00 6.67 1.46 513.00 512.67 64.9 0.0051 12 0.010 3.31 4.22 15.39 Includes Drainage from YD -21 517.60 4.60 YD -21 YD -20 YD -19 0.38 0.48 0.18 0.40 5.26 6.58 2.64 512.47 512.21 50.1 0.0052 12 0.010 3.35 4.26 11.76 Includes Drainage from YD -20 517.60 5.13 YD -20 YD -19 YD -18 1.19 0.45 0.54 0.94 5.45 6.52 6.10 512.01 511.80 11.7 0.0179 18 0.010 18.34 10.38 1.13 Includes Drainage from YD -19 517.95 5.94 YD -19 YD -18 YD -17 0.00 0.00 0.00 0.94 5.47 6.51 6.10 511.60 511.14 78.8 0.0058 18 0.010 10.46 5.92 13.31 Junction Structure 518.21 6.61 YD -18 SCC -2 0.45 1.19 1 0.54 1 0.54 5.00 5.18 4 2.77 0.050 0.0 1 2..0 2 0 EC -2 #1.91 0.050 4.00 3.00 6.67 1 3.57 1 0.75 1.00 YD -25 YD -24 0.04 0.64 0.03 0.03 5.00 6.67 0.17 516.68 515.92 64.0 0.0119 12 0.010 5.06 6.44 9.93 Includes Drainage from YD - ?? 519.93 325 YD -25 YD -24 YD -17 0.03 0.72 0.02 1 0.05 5.17 6.61 0.31 515.72 514.67 50.5 0.0208 12 0.010 6.70 8.53 5.92 Includes Drainage from YD - ?? 518.97 3.25 YD -24 YD -17 YD -16 0.09 0.66 0.06 1.04 5.69 6.44 6.72 510.94 503.88 46.2 0.1526 18 0.010 53.49 30.27 1.53 Includes Drainage from YD -17 518.20 7.26 YD -17 YD -16 249 0.02 0.35 0.01 1.05 5.72 6.43 6.76 501.50 501.23 48.2 0.0056 18 0.010 10.25 5.80 8.31 Includes Drainage from YD -16 508.23 6.73 YD -16 249 YD -15 0.41 0.90 0.37 1.42 5.86 6.39 9.07 499.50 498.20 8.5 0.1529 18 0.013 41.19 23.31 0.36 Includes Drainage from STIR 249 508.42 8.92 249 YD -15 YD -14 0.29 0.73 0.21 1.63 5.86 6.39 10.42 498.00 497.14 48.4 0.0178 18 0.010 18.25 10.33 4.69 Includes Drainage from YD -15 502.86 4.86 YD -15 YD -14 25.4 0.02 0.35 0.01 1.64 5.94 6.37 10.43 494.33 493.43 39.4 0.0228 18 0.010 20.69 11.71 3.36 Includes Drainage from YCIA 4 501.90 7.57 YD -14 25.4 25.3 0.00 0.00 0.00 1.64 6.00 6.35 10.40 493.23 492.69 23.6 0.0229 18 0.013 15.93 9.02 2.62 Junction Structure 501.45 8.22 25.4 25.3 EX 25.2 0.63 0.88 0.55 2.19 6.04 6.34 13.89 492.49 490.21 30.1 0.0757 18 0.013 28.99 16.40 1.83 Includes Drainage from STR 25.3 500.76 8.27 25.3 EX 25.2 EX 25 0.00 0.00 0.00 2.19 6.07 6.33 13.87 490.01 489.65 17.2 0.0209 18 0.013 15.24 8.62 1.99 Junction Structure Emsting Pipe) 498.13 8.12 EX 25.2 YD -26 YD -13 0.05 0.68 0.03 0.03 5.00 6.67 0.23 520.97 519.27 42.4 0.0401 12 0.010 9.30 11.84 3.58 Includes Drainage from YD -26 523.58 2.61 YD -26 YCIA 3 EX -2 0.03 0.64 0.05 0.05 5.06 6.65 0.35 519.05 517.93 14.9 0.0752 12 1 0.010 12.73 16.21 1 0.92 Includes Drainage from YCIA 3 521.94 2.89 YD -13 EX -2 EX 27.2 8.65 0.55 4.81 4.81 10.00 5.37 25.83 508.35 496.29 89.4 0.1349 24 0.010 108.30 34.47 2.59 EAsting Pipe 522.49 14.14 EX -2 YD -22 YD -12 0.07 0.59 0.04 0.04 5.00 6.67 0.28 524.72 521.87 69.2 0.0412 12 0.010 9.42 12.00 5.77 Includes Drainage from YD -22 527.92 3.20 YD -22 YD -12 YD -11 0.04 0.63 0.07 0.10 5.06 6.65 0.67 516.73 511.21 48.4 0.1140 12 0.010 1 15.68 19.97 2.42 Includes Drainage from YD -12 525.73 9.00 YD -12 YD -11 250 0.01 0.35 0.07 0.17 5.10 6.63 1.13 509.01 507.70 37.4 0.0350 12 0.010 8.69 11.07 3.38 Includes Drainage from YD -11 515.51 6.50 YD -11 250 EX 27.2 0.18 0.90 0.23 0.40 5.16 6.61 2.66 507.50 501.45 148.6, 1 0.0407 15 0.013 13.07 10.65 13.95 Includes Drainage from STIR 250 514.26 6.76 250 YD -23 YD -7 0.10 0.57 0.06 0.06 5.00 6.67 0.38 524.40 520.52 47.9 0.0810 12 0.010 13.22 16.83 1 2.85 Includes Drainage from YD -23 527.70 3.30 YD -23 YD -7 YD -6 0.04 0.49 0.02 0.02 5.05 6.65 0.13 520.32 513,83 46.3 0.1402 12 0.010 17.39 22.14 2.09 Includes Drainage from YD -7 526.70 6.38 YD -7 YD -6 248 0.02 0.35 0.01 0.06 5.08 6.64 0.42 511.64 510.82 37.0 0.0222 12 0.010 6.91 8.80 4.20 Includes Drainage from YD -6 518.60 6.96 YD -6 248 247 0.15 0.90 0.14 0.20 5.15 6.61 1.32 510.62 509.75 39.4 0.0221 15 0.013 9.62 7.84 5.02 Includes Drainage from STIR 248 517.95 7.33 248 247 246 0.00 0.00 0.00 0.20 5.24 6.59 1.31 509.55 503.63 147.8 1 0.0401 15 0.013 12.96 10.56 13.99 1 Junction Structure 516.02 1 6.47 247 YD -5 YD -4 0.10 0.35 0.04 0.04 5.00 6.67 0.23 512.50 507.90 115.1 0.0400 12 0.010 9.28 11.82 9.74 - Includes Drainage from YD -5 519.10 6.60 YD -5 YD -4 YD -3 0.16 0.51 0.08 0.12 5.16 6.61 0.77 507.70 507.50 19.8 0.0101 12 0.010 4.67 5.94 3.33 Includes Drainage from YD -4 513.16 5.46 YD -4 YD -3.1 YD -3 0.01 0.40 0.00 0.00 5.00 6.67 0.03 509.51 507.81 35.8 0.0475 12 0.010 10.12 12.89 2.78 Includes Drainage from YD -3.1 513.89 4.38 YD -3.1 YD -3 YD -2 0.05 0.66 0.03 0.15 5.22 6.59 1.01 507.40 507.20 14.1 0.0142 12 0.010 5.53 7.04 2.00 Includes Drainage from YD -3 512.53 5.13 YD -3 YD -2 YD -1 0.00 0.00 0.00 0.15 5.25 6.58 1.01 507.00 506.50 44.6 0.0112 12 0.010 4.92 6.26 7.12 Junction Structure 513.12 6.12 YD -2 YD -1 246 0.07 0.76 0.05 021 5.37 6.54 1.35 504.70 503.63 25.9 0.0413 12 0.010 9.44 12.02 2.15 Includes Drainage from YD -1 51135 6.65 YCIA 246.1 246 0.33 0.88 0.29 0.65 5.00 1 6.67 4.34 506.40 506.37 5.2 0.0058 15 0.010 6.40 5.21 1.00 510.60 4.20 246.1 246 245.2 0.07 0.90 0.06 1.12 5.47 6.51 7.29 503.43 500.08 101.9 0.0329 15 0.013 11.74 9.57 10.65 Includes Drainage from STIR 246.1, RD -2, and RD -3 510.20 6.77 246 245.2 245 0.00 0.00 0.00 1.12 5.47 6.51 7.29 499.88 499.05 37.3 0.0223 15 0.013 9.66 7.87 4.74 506.98 7.10 245.2 245 243 0.13 0.84 0.11 1.23 5.65 6.46 7.93 498.85 498.28 37.5 1 0.0152 1 15 0.013 7.99 6.51 5.76 1 Includes Drainage from STIR 245 507.04 8.19 245 244 243 0.15 1 0.68 0.10 0.10 5.00 6.67 0.68 501.70 501.30 25.4 0.0157 15 0.013 8.13 6.62 3.83 Includes Drainage from STIR 244 506.53 4.83 244 243 EX 27.1 0.00 0.00 0.00 6.14 10.04 5.36 32.92 492.91 489.40 87.3 0.0402 24 0.013 45.47 14.47 6.03 EAsting Pie 505.46 12.55 243 242 241 0.28 0.86 0.24 0.24 5.00 6.67 1.61 500.80 496.41 46.0 0.0954 15 0.01: 20.01 16.31 2.82 Includes Drainage from STIR 242 and RD -1 505.18 4.38 242 241 EX 66 0.16 0.63 0.10 0.34 5.05 6.65 2.27 496.21 495.96 2.9 0.0862 15 0.013 19.02 15.50 0.19 Includes Drainage from STIR 241 501.19 4.98 241 EX 66 EX 27.1 0.00 0.00 0.42 0.76 5.38 6.54 4.98 493.46 492.50 22.3 0.0430 15 0.01? 13.43 10.94 2.04 EAsting Pie 498.81 5.35 EX 66 240 EX 27.1 0.11 0.60 0.07 0.07 5.00 6.67 0.44 496.40 496.00 3.4 0.1176 15 0.013 22.22 18.10 0.19 Includes Drainage from STIR 240 500.89 4.49 240 EX 27.1 EX 27 0.00 0.00 0.42 7.31 10.14 5.34 39.04 489.35 488.38 22.3 0.0434 25 0.013 52.71 15.46 1.44 EAsting Pie 500.70 11.35 EX 27.1 108.1 108.2 0.15 0.86 0.13 0.13 5.00 6.67 0.86 495.54 494.85 12.5 0.0552 15 0.013 15.22 12.40 1.01 Includes Drainage from 108.1 505.42 9.88 108.1 108.2 EX 108 0.00 0.00 0.13 0.13 0.00 9.08 1.17 494.65 493.09 69.6 0.0224 15 0.013 9.70 7.90 8.81 499.55 4.90 108.2 EX 108 EX 24 0.10 0.90 0.22 0.22 5.02 6.66 1.46 492.89 49233 11.5 0.0487 15 0.013 1 14.29 11.65 0.99 EAsting Pie 497.66 4.77 EX 108 23.2 23.1 0.10 0.79 0.08 0.08 5.00 6.67 0.53 495.13 494.10 23.5 0.0438 24 0.013 47.49 15.12 1.55 Includes Drainage from 23.2 501.64 6.51 23.2 23.3 23.1 0.23 0.47 0.11 0.11 5.00 6.67 0.72 504.40 496.25 116.0 0.0697 15 0.013 17.10 13.94 8.39 Includes Drainage from 23.3 509.43 5.03 23.3 23.1 EX 23 0.04 0.69 0.03 0.21 5.14 6.62 1.42 493.90 493.01 16.9 0.0527 24 0.013 52.05 1 16.57 1.02 Includes Drainage from 23.1 500.15 6.25 23.1 EX 23 EX 22 0.00 0.00 1 8.60 8.81 1 11.24 5.13 45.25 485.61 480.78 2591 1 0.0186 42 0.013 137.74 1 14.32 18.10 EAsting Pipe 499.06 1 13.45 EX 23 ® W DESIGNED BY: RUAM Incremental c DRAWN BY: Ta DIHR BY: DMJ Channel WWA NUMBER: 214075.02 Allowable 2 -Year Maximum Segment ID incremental c Drainage Area Te 1 (in/hr) 2( i Cl cfs 2( ) Slope Geometry Liner Material V2 x R2 n Velocity � eloci � 11fl In /hr ( ) Q19 c� I � 10 -Year Channel Remarks (Ac.) (min) (�h) (fps) Imo) Depth ft p () Depth (ft) Incremental Accumulated b Zt Z2 SCC -1 0.35 0;26 0.09 0.09 5.00 5.78 4.47 0 .019 0.0 2.0 2.0 EC -2 0.25 0.:450 4 00 1.33 6.87 0.61 0.46 1.00 ' SCC -1 ...0.35 ...0.26 0.09 0.08 5.00 6.18 0.47 0.235 0.0 2.0 2A EC -2 0,40 0.050 4.00 3.40.. 6.67 0, 61 0.29 1.0Q r SCC -2 0.45 1.19 1 0.54 1 0.54 5.00 5.18 4 2.77 0.050 0.0 1 2..0 2 0 EC -2 #1.91 0.050 4.00 3.00 6.67 1 3.57 1 0.75 1.00 ® W DESIGNED BY: RUAM SURVEYORS 01 �. ENGIINEERS DRAWN BY: Ta PLANNERS AsSOCIATES DIHR BY: DMJ PO Box 4119 3040 Avemore Square PI. Lynchburg, VA 24502 Chulott>sville, VA22917 Phone: 434.316.6080 Phone 434.984.2700 www.wwassociates.net WWA NUMBER: 214075.02 PROJECT: STONEFIELD BLOCK D2 FINAL SITE PLAN ALBEMARLE COUNTY, VIRGINIA TITLE: STORM DRAIN CALCULATIONS FILE NAME: DISCIPLINE: SCALE: DATE: 407502_SW-2.dwg CIVIL V: MINA 11114114 SET REV. NO. 4 DRAWING NUMBER: C -19 SHEET NUMBER: 19 of 33 3 'o �i N Ci n i v 'a a 0 Uil N vi 0 t 3 F� a, W v- N i C LEGEND BMP ANALYSIS AREA — TMP 61 K -613-4 +� N/F BENJAMIN B. AND I _ ' — H.V. TINSLEY WHITE � T I � � � D.B. 41 1, PC. 197 � / TMP 6'W-3-21A I �O� � •" , LINDA BLAKE I I \ / GAYLE LLC � I I I I T = ='L I' IJ ' III I,I D. FIELD Qf . ' "I SECTI - I I 69 � o I i PG 425 - I o - O 00 h I I I I D.B. 0, P 73 426 LAT I I o I I - I I J D. 70q P 517 2IPLq I i I ° II I i:,x -- — I D 712, 8 PLAT I I I I I o I I CD CD "NO THRU TRAFFIC" _/ oHU -- oHU R 1 0 PLA I I o OHU I I J 0 u — – oHU — OHU = oHU D I� AND / _ _ — oHU — 0HU �� j __ -_ I U E: IRES'IDE 15 I O _ C��,_� /' �/, / ---' = OHU - -_.. OHU ' �\ —� I \ TI L I I I I I ' I —_I O TMP 61K-9-1 N/F RAYMOND C. OR AMY HAWKINS DOSS I ° ,�j/ — — — ® — D.B. 754, PG. 413 I �j/ �—� _ — — -� ��- �❑ / //� — — _ — — -® - _`ice I I MP AL IT rAC � / —. — _— _ _ 60 I `� —— _ +�I IMPERVIOU _ .871 AC I 1� IM ERVIbiJ I I I I I \ / s W �J SAN I x TMP 61K5 -1A 7 N/F JAMES L. AND MAXINE F. STEELS / O r ...- . NING ALL — _ D.B. 1140, PG. 261 /1 By T SEPARA f3UILDINC _ PERMIT RE UIRED (TYf) c I —_ cLwr�J.l »COMMONWEALTH DR. \ I "NEXT SIGNAL" l J –TiT- LOT z r° — a e _ / l TMP 61 W 3 19E2 �� SA S s NbS NVS s VS '�'6S '-�� s THEI HAVEN AT STO FIELD, LLC W— --► W� W W W- `�J W Wn I D B 41 41 ) �; .. ZONED NNIF £� D TMP 61K-5-1 Q kr L BRANDERMILL INVESTMENTS INC. D.B. 151 1, PG. 93 — — — — I .I • GE o ❑ — ` . D Y O r � , : IL T ». :.,. L . :�, �.. � ` ST P AND ..:... —�- �, 3s fix. r ❑ D �:. IYi+-I- ILLrYi`F/0�— .W... M SAN 7v1F1... STREET SIGN W W V�r u, - W W -I�l y v� -- W AN �A —SAN - STOP AND _ » i „ST w EX -V W Lu W _ .. . W / r »STOP" I; w HYATT PLACE SICN �I PARCEL 1 '25 MPH" Q LOT D3 TMP 61W-,3-19A � I 61 W -324 I ALBEMARLE PLACE �O »25 MPH" Q MACFARLANE EAAP, LLC ° STONEFIELD, LLC DB 4135 PG 249 II J DB 4165 PG 001 � z DB 4135 PG 215 (PLAT) PARCEL 11 ( DB 4135 PG 215 (PLAN 29.568 AC (ORIGINAL) TMP 61W -3- 19A ZONED .NMD ZONED NMD ALBEMARLE PLACE I z TMP 40C -46 I EAAP, LLC I I'm N/F VIRGINIA TELEPHONE AND TELEGRAPH I DB 4135 PG 2(9 �) DB 4135 PG 215 PL T z L 29.568 AC (ORIbNALI \ ZONED NMb I� � I D z� cn z MP 40C -45 AND LILA D. MARSHALL I ❑ 620, PG. 822 I I-� I SAN MH z 1 ADDRESSED COUNTY COMMENTS RU 4/17/15 ,� of DESIGNED U : PROJECT: STONEFI ELD BLOCK D2 SET REV. N0. 2 ADDRESSED COUNTY COMMENTS RU 5/12/15 l ENGINEERS FINAL SITE PLAN 4 3 ADDRESSED COUNTY COMMENTS RU 6/5/115 r IF THIS DRAWING IS A REDUCTION SURVEYORS DRawry BY: ALBEMARLE COUNTY, g� RU 6/22/15 � '�, GRAPHIC SCALE MUST BE USED TO TITLE: VIRGINIA DRAWING NUMBER: 4 SIGNATURE PLANNERS H T z DIHR BY: BMP ANALYSIS AREA MAP C -2O SCALE: 1 = 40' ASSOCIATES DMJ PO sox 4119 3040 Avon,oie Square PI. SHEET NUMBER: ti Lynchburg, VA 24502 Cb-l.a sviM,VA22911 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: �. Phone: 434.316.6080 Phone: 434.984.2700 CIVIL H: 1 A =40' 11 14 / 14 2 0 of 33 tdNAL �'� 40' 0 40' witiw.wu +associates net 214075.02 407502—SW V. N/A NO. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE 3 3 CJ 0 r\ 0 i v ti In 'o N 0 Ui V_ N 0 0 r c 3 1.20 W v°- N ►; -6) Filterra Standard Plan Notes fitter r� t action & Installation ons r n t A. Each unit shall be constructed at the locations and elevations according to the sizes shown on the approved drawings. Any modifications to the elevation or location shall be at the direction of and approved by the Engineer. B If the Filters"' is stored before installation, the top slab must be placed on the box . using the 2x4 wood provided, to prevent any contamination from the site, All internal fittings supplied (if any), must be left in place as per the delivery. C. The unit shall be placed on a compacted sub -grade with a minimum 6 -inch gravel base matching the final grade of the curb line in the ar ea of the unit. The unit is to be placed such that the unit and top slab match the grade of the curb in the area of the unit. Compact undisturbed sub -grade materials to 95 %e of maximum density at +I- 2% of optimum. moisture. Unsuitable material below` sub -grade shall be replaced to the site engineers approval. D. Outlet connections shall be aligned and sealed to meet the approved drawings with modifications necessary to meet site conditions and local regulations. E. Once the unit is set, the internal wooden forms and protective mesh cover must be left intact:. Remove only the temporary wooden shipping blocks between the box and top slab. The top lid should be sealed onto the box section before backfiiling, using a non - shrink grout, butyl rubber or similar waterproof seal. The boards on top of the lid and boards sealed in the unit's throat must NOT be removed. The Supplier (Americast or its authorized dealer) will remove these sections at the time of activation. Backfilling should be performed in a careful manner, bringing the appropriate till material up In 6" lifts on all sides. Precast sections shall be set in a manner that will result in a watertight joint. In all instances, installation of Filterra" unit shall conform to ASTM specification C891 "Standard Practice for Installation of Underground Precast Utility Structures ", unless directed otherwise in contract docurnents. F. Curb and gutter construction (wrhere present) shall ensure that the flow -line of the Fitterm" units is at a greater elevation than the flow -line of the bypass structure or relief (drop inlet, curb cut or similar). Failure to comply with this guideline may cause failure and /or damage to the Filterra'�'' environmental device. O. Each Filters unit must receive adequate irrigation to ensure survival of the living system during periods of drier weather. This may be achieved through a piped system, gutter flow or through the tree grate. 07'0 7,'06 www.rlterra.com 26 CROWNED FLUME PRECAST FILTERRA TOP SLAB (TYP) Gtl TCDQA TLJDl1AT 4 -6" 1 PRECAST FILTERRA BOX WALL OYP) FLUME SLOPED TOWARDS FILTERRA THROAT PRECAST FILTERRA TOP SLAB CI IRR OPENING ( TYP ) 5. t 4-6" FILTERRA � x r Y THREAT OPENING l x f r n PENIN -fi" OPENING _. ,... CAST -IN -PLACE FLUME & GUTTER (SLOPED TOWARD e DOWEL FILTERRA THROAT) ,� + CAST-IN-PLACE FLUME & GUTTER (TYP) PRECAST DOWEL (CROWNED AND SLOPED FILTERRA TOWARD FILTERRA THROATS) BOX WALL SECTIONS VIEWS OF FILTERRA IN TYPICAL FLUME APPLICATIONS SEE BELOW FOR DETAILS NOT SHOWN STANDARD 90° NOSING (OTHER NOSING AVAILABLE UPON REQUEST) PRECAST TOP SLAB 4 -6" CLEAR THROAT OPENING 4 O • 9, ' L y o. 4 e A Q 4 ° ° a . d a CAST -IN -PLACE DEPRESSED GUTTER ° a. ° a AND THROAT OPENING -a (BY CONTRACTOR) 1 ll 4 DOWEL BARS O 12" O.C. BY AMERICAST TO BE BENT AS NECESSARY BY CONTRACTOR PRIOR TO INSTALLATION N DF F IELD P OURED GUTTER R THROAT PROTECTION DEVICE :CURB INLET 000aaoo 4 FILTERRA o��pQ'� ,� »� o Q �.d LL LLLL LLLLLI_ STABILIZED AND FILTERRA E" aaa� LLLLL LLL ." U 4' -0" r (1) 3x3 i 4 x 12 PLAN VIEW STANDARD TRANSITION FROM ELEV W MUST CURB AND STANDARD TO BE HIGHER GUTTER DEPRESSED THAN ELEV 'B` (TYP) GUTTER (TYP) SLOPE FILTERRA THROAT CURB INLEr THft0A7 GUTTER GUTTER FLOW FLOW DEPRESSED GUTTER AT FILTERRA BYPASS CURB INLET THROAT OPENING (TYP) FLOWLINE ELEV'A' FLOWLINE ELEV'B' ELEVATION VIEW INTERLOCKING FILTERRA UNIT - STORMWATER JOINT (TYP) °p STRUCTURE d � f: 0 44 OUTLET PIPE CV O'^• 1 (BY OTHERS) CONNECT > TO STORM DRAIN Z , INVERT O PERFORATED OUT sroRMwATER 3' -6 1 SYSTEM (3'-6') STRUCTURE UNDERDRA N S S EM 1 BY AMERICAST EFFLUENT IN (MUST HE LOWER). CROSS SECTION MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA 6" SDR -35 PVC ATE: - D 07 07 06 DWG: FLP -2 M a W a I I <<m a a Q Q 1J1%U�L1L1 ��UR FILTERRAO R TYPICAL FLOWLINE o C.pyielwD2007b A „tena l AND OULET PIPE RELATIONSHIP x 0.08 = ' US PAT 5,277,274 I AND 6;569,321 -6) Filterra Standard Plan Notes fitter r� t action & Installation ons r n t A. Each unit shall be constructed at the locations and elevations according to the sizes shown on the approved drawings. Any modifications to the elevation or location shall be at the direction of and approved by the Engineer. B If the Filters"' is stored before installation, the top slab must be placed on the box . using the 2x4 wood provided, to prevent any contamination from the site, All internal fittings supplied (if any), must be left in place as per the delivery. C. The unit shall be placed on a compacted sub -grade with a minimum 6 -inch gravel base matching the final grade of the curb line in the ar ea of the unit. The unit is to be placed such that the unit and top slab match the grade of the curb in the area of the unit. Compact undisturbed sub -grade materials to 95 %e of maximum density at +I- 2% of optimum. moisture. Unsuitable material below` sub -grade shall be replaced to the site engineers approval. D. Outlet connections shall be aligned and sealed to meet the approved drawings with modifications necessary to meet site conditions and local regulations. E. Once the unit is set, the internal wooden forms and protective mesh cover must be left intact:. Remove only the temporary wooden shipping blocks between the box and top slab. The top lid should be sealed onto the box section before backfiiling, using a non - shrink grout, butyl rubber or similar waterproof seal. The boards on top of the lid and boards sealed in the unit's throat must NOT be removed. The Supplier (Americast or its authorized dealer) will remove these sections at the time of activation. Backfilling should be performed in a careful manner, bringing the appropriate till material up In 6" lifts on all sides. Precast sections shall be set in a manner that will result in a watertight joint. In all instances, installation of Filterra" unit shall conform to ASTM specification C891 "Standard Practice for Installation of Underground Precast Utility Structures ", unless directed otherwise in contract docurnents. F. Curb and gutter construction (wrhere present) shall ensure that the flow -line of the Fitterm" units is at a greater elevation than the flow -line of the bypass structure or relief (drop inlet, curb cut or similar). Failure to comply with this guideline may cause failure and /or damage to the Filterra'�'' environmental device. O. Each Filters unit must receive adequate irrigation to ensure survival of the living system during periods of drier weather. This may be achieved through a piped system, gutter flow or through the tree grate. 07'0 7,'06 www.rlterra.com 26 CROWNED FLUME PRECAST FILTERRA TOP SLAB (TYP) Gtl TCDQA TLJDl1AT 4 -6" 1 PRECAST FILTERRA BOX WALL OYP) FLUME SLOPED TOWARDS FILTERRA THROAT PRECAST FILTERRA TOP SLAB CI IRR OPENING ( TYP ) 5. t 4-6" FILTERRA � x r Y THREAT OPENING l x f r n PENIN -fi" OPENING _. ,... CAST -IN -PLACE FLUME & GUTTER (SLOPED TOWARD e DOWEL FILTERRA THROAT) ,� + CAST-IN-PLACE FLUME & GUTTER (TYP) PRECAST DOWEL (CROWNED AND SLOPED FILTERRA TOWARD FILTERRA THROATS) BOX WALL SECTIONS VIEWS OF FILTERRA IN TYPICAL FLUME APPLICATIONS SEE BELOW FOR DETAILS NOT SHOWN STANDARD 90° NOSING (OTHER NOSING AVAILABLE UPON REQUEST) PRECAST TOP SLAB 4 -6" CLEAR THROAT OPENING 4 O • 9, ' L y o. 4 e A Q 4 ° ° a . d a CAST -IN -PLACE DEPRESSED GUTTER ° a. ° a AND THROAT OPENING -a (BY CONTRACTOR) 1 ll 4 DOWEL BARS O 12" O.C. BY AMERICAST TO BE BENT AS NECESSARY BY CONTRACTOR PRIOR TO INSTALLATION N DF F IELD P OURED GUTTER R PRECAST BOX WALL IMPORTANT FILTERRA FLOWLINE MUST BE AT A HIGHER SECTION VIEW ELEVATION THAN BYPASS STANDARD FILTERRA THROAT OPENING FLOwLINEOTHER> INLET OR MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA DRAWING AVAILABLE IN TIFF FILE FORMAT. DATE: 02 -27 -06 DWG: CGT -4 D IL A� U1%llL��Up F TERR THROAT O OPENING G o AND GUTTER OR FLUME DETAIL cap>yrlgm'+�2007by .amrricast US PAT 6,277,274. AND 6,568,323 6) Activation filterQ A. Activation of the Filterra K unit is performed ONLY by the Supplier. Purchaser is responsible for Filterra'� inlet protection and subsequent clean out cost. This process cannot commence until the ro'ec`t site is fully stabilized and cleaned (full P 1 landscaping, grass cover, final Pa vin g and street sweeping completed), negating the chance of construction materials contaminating the Filterrat system. Care shall be taken during cons huctionnot m damage the protec ti ve throat and to p p lates. B. Activation includes installation ofplant(s) and mulch layers as necessary. Included Maintenance A. Each correctly installed FilterraC unit is to be maintained b y Supplier, the Su lier, or a Supplier approved contractor for a minimum period of l year. The cost of this service is to be mclu d;.d. in the price of each Filterra ' Unit. Extended maintenance contracts are; available at extra cost upon request. B. Annual included maintenance consists of a maximum of (2) scheduled visits. The visits are scheduled seasonally; the spring visit aims to clean tip after winter toads that may include salts and sands. The fall visit helps the system by removing excessive leaf litter. C. Ealeh included Maintenance visit consists of the following tasks. I. Fitterra" unit inspection 2. Foreign debris, silt, mulch & trash removal 3. Filter media evaluation and recharge as necessary 4. Plant health evaluation and pruning or replacement as necessary 5. Replacement of mulch 6. Disposal of all maintenance refuse items 7. Maintenance records updated and stored (reports available upon request) D. Tlae beginning and ending date of Supplier's obligation to 'maintain the installed system shall be determined by the Supplier at the time the system is activated. Owners muust promptly notify the Supplier of any damage to the plant(s), which constitute(s) an integral part of the bioretention technology. 07,107A.96 ww'w.fllterra.com 27 6" I W [-6" I I I INLET SHAPING j (BY OTHERS) t I I t I SDR -35 PVC COUPLING 1 CAST INTO PRECAST BOX 1 WALL BY AMERICAST I i t (OUTLET PIPE LOCATION VARIES) L------- --- --- ----- ----- - - - -- L, . l CURB (BY OTHERS) PLAN VIEW TREE FRAME PLANT AS SUPPLIED CLEANOUT COVER & GRATE BY AMERICAST GALVANIZED CAST IN TOP SLAB CAST IN (NOT SHOWN ANGLE NOSING TOP SLAB TOP SLAB' FOR CLARITY) CURB AND GUTTER INTERLOCKING (BY OTHERS) JOINT (TYP) STREET O �C14 I F_ �] WE BARS I > 0 12" Q.G. MULCH PROVIDED BY AMERICAST PERFORATED UNDERDRAIN SYSTEM U'NDERDRAIN STONE PROVIDED BY AMERICAST BY AMERICAST FILTER MEDIA PROVIDED BY AMERICAST SECTION A -A DESIGNATION THROAT PROTECTION DEVICE W DO NOT REMOVE - LEAVE I1. IN PLACE UNTIL SITE IS ,_ " 4 0 STABILIZED AND FILTERRA t t IS ACTIVATED ." U 4' -0" PRECAST BOX WALL IMPORTANT FILTERRA FLOWLINE MUST BE AT A HIGHER SECTION VIEW ELEVATION THAN BYPASS STANDARD FILTERRA THROAT OPENING FLOwLINEOTHER> INLET OR MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA DRAWING AVAILABLE IN TIFF FILE FORMAT. DATE: 02 -27 -06 DWG: CGT -4 D IL A� U1%llL��Up F TERR THROAT O OPENING G o AND GUTTER OR FLUME DETAIL cap>yrlgm'+�2007by .amrricast US PAT 6,277,274. AND 6,568,323 6) Activation filterQ A. Activation of the Filterra K unit is performed ONLY by the Supplier. Purchaser is responsible for Filterra'� inlet protection and subsequent clean out cost. This process cannot commence until the ro'ec`t site is fully stabilized and cleaned (full P 1 landscaping, grass cover, final Pa vin g and street sweeping completed), negating the chance of construction materials contaminating the Filterrat system. Care shall be taken during cons huctionnot m damage the protec ti ve throat and to p p lates. B. Activation includes installation ofplant(s) and mulch layers as necessary. Included Maintenance A. Each correctly installed FilterraC unit is to be maintained b y Supplier, the Su lier, or a Supplier approved contractor for a minimum period of l year. The cost of this service is to be mclu d;.d. in the price of each Filterra ' Unit. Extended maintenance contracts are; available at extra cost upon request. B. Annual included maintenance consists of a maximum of (2) scheduled visits. The visits are scheduled seasonally; the spring visit aims to clean tip after winter toads that may include salts and sands. The fall visit helps the system by removing excessive leaf litter. C. Ealeh included Maintenance visit consists of the following tasks. I. Fitterra" unit inspection 2. Foreign debris, silt, mulch & trash removal 3. Filter media evaluation and recharge as necessary 4. Plant health evaluation and pruning or replacement as necessary 5. Replacement of mulch 6. Disposal of all maintenance refuse items 7. Maintenance records updated and stored (reports available upon request) D. Tlae beginning and ending date of Supplier's obligation to 'maintain the installed system shall be determined by the Supplier at the time the system is activated. Owners muust promptly notify the Supplier of any damage to the plant(s), which constitute(s) an integral part of the bioretention technology. 07,107A.96 ww'w.fllterra.com 27 6" I W [-6" I I I INLET SHAPING j (BY OTHERS) t I I t I SDR -35 PVC COUPLING 1 CAST INTO PRECAST BOX 1 WALL BY AMERICAST I i t (OUTLET PIPE LOCATION VARIES) L------- --- --- ----- ----- - - - -- L, . l CURB (BY OTHERS) PLAN VIEW TREE FRAME PLANT AS SUPPLIED CLEANOUT COVER & GRATE BY AMERICAST GALVANIZED CAST IN TOP SLAB CAST IN (NOT SHOWN ANGLE NOSING TOP SLAB TOP SLAB' FOR CLARITY) CURB AND GUTTER INTERLOCKING (BY OTHERS) JOINT (TYP) STREET O �C14 I F_ �] WE BARS I > 0 12" Q.G. MULCH PROVIDED BY AMERICAST PERFORATED UNDERDRAIN SYSTEM U'NDERDRAIN STONE PROVIDED BY AMERICAST BY AMERICAST FILTER MEDIA PROVIDED BY AMERICAST SECTION A -A DESIGNATION L W TREE GRATE QTY & SIZE OUTLET PIPE 4 x 6 ,_ " 4 0 - 6 0 1_ 3x3 4 SDR -35 PVC 4 x 8 4' -0" 8' -0" (1) 3x3 4" SDR -35 PVC 4 x 12 4' -0" 12' -0" (2) 3x3 4" SDR -35 PVC 6 x 8 6' -0" 8' -0" (1) 4x4 4" SDR -35 PVC 6 X 10 6' -0" 10' -0" (1) 4x4 6" SDR -35 PVC 6 x 12 6' -0" 12' -0" (2) 4x4 6" SDR -35 PVC 7 x 13 7' -0" 13' -0" (2) 4x4 6" SDR -35 PVC MODIFICATIONS QF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA DRAWING AVAILABLE IN TIF FILE FORMAT. DATE: 09- 04 -07' DWG: FTNL -3 D Q a PRECAST FILTERRAO UNIT fi Rome MARROW LENGTH CONFIGURATION conyrigbr�aoo7byAmeac.a US PAT 8,277;274 AND 6,569,321 BOX SIZE 4" SDR -35 GASKETED COUPLING TREE GRATE 4X8 & 6X8 9 " -0' 3'x3' CAST INTO PRECAST WALL - t i' 0" Modified Narrow Length Sidewalk Configuration 23:4 6 X 4 (LOCATION VARIES). PARKING LOT OR STREET m 496.33 4 4" PVC OUTLET PIPE (BY OTHERS) FACE OF CURB. 25.5 13 X 7 CONNECT TO APPROPRIATE GRASS 496.00 6 OUTFALL (LOCATION VARIES). 48" THROAT 244.1 6X.4 507.19 503.52 I 1 4 1 Yes No 245.1 6X4 A A. 503.98 m 4 I I No o M a W a I I <<m a a M No Yes ds and cultivated turf x 0.08 = x 0 0 = I Area •� x 0.25 = x 0.25 = _ _.®.__._ ter lmpeNous Areas Area 1 k� I Area 3 -- Area 1 I iM MODIFIED FILTERRA TOP SLAB SIDEWALK I � - - � 60" - -' CENTER OF .3X3 TREE GRATE BOX SIZE DIM.. "A" TREE GRATE 4X8 & 6X8 9 " -0' 3'x3' 6X10 - t i' 0" Modified Narrow Length Sidewalk Configuration NARROW MODIFIED NA W LENQDq _ FILTERRA UNIT ONLY FOR 4X8 (SHOWN) PLEASE NOTE 6X8 AND 6x10 BOXES MODIFICATION ON PROJECT INFORMATION FORM MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA [DATE: 09 -04 -07 DWG: FTSC -2 G) Q� TYPICAL FILTERRA@ Werra" SIDEWALK CONFIGURATIONS Copyright .2007 by A.crkast TOLL FREE ($66) 349 145& U AND 36,569 327 4 . iii~ FILTERRAS TO BE STANDARD /NARROW LENGTH CONFIGURATION WITH RECESSED TOP SLAB UNLESS OTHERWISE NOTED. FILTERRA 248.1 SHALL BE A MODIFIED NARROW LENGTH SIDEWALK CONFIGURATION UNIT. SEE TYPICAL DETAILS AND FILTERRA SCHEDULE ON THIS SHEET. Filterra Schedule Structure Number Size (ID ft) Filterra TC Filterra INV OUT Bypass Str INV IN PVC Outfall (in.) Recessed Top Modified Narrow Length Sidewalk Configuration 23:4 6 X 4 501.77 498.10 496.33 4 Yes No 25.5 13 X 7 501 -48 497.65 496.00 6 Yes No 244.1 6X.4 507.19 503.52 501.90 1 4 1 Yes No 245.1 6X4 507.65 503.98 502.00 4 Yes No 248-1 4 X 8 518.04 514.54 512.00 4 No Yes 1 ADDRESSED COUNTY COMMENTS RU 4/17/115 TI3 Q,� 2 ADDRESSED COUNTY COMMENTS RU 5/12/15 J. 3 ADDRESSED COUNTY COMMENTS RU 6/5/15 4 SIGNATURE SET RU 6/22/15 �9TvannlmzJ.�sAX Tr IArdl`�� NO. SHEET REVISION BY I DATE I NO. SHEET REVISION ® ENGINEERS SURVEYORS PLANNERS AssOCIATES PO Box 4119 3040 Avemore Squue PI. Lynchburg, VA 24502 Chmlottesviille, VA 22911 Phone- 434.316.6080 Phone: 434.984.2700 www.wwassociatesmet Short Version B MP Computations For Worksheets 2 - 6 Albemarle County Water Protection Ordinance: Modified Simple Method Plan Stonefleld Block D2 FSP Water Resources Area Preparers SAR Date: 10 -27 -14 Project Drainage Area Designation Townhomes L storm pollutant export in pounds, L = [P(Pl)Rvf12 j [ C(A)2.72] Rv mean runoff coefficient, Rv= 0.05 + 13:009(1) Pj small storm correction factor, 0.9 I percent imperiousness P annual precipitation, 43" in Albemade A project area in acres in subject drainage area, A 5 (i0, C pollutant concentration, mgll or ppm target phosphorus f factor applied to RR V required treatment volume in cy, 0.5" over impery area = A(1)43560(0,5t12}!27 RR required remoml , L(post) - f x L(pre) °ERR removal efficiency, RR100tL(post) Impervious Cover Computation (values in feet & square feet)... Item .-,.. -._. ........ ... ,,,,,_. pre - development Area post- developm n0. walks Width no. subtotal a 57796 Roads 10,570 Driveways 17,071 Sidewalks 'kill. 9 Lots Area 1 Area 2 Area 3 Area 4 Area 1 Area 2 Area 3 Area 4 0.70 6 O 90 0.23 7.91 23 12 Q _ Q 69 /6; Development Area 0 ; ..� I uel areas, Area 1 Area 2 subtotal 10.83 Area 1 Area 2 subtotal _.;. ......... „.._ (T 85 ; 1%, 0,06 , 1-16 ; ..... 13.21 12,22 r X0.7Q= x070= _...., .............._: _ uctures _.....:.:.,........._ Area no _. _.. subtotal __.a. Area no __. , 83,248. Buildings I, Judy- grazed pasture & Area Area i ds and cultivated turf x 0.08 = x 0 0 = :Re crop land Area Area x 0.25 = x 0.25 = _ _.®.__._ ter lmpeNous Areas Area 1 Area 2 Area 3 -- Area 1 _®. Area 2 Area 3 Impervious Cover €........ Q °Im I(pre) R00 .j.. _ ..V. t167 260.31 Redevelopment �4r Development Areas existing impervious cover > 20%) C € t (p re ) Rv (p re) L(pre) L(post) RR l RR Area Type 0.70 6 O 90 0.23 7.91 23 12 15.99 1 _ Q 69 /6; Development Area 0 ; ..� - - s 0.851 � CT° r O.05 0.86 11.56 ? 10.83 94 %l Drinking WaterWat�Fteds . 040 _.;. ......... „.._ (T 85 ; 1%, 0,06 , 1-16 ; ..... 13.21 12,22 r _ _. .._ ........ ............ 93 °l0t C3ther Rural Land rev. 30 May 2002 JMK 0_1 I M►k, M." :a ZUTE T I (post) STORMWATER DETENTION FOR THE IMPROVEMENTS PROPOSED WITH THIS SITE PLAN WILL BE PROVIDED BY THE PERMANENT NORTH SWIM FACILITY. DETAILS FOR THE FACILITY ARE PROVIDED ON THE ALBEMARLE PLACE STORMWATER MANAGEMENT PLAN AMENDMENT NO.4, WPO# 2010 - 00023. STORMWATER QUALITY FOR THE IMPROVEMENTS PROPOSED WITH THIS SITE PLAN WILL BE PROVIDED BY THE STORMFILTER AND VORTECHS UNITS TO BE CONSTRUCTED AS PART OF THE ALBEMARLE PLACE STORMWATER MANAGEMENT PLAN AMENDMENT NO.4, WPO# 2010- 00023, AND THE FILTERRAS PROPOSED AS PART OF THIS PLAN. THE STORMFILTER AND VORTECHS UNITS PROVIDE A POLLUTANT REMOVAL RATE OF 60 %. THE FILTERRAS PROVIDE A POLLUTANT REMOVAL RATE OF 74 %. THE REQUIRED POLLUTANT REMOVAL RATE IS 66% FOR BLOCK D2. (PLEASE REFER TO BMP COMPUTATIONS USING THE SIMPLE METHOD WORKSHEET PROVIDED ON THIS DRAWING.) THE FILTERRAS SHOWN FOR BLOCK D2 SHALL BE INSTALLED AS PART OF THIS PLAN AND WILL PROVIDE THE REMAINING WATER QUALITY NECESSARY FOR THAT PORTION OF THE STONEFIELD DEVELOPMENT. POLLUTANT REMOVAL CALCULATIONS FOR BLOCK D2 REFERENCE SIMPLE METHOD WORKSHEETS ON THIS DWG AND THE DRAINAGE AREA MAP ON DWG No. C -18. TOTAL DRAINAGE AREA = 5.60 ACRES TOTAL L(PRE) = 7.91 LBS TOTAL L(POST) = 23.12 LBS TOTAL POLLUTANT REMOVAL REQUIRED = 15.20 LBS DRAINAGE AREA TO FILTERRAS = 1.16 ACRES PERCENTAGE PROJECT AREA TREATED BY FILTERRAS = 20.7% FILTERRA POLLUTANT REMOVAL RATE = 74% STORMFILTER & VORTECHS POLLUTANT REMOVAL RATE = 60% POLLUTANT REMOVED BY FILTERRAS (0.207)(23.12 LBS)(0.74) = 3.54 LBS POLLUTANT LOAD REMAINING = 23.12 - 3.54 = 19.58 LBS POLLUTANT REMOVED BY STORMFILTER & VORTECHS (19.58 LBS)(0.60) = 11.75 LBS TOTAL POLLUTANT LOAD REMOVED 3.54 LBS + 11.75 LBS = 15.29 LBS 15.29 LBS > 15.20 LBS POLLUTANT REMOVAL REQUIREMENTS ARE MET FOR THIS AREA. DESIGNED BY: PROJECT. RU STONEFI ELD BLOCK D2 DRAWN BY: FINAL SITE PLAN ra ALBEMARLE COUNTY, VIRGINIA TITLE. DIHR BY: STORMWATER MANAGEMENT CALCULATIONS AND DETAILS DMJ WWA NUMBER: FILE NAME: DISCIPLINE. SCALE: DATE: 214075.02 407502_SW-4.dwg CIVIL V: N/A 11 / 14/ 14 SET REV. NO. 4 DRAWING NUMBER: C -21 SHEET NUMBER: 21 of 33 3 0 0 i c v a v 0 Ui 0 N r vi 0 z c 3 I� a, W h N / TMP 61 W -3 -21 LINDA BLAKE GAYLEALLC - zONED C1 III JOINT ENTRANCE - _ US = OM ER IAL ESMT - DB 940 PG 212 DB 747 PG 422 I � I ' SB - ♦ 1 DA 7.0\ 1 AC--- ' min . � C=10.75 � F-- , , 1 I-III \ I \ I o I I I I i I 1 -_j o � o iI I I I I J o f i � _ I I W TELEX „ i I o I I� I I D.g- 97 p D, SECTION 3 1 - 0 1 -- I I i I 1 1 I I 7d G j25 -426 P 1 PWR. z�'-- - ' D.B. 7Q4 pG 732 P, AT AT TRANS. s � ggl, ::, ;<;b I, I D.B. 712 517 PLAT I I I I _ ; . I P 689 I I >, �- 54 0 z P I i _ o TRAFFIC' A "NO THRU �..;.:;:. N T _ o H - E U H R 0 �. I I o - H �- j k A I N I D I H � � R 1 _ I USE- S I _ OH - E� -- U i 1 I I R E S H D - E T oHU __ I IAL I PWR. CAF oHU H // , I = I 1 I 1 Oi I �� T�. --- _ -- -- - � �- --- -__ oHU --.,_ oHU u 20 a \ I I /� �- / -- _ NORM MH _- Qg -70�/p 5 JP -- EX VEPC� ELT -- - �- Ex- EL EC. l / /- �� _ DB 418 58 - _ - _�30. I VAULI �E- M MH DRAIN ESM � SAF aMU _ -520 x -2 T - 12 I I - I I EX VEPCG / 5,30 __j I I D-E 520- _ - -4)-B 986 PG 70 comm. TS PULLBOX C) PS % \ - \ \ EX 23' INGRE COMM. l �- LIMITS OF CLEARING AN0. GRADNG`� S2o - r P L1�8 x l DC - \ \ \`_� - _ _ E SEMENZE ___- � .,-- AREA =5.60 AC � -- � ` � -- _- -_ � HOU TON STREE COMM. / Tc PATH � /-- �-- � -__ \ \ \ \ � �- --__ `� -� � ` -___ = 0 4 VAULT \ \ \ '_ _ ` 135 (SHEET FLOW) 4� _ _ -- - - - - -- - _�-` - _ _ -' 5 EX VEPCO ESMT _- - - �} 52 2 DB 418 PG 578 ° / / l / _ \- - / _ _ - _ _ - --__ - - - I 520 \ \\3 DI3'D� BU DB 986 PG 70 / / / D ENCHMARK 39 EVATION= 534.01 EX VARIABLE WIDTI POWER ESMT DB 4160 PG 199 ' "COMMONWEALTH DR. " "NEXT SIGNAL" q ti ti q Way aam O ELEC. VAULT W I i II I I I I STORM MH DIA BUS EX -27.2 /I ODD T PATH (SHADOW CONC. FLOW) DC cry _ \ --__ f/ � -504 - ~'-� Tc PATH PRIMARY CONSTRUCTION ENTRANCE _ - - /Y / TS (CHANNEL FLOW) - - _ _ - - _ - - DC - - _ - _ _ / IP Q E•. _- / /I c I M I �I /N I °D I j _ o -- I �EH IIII 15 '" ' DB / O INV= 503.79 DD = E WD DC I/ 15' LPE / / I INV =S 0.48 \ I I F I` _J EX 15' POWER E STORM MH CE FO MARKER POST I / -s \ FORA -MH DB 4160 P EX -23. 1 / CO M. STOL INLET_ -500- FO MARKER OST EX \ � T E_2 = DD / J \L<X -/ EX -66 STORM MN - - . - - r r �I _- - - - - - - - - - - - - - - UGE - IF r� 7 EX -27.1 - STORM MH I CIO MARKER POST � 1 PWR. I�� L _ _ TRANS. _ T 0 t I I _ 1 "25 MPH" 1� L- VAULT • WOODS _TRM • • Ln LO • DRIE �I - -- �-- EX 15' POWER ESMT OR 4160 PG 199 EX 15' CENTRAL TELEPHONE COMPANY ESMT DB 4282 PG 743 STORM INLET EX -69 Tc Summary - Sediment Basin Sheet Flow (A - >B) (Seelye Method) Shallow Conic. Flow (B-->C) Channel Flow (C ->End) Total Time (min.) Length (ft.) 48 Length (ft) 26 Length (ft)l 37(} MACFARLANE Slope (ft/ft); 0.040 Slope 50.0% Height (ft)l 14 C Value 0.30 Surface Unpa \ed Travel time, based on Kirpich Nomograph - 10.2 Velocity (ft1s) 41.5 Tc (min.)' 7.0 Tc (min.) 0.0 1 Tc (min.)j 2.8 ME r: _ �.�.•. s� ,�1�� : _ /��: �� i� %Ji. �.�� .�■� /� ��I �r��I ��I �� 1711 I� VALVE .��- •- �» T -T _I STORM INLET_j I Length (ft) 66 - Slope 4.0 °%a Surface Unpaved Velocity (ft /s) 3.2 Tc (min.)l 0.3' ME r: _ �.�.•. s� ,�1�� : _ /��: �� i� %Ji. �.�� .�■� /� ��I �r��I ��I �� 1711 I� VALVE .��- •- �» T -T _I STORM INLET_j I hY EGRESS EASEMENT STORM MH EX 20 ACSA EX -68 i DB 4135 PG 215 PLAT LOT D3 WATER EASEMENT 61W-3-24 MACFARLANE DB 4391 PG 331 STONEEIELD, LLC EX GASLINE 1 DB 4135 PG 215 (PLAT) EASEMENT WI �I DB 4186 PG 321 I I PARCEL 1 _ TMP 61W-3-19A ALBEMARLE PLACE EAAP, LLC DB 4135 PG 249 DB 4135 PG 215 (PLAT) 29.568 AC (ORIGINAL) ZONED NMD, I I I II I I STORM f�,IR EX - SAN SAN II I II II EX 23' INGRESS/ EGRESS EASEMENT STORM MH DB 4135 PG 249 Ex -110 i DB 4135 PG 215 PLAT LOT D3 61W-3-24 MACFARLANE STONEEIELD, LLC DB 4165 PC 001 DB 4135 PG 215 (PLAT) ZONED NMD WI �I i STORMWATER 3.01 SAFETY FENCE SAF O 3.17 CONVEYANCE SCC I 0 CHANNEL TEMPORARY 3.02 CONSTRUCTION C E 3.31 TEMPORARY SEEDING ENTRANCE 3.05 SILT FENCE SF X X- 3.32 PERMANENT SEEDING PS ---o-- 3.07 STORM DRAIN I P 3.35 MULCHING MU Mu INLET PROTECTION 3.09 TEMPORARY DD o0 3.36 SOIL STABILIZATION DIVERSION DIKE BLANKETS & MATTING B/M e ,Ma. z TEMPORARY ® TREE PRESERVATION 3.11 RIGHT-OF-WAY RWD 3.38 AND PROTECTION TP -�}-- DIIVERSION T 3.14 TEMPORARY SB 3.39 DUST CONTROL DC oc SEDIMENT BASIN 1 ADDRESSED COUNTY COMMENTS RU 4/17/115 �L DESIGNED BY. PROJECT: SET REV. NO. 2 ADDRESSED COUNTY COMMENTS RU 5/12/115 ��`�� of �� - sAR STONEFI ELD BLOCK D2 4 3 ADDRESSED COUNTY COMMENTS RU 6/5/15 ��'' IF THIS DRAWING IS A REDUCTION ENGINEERS DRAWN BY IF SITE PLAN SURVEYORS ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: 4 SIGNATURE SET RU 6/22/' 5 RB T IF GRAPHIC SCALE MUST BE USED TO TITLE: PLANNERS � 1 � SCALE: 1 " = 30' DIHR BY. • PHASE 1 EROSION AND SEDIMENT CONTROL PLAN C -24 SSOCIATES DM J SHEET NUMBER: PO Box 4119 3040 Avemore Square PI. ti Lynchbu, g, VA 24502 Chin"- ville,VA22911 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: j ANAL 3o' 0 Z Q WWW.WWassun��es.ne� 214075.02 407502_ES .dw Phone: 434.316.6080 Phone: 434.984.2700 -5 9 CIVIL H' 1 = V. NSA 3C 11 / 14/ 14 24 of 33 J N0. SHEET REVISION BY DATE N0. SHEET REVISION BY DATE 3 I N O sl- v a cn 'v ii 0 0 N a0i 0 r 3 F� w n i C / / COMM. VAULT EX VEPCO ESMT DB 418 PG 578 DB 986 PG 70 T/- PWR T TRANS. y l `�-- _ 1 D NO THRU TRAFFIC" '_� -0H aHU _� �p 540 I Ii OHU '- � ..�, HU - - OHU -� 4 � �!. o.�, *� � ::t � `� -:Y.: / - -� -_, ___ iu O -- H U i� -�.. oHU -- ---_ ITl :.4 iii n soil >iiiii£iiiii >ii:: >x - -- r s SAF - oH� - oH� OHU m � i -I _ LtMITS-OF--ELEA#1NG RADJNG _ I _ _- _ AIG "R"P Hu __ n C off _stHU -OH N I UT�T EAS N` G I - h T' STORM MH 515�7 -D 18 Y D - ELEC. 986 PG 70 \ VAULT 12 % - / BF= 520.10' 13 14 FF= 530.10' 19.43' BF =51 78 66 -- 5 s i l _ �• l� / --'" FF= 529.43' FF= 528.76' � IN4GE E MT -� OF�M �- °✓ \ P -- - -- / 0- BF= 518.09' B 940 PG 2 2 �� 2 E / FF- 528.09' BF= 517.42 17 18 Y _ FF- 527.42' BF=516 - 15. 1' 19 r YD 1 FF= 526.48' FF= 525.81' BF' ---20 o ;;<;,. _ s -I ' E C 520 -20 �- / / FF- 0.89' F€ -525 F14' BF= 514.47' DB 41 G 578 0 TS i / -5 I 527' RF= 513_80' 520 -5� 86 PG 70 PS ° 1 YD -1 1 FF= 523.80' / -_` 22 COMM. /� / / - .Sj BF= 511.80' PULL1OX /� 10 4 FF -521 So' 23 24 / SA -- BF =511.80 o BF= 511.13' 25 � BF= 520.22' c I * N FF= 521.80 FF =521 .1 3' BF= 511.1Z' 26 FF= 530.22' FF =x.13' BF= 511.13, 27 28 vv S FF =521 .13' BF-51 0.44' / j� FF= 520.44' BF= 510.44' FF= 520.44' D / / W - 29 21 +00 W I BF= 509.77' 30 FF= 519.77' BF =509. BF- 520.22' AY -� 250 W - - FF =519.7 ? / F = 530.22' W AU ° ° +08 W _ ,--- � SAN -- --_ 85 w �qN . BF= 519.55' � ° ° ° � FF _ 5� 3 -�! 19 O �-- FF= 529.55' 84 FF =51 2.70'` EX- �� S (PRjVAZ FF= 514.83' --- �� o � BF= 519.55' ,� ��.; ..� � �. �� ° E) fFF= 529.55' � CHMARK 39 !1 D W I _ � IP w ° M H 87 - � � - ATION 534.01 D S 83 FF= 512.03' �, PS Yp S PS M U Y T � / EX VARIABLE WIDTH---_ �' FF =51 '"' ? (f POWER ESMT ° ��'' �` 4 I P Pa a I ° o , DB 4160 PG 199 e° gg RE �IN G ALL DES IG , D l , B THERS. 6 N 1' 82 FF= 511.36' Y fi \ J/ BF- 519.68' TS F= 529.68' FF= 513.16' PA A E BUILDING Pilo T RE UIRED (TY 2 8.1 " IP 244.1 �- "COMMONWEALTH OR. ' l 77 78 79 80 "NEXT SIGNAL" / Ivi ' 75 / 76 FF= 515.53' FF =514.53/ D 89 245. 90 92 I �` FF- 517.54' FF= 516.87' Fj= 516.20' FF =5�0 ' F 07.- gam- �5� 97 5 FF= 518.54' 81 FF= 510.69' �� ° 5 - FF= 506.37' FF= 505.70' �� \ FF =506. - = 504.70' BF= 519.35' � FF= 512.16' � 2 �� ° ° `��, ,� �`� � � FF= 529.35' 2 g � 244 _ - IP � I I s° AQ ti 4 SAN q ' / N BF= 518.68' pW SA SAN S A dS S NVS FF= 528.68' SA S N S O I �� W 1 1 +00 ho W 1 1 +0 Ems- Gv cel _ h�� 12 00 24 45.2 W - W W W W 3 +o C (PRI XT - �� 3 8 W BF= 518.68' _ e FF= 528.68' ° N _ 246.1 60 w 66 65 64 62 61 r - 57 I/ _ 6 55 4 m I 69 68 IP 6 FF -50 65' FF- 505.9 £ FF- 505.63' F 504 FF= 503.71' FF= 503.38' �' FF= 509.66' FF= 508.99' 63 - - FF- 505.30' FF- 08.97' FF= 504.97' 2 72 71 FF- 5103.55' FF =512. 8' FF= 512.21' FF -5 0.66' FF= 508.32' FF= 507.65' ? - FF BF= 519.35' 74 FF -5 6.22' FF= 515.22' FF 514.55' I � w / / I FF= 529.35' -+ FF= 516.89' FO MARKER POST I P ELEC. I °- ° _ A (7L- ELEC. MARK ° MM. E T R VAULT 1 / B B - L X / I 40 STORM MH - - I I BF- _ 519.35' - - - - - T ° b FF= 529.35' I \ - °OMM.° .a C / x r - - - - I Y J I SAF i a� 1�7� -A- SF STO MH I_ �� I� > .x (w W"-� W �' I I � "1 DB 4135 PG 249 STORM MH_1 I z �- (` S ' D° W DB 4135 PG 215 PLAT Ex- o r- _ / EX 15' POWER ESMT Ex -69 EX 20' ACSA sroRMEx e8 -� DB 4160 PG 199 I - WATER EASEMENT DB 4591 PC 3,31 I w 1 ADDRESSED COUNTY COMMENTS RU 4/17/15 OF DESIGNED v : PROJECT: STONEFI ELD BLOCK D2 SET REV. N0. 2 ADDRESSED COUNTY COMMENTS RU 5/12/15 � r�, ENGINEERS DRAWN SITE PLAN 4 3 ADDRESSED COUNTY COMMENTS RU 6/5/15 °', IF THIS DRAWING IS A REDUCTION DRAWN BY: 4 SIGNATURE SET RU 6/22/15 Y' GRAPHIC SCALE MUST BE USED SURVEYORS To ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: IYTAn -n �T V"T PAT � PLANINERS TITLE: NO. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE SCALE: 1 " = 20' 20 0 20' AsSOCIATES PO Box 4119 3040 Avemore Square PI. Lynchburg, VA 24502 Charlottesville, VA 22911 Phone: 434316.6080 Phone: 434.984.2700 www.wwassociates.net DIHR BY: PHASE 11 EROSION AND SEDIMENT CONTROL PLAN C -25 DMJ WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: SHEET NUMBER: 214075.02 407502_ES-1.dwg CNIL H: 1 " =20' 11/14/14 25 of 33 V. N/A O� 3 'd N 1 1' 0 O c 0 a a� t� 'v ii N O Ui O N a i 0 t 3 ti rn aci W R N ►I I I I I V) .wESTFIE, LD D , S 5 Ej C�I I I I I J o I I I I I I o I 917, G � 2J 5- 26 PL 03 o D.B. 704 PO ~ I I I I I i I I I I CO P 73 2 PLAT A ` I U S712, 7 I - I "N I ' I I ZONED 1 Q01 689 PLAT PLAT I I I I __J I I AND R15 I I I I I I J /ri I I I SE: RESIDENTIAL `v _+ \ --�- 540 I I I - - --_ 1w CHU CHU 0 off - STORM MH EX-r D-RAI NA_GF E MI ®Y IP B 940 PG 2 2 19 =515.14 0 525 -14' BF= 514.47' 2-1-- -F�- 524-A7' BF= 513_80' FF= 523.80' N IN _ -Q-f -w 86 lz FF= 512.70' 87 Q FF= 512.03' Z e � 88 FF =51 1 .36' 89 245. FF= 510.69' g S N! 00 45. / I �. I \_�� -� D _ _� I I SA _ f E�9Sl AGE �. I J-- � OF CL RIN ND DRA IN ' �7 4 rP T Y5, N;' - _ �L_ AREA =5:60 A I - I I T � P ,l \ - �- �-� I i I I I I I _I I I I I EX I , 20 YD 1 - \ \ 53 1 _- D B 41 20- / D986 PG 70 31` 51 1.80' / 23 24 1 FF -521 .80' BF =511 80 BF= 511.13' 25 � YD -24 I J S (; EX 3' INGRESS /EGRESSI FF =521 80 FF= 521.13' BF= 511.1 26 \ \ �` _ 'FF =x.13' BF= 511.13' 27 28 \ \ _ EA EMENT FOR FUTURE _ , FF= 521.13' BF= 510.44' D 5 AF H U N- _TREET- E�TE N FF= 520.44' BF= 29 _ 29 v I P �;, -__ I FF= 520.44' gF= 509.77' 30 \ 530 D8 4135 PG 249 31 D 4135 PG 215 PLAT - FF= 519.77' BF= 509.77' BF= 509.77' FF= 519.77' FF 519.77' - _ AU -_ -- __ BF= 509.77' 3�- --- �_ -- AN FF= 519.77' `_ 35 TREE 4 DRIP -- _ BF= 510'4fi' B� 510.41' 71 529 6� SAN - FF= 520.41' FF =520.4 f` BF= 510.74' .:..- 2 4 DRIP w w -- - - °` FF- X20 -7*- BF -511.08' 38 -� 526.6 FF= 521.08 F1_1.08 _- 3'DIA BUSH w -- - TF =5� 1.75= 520-_ DIA USH 19 0 --- -- SAN -- ° -- FF= 521.08 --_ �k0 ---. ,3� -1 6 F=511.75" 851 1.5' \ W FF= 2i.75 _�F= 521.75' 3�(A BUSH EX- - �,,,, (pRNAT s N I EC=M E) - °° , �`v e , a - � - � e o , � - 08 + 0 ----_ � -__ -- -_ -- -SAS_ ° ° o TS PS �T PS mu 4 ° - 6 w - �` IP 1 0o w I ° ° f ° RE NIN ALL DESIG D 4 THERS. A 71 3 SEP RAE BUILDING REE 4 'DRIP P I RE U I R E D (TY 4 1 � \, �� - 23.3 \ / IP r :r 90 92 C i f 99 -�0- f�3 194- 41 FF =508.0 F 07. �- 9� �5 97 `° . FF= 506.37' FF= 505.70' - F=5L4.2� FF- 504.93' F 505 9� - FF- 507.60 FF= 507.93' , FF= 509.48' FF =506 - 504.70' FF= 503.93' F�8€. 2 + $ o 4 ° .243 7-It 6 ° ° , v - 42 -1 AQ ' 1 AS FF= 508.81 LOT E2 S dS s NbS S N - Nys dS N - TMP 61 W- - 1 1+00 � - 1 5.4 !/ o - E AD BL� � � THE HAVEN AT STONEFIELD, W W- W D�' -I W W Nv 3 i W W W W s +U� D B 4140 P G 648 1 00 � (P� XT + DB 4135 PG 215 PLA ' - FF= 508.14 ZONED NMD ° 0 4Ya o / /� 4I_ \ r �- 02 S I IM-0 DB 4135 PG 249 STORM MH W DB 4135 PG 215 PLAT EX -110 I STORM MH D EX PUBLIC EX -109 HYATT PLACE SIGN PARCEL 1 "STOP" z W DRAINAGE EASEMENT STORM MH TMP 61W-3-19A PARCEL 1 '25 MPH" RU 4/17/15 = DESIGNED BY: PROJECT. STONEFIELD BLOCK D2 SET REV. No. RU 5/12/'15 NTH of �I RU 4 RU 6/5/15 ��'�, IF THIS DRAWING IS A REDUCTION ENGINEERS DRAWN BY. ALBS MA COUNTY VIRGINIA GRAPHIC SCALE MUST BE USED SURVEYORS Ta , DRAWING NUMBER: RU 6/22/ 15 H RBA IT PLANNERS TITLE. 1 = SCALE: 1" = 20' DIHR BY: PHASE 11 EROSION AND SEDIMENT CONTROL PLAN C -26 -d w AsSOCIATES DMJ Q �7 ""' Z_ -I PO Box 4119 3040 Avemore Square Pl. `JHEC I NUMBER' �y Lynchburg, VA 24502 Ch lotn,,vi7le,VA22911 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: f �r�. �� Phone: 434.316.6080 Phone: 434.984.2700 CIVIL H: 1 " -20 ' 2 6 o / 33 SHEET REVISION BY DATE NO. SHEET REVISION BY DATE ONAL 20' 0 20 214075.02 407502-ES 1 1 / 14/ 14 www.wwassociates.net W. W Wa9SOG1dIeS.neL V: NIA P 20' ACSA STORM INLET EX -68 R EASEMENT 4391 PG 351 1 ADDRESSED COUNTY COMMENTS 2 ADDRESSED COUNTY COMMENTS 3 ADDRESSED COUNTY COMMENTS 4 SIGNATURE SET IM-0 DB 4135 PG 249 STORM MH W DB 4135 PG 215 PLAT EX -110 I STORM MH D EX PUBLIC EX -109 HYATT PLACE SIGN PARCEL 1 "STOP" z W DRAINAGE EASEMENT STORM MH TMP 61W-3-19A PARCEL 1 '25 MPH" RU 4/17/15 = DESIGNED BY: PROJECT. STONEFIELD BLOCK D2 SET REV. No. RU 5/12/'15 NTH of �I RU 4 RU 6/5/15 ��'�, IF THIS DRAWING IS A REDUCTION ENGINEERS DRAWN BY. ALBS MA COUNTY VIRGINIA GRAPHIC SCALE MUST BE USED SURVEYORS Ta , DRAWING NUMBER: RU 6/22/ 15 H RBA IT PLANNERS TITLE. 1 = SCALE: 1" = 20' DIHR BY: PHASE 11 EROSION AND SEDIMENT CONTROL PLAN C -26 -d w AsSOCIATES DMJ Q �7 ""' Z_ -I PO Box 4119 3040 Avemore Square Pl. `JHEC I NUMBER' �y Lynchburg, VA 24502 Ch lotn,,vi7le,VA22911 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: f �r�. �� Phone: 434.316.6080 Phone: 434.984.2700 CIVIL H: 1 " -20 ' 2 6 o / 33 SHEET REVISION BY DATE NO. SHEET REVISION BY DATE ONAL 20' 0 20 214075.02 407502-ES 1 1 / 14/ 14 www.wwassociates.net W. W Wa9SOG1dIeS.neL V: NIA 3 v �i I n 0 �i- v a a� 'c ti 0 uli 0 v- N O a O r C 3 F120 w W N EROSION & SEDIMENT CONTROL NARRATIVE I. PROJECT DESCRIPTION THE PURPOSE OF THIS PROJECT IS FOR THE CONSTRUCTION OF NEW TOWNHOMES AND THEIR ASSOCIATED ROADS AND UTILITIES. THIS PROJECT WILL INVOLVE DISTURBING APPROXIMATELY 5.60 ACRES. II. EXISTING SITE CONDITIONS THE SITE HAS BEEN MASS GRADED PER THE "ALBEMARLE PLACE EROSION AND SEDIMENT CONTROL PLAN, AMENDMENT NO. 3% WPO- 200900074. THE EXISTING CONTOURS ON THIS PLAN REPRESENT AN AS -BUILT SURVEY OF THESE CONDITIONS. III. ADJACENT PROPERTIES THE SITE IS BOUNDED TO THE WEST BY RESIDENTIAL DUPLEXES AND A COMMERCIAL SHOPPING CENTER, TO THE NORTH BY "THE COMMONS AT STONEFIELD" APARTMENTS, TO THE EAST BY THE COMMERCIAL STONEFIELD DEVELOPMENT, AND TO THE SOUTH BY HYDRAULIC ROAD. IV. OFF -SITE AREAS THERE ARE NO OFF -SITE AREAS ANTICIPATED FOR THE CONSTRUCTION OF THIS PROJECT. V. SOILS THIS SITE HAS BEEN MASS GRADED PER THE "ALBEMARLE PLACE EROSION AND SEDIMENT CONTROL PLAN, AMENDMENT NO. 3" WPO# 2009 -00074 AND THE EXISTING CONTOURS ON THIS PLAN REPRESENT AN AS -BUILT SURVEY OF THESE CONDITIONS. THE SOILS FOR THIS SITE WILL BE CONTROLLED CONSTRUCTION FILL FROM WPO# 2009- 00074. SOIL TYPES PRIOR TO THE MASS GRADING OPERATIONS ARE SHOWN ON THE MAP ON DWG. NO. C -6. DESCRIPTIONS OF THESE SOILS ARE BELOW. ELIOAK LOAM (27B): THIS DEEP, GENTLY SLOPING, WELL DRAINED SOIL OCCURS ON 2 TO 7 PERCENT SLOPES. THE HYDROLOGIC SOIL GROUP IS C. THE K FACTOR RANGES FROM 0.28 TO 0.49. THE DEPTH TO BEDROCK IS USUALLY GREATER THAN 5 FEET. ELIOAK LOAM (27C): THIS DEEP, GENTLY SLOPING, WELL DRAINED SOIL OCCURS ON 7 TO 15 PERCENT SLOPES. THE HYDROLOGIC SOIL GROUP IS C. THE K FACTOR RANGES FROM 0.28 TO 0.49. THE DEPTH TO BEDROCK IS USUALLY GREATER THAN 5 FEET. GLENELG LOAM (34D): THIS DEEP, MODERATELY STEEP, WELL DRAINED SOIL OCCURS ON 15 TO 25 PERCENT SLOPES ALONG DRAINAGE WAYS. THE HYDROLOGIC SOIL GROUP IS B. THE K FACTOR RANGES FROM 0.32 TO 0.49. THE DEPTH TO BEDROCK IS USUALLY GREATER THAN 5 FEET. 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 HYDRAULIC ROAD, INGLEWOOD DRIVE, AND OTHER PAVED ROADWAYS. VII. STORMWATER MANAGEMENT CONSIDERATIONS SEE DRAWING NUMBER C -30 ON SEPARATE PLAN SET ENTITLED "ALBEMARLE PLACE STORMWATER MANAGEMENT PLAN, AMENDMENT NO. 4, WPO- 201000023" DATED MARCH 30, 2010 FOR WATER QUALITY MEASURES PROPOSED TO BENEFIT THIS SITE PLAN. ADDITIONAL MEASURES NECESSARY TO ACHIEVE POLLUTANT REMOVAL REQUIREMENTS ARE SHOWN AS PART OF THIS PLAN. VIII. OFF -SITE ACTIVITIES NO OFF -SITE ACTIVITIES ARE ANTICIPATED FOR THIS PROJECT. 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 I, 2008. A. STRUCTURAL PRACTICES 1. SAFETY FENCE (SAF), 3.01: PROVIDE SAFETY FENCE AROUND THE CONSTRUCTION SITE AND AROUND HE SEDIMENT BASIN TO HELP PREVENT THE PUBLIC FROM ENTERING THE CONSTRUCTION AREA. 2. TEMPORARY CONSTRUCTION ENTRANCE (CE), 3.02: TEMPORARY CONSTRUCTION ENTRANCES SHALL BE IN ACCORDANCE WITH ALBEMARLE COUNTY REQUIREMENTS. A MINIMUM WATER TAP OF 1" MUST BE INSTA °_LED WITH A MINIMUM 1" BALLCOCK SHUTOFF VALVE SUPPLYING A WASH HOSE WITH A DIAMETER OF 1.5" FOR ADEQUATE CONSTANT PRESSURE OR IN LIEU OF A WATER TAP, EACH CONSTRUCTION ENTRANCE SHALL HAVE A WATER TRUCK WITH 2 PRESSURE WASHERS AT ALL TIMES. 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. 3. 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 SITE PLAN. 4. STORM DRAIN INLET PROTECTION (IP), 3.07: STORM DRAIN INLET PROTECTION SHALL BE PROVIDED AS SHOWN ON THE PLANS. 5. TEMPORARY DIVERSION DIKE (DD), 3.09, TEMPORARY RIGHT -OF -WAY DIVERSION (RWD), 3.11: TEMPORARY DIVERSION DIKES AND TEMPORARY RIGHT -OF -WAY DIVERSIONS SHALL BE PROVIDED AS SHOWN OR AS NEEDED TO DIVERT SEDIMENT -LADEN RUNOFF TO A STABLIIZED OUTLET. 6. TEMPORARY SEDIMENT BASIN (SB), 3.14: CONSTRUCT THE SEDIMENT BASIN AS SHOWN ON THE PLAN 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: INSTALL AS SHOWN ON PLAN TO CONVEY (CONCENTRATED STORMWATER RUNOFF TO A RECEIVING CHANNEL OR SYSTEM WITHOUT CAUSING EROSION. 8. SOIL STABILIZATION BLANKETS & MATTING (B /M), 3.36: INSTALL AS SHOWN ON PLAN TO RESIST EROSION AND PROMOTE THE ESTABLISHMENT OF YOUNG VEGETATION IN CHANNELIZED AREAS. 9. DUST CONTROL (DC), 3.39: PROVIDE DUST CONTROL AS SHOWN ON PLANS TO HELP REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES DURING LAND DISTURBING ACTIVITIES. 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. STOCKPILES SHALL BE LOCATED AS SHOWN ON THE PLANS. 2. REFER TO "ALBEMARLE COUNTY GENERAL CONSTRUCTION NOTES FOR EROSION AND SEDIMENT CONTROL PLANS" #17 AND #18 AND TO "TEMPORARY & PERMANENT SEEDING SCHEDULE 3.32 -D" ON DWG C -28 FOR ADDITIONAL INFORMATION. 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 SOIL STABILIZATION SHALL BE APPLIED WITHIN 7 DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE, BUT WILL REMAIN DORMANT OR UNDISTURBED FOR LONGER THAN 30 DAYS. PERMANENT STABILIZATION SHALL BE APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR. MS -2. STABILIZATION OF SOIL STOCKPILES: DURING CONSTRUCTION OF THE PROJECT, SOIL STOCKPILES AND BORROW AREAS SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT TRAPPING MEASURES. THE APPLICANT IS RESPONSIBLE FOR TEMPORARY PROTECTION AND PERMANENT STABILIZATION OF ALL STOCKPILES ON SITE AS WELL AS BORROW AREAS AND SOIL INTENTIONALLY TRANSPORTED FROM THE PROJECT SITE. MS -3. PERMANENT VEGETATIVE COVER: A PERMANENT VEGETATIVE COVER SHALL BE ESTABLISHED ON DENUDED AREAS NOT OTHERWISE PERMANENTLY STABILIZED. PERMANENT VEGETATION SHALL NOT BE CONSIDERED ESTABLISHED UNTIL A GROUND COVER IS ACHIEVED THAT, IN THE OPINION OF THE E &S INSPECTOR, IS UNIFORM AND MATURE ENOUGH TO SURVIVE AND INHIBIT EROSION. MS -4. TIMING AND STABILIZATION OF SILT TRAPPING MEASURES: SEDIMENT BASINS AND TRAPS, STORM INLET PROTECTION, SILT FENCING, AND OTHER MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP IN ANY LAND DISTURBING ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE. MS -5. STABILIZATION OF EARTHEN STRUCTURES: STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS, DIKES AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MS -6. SEDIMENT BASINS AND TRAPS: SEDIMENT TRAPS & BASINS SHALL BE CONSTRUCTED BASED UPON THE TOTAL DRAINAGE AREA TO BE SERVED. A. THE MINIMUM CAPACITY OF A SEDIMENT TRAP SHALL BE 134 -CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND SHALL CONTROL A DRAINAGE AREA OF LESS THAN 3- ACRES. B. THE MINIMUM CAPACITY OF A SEDIMENT BASIN SHALL BE 134 -CUBIC YARDS PER ACRE OF DRAINAGE AREA, AND SHALL 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 SMALL 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 BOSH THE CONVEYANCE CHANNEL AND RECEIVING CHANNEL. MS -12. WORK IN LIVE WATERCOURSES: 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 BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED BY SHOVELING OR SWEEPING AND TRANSPORTED TO A SEDIMENT 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 SHALL 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 REPAIRED AS NEEDED TO INSURE CONTINUED PERFORMANCE 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 REPAIRED BEFORE THE END OF EACH WORKING DAY. 2. MAINTAIN ALL SEEDED AREAS UNTIL A UNIFORM STAND IS ACCEPTED. 3. SAFETY FENCE (3.01): CHECK SAFETY FENCE PERIODICALLY TO ENSURE THAT IT IS STILL STANDING AND SECURE. MAKE REPAIRS AS NECESSARY. 4. CONSTRUCTION ENTRANCE (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. 5. SILT FENCE (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. 6. STORMDRAIN INLET PROTECTION (3.07): SHALL BE INSPECTED AFTER EACH RAIN AND REPAIRS MADE AS NEEDED. 7. TEMPORARY DIVERSION DIKE / TEMPORARY RIGHT -OF -WAY DIVERSION (3.09/3.11): THE MEASURES SHALL BE INSPECTED AFTER EVERY STORM AND REPAIRS MADE TO THE DIVERSION AS NECESSARY. ONCE EVERY TWO WEEKS, WHETHER A STORM EVENT HAS OCCURRED OR NOT, THE MEASURES SHALL BE INSPECTED AND REPAIRS MADE IF NEEDED. 8. TEMPORARY SEDIMENT BASIN (3.14): SEDIMENT SHALL BE REMOVED AND THE BASIN OR TRAP RESTORED TO ITS ORIGINAL DIMENSIONS WHEN 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. 9. STORMWATER CONVEYANCE CHANNELS (3.17): THE MEASURE 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. 10. SEEDING (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. 11. SOIL STABILIZATION BLANKETS & MATTING (3.36): THE MEASURE SHALL BE PERIODICALLY CHECKED FOR UNDERMINING AND TO ENSURE THAT IT IS SECURE AND FUNCTIONING AS INTENDED. 12. DUST CONTROL (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. ALBEMARLE COUNTY 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 IN 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:OOA.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 /100SF. 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 INTO 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 80LBS /1000SF. 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 WET 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 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- 2078). SEQUENCE OF CONSTRUCTION 1. CONTRACTOR TO SCHEDULE AND ATTEND A PRE - CONSTRUCTION MEETING WITH ALBEMARLE COUNTY AND OBTAIN ALBEMARLE COUNTY LAND DISTURBANCE PERMIT PRIOR TO THE START OF ANY LAND DISTURBING/ CONSTRUCTION ACTIVITIES ASSOCIATED WITH THIS PLAN. 2. INSTALL PERIMETER CONTROLS INCLUDING CONSTRUCTION ENTRANCE AND SILT FENCE. 3. CONSTRUCT SEDIMENT BASIN SB -1 AS SHOWN ON THESE PLANS AND INSTALL DIVERSION DIKES TO DIRECT RUNOFF TO THE BASIN. 4. PERFORM DEMOLITION AND GRADING OPERATIONS TO BRING SITE TO SUBGRADE ELEVATIONS AND MAINTAIN POSITIVE DRAINAGE TO THE SEDIMENT BASIN. STABILIZE AREAS AS THEY ARE BROUGHT TO GRADE WITH GRAVEL OR SEEDING. 5. INSTALL STORM AND OTHER UTILITIES, BUILDING FOUNDATIONS, AND CURB & GUTTER. PROVIDE INLET PROTECTION ON STORM INLETS AS THEY ARE CONSTRUCTED. INFRASTRUCTURE AND FOUNDATIONS IN THE LOCATION OF THE SEDIMENT BASIN SHALL BE INSTALLED LAST ALLOWING THE BASIN TO SERVE THE SITE AS LONG AS POSSIBLE. 6. INSTALL ASPHALT BASE AND INTERMEDIATE COURSES. 7. STABILIZE ALL REMAINING DISTURBED AREAS. 8. INSTALL ASPHALT SURFACE COURSE. 9. COORDINATE THE REMOVAL OF SB1 WITH THE ALBEMARLE COUNTY EROSION AND SEDIMENT CONTROL INSPECTOR. LOTS 46 -57 CAN BE BUILT AFTER BASIN IS REMOVED. 10. ALL EROSION AND SEDIMENT CONTROLS SHALL BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION OR WHEN MEASURES ARE NO LONGER NEEDED. REMOVALS ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. 11. CLOSE OUT THE PROJECT. 1 ADDRESSED COUNTY COMMENTS RU 4/17,/15 TH Op DESIGNED v : PROJECT: STONEFIELD BLOCK D2 SET REV. NO. R 2 ADDRESSED COUNTY COMMENTS RU 5/12,/15 I Irj °ENGINEERS FINAL SITE PLAN 4 3 ADDRESSED COUNTY COMMENTS RU 6/5/'15 DRAWN BY: SURVEYORS ra ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: 4 SIGNATURE SET RU 6/22,/15 to �► TITLE: DIHR BY. IT AsSOCIATES PLaNNERS EROSION AND SEDIMENT CONTROL NARRATIVE & DETAILS C -27 DMJ 10Q PO Box 4119 3040 Avemore Square Pl. SHEET NUMBER' Lynchburg, VA 24502 Ch- l.mvilL,VA 22911 WWA NUMBER: FILE NAME: DISCIPLINE: SCALE: DATE: sl ( � Phone: 434.316.6080 Phone: 434.984 2700 407502-ES 27 of 33 NO. SHEET REVISION BY DATE NO. SHEET REVISION BY OVAL 214075.02 9 CIVIL H: N/A 1 1 /14/14 DATE www.wwassociates.net V. NIA SAFETY FENCE saF CONSTRUCTION OF A SILT FENCE GRAVEL CURB INLET SEDIMENT BLOCK AND GRAVEL DROP INLET Paved construction entrance for erosion control plans (WITHOUT WIRE SUPPORT) FILTER SEDIMENT FIL TER 7 . SET '1'IIE STAKES. 2. EXCAVATE A 4 "X 4" TRENCH ONE ACONSTRUCTION UP SLOPE E ALONG THE LINE Oh AC:GE;S 3, -2A A At0: STAKES. WIRE SCREEN CONCRETE BLOCK I CURSE �� I`ING 0 6'MAX. -� �_� -� _a j PAVEMENT Now �-- . � � / � � / � .�■ 'C:i 3VIa.'y. LMA 3"YA..:?65 `LV -7ATE- LPYL. loin PROF1 Ella �_ ' .. .: , . ... FLOW r' P N. :.: 0 >::..; .., +': :::: .:..:..:.. : •,. ' +, :.. _ ,. 514) ItJ� Y-w- r�:�F= 1'l#.T far"r;'ti�E , - _-- STONE C,l. 1 A �.t.. F I C • I I S : WASHRACK > t �hiS(�NC 3- STAPLE FILTER MATERIAL t. BACKFILL AND COMPACT' TO STAKES AND EXTEND THE EXCAVATED SOIL. : 2% 1 2% 1 AVt_MLNI DANGER: IT INTO THE TRENCH. �� - - -- I 12' 4N,+ QUICKSAND It GRAVEL FILTER * 12" RUNOFF WATER WIRE MESH GRAVEL* FILTER WIRE SCREEN *VtU51 E!£T "N0 FULL WI011I A PI SSEDI EINT hJAC€ '� °• �-:.. ly • FILTERED WATER TO S�FtII��E?'JT /// OF INGRESS AND EGRESS � fi PERSPECTIVE VIEW _ % j' FILTERED WATER OPERA, TRAPPING O ` 4: •+.\c'' q. .A1 ?:+h. /� I IIII III{ I r' e ' OVERFLOW EPLAAN .xAa_ �'. . RUNOFF ;;y+, y=. •�,". _ - WATER '� - G-� 1 WITH 2 FLOW - ...:.,.,..,,.� •;:'::•y;�a'_ r"`' =` - SEDIMENT - ---------- --�- -- MI - - - - -- a�c;:,l`Vk. LF?AiNAxE _..t,....... - A: ... ''dc ?: •'.: '.. '' ,:� 3' > ,> "rya;.• I I d ��1RA?�I�INSa ♦.n f I IJ a a _ DROP INLET IMENT T FLOW INSTALLATION SEDIMENT GATE ._., .....,. O .,...., , ........ _..:� ., .. •• I E,RSPFCTIVE `IL .' ... CONCRETE GUTTER FILTER CLT # °# C INLET SECTION A A :.': r SEDIMENT FLOW a1 r. A A ;_..: . •:• , ,, \ SPECIFIC APPLICATION B A. iiiiiltuii mater tap Of 1 iticli must be i�� #a�ecl �uit1� a n��n�.i 1 hlclY 1�aflcoe% III; SPECIFICS APPLICATION shutolf valve wtipply~hig a wadi hots with a; (fia iieter of 1.5 Melee for adequate FAM THIS METHOD OF INLET PROT'E'CTION IS APPLICABLE:, WHERE COiiStaiit pres�lu'e. �i�a�li water tiiil�t �e carried a�Ya� fiiiiii the entrance to au FABRIC Igl LINE POST \ HEAVY FLOWS ARE EXPECTED AND WHERE AN OVERFLOW approx7ed Settluig area t0 remox7e sed iiieiit,.. dill secliiiieilt �liaff tae pre%"elite�Cl fioiii FABRIC i, , :;7: (ATTACH,, 0 11I;`� 10'MM / \ THIS METHOD OF' INLET PROTECTION IS APPLICARI,I ?_ AT CURB 1N1 I T, 1. POSTS WIRES) �� CONCRETE caa:HO lx$ �j // PONDING IN FRONT OF THE STRUCTURE UfZI; IS NOT LIKELY TO CAUSE CAPACITY IS NLC.ESSARY 'TO PREVENT EXCESSIVE PONDING eiiteliiia S"t01Yi1 Clr11n , Glitches Or 4`(aterco11roes. 6 MAX. WHERE 5' MIN. MLT� BRACING INCONVENIENCE OR DAMAGE TO ADJAC"EN'I' STRUCTURES AND UNPROTECTED AROUND THE STRUCTURE. AREA. PAVED WASH RACK PERSPECTIVE VIEW PERSPECTIVE VIEW POINTS A SHOULD BE HIGHER 'THAN POINT B. CE SF * GRAVEL SMALL, BE VDOT #3, #357 OR #5 COARSE AGGREGA'I'H;, IP NO SCALE PLASTIC FENCE METAL FENCE DRAtNAGEWAY INSTALLATION * CHAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE. IP (FRON'T' ELEVATION) SOURCE- CONWED PLASTICS PLATE. 3.1 -1 SOURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control,VA. DSWC PLATE. 3.05 -2 SOURCE: VA. DSWC PLATE 3.07-6 SOURCE: VA. DSWC PLATE. 3.07 -3 VDOT ROAD AND BRIDGE STANDARDS Sherwood and Wyant VA. DSWC TYPICAL ORIENTATION OF TEMPORARY RIGHT OF WAY TREATMENT - 1 TEMPORARY DIVERSION DIKE' DIVERSIONS SB -1 RECOMMENDED DL'WATERING SOIL STABILIZATION .BLANKET) TOP OF EMBANKMENT= 500.5' SYSTEM FOR SEDIMENT DESIGN HIGH WATER � S B - 1 VDOT ,' 1 SHALLOW _ (25 -YR. STORM ELEV. - 498.36') MIN. 2.0' BASINS COARSE AGGREGATE 1g MIN. SLOPE MIN. 0.5' MIN 10' PROVIDE ADEQUATE . . :.n �s4 ON SHALLOW SLOPES, STRIPS OF STRAPPING POLYETHYLENE CAP Compacted Soil !" NETTING PROTECTIVE COVERINGS MAY BE APPLIED ACROSS s THE SLOPE. 67 C.Y./ AC. " DRY "STORAGE '..... T 18" ruin. 1 � RISER CREST I I I I l l f ELEV= 497.6' - -- I I I I I E FI o w 67 C .Y./ AC. - -_ t- t t t t- t 11111 L " ,RAGE DEWATERING DEPTH BERM WET ST DEVICE - -- VARIES AS \1MtJNI ELEV= 495.5' TACK WELD - -- * REQUIRED " Mil WHERE THERE IS A BERM AT THE TOP OF THE SLOPE, 6 "0 PERFORATED POLYETHYLENE FOR" DRY C BRING THE MATERIAL OVER THE BERM AND ANCHOR IT - - - BEHIND THE BERM. _ DRAINAGE TUBING, DIAMETER STORAGE 4.5' niin. SEDIMENT CLEANOUT POINT -� VARIES ELEV= 494.1 \ 16.1 LF OF 15" STEEP 48 "0 CMP RISER HDPE ® 9.67% I I SLOPE NV 490 TYPICAL GRAVEL STRUCTURE = .40' DD " FERNCO -STYLE "COUPLING WET STORAGE ON STEEP SLOPES, APPLY PROTECTIVE COVERING PARALLEL DESIGN ELEVATIONS WITHOUT SOURCE: VA. DSWC' PLATE 3.09- I TO THE DIRECTION OF FLOW 4 "0 DEWATERING ORIFICE, AND ANCHOR SECURELY. SCHEDULE 40 STEEL TEMPORARY & PERMANENT EMERGENCY SPILLWAY STUB 1 -FOOT MINIMUM, DIAMETER VARIES 48 "0 CORRUGATED METAL RISER COMPACTED SOIL (RISER PASSES 25 -YR. EVENT) . NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB SOURCE: VA. DSWC PLATE. 3.14 -2 FOR DEWATERING ORIFICE ' : `: -. -- •- .• ", ": *DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 LAWN TYPE SEEDING RATE PER ACRE 4 AND AASHTO M294 HIGH MAINTENANCE KENTUCKY 31 OR BRING MATERIAL DOWN TO A LEVEL AREA BEFORE - 1�" NUN' TERMINATING THE INSTALLATION. TURN THE END LAWN (WITHIN TURF -TYPE TALL FESCUE 200-250 LBS UNDER 4" AND STAPLE AT 12" INTERVALS. PLATE. 3.14 -15 ~° t2" SOURCE: VA. DSWC LOT AREA) 3 GENERAL SLOPES KENTUCKY 31 FESCUE 128 LBS -� DITCH FLOW ANTI- VORTEX DEVICE DESIGN SB -1 SEDIMENT BASIN RED TOP GRASS 2 LBS 3:1 OR LESS SEASONAL NURSE CROP 20 LBS IN DITCHES, APPLY PROTECTIVE COVERING - PRESSURE t o� RISER PIPE BASE CONDITIONS 6= N{INIMU PARALLEL TO THE DIRECTION OF FLOW. J j LOW MAINTENANCE USE CHECK SLOTS AS REQUIRED. AVOID USE GROUND COVER PLANTINGS I JOINING MATERIAL IN THE CENTER OF A f 1 `` ° A a' ° AND/OR VINES IN ACCORDANCE WITH C\j ;l l ;� TOP STIFFENER (IF REQUIRED) SLOPES STEEPER THAN 3:1 / _. THE DITCH IF AT ALL POSSIBLE. f / IS 1.25'x1.25'x,25',ANGLE WELDED TABLE 3.37 -C OF THE VESCH. I� TO TOP AND ORIENTED PER - -- O If O PENDICULAR TO CORRUGATIONS. t I, I Jr `j I RISER CREST �r TYPICAL EARTI�F N STRU C 1 URE I; �/� DIA. -48" ELEV.= 4'97.6' SEEDING DATE SEASONAL NURSE CROP RWD i TOP ISI 14 GAGE CORRUGATED O �� rt p I a;' !1 O METAL OR 10 GAGE STEEL PLATE. 0 BEEOMMITTEDLIF ENDS OF AY EC -2 !� O I CORRUGATIONS ARE LEFT FULLY N INVERT OUT FEB. 16 THRU APRIL ANNUAL RYE OPEN WHEN THE TOP F I) ELEV.= 490.4' a , , , MAY 1 THRU AUG 15 FOXTAIL MILLET �,�, Source Va. SWCC Plate 3.11 -1 SOURCE: ADAPTED FROM LUDLOW PRODUCTS BROCHURE PLATE: 3.36 -1 PLAN VIEW I I ATTACHED. z ®ASE DIMENSIONS 8x$x1.5 AUG 16 THRU OCT ANNUAL RYE i.0 72 I i NOV THRU FEB 15 WINTER RYE iACKWELD It EO CYLINDER ISI 16 GAGE CORRUGATED 4r _ I ALL AROUND i ME PIPE OR FABRICATED FROM 6" MINI III 21' STEEL PLATE. - NOTES I 1 5 �I tlll =ll� 1. ALL PERMANENT SEEDING SHALL BE FERTILIZED, LIMED AND MULCHED NOTES: - No -1 I I II I II 111- 1 1 =1 I I II I II I 1 I- 6" MiN• i. THE CYLINDER MUST BE -iii I I III - III - III -III 1 - AT THE FOLLOWING RATES: FERTILIZER 10 -20 -10 AT A r�� 1 FIRMLY FASTENED TO THE 1 =11 II( III - III - III - 1111= RATE OF 1,000 POUNDS PER ACRE; LIME OF AGRICULTURAL GRADE COMPACTED 2 2 "`�- TOP of THE RISER. 8' SB- 1 LIMESONE AT A RATE OF 2 TONS PER ACRE; AND STRAW MULCH AT A SOIL PROVIDE VDOT STANDARD #6 x ,2° SUPPORT BAR s;zE 2. SUPPORT BARS ARE WELDED RATE OF 1 -1/2 TONS PER ACRE DURING THE SPRING AND FALL AND SPACER t #6 Rem MIN.) To THE TOP OF THE i3isER 2 TONS PER ACRE IN THE WINTER AND SUMMER. BM TYPICAL CONCRETE BASE N EC -2 LINER (TYPICAL) OR ATTACHED BY STRAPS BOLTED TO TOP OF RISER. N.T.S. r i 2. SLOPES LABELED AS 2:1 WITH VDOT STD EC -2 LINING MAY HAVE AN RISER DIAMETER ANNUAL RYE HYDROSEED W/ TACKIFIER PLANTED ON THE SLOPES AT SCC TYPICAL SECTION (SCC - PERMANENT SEEDING RATES IN LIEU OF USING THE EC -2 LINER TO SIC SCC SECTION A -A ISOMETRIC ALLOW FOR EROSION PROTECTION PRIOR TO GROUND COVER PLANTING. 3 NTS �2 DESIGNED BY: PROJECT: SET V. NO. 1 1 ADDRESSED COUNTY COMMENTS RU 4/17/15 2 ADDRESSED COUNTY COMMENTS RU 5/12/15 OF UL RU STONEFIELD BLOCK D2 4 ENGINEERS Y. FINAL SITE PLAN ;0 3 ADDRESSED COUNTY COMMENTS RU 6/5/15 SURVEYORS DRAWN BY. ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER: 4 SIGNATURE SET RU 6/22/15 v H RB : T I PLANNERS TITLE: - ®r- I 0 OINK BY: EROSION AND SEDIMENT CONTROL DETAILS C -28 N SOCIATE DMJ SHEET NUMBER: G> y -- 7 Z.-/ Po BOX 4119 30 40 Avema'e square AIWA NUMBER: FILE NAME: [DISCIPLINE: SCALE: DATE: s G Q Lynchburg, A _ Chulottesville, VA 22911 Phone: 434316.6080 Phone' 434.9842700 C1V�L H: NSA 2V �� 33 IONA'i� WWW- wwas�ecrnra5net 214075.02 407502_ES-4.dwg 111141141 NO. SHEET REVISION BY DATE N0. SHEET REVISION BY DATE V. NIA