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Home My WebLink AboutSDP200800061 Plan - Approved Final Site Plan and Comps. 2009-09-161 ll it 10) C ��l \"lml�l " � l\1.�� T -ED AN `�INA SIT7 OIDM7T PREPARED BY: T -T��D�DA 1xix CONCEPTS, TS9 PC CIVIL ENGINEERS LANDSCAPE ARCHITECTS 224 COI. RT SQUARE CHARLOTTESVILLE, VIRGINIA 22902 PH. 434-295-4005 FAX 434-295-2103 APRIL2008 0 GENERAL NOTES. PERFORMANCE STANDARDS: 1. ALL SITE WORK AND ALL IMPROVEMENTS SHOWN ON THESE PLANS ARE REQUIREID TO BE PERFORMED AND / OR INSTALLED: UNLESS SPECIFICALLY ITEMIZED AS "NOT INCLUDED IN CONTRACT' IN THE OWNER / CONTRACTOR AGREEMENT, THE CONTRACTOR IS RESPONSIBLE FOR PERFORMING AND i OR INSTALLING ALL SITE WORK AND IMPROVEMENTS SHOWN ON THESE DRAWINGS, INCLUDING ANCILLARY EFFORTS AND WORK NORMALLY ASSOCIATED WITH SPECIFIED IMPROVEMENTS. 2. CALL MISS UTILITY (1-800-552-7001) PRIOR TO ANY LAND DISTURBING ACTIVITY. UTILITIES SHOWN ON THESE PLANS ARE REPRESENTATIONS OF DATA MADE AVAILABLE TO THE ENGINEER FROM VARIOUS SOURCES AND HAVE NOT BEEN FIELD CONFIRMED. EXPLORATORY EXCAVATIONS MAY BE NECESSARY TO CONFIRM THE EXISTENCE OR NON-EXISTENCE OF CERTAIN UNDERGROUND FEATURES. 3. THE CONTRACTOR SHALL COORDINATE WITH ALL LOCAL AUTHORITIES PRIOR TO COMMENCING THE WORK AND SCHEDULE I ATTEND ALL REQUIRED PRE -CONSTRUCTION MEETINGS. THE CONTRACTOR SHALL CONFIRM THAT ALL BONDS HAVE BEEN POSTED AND PULL ALL PERMITS. THE CONTRACTOR SHALL MAINTAIN THE PERMITS AND AN APPROVED SET OF THESE WORKING DRAWINGS AND PROJECT SPECIFICATIONS ON-SITE AT ALL TIMES. 4. THE CONTRACTOR SHALL ENSURE THAT HIS / HER WORK IS PROPERLY COORDINATED WITH THAT OF THE OTHER TRADES ON-SITE. 5. UNEXPECTED SITE CONDITIONS MAY ARISE DURING CONSTRUCTION THAT REQUIRE A DEVIATION FROM THESE PLANS. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY OF ANY CONDITIONS THAT CONFLICT WITH THE PROPER EXECUTION OF THESE PLANS. THE ENGINEER SHALL DETERMINE THE NATURE ANID DEGREE OF CHANGES NECESSARY, AND THE CONTRACTOR SHALL PROVIDE A COST FOR SAID CHANGES. NO CHANGES ARE TO BE MADE WITHOUT THE WRITTEN CONSENT OF THE ENGINEER. 6. THE SITE WORK IS TO BE LAID -OUT ACCORDING TO THE DIMENSIONS ON THESE PLANS, SCALING OF THE PLANS IS NOT ACCEPTABLE, CONTACT ENGINEER IF THERE ARE QUESTIONS REGARDING THE LAYOUT OF THE WORK. BECAUSE ARCHITECTURAL DESIGN MANY TIMES CONTINUES AFTER SITE PLAN APPROVAL, STRUCTURAL INFORMATION REFLECTED ON THESE DRAWINGS MAY NOT REPRESENT FINAL ARCHITECTURAL DIMENSIONS. PRIOR TO STAKEOUT OF ANY STRUCTURES, SURVEYOR AND / OR CONTRACTOR SHALL OBTAIN FINAL ARCHITECTURAL DRAWINGS AND CONSULT WITH ENGINEER REGARDING EXACT PLACEMENT OF BUILDINGS ON SITE. EA RE5 THESE PLANS TO 7. THE CONTRACTOR SHALL VERIFY ALL EXISTING SITE CONDITIONS AND F TU REPRESENTED ON HE THE BEST OF HIS I HER ABILITY. THE CONTRACTOR SHALL ALSO VERIFY, BY STAKEOUT, THE RELATIONSHIP OF ALL AND F SITE CONDITIONS MAJOR SITE IMPROVEMENTS TO EXISTING S FEATURES AND INOTIFY ENGINEER OF ANY T C DISCREPANCIES, ERRORS AND OMISSIONS BEFORE PROCEEDING WITH THE WORK, 8. THE CONTRACTOR SHALL BE HELD SOLELY RESPONSIBLE FOR SITE CONDITIONS, THE SAFETY OF HIS / HER WORKERS AND THOSE ASSISTING HIM / HER WITH SUPPLYING OR EXECUTING THE WORK, AND THE SECURITY OF PROPERTY HE / SHE IS STORING ON-SITE. THE CONTRACTOR IS NOT LIABLE FOR THE SAFETY OF'THOSE WITHIN THE BUILDINGS OR WORKING ON THE BUILDINGS, NOR IS HE / SHE RESPONSIBLE FOR SECURING THE: PROPERTY OF THE BUILDING IS REQUIRED 7 MAINTAIN A CLEAN CONTRACTOR OR THEIR ASSOCIATED TRADES. HOWEVER, CONTRACTORQIU D O , ORGANIZED AND SAFE SITE, AND IS THE FINAL AUTHORITY AS TO THE LOCATION, (PLACEMENT OR STORAGE OF ANY AND ALL MATERIALS, EQUIPMENT, VEHICLES AND TEMPORARY STRUCTURES USED DURING CONSTRUCTION, NEITHER THE OWNER NOR ENGINEER SHALL BE HELD RESPONSIBLE FOR THEFT, DAMAGE OR INJURY ON-SITE DURING CONSTRUCTION UNLESS IT 1S DUE TO TO THE SOLE NEGLIGENCE OF THE OWNER OR ENGINEER. 9. THE CONTRACTOR SHALL DETERMINE THE LIMITS OF CONSTRUCTION AND DEMARCATE THEM CLEARLY PRIOR TO COMMENCING GRADING OF THE SITE, ALSO, THE CONTRACTOR SHALL INSTALL ALL SEDIMENT AND EROSION CONTROL MEASURES THAT CAN LOGISTICALLY BE PLACED BEFORE GRADING COMMENCES. 10. DURING THE INSTALLATION OF UTILITIES TO SUPPORT THE PROJECT, THE CONTRACTOR SHALL MAINTAIN SERVICE TO NEIGHBORING PROPERTIES. DAMAGE TO LINES OR INTERRUPTIONS OF SERVICE SHALL BE IMMEDIATELY REPORTED TO THE SERVICE PROVIDER AND ENGINEER. THE CONTRACTOR IS RESPONSIBLE FOR ALL COSTS ASSOCIATED WITH REPAIR AND RESTORATION OF SERVICE. 11. ALL EXISTING IMPROVEMENTS ADJACENT TO THE PROPERTY, SUCH AS ROADWAYS, SHALL BE PROTECTED FROM DAMAGE DUE TO THE EXECUTION OF THE WORK, ALL REPAIR MADE NECESSARY BY THE CONTRACTOR OR THOSE ASSISTING HIM 1 HER IN THE EXECUTION OF THE WORK SHALL BE BORNE BY THE CONTRACTOR. 12. USE OF EXPLOSIVES IS EXPRESSLY PROHIBITED UNLESS STATED OTHERWISE. IF PERMITTED, THE CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS AND NOTIFY ENGINEER PRIOR TO STORING OR USING EXPLOSIVES ON-SITE. ALL OTHERS SHARING THE SITE FOR CONSTRUCTION PURPOSES SHALL ALSO BE NOTIFIED, USE OF EXPLOSIVES SHALL BE CAREFULLY COORDINATED WITH ALL OTHERS SHARING THE SITE AS WELL AS VDOT AND ADJACENT OWNERS. 13. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN, AS DRAWN, MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR, THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 14, CONTRACTOR SHALL COORDINATE TRAFFIC CONTROL MEASURES WITH VDOT INSPECTORS PRIOR TO OR AS PART OF THE REQUIRED PRE -CONSTRUCTION CONFERENCE. QUALITATIVE STANDARDS: 1. ALL UNSUITABLE SOIL MATERIAL SHALL BE STOCKPILED AND ITS DISPOSITION DETERMINED BY THE OWNER WHILE THE EARTHWORK ASPECT OF THE SITE WORK IS STILL UNDERWAY. 2. ALL SPRINGS SHALL BE CAPPED AND PIPED TO THE NEAREST DRAINAGEWAY OR DIRECTED TO A STORa A SEWERAGE STRUCTURE. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND INASMUCH AS IS POSSIBLE SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. THE CONTRACTOR SHALL NOT BE RELEASED FROM RESPONSIBILITY FOR STABILIZATION OF THE PROPERTY UNTIL THE LOCAL AUTHORITY OR AGENT ISSUES FINAL APPROVAL AND AUTHORIZES DECOMMiSIONiNG OF EROSION CONTROL MEASURES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR POSTING THE EROSION CONTROL BOND. 4. ALL SLOPES AND DISTURBED AREAS ARE TO FERTILIZED, SEEDED AND MULCHED, THE MAXIMUM ALLOWABLE SLOPE IS 2:1(HORIZONTAL:VERTI CAL). WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED. ALL SLOPES GREATER THAN 3:1 SHALL BE MATTED WITH VDOT EC -2 SLOPE STABILIZATION MAT. 5. PAVED, RIP -RAP OR STABILIZATION MAT -LINED DITCHES MAY BE REQUIRED WHENI, IN THE OPINION OF THE COUNTY AGENT, -ITIS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 6. ALL PAVING AND DRAINAGE -RELATED MATERIALS AND CONSTRUCTION SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED, ALL MATERIALS TO BE USED IN STABILIZATION SHALL ALSO BE APPROVED BY ENGINEER. 7. FOR SPECIFICS REGARDING ASPHALT AND CONCRETE PAVING REFER TO DETAILS. 8. FOR SPECIFICS REGARDING SPECIALTY PAVING (IF ANY) REFER TO DETAILS. 9. ALL CURBING SHALL BE VDOT STANDARD CG -2, UNLESS OTHERWISE NOTED. ALL PARKING SPACES MARKED "HC" ARE TO BE DESIGNATED FOR HANDICAP PARKING VIA THE USE OF SIGNS AND PAINT SYMBOLS, THEY ARE TO BE 8'X 18' AND ADJACENT TO A 5'X 18' PAINT -OUT AISLE. ALL VAN ACCESSIBLE SPACES SHALL BE I TX 18' AND ADJACENT TO VX 18' PAINT -OUT AISLE. 10. SAFETY RAILING TO BE PROVIDED FOR ALL WALLS HIGHER THAN 4'. 11. LOADING AND DUMPSTER AREAS SHALL BE ACCESSIBLE AT ALL TIMES AND ARE NOT TO BE LOCATED BEHIND ANY PARKING SPACES. 12, PERPENDICULAR PARKING TO BE 9'x 18' UNLESS OTHERWISE SPECIFIED. PARKING STALLS MAY BE REDUCED TO 16WHERE AN OVERHANG IS POSSIBLE. 13. PARALLEL PARKING SPACES TO BE 9'x 20' WITH A 20' MINIMUM AISLE WIDTH UNLESS OTHERWISE SPECIFIED. 14. LOADING SPACES TO BE 12'x 25 WITH A 24' MINIMUM AISLE WIDTH UNLESS OTHERWISE SPECIFIED.. 15, UNLESS OTHERWISE SPECIFIED, ALL TWO-WAY TRAVELWAYS SHALL BE 24' WIDE. ONE-WAY TRAVELWAYS SHALL BE 12' WIDE. 16 PARKING AREAS ARE NOT TO EXCEED 5% GRADE IN ANY DIRECTION, HANDICAPPED PARKING AREAS ARE NOT TO EXCEED 2% IN ANY DIRECTION. 17, DUMPSTER PADS TO BE MINIMUM 10' x 10'. AN ADDITIONAL VIS REQUIRED IN FRONT FOR. WHEEL BEARING, 18. SIDEWALKS TO BE A MINIMUM WIDTH OF 5', EXCLUDING CURB, CONSTRUCTED OF 4" 3000 PSI CONCRETE SURFACE, 4" 21-A STONE BASE, WITH UNDERDRAINS (UD -4, ETC.) PER VDOT STANDARDS. 19. UNLESS OTHERWISE SPECIFIED, ALL STORM SEWERAGE SHALL BE INSTALLED IN ACCORDANCE WITH VDOT STANDARDS AND SPECIFICATIONS. ALL REINFORCED CONCRETE PIPE SHALL BE CLASS 3. ALL HDPE PIPE SHALL BE ADS N-12 OR EQUAL WNDOT STANDARD PB -1 BEDDING. ALL PVC CONDUIT SHALL BE SCHEDULE 40. 20. UNLESS OTHERWISE SPECIFIED, ALL WATERLINE IS TO BE CLASS 52 D.I.P . ALL WATER SERVICE LATERAL TO BE TYPEK' COPPER TUBING. 21, ALL SANITARY SEWER LATERALS TO BE SDR -35 PVC AS A MINIMUM, 22, ALL PARKING LOT TRAVELWAYS SHALL BE 24' WIDE UNLESS OTHERWISE NOTED ON PLANS. WATER AND SEWER: 1. WATER WILL UTILIZE THE EXISTING, PRIVATE, CENTRAL WATER SYSTEM. 2, SANITARY WILL BE HANDLED VIA DRAINFIELD. ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES: 1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT, WHERE ANY DISCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN. 2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS AND STANDARDS OF VDOT UNLESS, OTHERWISE NOTED. 3. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CONSTRUCTION. 4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED AND MULCHED. 5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL:VERTICAL), WHERE REASONABLY OBTAINABLE, LESSER SLOPES OF 3:1 OR BETTER ARE TO BE ACHIEVED, ALL SLOPES STEEPER THAN 3:1 SHALL BE PLANTED WITH LOW MAINTENANCE GRASS COVER, NOT GRASS. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED VNHEN IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL. 7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUTAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE - CLASS 111. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926) ALBEMARLE COUNTY ENGINEERING GENERAL CONSTRUCTION NOTES FOR ,STREETS: 1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT (296-5832) 48 HOURS IN ADVANCE OF THE START OF CONSTRUCTION. 2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE O T SUBMITTED T HE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. 3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. EXAC LENGTH LOCATION AND APPROPRIATE END TREATMENTS WILL BE 4. GUARDRAIL LOCATIONS ARE APPROXIMATE.T R FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED IT SHALL BE INSTALLED FOUR 4 FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG -9(A, B OR C). 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVIEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE -1. 7, COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AIND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. 8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION, SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, -THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE; VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PRtOPERTY NUMBERING ORDINANCE AND MANUAL. 10.TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 11.THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. 12. VDOT STANDARD CDA OR CD -2 CROSS -DRAINS TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES. 13,A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS, THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT, i SITE-SPECIFIC NOTn 1, NONE OF THE SUBJECT PROPERTY LIES WITHIN THE DESIGNATED 100 -YEAR FLOOD PLAIN (ZONE ='C'), 2. THE SUBJECT PROPERTY LIES WITHIN THE SOUTH FORK RIVANNA RIVER RESERVOIR WATERSHED. 3. THE EXISTING VEGETATION OF THE SUBJECT SITE IS PREDOMINANTLY OPEN AND SEMI -MATURE HARDWOOD / PINE WITH SOME VOLUNTEER TREES. 4. MAIN ENTRANCEWAY TO SITE WILL BE PUBLIC WITH PRIVATE INTERNAL ACCESS ROADS. 5 THE PROPERTY FRONTS ON ROUTE 660, REAS FORD ROAD, BUT THE PORTION OF THE PROPERTY COVERED BY THIS SITE PLAN APPLICATION IS SERVED BY DRILLERS LANE, A NEW ROAD RECENTLY COMPLETED TO STATE STANDARDS, THAT HAS YET TO BE DEDICATED AND ACCEPTED AS A PUBLIC ROAD. THIS PROPOSAL CALLS FOR CONSTRUCTION OF AN ENVISIONED EXTENSION OF DRILLERS LANE AND THE INSTALLATION OF A CUL-DE-SAC, SUCH THAT TMP 31-216, NOW LAND LOCKED, WILL BE PROVIDED STATE ROAD FRONTAGE. 6. CONSTRUCTION OF A PRIVATE ROAD SECTION BUILT TO STATE STANDARDS IS ALSO PROPOSED. CONTRACTOR'S LANE WILL PROVIDE HIGH QUALITY ACCESS TO A VARIETY OF CONTRACTOR YARDS AND ENABLE FUTURE SUBDIVISION AND SALE OF PROPERTY TO TENANTS OF THE COMPLEX. 7. A HAZARDOUS WASTE DISCHARGE OCCURRED ON THIS PROPERTY 1N THE PAST. THE OWNER / OPERATOR OF THE FACILITY AT THAT TIME, COOPER INDUSTRIES; MAINTAINS A GROUNDWATER TREATMENT AND MONITORING PROGRAM FOR THE PROPERTY WHICH IS OVERSEEN BY THE EPA. WHILE THE CURRENT OWNER OF THE PROPERTY HAS NO INVOLVEMENT IN THE PROGRAM OR LIABILITY RELATIVE TO THIS MATTER, THEY ARE LIMITED IN TERMS OF GRADING AROUND WELL -HEADS, PUMP HOUSES, AND OVER TOP EXISTING UNDERGROUND WATER LINES. 8. DUMPSTERS WILL BE UTILIZED FOR TRASH DISPOSAL AND COLLECTION. 9. ALL SIGNAGE i SITE IDENTIFICATION DESIRED FOR THE DEVELOPMENT SHALL BE SUBMITTED AND FILED SEPARATELY BY THE OWNER / DEVELOPER. VIRGINIA DEPARTMENT OF TRANSPORTATION .D.O.T. ROAD AND BRIDGE SPECIFICATIONS DATED 2002. 1, N 1 , 2. VIRGINIA DEPARTMENT OF TRANSPORTATION (V.D.O.T.) ROAD AND BRIDGE STANDARDS, DATED 2001. 3. VIRGINIA DEPARTMENT OF CONSERVATION AND RECREATION, DI'VISION OF SOIL AND WATER CONSERVATION, VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK, THIRD EDITION, 1992. 4, INSTITUTE OF TRANSPORTATION ENGINEERS (ITE MANUAL), TRIP GENERATION, 7TH EDITION. 5. VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) STANDARDS. 6, ALBEMARLE COUNTY SERVICE AUTHORITY CONSTRUCTION SPECIFICATIONS REGULATING THE CONSTRUCTION AND EXPANSION OF THE WATER AND SEWER SYSTEMS WITHIN THE COUNTY OF ALBEMARLE, VIRGINIA, DATED 2005. 7. INTERNATIONAL CODE COUNCIL AMERICAN NATIONAL STANDARD)- ACCESSIBLE & USABLE BUILDINGS AND FACILITIES, DATED 2003. PROJECT DATA: DEVELOPER: 4F LLC; 2885 EARLYSVILLE ROAD, EARLYSVILLE, VA 22936; 434-973-9079 PROPERTY OWNER: SAME AS ABOVE TAX MAP I PARCEL #: 03100-00-00-021 AO MAGISTERIAL DISTRICT: RIO PROPERTY ADDRESS: 395 REAS FORD ROAD, EARLYSVILLE, VA 22936 PROPERTY SIZE: 28.71 ACRES (AREA BEING DEVELOPED AS PART OF THIS SITE PLAN = 9,17 AC) CURRENT ZONING: LI, LIGHT INDUSTRIAL PROPOSED ZONING: LI, LIGHT INDUSTRIAL COMPREHENSIVE PLAN: RURAL AREA (RA -1) DRINKING WATER WATERSHED: SOUTH FORK RIVANNA RIVER RESERVOIR PROFFERS: NIA WAIVER I VARIANCE REQUESTS: CRITICAL SLOPE WAIVER I PRIVATE ROAD SURVEY SOURCES: PHYSICAL & BOUNDARY: STEVE GARRETT, DOMINION DEVELOPMENT RESOURCES, 12-15-06,434-979-8121 TOPOGRAPHY: JIM BELL, LOUISA ARIAL SURVEYS, INC., PHOTOGRAPHY 4110107, COMPILATION 7/12/07, 540-967-1499 DATUM:_ NAVD 88 BENCHMARK: N/A BREAKDOWN: ,LAND -USE i SF__ _. AC 0 /o_ BUILDINGS EXISTING 256,661 5.89 20.5% i PRtQPOSED $,000 0.18 0.610 ROADSIPARKING: EXISTING195,961 4.50 15.7% PROPOSED _ . _. _.... 62,198 1.43 5.0% GRAVEL YARD __..127,972 2.94 10.2% SIDEWALKS '' EXISTING ; 28,06T 0.64 2.2% PROPOSED 2 026 0.05 0.2% 'OPEN SPACE / PERVIOUS AREA. 569,723: i '13.O-8--- 45.6/0 TOTAL SITE ACREAGE. 1,250,60$ 28.710', 100% WATER SUPPLY: PRIVATE CENTRAL SYSTEM WITH STORAGE SANITARY SEWER: INDIVIDUAL DRAINFIELDS MAX. BUILDING HEIGHT: 35' PARKING: (LOT 2 ONLY) 5 EMPLOYEES; 5 VEHICLES (ONE SPACE PER EMPLOYEE PLUS ONE SPACE PER FACILITY VEHICLE) REQUIRED 10 SPACES PROVIDED 14 SPACES RECREATIONAL AREA: NA SETBACKS: PUBLIC STREETS PARKING 10' BUILDING 50' RESIDENTIAL DISTRICTS PARKING 30' BUILDING 50' BUFFER ZONE 30' MAX. NUMBER OF EMPLOYEES: 7 (LOT 2 ONLY) DENSITY: 0.21 FAR SITEWIDE (0.15 ON PROPOSED BBX LOT) TIR I ILDGFNEIRATION ESTIMATE& CODE LAND USE TRIPS WEEKDAY AADMJ. STREET PEAKS SATURDAY PM 110 GEN. LT, INDUSTRIAL 7.51/ACRE 7,96/ACRE 8.77/ACRE 8.73/ACRE (x 3.12 ACRES) TRIPS GENERATED: 23.43 24.84 27.36 27.24 r,� 13.79 CIVIL, ENGINEERS LANDSCAPE ARCHITECTS ECTS 224 COURT SQUARE CHARLOTTESVILLE, VIRGINIA 22902 'IFI. 434-295®4005 FAX 434-295-2103 III SOILS. N.T.S. ISSUED: 4-15-08 DRAWN BY: S E REVISIONS: L 3-30-08, CO. COMMENTS All rights reserved. No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission j from Terra Concepts; P.C. Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C. ©TERRA CONCEPTS, P.C. SHEET -:-. - .. i - - -..-.\ -,_ -: \: .� :-.:., _-,�- ice.. 11 a��v—�r'vv v MCI CK .� f — _ - /i I✓ - ..__ _.... ( .. i M 15D �� i 7 1 ._ J / % t.... i _ _. sl ,--- �.. � �/�� !. i '�-..._ _._.-:... _ti..:.. "�%"�._..� •. _\:.-_..� �'�. ,_ � f r !. .-�. SCALE. 1 99 M 509 ISSUED: 4-15-08 DRAWN BY. mos L 3-30-08, CO. COMMENTS All rights reserved. No part of the material protected by this copyright (plans, ideas, designs,, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronicor mechanical, including photocopying scanning, or by any other means of retrieval system without written permission from Terra Concepts, P.C. Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C. 0TERRA CONCEPTS, P.C. TERRA CONCEPTS, P.C. CIVIL, ENGINEERS LANDSCAPE ARCHITECTS 224 COURT SQUARE CHARLOTTESVILLE, VIRGINIA 22902 PH, 434-295-4005 FAX 434-295-2103 SCALE: F9 = 30' ISSUED- 4-15-08 DRANVApt BY. . Mos 1. 3-30-08, CO, COMMENTS 2. 6®24-09, ESC/SWM COMMENTS All rights reserved. No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written pennission from Tena Concepts; P.C. Also; these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C. 6 TERRA CONCEPTS, P.C. I SCALE: V9 = 30' ISSUED: 4-15-08 DRAWN BY mos 1. 3-30-08, CO. COMMENTS 2. 6-24-09, ESC/SWM COMMENTS All rights reserved. No part of the material protected by this copyright (pians, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts, P.C. Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C, O TERRA CONCEPTS, P.C. o OHE .,_�, �_ ONE - - OFT ONSTRUCT ROAD STUBTZOI 31-ZIK TMP 31-21 ~� _ {U ~ 0 PROPERTY LINE THOMAS J. MANCUSO , 4Fy lalaC C �.�. 1�ii�>i'�d� f ,,it`s / D.B. 164 �� r \ m SHO OHE l ]�.B.1761 PG 3 i �, . 693 P6-638 - �► � °*,� aH® / � D.B.��1716 P� 3 4.244 C � �` aH Zalq-//12.973 \ �'7,�01NG-, RA . 9 RESIDENCE 1 ; / -1HO ! H O 2° B k �d I , 11 %1 11 t EXPANSION JOINT NOTES: I A **STREET APPROACH SAME r6" 1-1' b 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE, 4" SURFACING AS MAINLINE CLASS A3 b� .7", —7 2" R C ROADWAY (H.E.S.) EQUAL TO WIDTH OF SIDEWALK TYP. (RADIUS TO BE AS b% 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, CONCRETE 1 111111111111111111111 lillill 1111i III fill] [it 11111111111111111111 2" VOOT SM 9.5A SHOWN ON PLANS) 4000 PSI IF PRECAST. 2� -1-6)- SECTION C -C ASPHALT WEARING COURSE A DIAL COMBINATION (RADIUS TO BE AS 3. CURB HAVING A RADIUS OF 300 FEET OR LESS (ALONG TE- ��_ &e URB AND GUTTER SHOWN ON PLANS) FACE OF CURB) WILL BE PAID FOR AS RADIAL CURB. -t 3" VDOT BIVI 25 ASPHALT BASE COURSE ST D. CG -6) �- Ig IM 4 I I r ISURFACEI I I - - - - - - - - 4. THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS 3" SEE 5A �6? uj (15" DEPTH) OR INCREASED AS MUCH AS 3" (21- DEPTH) 6" COMPACTED VDOT 21A STONE BASE SIDEWALK NOTE4 IN ORDER THAT THE BOTTOM OF CURB WILL COINCIDE WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE. OTHERWISE THE DEPTH IS TO BE 18" AS SHOWN. NO ADJUSTMENT 6 IN THE PRICE BID IS TO BE MADE FOR A DECREASE OR AN COMPACTED SUBGRADE EXPANSION )PTIONAL EXPANSION JOINT Z INCREASE IN DEPTH. JOINT 'US To 0 1E N BE AS _ 2 _�L�NS ON (RADIUS To �E A$ OWN P _ER SH ON ANS) L --SIDEWALK 6. L NAL LINE 5� THIS CURB IS TO BE USED WHEN DESIGN SPEED SUBBASE NOTE: WIDTH "B"Z-O" ORAS MAINLINE ROADWAY I [H -M .......... LLI IS 40 MPH OR LESS ON RURAL HIGHWAYS AND a., = 1111111111111 SHOWN ON TYPICAL SECTION. FE W A 45 MPH OR LESS IN DEVELOPED URBAN AND SUBURBAN AREAS. IF THESE DESIGN SPEEDS ARE PLAN VIEW EXCEEDED STANDARD CG -3 IS REQUIRED. 10' PARABOLIC CURVE 8% MAX EDGE OF SHOULDER OR SLOPE D OPTIONAL FLOW LINE CHANGE 2" SMOOTH TROWELED EDGE; ------------ 6" CURB (VDOT STD. CG -2) MAINLINE ROADWAY CONTRACTION JOINT OPTIONAL (6 ASPHALT JILDAVING DETAIL 8% MAX D C � SLOPE CHAN P-003 P-005 4o MIN. FOR STREET D D SCORED BROOM FINISH; TYP. 6 SECTION N.T.S. E SECTION N.T.S. CONNECTIQN 4 \_ CURBING PERPENDICULAR TO DIRECTION 6 MIN. 0' FOR COMMERCIAL®PLAN OF TRAVEL ENTRANCE CONSTRUCT GRADE CHANGES WITH A PARABOLIC CURVE. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK TRAFFIC, THE DEPTH FOR SIDEWALK & CURB NOTES: SECTION A - A RAMPS WITHIN THE LIMITS OF THE RADII SHOULD BE 20 HOLE GUIDELINES FOR GRADE CHANGE D INCREASED TO 7". 1. THIS ITEM MAY BE PRECAST OR CAST IN PLACE, FULL THICKNESS WHEN ST'D. CG -11 IS USED FOR ENTRANCES BUILT I X" DEEP CONTRACTION/SCORE XY EXPANSION JOINT W1 XY RECESSED 2. CONCRETE TO BE CLASS A3 IF CAST IN PLACE, 2 IN CONJUNCTION WITH VDOT PROJECTS, PLEASE 4 2 NOTE THE FOLLOWING: JOINT, SPACED EVERY 5'0.C.; TYP. BACKER ROD AND CAULK, SPACED 4000 PSI IF PRECAST. 4" -1 4" 4, **MAINLINE PAVEMENT SHALL BE CONSTRUCTED EVERY 25 (MIN) O,C.; TYP. 3. COMBINATION CURB & GUTTER HAVING A RADIUS 641 2- #3 REBAR TO THE R/W LINE (EXCEPT ANY SUBGRADE OF 300 FEET OR LESS (ALONG FACE OF CURB) ENTRANCE VOLUME DESIRABLE MAXIMUM( STABILIZATION REQUIRED FOR MAINLINE 3000 PSI CONCRETE AT 28 SHALL BE PAID FOR AS RADIAL COMBINATION %2" 3% PAVEMENT WHICH CAN BE OMITTED IN DAYS, AIR -ENTRAINED CURB & GUTTER. 6" _K HIGH (MORE THAN 1600 VPD) 0% 8 t4" 5 THE ENTRANCE.) 2"'R 2 MEDIUM (500 -5 3% 6% 4. FOR USE WITH STABILIZED OPEN -GRADED N -1500 VPD) 3 2 i� " 01 ®RADIAL CURB OR COMBINATION CURB DRAINAGE LAYER, THE BOTTOM OF THE CURB 7" 12" OP VIEW LOW (LESS THAN 500 VPD) _5 6% 8% AND GUTTER SHALL NOT BE CONSTRUCTED VVWF 6" X 6" W1.4 X W1 A W/ 2" AND GUTTER SHALL BE CONSTRUCTED PARALLEL T TO THE SLOPE OF SUBBASE COURSES REPLACEMENT PURPOSES. MIN. COVER BEYOND THE R/W LINE EXCEPT FOR AND TO THE DEPTH OF PAVEMENT, > 0 X 1\ 1 11 V WHEN USED IN CONJUNCTION WITH STANDARD .1-10 812 5. THIS CURB MAY BE USED WHEN DESIGN SPEED 2 71'_ -3 OR CG 7, THE CURB FACE ON THIS COMPACTED VDOT #21A STONE IS 40 MPH OR LESS ON RURAL HIGHWAYS AND CG m - k% W&W 1 STANDARD IS TO BE ADJUSTED TO MATCH THE MOUNTABLE CURB CONFIGURATION. BASE 45 MPH OR LESS IN DEVELOPED URBAN & SUBURBAN 2"' SECTION "A" ENLARGED SEE STANDARD CG -12 FOR CURB RAMP DESIGN AREAS. IF THESE DESIGN SPEEDS ARE wl 3 2 EXCEEDED STANDARD CG -7 IS REQUIRED. N I TO BE USED WITH THIS STANDARD, THIS AREA MAY BE CONCRETE "All No 95% COMPACTED SUBGRADE A7 THE OPTION OF THE CONTRACTOR PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A FLOW LINE IS REQUIRED TO PROVIDE POSITIVE SIDE VIEW DRAINAGE ACROSS THE ENTRANCE. THE BOTTOM OF THE CURB AND GUTTER OPTIONAL FLOWLINE MAY REQUIRE WARPING OF SECTION MAY BE CONSTRUCTED PARALLEL TO THE A PORTION OF GUTTER TO PRECLUDE PONDING SLOPE OF SUBBASE COURSES PROVIDED A OF WATER. MINIMUM DEPTH OF 7" IS MAINTAINED. METHOD OF TREATMENT(CG-111)— CONCRETE SIDEWALK—BDRf0"OM FINISH WITH V CURB & GUTTER (VDOT STD. CG—6) CONNECTION FOR STREET INTERSECTIONS & COMMERCIAL ENTRANCES TOOLED EDGES DOUBLE—SIDED CONCRETE WHEELcS1TOP 6 DETAIL P-040 6 PLAN, SECTION P=019 6 SECTION P-004 5-001 N.T.S. N.T.S. N�T.S. 6_� SECTION N.T.S. NOTES: 1. ELECTRIC SHALL ALLOW JOINT TRENCHING TO OCCUR WITH TV AND CABLE PROVIDERS. (b CG -6, TYF 3' % G_� UTILITY LOCATIONS 6) SECTION U-013 NT.S. FIG. W-7 TD-, 18 COVER LIFT NOTCH WATER CAST IRON LID NOTES: 1. UNPAVED AREAS (PREFERRED LOCATION): PLASTIC BROOKS 2200 SERIES WITH 6" EXTENSION OR APPROVED EQUAL. 2. !PAVED AREAS (ALTERNATE LOCATION): CAST IRON BINGHAM AND TAYLOR NO. 6015-B OR APPROVED EQUAL. USE 6" OF BRICK AND/OR BLOCK TO INCREASE DEPTH TO 24" 3. FOR TOUCH READ METERS A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID, 6 Z 7 DM1jVN,> ] , � 2200 SERIES PIPE SLOT (2 PLACES) TYPICAL METE11RXBO)%N7.ES (5/89) — }j 9) METERS) 6,) DETAIL U-018 N.T.S. XIM/'N"r 0-rA,K1r-%AMr% r --r+ 1kAA-T—r1K1r% GRASS LINED DITCH SECTION E-024 N.T.S. — CAST IRON LID FINISHED GRADE BROOKS 2200 SERIES BOX IA/ITP A 1A BENDBENDP01101 IWIZ fir REQUIRED)- 1 10 -1 BROOKS LOCKWING EXTENSION OR APPROVED EQUAL MUELLER NO. H-15069 (I-) BALL VALVE-- IN UNPAVED AREAS NO. H-15068 (11/2',2") (INLET& FORD NO. L0244 (I-) OUTLET) NO. L02-66 (11/2') ;2�11 I COPPERSETTER (PLACED ON STONE) NO. L02-77 (2") JII McDONALD 20-209 WVVDD 33 OR OR APPROVED EQUAL to APPROVED EQUAL METER OV 4" STONE BEDDING BRICK AS "*--CORPORATION STOP (1", 1 112", 2") NECESSARY MUELLER NO. H-15000 FORD NO. F-600, OR APPROVED EQUAL TYPICAL SERVICE LATERAL INSTALLATION SECTION U-010 N.T.S. CIVIL ENGINEERS ,ANDSCAPE ARCHITECTS. 224 COURT SQUARE HARLOTTESVILLE, VIRGINIA 22902 P11 434-295-4005 FAX 434-295-2103 0 SCALE: AS SHOWN ISSUED: 4-15-08 DRAWN BY: MOS REVISIONS: All rights reserved. No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts, P.C. Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C. TERRA CONCEPTS, P.C. FIG. W-6 NOTES: TD -19 1.OPEN CUTS IN PAVED AREAS -V COMPRESSION x 3/4" MALE PIPE COUPLING WITHIN EXISTING VDOT RIGHT- OR APPROVED EQUAL OF-WAY SHALL BE BACKFILLED REMAINING BACKFILL SHALL ENTIRELY WITH NO, 21A STONE. NOT CONTAIN ROCK MATERIAL 36"MIN LARGER THAN 6" IN ANY 2.FOR DUCTILE IRON PIPE THE DIMENSION BOTTOM OF THE TRENCH SHALL 2.0'— V TYPE "K" 24"MIN BE SCRAPED AND COMPACTED, DEPTH SOF COPPER INTIAL BAC:KFILL* AND ALL STONES REMOVED OR 12- MIN FOR USE ON ATTACHED SINGLE FAMILY 8"MIN EMBEDMENT (15" LIFTS) A 4" BEDDING OF NO. 68 STONE 1"xVx1"TEE RESIDENTIAL SERVICES OR DUAL THOROUGHLY COMPACTED SHALL BE PROVIDED. /�%r�e°�\%f \�� f°�%,%� f '%'�� RESIDENTIAL AND IRRIGATION SERVICES. BY HAND (OR APPROVED SPRING LINE OF PIPE MECHANICAL TAMPER 3.WHERE ROCK IS ENCOUNTERED 21// HAUNCHING PIPE SHALL BE INSTALLED ON A 5 T NO. 68 STONE MINIMUM 6" BEDDING OF NO. 68 X �/X X BEDDING 6" MAX STONE. 4" MIN NOTE: NO SWEATED X/ X N FITTINGS FOUNDATION (SHALL BE \x REQUIRED WHEN SOIL DUAL SERVICE CONDITIONS ARE UNSTABLE V COMPRESSION x 3/4" MALE PIPE COUPLING (ALL PIPE) FILTER FABRIC OR APPROVED EQUAL CLASS I RIP RAP I "TYPE "K" TYPICAL SEWER PIPE INSTALLATION SOFT COPPER (�K IN TRENCH (L�RIP RAP DITCH GD) FOR USE ON DETACHED SINGLE FAMILY SECTION U-016 6) SECTION E-068 RESIDENTIAL SERVICE WHERE AN NT.S. N.T.S. IRRIGATION METER IS NOT PROVIDED. SINGLE SERVICE NOTE: 1) SADDLES SHALL BE USED ON PVC PIPE. — CAST IRON LID FINISHED GRADE BROOKS 2200 SERIES BOX IA/ITP A 1A BENDBENDP01101 IWIZ fir REQUIRED)- 1 10 -1 BROOKS LOCKWING EXTENSION OR APPROVED EQUAL MUELLER NO. H-15069 (I-) BALL VALVE-- IN UNPAVED AREAS NO. H-15068 (11/2',2") (INLET& FORD NO. L0244 (I-) OUTLET) NO. L02-66 (11/2') ;2�11 I COPPERSETTER (PLACED ON STONE) NO. L02-77 (2") JII McDONALD 20-209 WVVDD 33 OR OR APPROVED EQUAL to APPROVED EQUAL METER OV 4" STONE BEDDING BRICK AS "*--CORPORATION STOP (1", 1 112", 2") NECESSARY MUELLER NO. H-15000 FORD NO. F-600, OR APPROVED EQUAL TYPICAL SERVICE LATERAL INSTALLATION SECTION U-010 N.T.S. CIVIL ENGINEERS ,ANDSCAPE ARCHITECTS. 224 COURT SQUARE HARLOTTESVILLE, VIRGINIA 22902 P11 434-295-4005 FAX 434-295-2103 0 SCALE: AS SHOWN ISSUED: 4-15-08 DRAWN BY: MOS REVISIONS: All rights reserved. No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts, P.C. Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C. TERRA CONCEPTS, P.C. 600 600 S A6 RATE 590 590 580 580 570 570 560 560 550 550 540 540 530 530 520 520 ---� 10+00 11+00 12+00 13+00 14+00 STORM DRAAIIN W SCALE: I"=50' H; I"=119' V il -- ---^ 9024 590 L.P. ELEV L,P, STA PVI S A. K 2 = 569.74 = 13+78 TA = 13+10 = 17.00 4.00' VC CC (6' THIROA) PIPE I 5L-1 TYPE > _j QI HiP. STA =18+9c,.61 -2B (4'THROAT) I DESCRIPTION ( IN1�, i I DI -7 � S P I STA = 19+2761 - JVDOT STD MH SL GRADE 1 IWI -1 R M 569.8'1 A7 � 0VI ELEV = 590. 4 SEPARATION 570 � I V. IN 56&81 D -7 W/ TYPE III 610K // AD =-1200 \\` ' I V. OUT 565.71 STA 13+26.61 , GRA �� Q SD A3 = 7.00 34.34 GRADE R I M 569.00 V. OUT 566.00 C14a 560 i DI-2BB (4 THROAT) I 5 DID -2B5(4' THROAT) I 84.00' VC `��, <`��- �° PVI STA = �1+43.99 Wi SL -1 i � STA 12+73. 9 I P ,Q 58.85 LF OF l5" ! PVI ELEV 569:30 j RIM 570.99 INV. W 565.2 ,C f0 p i W W Z INV. IN 55 .554,92 .---- --- - ---- - - - I----' A. D, _ x.00 - _. - --- l - - ------ --� 2 0 Q C°r 555.65 SID A4 ! �U j K =14'8 8 A3 540 boa __-__- co !----____ co r I 119.00 VC , 60o 37,81 T- > (� W ssi co >0 00 S V i ` I i RIM 57QQ.64 INV. I�►I564.21 540 Z M 10 _j LU ( S' rn ~ c INV. OUT 564.11 JL STORM DRAIN 9B9 W 590 _-_..__.___-_.__-_�-- M 551.00 i ua A5 A4 0A7 0.90 Cj.063 0.351 5.17 5.61 ().42 2.52 564.92 564.21 35.58 0.013 2.00 15 9,13 6.27 0.09 w � U _-.__.____ A2 Al 0.00 0.00- 0.000 O.3't3 3.53 cl,49 0.00 7.57 538.75 535.00 49.92 0.013 7.51 15 17.71 14:04 0.05 includes A2-1 _ - 590 A2 �� ( \v� `i \J; �lL EXISTING GRADE I G+ is v C U INV. INV. IN 542.65 IN 542.65 GRADE i 8 9 15 O --j ; U > J V. OUT 538.75 ! I C0� > F_ I _ CL W r- 18.8 l-- _ HE " LF OF 15" @ 1.01°l0 566.95 SD Al zQ W W 35.58 LF 1 HDPE @ 2.00% C CD O z o VDOT STD ES- STA 10+02.57 580 - _ _ ___-_' - �- _--_-_______-_- -_- _.___-_ �____ o _ y ___- __ - - - _ __-___ _ "' _-- - _--.__-_ - 580 551.00 t 103.11 LF OF ' 5" 0) J oo LO u7 {h v O - ---__-___---I------------ r- T- 00 � tt?m 00 M� Co 00 On 00 00 W HDPE @ 4.4 (95% °lo �w r` (0 4 I Lf7 � 81.78 LF O� 15" � ION to Q-) I} u' "D - 569.70 HDPE @ 1'.90% PROPOSED REQUIRED i 105.50 -RADE G 18" 1,90% C1 I - 570 567.70 I � ._ - -- 570 i Q' _ 2 001y, J =�., MH � - 49. LU 629.00 W \�\' �a \ \� i< ; E @ 7.51 °lo 560 -- ___ _.__-____.__..__ -�� LF OF 15" ; 0,55% min. D1 \ 560 O r LU rn O � WWW - ;� (0 00CL ILLW ( Z I / /\ ; J CO I O O I I i - 950 RE COPA CTIO55a UIRED 550 t- v' x� � ( I I X o w C/) O ! 00 W U)l 01 540 -_____ __-- _ -- z� __._.___-_--___,__.__________ --__-_-_-- _ o _. _____ ____--_- --__.___-__-_. 540 07 co 0 "T r N ® o (0 a d co oo I` o) 00 I o I` 00 d Q �:. Ln o 'c- c6 oo 0o 001 M 00 co 00 c 00 r` I°-' r' Imo- r- (0 m LO LO Liz "n Lo ( Lb Ln U-) LO U-) 'O LO 'n Lti') 110 LO Lr> LO Li? 19+00 20+00 21+00 22+00 23+00 PUBLIC ROAD PROFILE - DRILLERS LANE SCALE: I"=50' H;1"=10' V 600 600 S A6 RATE 590 590 580 580 570 570 560 560 550 550 540 540 530 530 520 520 ---� 10+00 11+00 12+00 13+00 14+00 STORM DRAAIIN W SCALE: I"=50' H; I"=119' V 3-115 570 RM CV 00 LO il PVI STA = PVI ELEV = A.D. = -E K = 7.90 5s.0o'Vc o 00 W 11 +42 584.84 .00 C) 590 L.P. ELEV L,P, STA PVI S A. K 2 = 569.74 = 13+78 TA = 13+10 = 17.00 4.00' VC CC (6' THIROA) PIPE I 5L-1 TYPE > _j QI l I D -2B (4'THROAT) I DESCRIPTION ( IN1�, i I DI -7 � S . A 13+07.73 _ - JVDOT STD MH SL GRADE 1 IWI -1 R M 569.8'1 A7 � 580 18.87 SEPARATION 570 � I V. IN 56&81 D -7 W/ TYPE III CO // I \\` ' I V. OUT 565.71 STA 13+26.61 , GRA )E SD A3 `7p Vol 34.34 GRADE R I M 569.00 V. OUT 566.00 C14a 560 i DI-2BB (4 THROAT) I 5 DID -2B5(4' THROAT) f `��, <`��- �° ;r Wi SL -1 i � STA 12+73. 9 I P ,Q 58.85 LF OF l5" STA 11+3 RIM 568.7 70 ; j RIM 570.99 INV. W 565.2 ,C f0 p i W W Z INV. IN 55 .554,92 .---- --- - ---- - - - I----' - _. -. - --- - _. - --- l - - ------ --� 2 0 Q {NV.-OUT 555.65 SID A4 ! �U j 550 °i A3 540 I I ( DI -2B (8 THROAT) I STA 12� 37,81 81.78 S V i OT STD MH 1 SL -1 i RIM 57QQ.64 INV. I�►I564.21 540 Z M 10 i I ( S' A 10+52.92 ~ c INV. OUT 564.11 JL STORM DRAIN 9B9 W R _-_..__.___-_.__-_�-- M 551.00 PROPOSED A6 A5 0.08 0.90 0.072 0.238 5.07 3.64 0.43 i 1.9€ 565.71 565.02 34.34 0.013 2.t";1 15 9.16 5.90 0.1(} A5 A4 0A7 0.90 Cj.063 0.351 5.17 5.61 ().42 2.52 564.92 564.21 35.58 0.013 2.00 15 9,13 6.27 0.09 _____. _------.__ U _-.__.____ A2 Al 0.00 0.00- 0.000 O.3't3 3.53 cl,49 0.00 7.57 538.75 535.00 49.92 0.013 7.51 15 17.71 14:04 0.05 includes A2-1 Al Pipe run: B W A2 .__ ._____._.-- EXI » ING 5.00 6.67 2.20 C U INV. INV. IN 542.65 IN 542.65 GRADE i 8 9 15 O --j ; U I V. OUT 538.75 ! I C0� > F_ I I ` OF 18.8 l-- _ HE " LF OF 15" @ 1.01°l0 566.95 SD Al zQ W W 35.58 LF 1 HDPE @ 2.00% 34.34 L HDPE OF 15" 2.01°lo O z o VDOT STD ES- STA 10+02.57 I- U tJ7 I �� LF OF r U I W > U INV. IN 535.00 MH ! 551.00 t 103.11 LF OF ' 5" 0) cry 0) oo LO u7 {h v O - ---__-___---I------------ r- T- 00 � tt?m 00 M� Co 00 On 00 00 �� 00 I`- HDPE @ 4.4 (95% °lo �w r` (0 4 i� cls P- Lf7 � 81.78 LF O� 15" COMPAC ION to Q-) I} u' "D - 569.70 HDPE @ 1'.90% REQUIRED i 105.50 LF OF 18" RCP @ 1,90% C1 I - I 567.70 I i J D2 MH � - 49. 2 LF OF 15" 629.00 HD E @ 7.51 °lo I = U � LF OF 15" ; 0,55% min. D1 FES - 628+/- - I BIO RETENTION I i w ; POND I i ( I I 570 RM CV 00 LO 10+00 11+00 12+00 13+00 14+00 PRIVATE ACCESS ESS PRO FILE SCALE: 1"=50'H; I997=I,0' V 590 il PVI STA = PVI ELEV = A.D. = -E K = 7.90 5s.0o'Vc o 00 W 11 +42 584.84 .00 C) 590 L.P. ELEV L,P, STA PVI S A. K 2 = 569.74 = 13+78 TA = 13+10 = 17.00 4.00' VC CC (6' THIROA) PIPE W/ 5L-1 TYPE > _j QI + �- ,,a IN R I��- I DESCRIPTION ( IN1�, i 580 DI -7 W SD A2 580 _ - JVDOT STD MH SL GRADE 1 IWI -1 + LO� 570 580 18.87 SEPARATION 570 580 1.01% CLASS .INV. 1N 542.65 4.0 CO // FRIV:--I+�F 542:65 - \\` ' CL _j W PROPOSED ING I GRA )E `7p Vol 34.34 GRADE I HDPE @ C14a 560 .• 7 5 565,02 f `��, <`��- �° ;r `� i o I P ,Q 58.85 LF OF l5" ILU HDPE @ 550 @ 15.89% ,C f0 p 550 W W Z LL 95% C REQUI MPACTION ED w W O TXISTI(�G 2 0 Q V � �U 540 550 °i A3 540 LU 568.75 559.55 555.65 81.78 LF OF (.0 W 15.90% EXITING 540 Z M 10 d 540 -` � ~ c GR�DE ' Gl JL STORM DRAIN 9B9 W SCALE: 1"=50'H; ?=119' V w_j O <_1 O tom A6 A5 0.08 0.90 0.072 0.238 5.07 3.64 0.43 i 1.9€ 565.71 565.02 34.34 0.013 2.t";1 15 9.16 5.90 0.1(} A5 A4 0A7 0.90 Cj.063 0.351 5.17 5.61 ().42 2.52 564.92 564.21 35.58 0.013 2.00 15 9,13 6.27 0.09 _____. _------.__ U _-.__.____ A2 Al 0.00 0.00- 0.000 O.3't3 3.53 cl,49 0.00 7.57 538.75 535.00 49.92 0.013 7.51 15 17.71 14:04 0.05 includes A2-1 Al Pipe run: B W A2 .__ ._____._.-- ---.___ _ __ .._ %i.3 4 4 0.344 5.00 6.67 2.20 C U 552:00 O Z a O z o 8 9 15 O --j ; U `� < I C0� > F_ I o¢ BI o� 6.0 566.95 - zQ W W = ! O z o I- U tJ7 t-- I- rA 58.85 LF OF r U I W > U A2 MH - 551.00 t .538.75 0) cry 0) oo LO u7 {h v O ( co r CO DO r- T- 00 � tt?m 00 M� Co 00 On 00 00 �� 00 I`- 00d`t r` (0 0)r t` CO �w r` (0 �� 0 ice. i� cls P- Lf7 `O L{) `r' � 'n LO 'O U-) LO Lf) to Q-) U-) Lt) u' "D 10+00 11+00 12+00 13+00 14+00 PRIVATE ACCESS ESS PRO FILE SCALE: 1"=50'H; I997=I,0' V 590 il ,- ____-__-__ ___ 1 F 590 600 DI- CC (6' THIROA) PIPE W/ 5L-1 TYPE ------- ---- ST�410+58.85 34♦47 IN R I��- 566.95___..___-- DESCRIPTION ( IN1�, i 580 DI -7 STA, SD A2 580 _ - JVDOT STD MH SL GRADE 1 IWI -1 TYPE 111 570 580 18.87 SEPARATION 570 580 1.01% CLASS .INV. 1N 542.65 4.0 CO RETE PIPE @ �90%-_-�- FRIV:--I+�F 542:65 - ------- -- L- / ,INV. OUT 538. ING GRA )E i 34.34 560 I HDPE @ 2.01% 560 .• 7 5 565,02 f `��, <`��- �° ;r `� i o I P ,Q 58.85 LF OF l5" �- HDPE @ 550 @ 15.89% ,C f0 p 550 564,21 564.11 w W O TXISTI(�G GRADE Q V � �U 540 550 °i A3 540 550 568.75 559.55 555.65 81.78 LF OF 15" HDPE @ 15.90% 530 540 - 10 530 540 � � c !a; Gl 10+00 11+00 STORM DRAIN 9B9 SCALE. ?=50'H; 1"=10' V � Pipe ,- ____-__-__ ___ S B1 600 DI- CC (6' THIROA) PIPE W/ 5L-1 TYPE ------- ---- ST�410+58.85 34♦47 IN R I��- 566.95___..___-- DESCRIPTION ( IN1�, i OUT 552..00 DI -7 STA, SD A2 PROPOSED _ - JVDOT STD MH SL GRADE 1 IWI -1 TYPE 111 � STA 10+00 580 18.87 SEPARATION RIM 551.00 580 1.01% CLASS .INV. 1N 542.65 4.0 CO RETE PIPE @ �90%-_-�- FRIV:--I+�F 542:65 - ------- -- L- / ,INV. OUT 538. ING GRA )E i 34.34 LF OF I HDPE @ 2.01% A5 .• � rn 565,02 f `��, <`��- �° ;r `� i o I P ,Q 58.85 LF OF l5" �- HDPE @ HPE @ 15.89% ,C f0 p 570.64 564,21 564.11 w W O TXISTI(�G GRADE Q V � �U 15" 550 °i A3 D1-2BB 550 568.75 559.55 555.65 •ef Me 570 550 600 Pipe ,- ____-__-__ ___ I Pipe 600 590 PIPE VDOT S 590 TYPE SD C1 34♦47 IN INV. IN 68.00 SD C DESCRIPTION ' VDO STD ES -1 DI -7 STA, 1 +39.97 - 566.00 - PROPOSED 1 GF�ADE TYPE 111 MIN, 12" 580 18.87 SEPARATION 10 580 1.01% CLASS 1V ELLIPTI AL 4.0 CO RETE PIPE @ �90%-_-�- 565.71 ------�__-- 5701570 ING GRA )E i 34.34 LF OF I HDPE @ 2.01% A5 .• � rn 565,02 f `��, <`��- �° ;r `� � o I P ,Q 560 LF OF 15" HDPE @ 560 � Cd ,C f0 p 570.64 564,21 564.11 O N Ea � V � x 15" 550 °i A3 D1-2BB 550 568.75 559.55 555.65 81.78 LF OF 15" HDPE @ 15.90% A2 540 - 10 0 540 � � c !a; Gl U 10+00 11+00 STORM ORM DRAIN 'C9 SCALE: 1"=50'H; ?=119' V SCALE: AS SHOWN '3 30' R.O.W (PRIVATE ACCESS) 50' R.O.W (DRILLER'S LANE) 4' 2,5' 12' 9. 12' 2,5' 4' SHOULDER TRAVEL LANE TRAVEL LANE SHOULDER 1t4":F ". FT ............ 2.0" SM -9.5A VDOT STD CG -6 3 BM -25 NOTE: CONTRACTOR TO CONSULT WITH 6 VDOT #21A PROJECT GEOTECHNICAL ENGINEER TO COMPACTED SUBGRADE DETERMINE IF ADDITIONAL SUBGRADE (95% STANDARD PROCTOR) REINFORCEMENT MEASURES ARE REQUIRED. ROAD SECTION Table 4: Pavement Design (VDOT Pavement Design Guide) Pavement Desian WDOT Pavement Desi2n Guide) 0.7 RF= 1,0 Location ADT NCV DApgn CBR SSV Dr Surface h a Base b a Sub -base h a Dp Driller's Lane I Contractor's Lane 28 75 420 5 5 11.41 SM -9.5 2 2.25 131%25 3 2.15 21B 6 0.6 '14,55 CBR = (App], page 20, East of Rt.29 use 4, West use 5) RF = (App.l, page 20) SSV = RFCBR Dr = 3.48"ln(AD1)-1.48"In(SSV)-7.23 (curve equation for App. 11, page 28) Table 8: Pipe Design Table PIPE DESIGN TABLE n = 0.025 for C1ttP n = 0.013 for RCS n = 0.01 for HDPE Pipe Hydrology I Pipe I PIPE VDOT S DES -1 TYPE STA 10 34♦47 IN INV. IN 68.00 SD C DESCRIPTION ' VDO STD ES -1 DI -7 STA, 1 +39.97 - 566.00 - PROPOSED 1 GF�ADE TYPE 111 MIN, 12" 18.87 SEPARATION 10 50 LF OF 19" 30" 1.01% CLASS 1V ELLIPTI AL 4.0 CO RETE PIPE @ �90%-_-�- 565.71 ------�__-- EX1S ING GRA )E i 34.34 LF OF I HDPE @ 2.01% A5 .• � rn 565,02 f `��, <`��- �° ;r `� � o I P ,Q '3 30' R.O.W (PRIVATE ACCESS) 50' R.O.W (DRILLER'S LANE) 4' 2,5' 12' 9. 12' 2,5' 4' SHOULDER TRAVEL LANE TRAVEL LANE SHOULDER 1t4":F ". FT ............ 2.0" SM -9.5A VDOT STD CG -6 3 BM -25 NOTE: CONTRACTOR TO CONSULT WITH 6 VDOT #21A PROJECT GEOTECHNICAL ENGINEER TO COMPACTED SUBGRADE DETERMINE IF ADDITIONAL SUBGRADE (95% STANDARD PROCTOR) REINFORCEMENT MEASURES ARE REQUIRED. ROAD SECTION Table 4: Pavement Design (VDOT Pavement Design Guide) Pavement Desian WDOT Pavement Desi2n Guide) 0.7 RF= 1,0 Location ADT NCV DApgn CBR SSV Dr Surface h a Base b a Sub -base h a Dp Driller's Lane I Contractor's Lane 28 75 420 5 5 11.41 SM -9.5 2 2.25 131%25 3 2.15 21B 6 0.6 '14,55 CBR = (App], page 20, East of Rt.29 use 4, West use 5) RF = (App.l, page 20) SSV = RFCBR Dr = 3.48"ln(AD1)-1.48"In(SSV)-7.23 (curve equation for App. 11, page 28) Table 8: Pipe Design Table PIPE DESIGN TABLE n = 0.025 for C1ttP n = 0.013 for RCS n = 0.01 for HDPE Pipe Hydrology RIM Pipe INVERT PIPE # TYPE LENGTH ELEV. IN OUT DESCRIPTION A7 DI -7 - 569.00 - 566.00 TYPE 111 L 18.87 LF OF 15" HDPE @ 1.01% A6 DI -2B 4.0 565.81 565,81 565.71 34.34 LF OF 15" HDPE @ 2.01% A5 .• � rn 565,02 p `��, <`��- �° ;r `� � o ,Q to LF OF 15" HDPE @ p) C � Cd ,C f0 p 570.64 564,21 564.11 O N Ea � V � x 15" RCP @ °i A3 D1-2BB 4.0 568.75 559.55 555.65 81.78 LF OF 15" HDPE @ 15.90% A2 MH - 10 0 538.75 � � c !a; Gl U � °} Pipe run: A A7 A6 0.48 0.45 0.21e 0.213 6.00 3.67 1.44 1.44 566.00 565.81- A6 A5 0.08 0.90 0.072 0.238 5.07 3.64 0.43 i 1.9€ 565.71 565.02 34.34 0.013 2.t";1 15 9.16 5.90 0.1(} A5 A4 0A7 0.90 Cj.063 0.351 5.17 5.61 ().42 2.52 564.92 564.21 35.58 0.013 2.00 15 9,13 6.27 0.09 A4 A3 0.24 0.65 0.156 0.507 5.25 6.58 1.03 3.334 564.11 559.55 103.11 0.013 4.42 15 13-58 9.32 0.18 A3 A2 0.34 0.90 0.305 0.313 5.45 6.52 1.99 5.30 555.65 542.65 81.78 0.013 '13.90 15 25,76 16.97 0.08 A2 Al 0.00 0.00- 0.000 O.3't3 3.53 cl,49 0.00 7.57 538.75 535.00 49.92 0.013 7.51 15 17.71 14:04 0.05 includes A2-1 Al Pipe run: B 81 A2 0.43 0.80 %i.3 4 4 0.344 5.00 6.67 2.20 220 552:00 .542.65OA13 8 9 15 X5,75 13.21 ::a.07 :i BI DI-2CC 6.0 566.95 - Pipe run: C2 C1 6.13 0.80 4.904 4.00,. 9.23 5.5) 2, 27.1 2 27.1 2 569.70 567.70 105.50 0.013 11,00 24 STRUCT. STRUCT. STRUCT. RIM INVERT INVERT PIPE # TYPE LENGTH ELEV. IN OUT DESCRIPTION A7 DI -7 - 569.00 - 566.00 TYPE 111 18.87 LF OF 15" HDPE @ 1.01% A6 DI -2B 4.0 565.81 565,81 565.71 34.34 LF OF 15" HDPE @ 2.01% A5 DI -26 4,0 570.99 565,02 564.92 35.58 LF OF 15" HDPE @ 2.00% A4 DI -2B 8.0 570.64 564,21 564.11 103.11 LF OF 15" RCP @ 4:42°l0 A3 D1-2BB 4.0 568.75 559.55 555.65 81.78 LF OF 15" HDPE @ 15.90% A2 MH - 551.00 542.65 538.75 49.92 LF OF 15" HDPE @ 7,51% Al FES - - 535:00 535.00 BI DI-2CC 6.0 566.95 - 552.00 58.85 LF OF 15" RCP @ 15,89% A2 MH - 551.00 542.65 .538.75 C2 FES - - - 569.70 105.50 LF OF 18" RCP @ 1,90% C1 FES - - 567.70 D2 MH - 533,00 - 629.00 1158+/- LF OF 15" HDPE @ 0,55% min. D1 FES - 628+/- - * RIM ELEVATIONS ARE TOP, FACE OF CURB, DOWNSTREAM EDGE OF STRUCTURE FOR D -213's * RIM ELEVATIONS ARE TOP, FACE OF CURB, CENTER OF STRUCTURE FOR D-2C's PROVIDE VDOT STD, IS -1 INLET SHAPING ON ALL STORM STRUCTURES W . 00( tA' `_'FERRA CONCEPTS, P.C. CIVIL ENGINEERS LANDSCAPE ARCHITECTS 224 COURT, SQUAME CH ARLOTTESVILLE, VIRGINIA 22902 PH. 434-295-4005 FAX 434-295.2103 M ISSUED: 4m15ID08 DRAV�TN BY: MOS 1. 3-30-08y CO, COlYiA4'i:L'.A°YTi7 A11 rights reserved. No part of the material protected by this copyright (plans, ideas, designs,. sections or details expressed on these plans) may be reproduced, changed or utilized. in any fprm or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts,- P.C. Also, these_ plans may not be assigned to a third party without first written authorization of Terra Concepts, P,C. '@ TERRA CONCEPTS, P.C. CIVIL ENGINEERS LANDSCAPE ARCHITECTS 224 COURT SQUARE CHARLOTTESVILLE, VIRGINIA 22902 PH. 434-295-4005 FAX 434-295-2103 SCALE: 11p = 50' ISSUED: 4-15-08 DI AV\\TN BY- Miffs REVISIONS. I. 3-30-08) CO. COMMIET TS 1 6-24®099 ESCISWM COMMENTS All rights reserved. No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts, P.C. Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C. 0 TERRA CONCEPTS, P.C. Table 6: Sump Inlet Design Table INLETI-3'IN SUMP111 DESIGN (ClURB SPREAD ANDF INLET SPREAD N D DEI) Intensity [��.00 (intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coef ficient, n is 0.013 Inlet Hydrology Curb and Gutter in Ui CJ sZ (D 0 15r6 0 Cil L 0 > C, ID :51 gutter longitudinal slope of 0.001 should be used in a sump condition grate inlets (DI -7) in open pavement areas w ill not have a curb spread, but w ill have inlet spread and depth ff-)r inlp.fq drAininri to qtcarrn),v;*or mannopmPnt facilities -the 6.5in/hr check storm w ill suffice for the 10vr convevance to the Ifacilities Table 7: Grade Inlet Design Table Area 9.22 (should be roughly equal to limits of disturbance) Watershed ID:' Post -Development (prior to SWM) ;Drainage Area: 23.33 Acre!§ Area Captured 0 1 9.22 11.58 :min 3. IDti 55.4.9 'efs 12.06 Percent Capture 0 (100):i ........ .. I'N (should be 90% or better) . . ..... ------ Meighted c - fact orWorksheet _J 0 0 V) ctsID 9QD cover is greater than 20%) -.4 Z� V <4 f ps X CL INLETS'ONC4RADE (V T co E l53< 0 4_1 0 U - 0 Intensity [jL0 J (Intensity is 4 1 n/hr for spread, and 6.5 in/hr for capacity and depth) 0 _�) A -0 Z5 :3 0 > > Remarks Detained Areas D > Mannings Coefficient, n is 0,013 Bioretentin Pond 1 21i (,) I U 1 0 1 0 0 1 0 �<) 3� I (o 1--: W 0) 1 T-1 73 L0 < fh Inlet Hydrology If 0.12 0 . 9 0 10. 108 1 0, 43 1 0. 00 0.43 1 0.0186 0. 1 1 0,0 1 0.0186 1 1.0000 4 .8 9 0. 0 0 ��5 E G) 9 D� M Facility Type inlet not in sag curve, longitudine �0 M I 2 Remarks 'M Biorenton Pond 1 213.3 0.29 1 0.45 318 1�16 1 11432.9 Bioretention Pond 1 approach grades on both sides of right 0.22 r') I M 93 1 0_79 1 0, 0 0 0.70 0.0321 0.0321 1 0.0 1 0.032'J 1 '1.0000 3, 19 5 0.00 A3 F77�7 4.0 Qt @ 1 6.5 in/hr 1.99 �D ID Q 0 -.15r t are as indicated inlet .97 co CL left 0.62 0.0153 1 0.0282 ID > > 2 E <D t0 E D 4!2! I inlet not in sag curve, longitudina 0 4-- ID .2 approach grades on both sides of right 141. 0.87 0.0 li 0.083(0 2.94 33 3.93 0.93 P1 F`) -(---T M (D ZZ Cit 0Y) 1 6 5 in/hr 242 LO Lo E 0.43 1 0.007 1 8.53 inlet are as indicated gutter longitudinal slope of 0.001 should be used in a sump condition grate inlets (DI -7) in open pavement areas w ill not have a curb spread, but w ill have inlet spread and depth ff-)r inlp.fq drAininri to qtcarrn),v;*or mannopmPnt facilities -the 6.5in/hr check storm w ill suffice for the 10vr convevance to the Ifacilities Table 7: Grade Inlet Design Table Area 9.22 (should be roughly equal to limits of disturbance) Watershed ID:' Post -Development (prior to SWM) ;Drainage Area: 23.33 Acre!§ Area Captured 0 1 9.22 11.58 :min 3. Q(2) 55.4.9 'efs 12.06 Percent Capture 0 (100):i ........ .. '100% (should be 90% or better) . . ..... ------ Meighted c - fact orWorksheet c -fa cto, r 0. f, Factor V) (1,0, or 0.9 for sites in the development areas w Nere existing impervious cover is greater than 20%) -.4 > ID V <4 f ps CL INLETS'ONC4RADE (V T AND 1NLET,,C'A1'TTTRE' rip -rap n 0.03 :5 U or EC -3 Type A if V=4 -7f ps M Intensity [jL0 J (Intensity is 4 1 n/hr for spread, and 6.5 in/hr for capacity and depth) Ditch (Si -0 Z5 :3 0 > > Remarks Detained Areas < Mannings Coefficient, n is 0,013 Bioretentin Pond 1 23M 48.99 55,49 CC Of (D > 28.88 10 yr storm (critical duration) < o- Inlet Hydrology Curb and Gutter ❑ Inlet � E E facility name ��5 E G) 9 D� M Facility Type T 0� �0 M I 2 Remarks 'M Biorenton Pond 1 213.3 0.29 1 0.45 318 1�16 1 11432.9 Bioretention Pond 1 50% 15PJ38,0 ID 0� E 0 + X �D ID Q 0 .97 co CL 0) 0 ID ID > > 2 E <D t0 E D 4!2! 0 4-- ID .2 ID -Y + M (D ZZ E D > LO Lo E It-, (D E E a) X E ID < 0 < U X U C3 0 CZ -6 0) Channel run: A Q3 U 0- Or 0) -0 U E CL > -J 0.40 0.076 < 1 5.00 0 Cr W M W 1 0.51 1 3,0 (0 Lu .9 10,03061 3� 0 W -2 _J Ld 0 0 0 A6 213 4.0 0.08 0.90 0,072 O 29, 0.00 0,29 0.0670 0.0200 2.0 0.0830 4.1500 -1.25 1.010 2.5120 0.11047 0.1247 6.31 0.63 0,34 0.22 0.04 131 A5 2B 4.0 0.07 0.90 0.063 0.25 0.04 J,30 0,0670 0.0200 2.0 0.0830 4,1500 1.23 1,00 !.,120 0. 1047 0.1247 6.21 M,4 0,84 0.21 0. 04 B1 A4 2B 8.0 0.24 1 0.65 0.15(3 0.622 0,04 0.65 0,0187 U075 2.0 0,0830 11.06, 7 4.51 U7 2.812 0 1J, 1'! 72 0.12,15 x.47 1.24 1.00 0,66 0.00 N/A STA 1 TO 2 1 0.31 I I I 4,00 1 5.20 1 5,71 7.46 1 10 1 2.0 1 0.0 1 O.14231 EC -3A I— 5,3fj 1 0.8 for inlets draining to stormw ater management facilities, w here overland flow to facilities is not available, 100% capture is required at 6.5in/hr 1" used for curbs w ithout gutter Channel run: C DA LINE TOTAL, TYP. D.A. = 23.33 AC C = 0.61 Tc = 11.58 MIN Q2 = 16.25 CFS (routed) Q10 = 28.88 CFS (routed) WATER QUALITY, 457,315 SF OF IMPERVIOUS AREA 1310 -FILTER AREA REQ = 11,433 SF BIO -FILTER AREA PROVIDE = 15,638 SF LJ �600� Li itte Biu-�iness Park WATE R "ITALITY COMPLIANCE <) ti \N 01 X Project Area Area 9.22 (should be roughly equal to limits of disturbance) Watershed ID:' Post -Development (prior to SWM) ;Drainage Area: 23.33 Acre!§ Area Captured 0 1 9.22 11.58 :min 3. Q(2) 55.4.9 'efs 12.06 Percent Capture 0 (100):i ........ .. '100% (should be 90% or better) . . ..... ------ Meighted c - fact orWorksheet c -fa cto, r 0. f, Factor V) (1,0, or 0.9 for sites in the development areas w Nere existing impervious cover is greater than 20%) -.4 > ID V <4 f ps CL la_ (V ID QJ rip -rap n 0.03 :5 U or EC -3 Type A if V=4 -7f ps M Ditch (Si -0 Z5 :3 0 > > Remarks Detained Areas < Bioretentin Pond 1 23M 48.99 55,49 CC Of (D > 28.88 10 yr storm (critical duration) < o- 2 (D ❑ (D � E E facility name ��5 E G) 9 D� M Facility Type T 0� �0 M I 2 Remarks 'M Biorenton Pond 1 213.3 0.29 1 0.45 318 1�16 1 11432.9 Bioretention Pond 1 50% 15PJ38,0 -1 A Bio filter I= 50% RR E X impervious area before development in designated growth areas can be a minimum 20111/0 z0verland Flow Time '*this is most often NOT entire property, but the portion of the property w ithin the suibject drainage area, or drainage area to the facility Source: Seelye Chart as modilied in VDOT Drainage MallUal (Fig. on Page 1-13E) see Table 13 A Notes: J. I cvy I A DETENTI N", _"MPL NCE 1) Length Of Overland flowalway.5 <= 200 ft Project Area �acres) Area 9.2 J Watershed ID:' Post -Development (prior to SWM) ;Drainage Area: 23.33 Acre!§ C -facto r: 0 1 tc:: 11.58 :min 3. Q(2) 55.4.9 'efs 12.06 7 -2. efs 0 (100):i ........ .. 9 5. 3`x 2_1 ifs . . .... Time of Concentration Worksheet r . . ..... ------ Meighted c - fact orWorksheet impervious area before development in designated growth areas can be a minimum 20111/0 z0verland Flow Time '*this is most often NOT entire property, but the portion of the property w ithin the suibject drainage area, or drainage area to the facility Source: Seelye Chart as modilied in VDOT Drainage MallUal (Fig. on Page 1-13E) see Table 13 A Notes: J. I cvy I A DETENTI N", _"MPL NCE 1) Length Of Overland flowalway.5 <= 200 ft Project Area �acres) Area 9.2 (roughly equal to limits of disturbance) Area Detained (acres) 0.90 23, 1.66 0.90 Percent Capture 2.94 (should be betty een 80% and 120%) 12.06 0 4) c -fa cto, r 0. V) -.4 vv here V <4 f ps CL la_ (V n = 0.05 for rip -rap n 0.03 for bare earth (V<2fps) or EC -3 Type A if V=4 -7f ps M Ditch Hydrology ci a- CL CL 0 W Remarks Detained Areas Ditch Bioretentin Pond 1 23M 48.99 55,49 16.25 2 kir storm (critical duration) 64.13 72,64 28.88 10 yr storm (critical duration) 2) calculate -a' se"pa-r,ate, 'T- c__ f6i, 'each gro'�rld c ' o ' ver - co I nd I it ' io ' n "' a ' Ion ' g th ' e - fl ' o w path 200 700'Enter Length of Strip {ft) Sample "C" values: Cover Type Area c Ex. IMPeNOLIS. 6.67 0.90 Proposed Impervious 1.66 0.90 Proposed Gravel 2.94 0 68 Pervious 12.06 0.40 c -fa cto, r 0. areaxo1ril-, 6.00 1.49 2. 4.82 0 11 0 ITOH' W r7D DITCH'C' _ITCH- - - WT 3f tr A�-(LFT) 00 c PATH DJA. =-0.1 STA,4 STA 5 1PO S�(ud�.,A3 +PT) --,'\D.A� 0\22 A\ C, X Z D.) A3 K��TENTKTL§6§41.__ J J1 15f 00 16+00 18+00 S tr\u R -T, tl P I X 26"AC > \\C\= 80 /7 I -ET, T............. NL D.A.D,,.xU. Ak-1 C - I $84 At D.A 0.4BAC Table 9: Ditch Design Table F-- I- 17)iTr.�4 tag 'STA 1 Strwt. B 1 / '�, D.A. '-0.18 A NOTE:--/' ALL' TIMES AR � 5.0 MINUTES � r' � \ `•-_ - `~``' a �' ^�' � �� \ �. \ \ `\ � �► \ I UNLESS OTHERMSE NOTE A 1 / " ` - `\ __ _ - _ ! / f' \ \ t "ZI x 0 0 25' 100, Of T7 "D ID A CONCEPTS, P.C. CIVIL ENGINEERS LANDSCAPE ARCHITE CTS 224 COURT SQUARE CHARLOTTESVILLE, VIRGINIA 22902 I PH. 4' ✓)4-295-4005 FAX 434-295-2103 SCALE- F) = 50' ISSUED. 4-15-08 DRAWN BY: MOS REVISIONS: 1. 3-30-08, CO. COMMENTS 1 6-24-09, ESC/SWM COMMENTS All rights reserved. No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts, P. C. Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C. (P TERRA CONCEPTS, P.C. I SHEET n 0.05 f otr V DOT EC -2 vv here V <4 f ps n = 0.05 for rip -rap n 0.03 for bare earth (V<2fps) or EC -3 Type A if V=4 -7f ps Ditch Hydrology Ditch E X Q E X �D Q 0 CL 0) 0 ID Q0 E <D t0 E D 4!2! 0 4-- ID .2 -Y M (D ZZ E IN Lo E E E < 0 < U L4 C3 0 -6 0) Channel run: A STA I TO 2 0.19 0.40 0.076 0,07C, 1 5.00 1 5.20 1 6.70 1 0.40 1 0.51 1 3,0 1 3.0 1 0.0 10,03061 E& 2 1 0.050 1,59 0.3 STA 2 TO 3 0,14 0.40 0.056 0.132 1 5.00 1 5.10 1 6.60 1 1.07 1.33.1 3.0 1 3,0 1 0.0 10,08301 E&2 1 0.050 2,75 0.4 Channel run: B Initial Q2 010 determined from comps at pipe outfall STA I N/A N/A I NIA N/A 1 10.33 4.10 1 5.30 1 4.97 6.11-9 1 WA I N/A I N/A I N/A N/A N/A WA N/A STA 1 TO 2 1 0.31 0-60[0-186 0.186 4,00 1 5.20 1 5,71 7.46 1 10 1 2.0 1 0.0 1 O.14231 EC -3A I 0.050 I 5,3fj 1 0.8 Channel run: C STA 1 N/A N/A N/A NM",, 9.40 4.20 5.50 '13. 54 17, 6 3, NVA N/A N/A N/A N/A N/A NIA NIA I Initial a 2 & 010 STA 1 TO 2 6"93 1 0.68 4.712 4,712 - 4.10 5.40 32,86 4 & 0 8 3.0 &0 0.0 0.0186 EC -3A 0.050 3.62 1.9 determined from STA 2 TO 3 OA6 0.45 0.207 0,2207 - 4.00 5.30 3'.69 44.17 3.0 3.0 0.0 U1 86 EC -3A 0.050 3,63 2.0 comps at pipe outfall STA 2 04 0.08 0.40 0.032 0,032 - 3.90 5.20 33.81 44.34 2.0 2,0 0.0 0,2116 RIP RAP 0.050 9.70 1 �5 STA 4 TO 5 0A0 0.40 0,160 1 0.160 1 - 3.80 1 5.10 1 34,42 1 45,16 1 2.0 1 2,0 1 0,0 0.21161 RIP PAP 1 0.050 19.73 'STA 1 Strwt. B 1 / '�, D.A. '-0.18 A NOTE:--/' ALL' TIMES AR � 5.0 MINUTES � r' � \ `•-_ - `~``' a �' ^�' � �� \ �. \ \ `\ � �► \ I UNLESS OTHERMSE NOTE A 1 / " ` - `\ __ _ - _ ! / f' \ \ t "ZI x 0 0 25' 100, Of T7 "D ID A CONCEPTS, P.C. CIVIL ENGINEERS LANDSCAPE ARCHITE CTS 224 COURT SQUARE CHARLOTTESVILLE, VIRGINIA 22902 I PH. 4' ✓)4-295-4005 FAX 434-295-2103 SCALE- F) = 50' ISSUED. 4-15-08 DRAWN BY: MOS REVISIONS: 1. 3-30-08, CO. COMMENTS 1 6-24-09, ESC/SWM COMMENTS All rights reserved. No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts, P. C. Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C. (P TERRA CONCEPTS, P.C. I SHEET CIVIL ENGINEERS LANDSCAPE ARCHITECTS 224 CURT SQUARE CHARLOTTESVILLE, VIRGINIA 22902 PH. 434-295-4005 FAX 434-295-2103 SCALE: AS SH, OWN ISSUM 4-15-08 DRAWN BY. MOS REVISIONS. I. 3-30-08, CO. COMMENTS 2. 6-24-09, ESQ;/SVM COMMENTS All rights reserved. No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts, P.C. Also, these pians may not be assigned to a third party without first written authorization of Terra Concepts, P.C. © TERRA CONCEPTS, P.C. Summaryfor Subcatchiment 1 S: POST DEV. 5477cfs@ 0.20hrs, VolumeInflow 7 = 1.342af, Depth= 0.69" Runoff by Rational in ethod, Rise1FaII=1.012.0xTc, Time Span= 0.00-4.00 hrs, dt= 0.01 hrs VA-Abernarle-ATLAS142-Year Duration=12min, Inten=3.82in/hr Area ao) C Description 12.060 0.40 PERVIOUS 8.330 0.90 IMPERMOUS 2.940 0.68 GRAVEL 23,330 0.61 \&C-ighted Average 23.330 Peirvious Area To Length Slope Velocity Capacity Description (in in) {feet) MA) (ft/sec) (cfs) 11.6 Direct Entry, POST DEV. HyOrograph - 1�7 7 =cf cfs 6 iinflow Arrear -23,330 ac Peak Eiev=535.44, 7 40' ty 30 'L 20 14.64 ifs: ' `10 0 0 1 2 3 Time (hours) Fl`inrary J Summary for Pond 2P: (new Pond) Hydrograph for Pond 2P: (new Pond) w' Inflow Area = 23.330 ac, 0.00% lin pervious, Inflow Depth = 0.69" for 2 -Year event Time Inflow Storage Elevation Primary V4Abemarle-ATLA'314 100 -Year Du' ation =12 min, Inten=6,54 in/hr Inflow = 54.77 oft @ 0.20 hrs, Volume= 1.342 of (hours) (cfs) (cubic -feet) (feet) (cfs) Outflow 14.64 ofs @ 0.48 hrs, rs, Voluine= 0.920 af, Aften 73 %, La g= 17.1 in in 0.00 0.10 0.00 2832 0 5,098 533M 533.32 0.00 0.00 8.330 0,90 IWERVIOUS Primary 14.64 cfs @ 0 A 8 hrs, Vol Li in e= 0.920 of 0,20 54.76 20,342 534.19 0.63 40, 0,30 40.60 35,428 534,98 10.47 Routing by Stor-Ind method, Time Span= 0.00-4.00 hirs, dt-- 0.01 hrs 0,40 2Q.43 42,988 535.35 13.93 Peak Elea-- 535,44'@0.48 hrs SurfArea= 20,864 sf Storage= 44,827of 0,50 1227 44,767 535.43 14.61 0,60 0.00 41,588 535.28 13.36 3 (min) (feet) (Rift) (fVsec) (cfs) 0,70 0.00 37,142 535.06 1133 11.6 Direct Entry, POSTDEV. Plug -Flow detention time= 38.8 min calculated for 0.918 of (68% of inflow) 0,80 0.00 33,421 534.87 9,28 Center -of --Mass det, time= 35.2 min ( 50.8 - 15.6 0.90 0.00 30,488 534.73 7.08 Storage Elevation Primary 1,00 0.00 28,2665 534.61 5.35 (cfs) Volume Invert Avail.Storage Storage Description 1.10 0.00 26,579 534.52 4.09 Time #1 533,00' 106,036 of Custom Stage Data (irregular) Listed below (Recalc) 1.20 0.00 25,277 534.45 3.19 0.30 Inflow Area = 23,330 ac, 0.00%linpervious, Inflow Depth = 0.90" for 10 -Year event 1,30 0.00 24,253 534.40 2.53 45,34 Inflow = 71.64cfs @ 0.20 hrs, Volume= 1.756 of 1,40 0.00 23,433 534.36 2.05 64,788 Elevation Surf.Area Perim. Inc.Store Curn.Store WetArea 1,50 0.00 22,765 534.32 1.68 536.06 (feet) (S q4t) (feet) (cubic -feet) (cubic -feet) (s q -ft) 1,60 0,00 22,212 534.29 1.40 17.02 533.00 15,638 601.0 0 0 15,638 1,70 0.00 21,747 534.27 1 .11 9 534.00 18,109 635.0 16,858 16,858 19,039 1,80 1,90 0.00 0.00 21,353 21,014 534.25 534.23 1.01 0,88 1.00 536.00 21,998 677.0 40,044 56,902 23,616 2,00 0.00 20,720 534.21 0.76 0.00 538.00 27,228 795.0 49,133 106,036 37,516 2,10 0.00 20,464 534.20 0.66 30,159 PI u g -Flow d etenti on ti in e= 38.3 in i n ca Icu I ated for 1,331 a f (76% of i nfl ow) 2.20 0.00 20,238 534.18 0.59 534.60 Device Routing Invert Outlet Devices 2,30 0.00 ,037 634.17 0.53 3.96 #1 Primary 528.50' 30.0" x 208.0' long Culvert RCP, groove end projecting, Ke= 0.200 2,40 2, 55 0 0.00 0.00 19,857 19,696 534.16 534,16 0.47 0.42 533,00' 106,036 cf Custom Stage Data (Irregular) Listed below (Recalc) Outlet Invert= 525.00' S=0.01177 Cc= 0.900 n=0.013 2.60 0.00 19,552 534.15 0.38 1.70 #2 Device 1 534.00' 12.0" Vert. OrificelGrateX4.00 C=0.600 2,70 0.00 19,421 53414 0.35 0.00 #3 Device 1 636.00' 78.0" Horiz. Orifice/Grate Limited to weir low C=0.600 2.80 0.00 19,301 534.13 032 22,146 534.29 2,90 0.00 19,190 534.13 0.30 534.26 PrimaryOLAFlow Max--14.64cfs @0A8hrs HVV=535,44' (Free Discharge) 3,00 0.00 19,088 534.12 0.27 0.99 0.86 t-1 =Culvert (Passes 14.64 cfsof 55.78 ofs potential low) 3,10 0.00 18,994 534.12 0.253.20 536D0 21,998 677.0 40,044 56,902 23,616 12=OrificelGrate (Orifice Controls 14.64 ofs @4.66 fps) 3,20 3,30 0.00 0.00 18,908 18,829 534.11 534.11 0.23 0.21 2.50 3=OrificeiGrate (Controls 0.00 ofs) 3.40 0.00 18,756 534.10 019 0.00 534.00 18,109 635.0 16,858 16,858 19,039 3,50 0.00 '18,689 534.10 0.18 19,834 534.16 3.60 0.00 18,627 534.10 017 534.'15 536.00 21,998 677.0 40,044 56,902 23,616 3,70 0.00 18,568 534.09 0.16 0.3 538.00 27,228 795.0 49,133 106,036 37,516 3,80 0,00 18,511 534,09 0.115 Outlet Invert-- 525.00' S=0.0117'1 a=0.900 n=0.013 3.10 3,90 0.00 18,458 534,09 0.14 3.20 Device Routing Invert Outleit De\Aces 4.00 0.00 18,407 534.09 0.14 0.00 SWK 2 YEAR STORM - DURATION = Tc STORMWATER DETENTION REPORT Summary for Subcatchme nt I S: POST DEV. 9 'Hydro- raphfl Runoff 93.93 cfs UO hrs, Volume= 2.302af, Depth= 1.18 Runoff 71.64 cfs @ 0.20 hrs, Volurne= 1.756 af, Depth= 0�90" w' Runoff by Rational method, Rise/Fall= 1.0/2.0 xTc, Time Span= 0.00-4.00 hrs, dt= 0.01 hrs 907, Al"I 0,4F7 V4Abemarle-ATLA'314 100 -Year Du' ation =12 min, Inten=6,54 in/hr Runoff byRational method, Rise/FaII=1.Q/2.0xTc, Time 4an= 0.00-4.00 hrs, dt= 0.01 hrs 76-` stairaq Area (ac) C Description :4, -70-� 60;., Ell VA-Albemarle-ATLAS1410-Year Dur atis n=12min, Inten=4.99in1hr 6 0 41,45c itorag _5753-64tf Area (ac) C Description 8.330 0,90 IWERVIOUS 4 0 12.060 0.40 PERVIOUS 40, 8.330 0.90 IMPERVIOUS 23,330 Pervious Area 2.940 0.68 GRAVEL -2 30�/ LL 0 23.330 0.61 Weighted Average 8.97 of Tc Length Slope Velocity Capacity Description 0 23.330 Pervious Area 20"' 2 3 (min) (feet) (Rift) (fVsec) (cfs) Time 10' 11.6 Direct Entry, POSTDEV. Tc Length Slope Velocity Capacity Description Hydrograph for Pond 2P: (new Pond) (min) (feet) (ft/Sec) (cfs) 0, Inflow Storage Elevation Primary (hours) 11.6 Direct Bitry, POST DEV, (cubic -feet) (feet) (cfs) 2 3 4 0.00 48.58 0 8,744 533.00 5.33,54 0-00 ODO Time (hours) 93.91 34,104 Summ aryf or Pond 2P: (new Pond) Hydrograpli for Pond 2P: (new Pond) Ouiflow = 41.45 cfs 0.42 hrs, Volume= 1.876 af, Men= 56%, Lag= 13.0 min 0.30 Inflow Area = 23,330 ac, 0.00%linpervious, Inflow Depth = 0.90" for 10 -Year event Time Inflow Storage Elevation Primary 45,34 Inflow = 71.64cfs @ 0.20 hrs, Volume= 1.756 of (hours) (cfs) (cubic -feet) (feet) (cfs ) 64,788 Outflow = 18.97cfs @ 0.48 hrs, Volume= 1,331 af, Atten= 741%, Lag= 17.1 min Ho 0.00 0 533.00 0.00 536.06 Primary = 18.97 ot @ 0.48 hrs, Volume= 1.331 of 0.10 0,20 37.05 71.63 6,669 26,422 533.41 534.51 0.00 3.98 17.02 Peak Elev= 536.45' @ 0.42 hrs Surf.Area= 23,132 sf Storage= 67,107 cf 0.30 53.10 45.053 53545 14,72 Routing by Stor-Ind in ethod, Ti in e Span= 0,00-4.00 hrs, dt= 0.01 hrs 0.40 34,58 54,858 536.91 17.94 1.00 Peak Bei 536.02'@0.48hrs SurfArea=22,050sf Storage= 57364cf 0.50 16,05 57,284 536,02 18.89 0.00 32,990 0.60 0.00 53,235 535.83 17.46 30,159 PI u g -Flow d etenti on ti in e= 38.3 in i n ca Icu I ated for 1,331 a f (76% of i nfl ow) 0,70 0.00 47,296 535,55 15.53 534.60 5.16 0.80 0.00 42,059 535.30 13.55 3.96 Center-af Mass det. ti in e= 35.1 in i n ( 507 - 15.6) 0.90 0.00 37,542 535.08 11.153 533,00' 106,036 cf Custom Stage Data (Irregular) Listed below (Recalc) 1.60 1.00 0.00 33,750 534.89 9.50 1.70 Volume Insert Avail.Storage Storage Description 1.10 0.00 30,739 534.74 7.27 0.00 #1 533.00* 106,036 cf Custom Stage Data (irregular) Listed below (Recalc)" 1,20 0.00 28,456 534.62 5.501.30 22,146 534.29 1.37 0.00 26,724 534.53 4.20 534.26 1.16 1.40 0.00 25,390 1534,46 3.26 0.99 0.86 Elevation SurfArea Perim. Inc.Store Cum.Store V\k-t,A-ea 1.50 0.00 24,343 534.40 2.59 536D0 21,998 677.0 40,044 56,902 23,616 (feet) (sq ft) (feet) (cubic -feet) (cubic -feet) (sq -1 1.60 0.00 23,505 534.36 2.09 2.50 533.00 15,638 601.0 0 0 15,638 1,70 0.00 22,824 534,32 1.72 0.00 534.00 18,109 635.0 16,858 16,858 19,039 1.80 0.00 22,261 534.29 1.43 19,834 534.16 1,90 0.00 21,789 534,27 1.21 534.'15 536.00 21,998 677.0 40,044 56,902 23,616 2.00 0.00 21,389 534.25 1.02 0.3 538.00 27,228 795.0 49,133 106,036 37,516 2,10 0.00 21,045 534.23 0.89 Outlet Invert-- 525.00' S=0.0117'1 a=0.900 n=0.013 3.10 2.20 0.00 20,747 534,21 0.77 3.20 Device Routing Invert Outleit De\Aces 2.30 0.00 20,483 534.20 0.67 0.00 #1 Prim ary 528.50' 30.0" x 298.0' ion Culvert ROP, groove end projecting, Ke= 0.200 2.40 2.50 0.00 0.00 20,259 20,055 534.19 534.17 OBO 0.53 18,983 OutleltInvert= 525.00' S=0.01177' Cc= 0.900 n=0.013 2.50 0.00 19,873 534.17 0.48 534.11 #2 Device 1 534.00' 12.0... Vert. Orifice/Grate X 4.00 C= 0.600 2.70 0.00 19,711 534,16 0.43 021 #3 De\ice 1 536.00' 78.0'"'Horiz. Orifice/Grate Limited to weir flow C=0.600 2.80 0.00 19,566 534.15 0,38 potential 2=00fice/Grate (Oritce Controls 21.13 cfs @ 6.73 fps) L3=00fice/Gil'ate 380 3.90 2.90 0.00 19,434 534,14 0,35 4.00 Primary OutRow 18VV .85 cfs @ 0.48 hrs H-536,02' (Free Discharge) 3,00 0.00 19,312 534.13 0.32 'L1=Culvert (Passes 18.85 ofs of 57.79, cfs potential low) 310 3.20 0.00 0.00 19,200 '19,098 534.13 534.12 0.30 0.27 L2=Orffice/Grate (Orilce Controls 18,65 cfs @5,94 fps) 3.30 0.00 19,003 534.12 0.25 3=OrificelGrate (Weir Controls 0.20 cfs @ 0.47 fps) 3.40 0.00 18,916 534.11 0.23 3.50 0.00 18,836 534.11 0.21 3.60 0.00 18,763 534.10 0.20 3.70 0.00 18,695 534.10 0.18 3,80 0.00 18,633 534.10 0.17 3.90 0.00 18,573 534.09 0.116 4.00 0.00 18,517 534.09 015 SWK 10 YEAR STOCIRIS - DURATION = Tc STORMWATER DETENTION REPORT Summary for Subcatchment IS: POST DEV. 'Hydrograph Runoff 93.93 cfs UO hrs, Volume= 2.302af, Depth= 1.18 01 S- - Runoff by Rational method, Rise/Fall= 1.0/2.0 xTc, Time Span= 0.00-4.00 hrs, dt= 0.01 hrs 907, Al"I V4Abemarle-ATLA'314 100 -Year Du' ation =12 min, Inten=6,54 in/hr stairaq Area (ac) C Description :4, -70-� 60;., 12,060 0A0 PERVIOUS 5 0 41,45c 8.330 0,90 IWERVIOUS 4 0 2,940 0.68 GRAVEL 30- 23.330 0.61 Weighted Average 23,330 Pervious Area 10", 0 Tc Length Slope Velocity Capacity Description 0 1 2 3 (min) (feet) (Rift) (fVsec) (cfs) Time (hours) 11.6 Direct Entry, POSTDEV. Hydrograph for Pond 2P: (new Pond) Surrim ary for Pond 2P: (new Pond) Time Inflow Storage Elevation Primary (hours) (cfs) (cubic -feet) (feet) (cfs) Inflow Area 23.330 ac, 0.00% Impeirvious, Inflow Depth = 1. 18" for 100 -Year event 0.00 0.10 0.00 48.58 0 8,744 533.00 5.33,54 0-00 ODO Inflow = 93.93 cfs 0.20 hrs, Volume= 2.302 of 0.20 93.91 34,104 534.91 9.73 Ouiflow = 41.45 cfs 0.42 hrs, Volume= 1.876 af, Men= 56%, Lag= 13.0 min 0.30 69.52 58,056 536.05 19.66 Primary = 41.45 cfs 0.42 hrs, Volume= 1.876 of 0.40 45,34 66,987 536.45 0.50 21,05 64,788 536.35 3441.07.50 0.60 Ho 58,323 536.06 20.06 Routing by Stor-Ind method, Time Span= 0,00-4.00 hrs, dt= 0.01 hrs 0.70 Ho 51,816 535.77 17.02 Peak Elev= 536.45' @ 0.42 hrs Surf.Area= 23,132 sf Storage= 67,107 cf 0.80 0.00 46,035 535,49 15.08 0.90 0.00 40,962 535.26 '13.10 1.00 0,00 36,612 535.04 11.06 Plug -Flow detention time= 32.7 min calculated for 1.876 af(81%of inflow) 110 0.00 32,990 534.85 8.98 Center -Cif Wss det, ti me= 30.2 min ( 45.8 - 15.6 1.20 0,00 30,159 534.71 6.82 1.30 0.00 28,018 534.60 5.16 140 0.00 26,389 534.51 3.96 Volume Invert Avail.Storage Storage Description 1.50 0.00 25,129 534.45 3.09 533,00' 106,036 cf Custom Stage Data (Irregular) Listed below (Recalc) 1.60 0,00 24,135 534.39 2.46 1.70 0.00 23,338 534.35 1.99 1.80 0.00 22,686 534.32 1.64 Elevation Surf.Area Perim. Inc.Store Cum.Store 't�t.Area 1.90 0.00 22,146 534.29 1.37 (feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (Sq -1t) 2.00 0.00 21,691 534.26 1.16 533.00 15,638 601.0 0 0 15,638 2.10 2,20 0.00 0.00 21,306 20,973 534.24 534.22 0.99 0.86 534�00 18,109 635.0 16,858 16,858 19,039 2.30 0.00 20,684 534.21 0.75 536D0 21,998 677.0 40,044 56,902 23,616 2-40 0,00 20,433 534.20 0.65 538.00 27,228 795. 49,133 106,036 37,516 2.50 0,00 20,211 534.18 0.580 2.60 0.00 20,012 534.17 0.52 2.70 Mo 19,834 534.16 0.47 Device Routing Invert Outlet De�1 ces 2.80 0.00 19,676 534.'15 0-42 #1 Primary 528.50' 30.0" x 298.0' long Culvert RCP, groove end projecting, Ke=0.200 2.90 0.0 19,535 53415 0.3 3.00 0.000 19,405 534.14 0.358 Outlet Invert-- 525.00' S=0.0117'1 a=0.900 n=0.013 3.10 0.00 19,286 534.13 0.32 #2 Demce 1 534.00' 12.0" Vert. Orifice/Grate X4.00 C=0.600 3.20 Ho 19,176 534,13 0,29 #3 Device 1 536,00' 78.0" Horiz. Orifice/Grate Limited to weir low C=0,600 3.30 0.00 19,075 534.12 0.27 3.40 0.00 18,983 534.12 0.25 3.50 0.00 18,897 534.11 0.23 Prirnary Outflow Nbx--41.41 cfs @ 0.42 hrs HV\0-536.45' (Free Discharge) 3.60 0.00 18,819 534.11 021 t-1=Culvert (Passes 41.41 cfs of 59.24 cfs flow) 3.70 0.00 18,747 534.10 0,119 potential 2=00fice/Grate (Oritce Controls 21.13 cfs @ 6.73 fps) L3=00fice/Gil'ate 380 3.90 0.00 Mo 18,681 18,619 534,10 534.10 0.18 017 (V\Ieir Controls 20.28 cfs @ 2.20 fps) 4.00 0.00 18,560 534.09 0.16 SWM: 100 YEAR STORM - DURATION = Tc STORMWATER DETENTION REPORT Summaryf or Pond 2P: (new Pond) Critical Duration Analysis for Pond 2P: (new Po Summary for Pond 2P: (new Pond) Critical Duration Analysis for Pond 2P: (new Po Summary for Pond 2P: (new Pond) Critical Duration Analysis for Pond 2P: (new Po Inflow Area 23.330 ac, 0.00% Impervious, Inflow Depth = 1.66" for 100 -Year event Duration Elevation Inflow Primary InflowArea 23.330 ac, 0.00% Impervious, Inflow Depth = 0.89" for 2 -Year e,�ent Duration Ele\,ation Inflow Prim ary Inflow Area 23.330ac, 0.00%irnperivious, InflowDepth= 1.26" for '10 -Year Inflow 60.34 ofs @ 0.20 hrs, Volume= 3.225 of (minutes) (feet) (cfs) (cfs) Inflow Inflow 39.59 ofs @ 0.20 hrs Duration Elevation Inflow Primary Outflow 53.41 Cis @ 0.59 hrs Volume= 2.794 af, Atten= 11%, Lag= 23.7 min 5 534.38 52.84 2.28 30.19 cis 0 0.20 hrs, Volume= 1,738 of (minutes) (feet) (cfs) (ct) , Volume= 2.443 of (minutes) (feet) {cfs) (cfs) Primary 53.41 cfs @ 0.59hrs,' Volume= 2.794 af Outflow 16.25 cfs @ 0.78 hrs, Volume= 1.310 af, Atten= 46%, Lag= 34.7 In in 5 533.86 31.24 0.00 Outflow 28.88 oft @ 0.75hrs, Volume= 2.011 af, Aden= 271%, Lag= 33.3 min 5 534.09 40.10 0.14 10 536.14 85.86 22.93 Primary 16.25 cfs @ 0.78 hrs, Volume= 1.310 of 10 535.08 5OA4 11.55 Primary 28.88 cfs @ 0.75hrs, Volume= 2.011 of 10 535.55 65.63 15.46 Routing byStor-Ind niethod,Time Span= 0.00-4.00 hrs, dt= 0.01 hrs 115 536.50 85.88 44.97 15 535.50 49.42 15.14 15 536.10 65.12 21.43 Peak Elev= 536.61' @0.59hrs Surf.,Area=23,522sf Storage= 70,678 of 20 536.55 75.96 49.17 Routing by Sfor-Ind method, Time Span= 0.00-4.00 hrs, dt= 0.01 hrs 20 535.58 42.67 15.69 Routing byStor-Ind method, Time Span= 0.00-4.00 hrs, dt= 0.01 hrs 20 536.18 56.88 24.85 25 536.59 68.72 51.91 Peak Elev= 535,65'@ 0.78 hrs Su if.Area= 21,298 sf Storage= 49,411 cf 25 535.62 37.67 16.02 Peak Elev= 536.26'@0.75hrs Surf.Arera= 22,644 sf Storage= 62,682 cf 25 53622 50,75 26.95 Plug -Flow detention time= 29.9 min calculated for 2.787 of (86% of inflow) 30 536.60 63.13 53.26 30 535.65 33.81 16.19 30 536.25 45.98 28.13 Center -of -Mass det, time= 27.2 min (52.9- 25.6) 35 536.60 58.66 53.23 Plug -Flow detention time= 41.4 min calculated for 1.307 of (75% of inflow) 35 535.65 30.74 16.25 Plug -Flow detention time= 380.5 min calculated for 2.011 af(82%ofinflow) 35 536,26 42.15 28.72 40 536.59 54.98 52.15 Center -of -Mass det. time= 36.1 min ( 63.2 - 27.1 40 535.65 2822 16.22 Center -of -Mass det. time= 34.0 min 62,.6- 28.6 40 536.26 39.00 28.87 Volurne Invert Avail.Storage Storage Description 45 536.57 51.88 50.47 45 535.64 26.12 16.14 45 53626 36.36 28.67 #1 533.00' 106,036 cf Custom Stage Data (irregular) Listed below (Recalc) 50 536.54 49.23 48.50 Volume Invert Avail.Storage Storage Description 50 535.62 2433 16.00 Vol u in e Invert A\ail,Storage Storage Description 50 536.25 34.11 28.20 55 536.52 46.93 46.57 #1 533,00' 106,036 cf Custom Stage Data (irregular) Listed below (Recalc) 55 535.60 22.80 15.83 #1 533.00' 106,036 of Custom Stage Data (irregular) Listed below (Recalo) 55 536.24 3216 27.57 Elevation SurfArea Perim. Inc.Store Cum.Store t.Area 60 536.50 44.91 44.72 60 535.57 21.46 15.63 60 536,22 30.45 26.80 (feet) (sq -ft) (feet) (cubio-feet) (cubio-feet) (sq -ft) 65 536.47 4M2 43.02 Elevation Surf.Area Perim Inc.Store Cuni,Store V\Iet.A-ea 65 535.54 20,29 15.41 Elevation Surf.Area Perim. In c.Store Curn,Store Wet.Area 65 536.20 28.95 25.93 533,00 15,638 601.0 0 0 15,638 170 536.45 41.51 41.46 {feet) (sq -ft) (feet) (cubic -feet) (cubic -feet) (sq -ft) 70 535.50 19.25 15.16 (feet) (sq -1t) (feet) (cubic -feet) (cubic -feet) 70 536.19 27.61 25.06 534.00 18,109 635.0 16,858 16,858 19,039 75 536.43 40.07 40.04 533.00 15,638 601.0 0 0 15,638 75 535A7 18.32 14.90 533.00 15,638 601.0 0 0 15,638 534.00 18,109 635.0 16,858 16,858 19,039 80 535.44 17.49 14.63 534.00 18,109 635.0 16,858 16,858 19,039 75 536.17 26.41 24.17 536.00 21,998 677.0 40,044 56,902 23,616 80 536.41 38.75 38.74 80 536.15 25.32 23.23 538.00 27,228 795.0 49,133 106,036 37,516 536.00 21,998 677.0 40,044 56,902 23,616 85 535.4.0 16.73 14.36 536.00 21,998 677.0 40,044 56,902 23,616 85 536,40 37.55 37.54 85 536.13 24.34 22.35 538.00 27,228 795.0 49,133 106,036 37,516 90 535.37 16.05 14.07 538.00 27,228 795.0 49,133 106,036 37,516 90 536.38 36.45 36.45 95 15.42 13.78 90 536.10 23.44 21.40 Device Routing Invert Outlet Devices 95 536�.37 35.44 35.44 95 536.08 22.61 20.49 #1 Primary 528.50' 30.0" x 298.0 long Culvert RCP, groove end projecting, Ke= 0.200 100 636.35 34.50 34.60 Device Routing Invert- Outlet Devices 100 535.30 14.85 13.49 Device Routing -Jnvert Outlet Devices '100 536.05 21,86 19.51 Outlet Inveit=525.00' S= 0,0117'1' Co- 0,900 1=0.013 #1 Primary 528.50' 30.0" x 298.0' long Culvert RCP, groove end projecting, Ke=0.200 105 535.26 14.32 13.20 #1 Primary 528.50' 30.0"' x 298.0' long Culvert RCP, groove end projecting, Ke=0.250 105 536.01 21.16 18.70 #2 De\Aoe 1 534.001 12.0" Vert. Orifice/Grate X4.00 C=0.600 105 536�.34 33.63 33.63 Outlet Invert= 525.00' S=0.0117T Cc --0.900 n=0.013 110 535.23 13.83 12.91 Outlet Invert= 525.00' S= 0.0117'f Cc= 0.900 n=0.013 110 535.96 20.51 18.30 #3 Device 1 536,00' 78.0"Horiz.Orifice/Grate Limited to weir flow C=0.600 110 536.32 32.82 32.82 #2 Device 1 534.00' 12.0" Vert. Orifice/Grate X 4.00 C=0.600 115 535.20 1338 1162 #2 Device 1 534.00' 12.0" Vert. Orifice/Grate X 4.00 C= 0.600 115 535.92 19,90 18.01 115 53631 32.06 32.06 #3 Device 1 536.00' 78.0"Horiz. Orifice/Grate Limited to weir flow C=0.600 120 535.17 12.95 12.34 #3 De�Ace 1 536.00' 78.0"Horiz.OrificelGrate Lirnitedtoweirflow C=0.600 120 535.87 19.34 17.72 Primary OutRow lvbx--53.37 ofs @0.59 hrs HV\#536.61' (Free Discharge) 120 536.30 31.35 31.34 125 535.14 12.56 12.06 125 535�83 18.81 17.43 t-I=Culvert (Passes 53.37 cfs of 59.74 cfs potential flow) ' 125 536.29 30.68 30.68 PrimaryOutFlow lvb)�=l 6.25 ds @0.78 hrs HVV--535.65' (Free Discharge) 130 535.11 12.19 11.79 Primary OutRow Max --28.85 ofs @0.751 hrs HW --536.26' (Free Discharge) 130 535.78 18.32 17.14 (Orifice Controls 21.95 cfs @ 6.99fps) 130 536.28 30.05 30.05 t-l=Culvert (Passes 16.25 cfs of 56.54 cfs potential low) 135 535.08 11.85 11.52 t-I=Culvert (Passes 28.85 ofs of 58.60 c1s potential flow) 135 535.74 17.85 16.85 E2=Orifice/Grate 3=OrificelGrate (Weir Controls 31.43 cfs @2.54 fps) 135 536.27 29.45 29.45 �2=Orif icelGrate (Orifice Controls 16.25 cfs @ 5.17 fps) 140 535.05 11.53 11.26 2=Otifice/Grate (Orifice Controls 20.06 cfs @ 6.39 fps) 140 535.70 17.41 16.57 140 536.26 28.89 28.89 3=OrificelQrate (Controls O.00ofs) 145 535.03 '11.22 11.00 �3=OrificelGate (Weir Controls 8.79 cfs @ 1.66 fps) 145 535.66 17,00 16.28 145 536,25 28.35 28.35 H d'o9ra h 150 535.01 10.93 10.75 -,.Y 'I", P T 150 535.62 16.61 16.00 150 536.24 27.85 27.85 155 534.98 10,66 10.52 [01 linflo 61l CfS Duratk)n Anail Hydrogroil* '155 535.58 16.24 15.73 155 536.23 27.37 YAS 27.37 160 534.96 -y Inflow Are*023.330 ac -f-' 166 634.94 10.16 10.10 9.59 cfs 160 535.54 15.89 15.46 ofs 10.40 10.31 Primal Elevation , 1 Inflow 160 536.22 26.91 26.91 36 min Inflow 165 535.51 15.56 15.20 165 536.21 26.47 26.47 170 534.92 9.93 9�88 A - 4 I Inflow Are 23�330 ac 6 :�70,678 cf Primary 40- 170 536.21 2605 26.05 175 534.90 9.71 9,67 535.48 15.24 14.94 50 PeOK eV 6,2 - 175 536.20 25.65 25.65 , I �= . - 2- 175 535.44 14.94 14�69 180 534.89 9.50 9.47 Stora� Cts 49: 185 534.88 9.30 9.28 30" 180 535.41 14,65 14.44 180 536A9 2527 25.27 40-: 7, 30' 14.20 185 535.38 14.37 > 1 190 534.86 9.11 9.09 0 185 536.18 24.90 24.90 195 534.85 8.93 8.92 190 536.18 24.54 24.54 30V 190 535.35 14.11 13.97 - -------- 20- 2 0: 195 535.33 13.85 13.74 200 534.84 8.75 8.74 195 536.17 24.20 24.20 20' 205 534.83 8.59 8.58 200 535.30 13,61 13.52 a. 200 536.16 23.88 23.88 210 534.81 8.43 8.42 10-11 205 53527 13.38 '13.30 205 536.16 23.56 2156 534 10 215 534.80 8.27 8,27 210 535.25 1316 13A0 01 210 536.15 23.26 23.26 220 534.79 8.13 8.12 215 535.23 12.94 12.89 0 1 2 3 4 0 534.79 7.98 7.98 0.1 215 53614 22.97 22.97 225 220 535,20 12.74 12.70 Time (hours) 0 220 536.13 22.69 22.69 0 50 100 150 200 230 534,78 7.85 7.84 1 2 3 4 225 535.18 12.54 12.50 U at nir 225 53613 22.41 22.41 Event Duration (minutes) C iti al D r ici Ana vsis- 235 534.77 7.72 7.71 Time (hours) 230 535.16 12.35 12.32 L 230 536.12 22,15 22.15 235 535.14 12.16 12.14 121 Elevation 240 534.76 7.59 7.59 j min raph: sl H r t. 235 536.12 21.90 21.90 011709 1 licall Dura iqn:Arllafy� -S Inflow . ..... 240 535.13 11.98 11.97 904r�' A 240 536.11 21.65 21.65 0 inilw 0 2 Tim e (hours) 4 SWM: 2 YEAR STORM - CRITICAL DURATION STORMW\ ATER DETENTION REPORT 0 so 100 150 200 Event Duration (minutes) SWM: 10 YEAR STORM o CRITICAL il-)URATION STORMWATER DETENTION REPORT 0 50 100 150 200 Event Duration (minutes) SWM -0 100 YEAR STORM - CRITICAL IF)URATION STORMWATER DETENTION REPORT 0 lb 20 30 40 50 60 Discharge (cfs) 0 60,000 100,000 Storage (cubic -feet) SWM-, STAGE -DISCHARGE - STAGE -STT RA(31E CURVES. STORMWATER DETENTION REPORT Y4,636- ,11- J,07-cf. l CIVIL ENGINEERS LANDSCAPE ARCHITECTS 224 COURT SQUARE CHARLOTTESVILLE, VIRGINIA 22902 I PH. 434-295-4005 FAX 434-295-2103 SCALE: AS SHOWN ISSUED: 4-145-08 DRAWN BY: MOS REVISIONS: 1. 3-30-08, CO, COMMENTS 2. 6-24-09, ESC/SWM COMTvLT-,NTS All rights reserved, No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any forrn or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts, P.C. Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C. 1 0 TERRA CONCEPTS, P.C. 0) 11 a W1 01 CIVIL ENGINEERS LANDSCAPE ARCHITECTS 224 COURT SQUARE CHARLOTTESVILLE, VIRGINIA 22902 PH. 434-295-4005 FAX 434-295-2103 SCALE- F) = 30' ISSUED- 4 -IS -08 DRAWN BY- MEK REVISIONS: 1. 3-30-08, CO. COMATE-INITS 2. 6-24-09, ESC/SWM COMMENTS All rights reserved. No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts, P.C. Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C. @ TERRA CONCEPTS, P.C. 1. IN AREAS SCHEDULED FOR NEW LANDSCAPE INSTALLATIONS WHERE PRIOR GRADING ACTIVITIES HAVE NOT RESULTED IN CLEARING AND GRUBING OF EXISTING VEGETATION, THE CONTRACTOR SHALL CLEAR AND GRUB ALL WEEDS, DEAD PLANTS, TREES, 1" -CALIPER OR LESS AND ALL OTHER PLANT MATERIAL, SAVE AND EXCEPT THOSE SPECIMENS OR GROUPINGS SPECIFICALLY SELECTED IN THE FIELD BY THE LANDSCAPE ARCHITECT FOR PRESERVATION. 2. CONTRACTOR TO VERIFY ALL QUANTITIES BETWEEN PLANS AND PLANT LIST AND REPORT ANY DISCREPANCIES TO THE LANDSCAPE ARCHITECT IMMEDIATELY AND ANY PLANT SUBSTITUTIONS OR CHANGES MUST BE SUBMITTED IN WRITTING FOR APPROVAL BY THE LANDSCAPE ARCHITECT PRIOR TO ORDERING. 3. PRIOR TO ORDERING AND INSTALLATION A PRE -CONSTRUCTION MEETING SHALL BE HELD BETWEEN THE LANDSCAPE ARCHITECT, OWNER AND LANDSCAPE CONTRACTOR. LANDSCAPE CONTRACTOR TO SCHEDULE MEETING. 4. STABLIZATION MAT SHALL BE APPLIED TO ALL SLOPES EXCEEDING 3:1. ANY PLANTINGS ON STABILIZIED SLOPES SHALL BE CUT INTO MATTING OR OTHERWISE INSTALLED IN A MANNER THAT DOES NOT COMPROMISE THE INTEGRITY OF THE SLOPE. 5. ALL SPECIES SPECIFIED GREATER THAN ONE (1) IN QUANTITY SHALL BE ORDERED FROM A SINGLE SOURCE UNLESS OTHERWISE APPROVED BY THE LANDSCAPE, ARCHITECT. 6. CONTACT LANDSCAPE ARCHITECT AT THE TIME THE PLANT MATERIAL IS DELIVERED TO THE SITE TO SCHEDULE AN INSPECTION, LANDSCAPE ARCHITECT SHALL INSPECT AND APPROVE ALL PLANT MATERIAL AT TIME OF DELIVERY, AS WELL AS AFTER INITIAL PLACEMENT OF PRIOR TO INSTALLATION. ALL INSTALLATIONS TO OCCUR FOLLOWING FINAL GRADING OF SITE. IF SCHEDULE PLANT QUANTITIES REQUIRE MULITPLE DELIVERIES, CONTRACTOR SHALL ARRANGE TO HAVE SIMILIAR GROUPINGS, AREAS DELIVERED AT THE SAME TIME IN ORDER THAT PLACEMENT AND INSTALLATION OF DESIGN CAN OCCUR TOGETHER. CONTRACTOR SHALL NOTIFY LANDSCAPE ARCHITECT OF SCHEDULE AT LEAST 2 WEEKS IN ADVANCE. 7. AFTER INITIAL PLACEMENT OF PLANT MATERIAL BY THE CONTRACTOR THE LANDSCAPE ARCHITECT RESERVES THE RIGHT TO REEVALUATE AND ADJUST, IF NECESSARY. 8. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR FULLY MAINTAINING ALL PLANTING (INCLUDING, BUT NOT LIMITED TO: WATERING, SPRAYING, MULCHING, FERTILIZING, ETC.) OF PLANTING AREAS & LAWNS UNTIL THE WORK IS ACCEPTED IN TOTAL BY THE LANDSCAPE ARCHITECT AND THE OWNER. CONTRACTOR TO PRUNE ALL PLANT MATERIAL PRIOR TO SUBSTANTIAL COMPLETION IN A FASHION THAT RESEMBLES EACH SPECIES NATURAL SHAPE UNLESS OTHERWISE NOTED ON THE PLANS. 9. THE LANDSCAPE CONTRACTOR SHALL COMPLETELY GUARANTEE ALL PLANT MATERIAL FOR A PERIOD OF ONE (1) YEAR BEGINNING AT THE DATE OF SUBSTANTIAL COMPLETION. THE LANDSCAPE CONTRACTOR SHALL PROMPTLY MAKE ALL REPLACEMENTS BIEFORE OR AT THE END OF THE GUARANTEE PERIOD (AS DIRECTED BY THE OWNER). THE LANDSCAPE ARCHITECT WILL APPROVE THE STAKED LOCATION OF ALL PLANT MATERIAL PRIOR TO INSTALLATION. ANY PLANT MATERIAL WHICH DIES, TURNS BROWN OR DEFOLIATES (PRIOR TO TOTAL ACCEPTANCE OF THE WORK) SHALL BE PROMPTLY REMOVED FROM THE SITE & REPLACED WITH MATERIAL OF THE SAME SPECIES, QUANTITY, SIZE AND MEETING ALL PLANT LIST SPECIFICATIONS. THE LANDSCAPE ARCHITECT MAY AT HIS/HER DISCRETION AND ONLY UNDER UNIQUE CIRCUMSTANACES WILL ACCEPT SUBSTITUTIONS UPON WRITTEN NOTICE BY THE LANDSCAPE CONTRACTOR STATING THE REASONS FOR WHICH THE SUBSTITUTION SHOULD BE CONSIDERED AND GRANTED. 10. AFTER BEING DUG AT THE NURSERY SOURCE, ALL TREES IN LEAF SHALL BE ACCLIMATED FOR TWO (2) WEEKS UNDER A MIST SYSTEM PRIOR TO INSTALLATION. ANY BARE ROOT STOCK SHALL BE SOAKED IN LIQUID ROOT STIMULUS SOLUTION FOR ONE-HALF HOUR AT DOUBLE STRENGTH AND GENTLY PRUNED PRIOR TO PLANTING TO ENCOURAGE NEW ROOT GROWTH. 11, STANDARDS SET FORTH IN 'AMERICAN STANDARDS FOR NURSERY STOCK REPRESENT GUIDELINE SPECIFICATIONS AND CONSTITUTE MINIMUM QUALITY REQUIREMENTS OF THE PLANT MATERIAL FOR THIS PROJECT. 12. SOD AND SEED SHALL BE A TALL FESCUE BLEND. NOTIFY LANDSCAPE ARCHITECT OF MIXTURE PRIOR TO ORDERING FOR APPROVAL. 13. MULCH SHALL BE PLACED IN PLANTERS, PLANTING BEDS AND AROUND ALL INDIVIDUAL PLANTS NOT LOCATED IN PLANTING BEDS. MULCH SHALL BE DOUBLE SHREDDED DAR HARDWOOD AND APPLIED 2 -INCHES (2") IN DEPTH BY THE LANDSCAPE CONTRACTOR UNLESS OTHERWISE NOTED ON THE DRAWINGS. MULCH RINGS AROUND INDIVIDUAL TREES SHALL IBE A MINIMUM OF 36 -INCHES (36") IN DIAMETER. 14, THE LANDSCAPE CONTRACTOR SHALL CLEAR ADN GRUB ALL WEEDS, DEAD TREES, TREES 1 -INCH (1") CALIPER OR LESS AND OTHER SELECTED UP TO 6 -INCH (6") CALIPER AS DETERMINED IN THE FIELD BY THE LANDSCAPE ARCHITECT IN THE TREE SAVE/PRESERVATION AREAS INDICATED ON THE DRAWINGS. 2-3 INCHES OF THE SPECIFIED MULCH SHALL BE SPREAD OVER THE ENTIRE CLEARED AREA OR TO THE LIMITS DESIGNATED BY THE LANDSCAPE ARCHITECT IN THE FIELD SO THAT A "NATURAL AND UNDISTURBED" CHARACTER IS REESTABLISHED. LANDSCAPE CONTRACTOR SHALL NOTIFY AND VERIFY SCOPE OF WORK WITH THE LANDSCAPE ARCHITECT PRIOR TO START OF CLEAN AND MULCH WORK, THE LANDSCAPE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVAL OF ALL DEBRIS FROM CLEAN-UP EFFORTS FROM THE SITE. 15. ALL TREES AND SHRUBS SHALL BE ALLOWED TO REACH MATURE HEIGHT. ANY ROUTINE PRUNING SHALL BE DONE ONLY FOR CORRECTIVE MEASURES. 16. INSTALLATION OF ALL TREES SHALL BE DONE AT THE APPROPRIATE TIME SUITABLE FOR THE SPECIFIC SPECIES. CONTRACTOR TO DETERMINE EXACTLY WHEN THIS SHALL BE DONE. 17. IRRIGATION DESIGN AND IMPLEMENTATION SHALL BE AT THE OWNER'S REQUEST. ANY CONTROL BOXES SHALL BE PLACED DISCREETLY AND OUT OF GENERAL SIGHT OF THE PUBLIC. CONTRACTOR TO DISCUSS POSSIBLE LOCATIONS WITH LANDSCAPE ARCHITECT PRIOR TO DESIGN AND INSTALLATION. PLANTING SOIL MIX: 1. THE LANDSCAPE CONTRACTOR SHALL FURINISH ALL TOPSOIL AND PLANTING SOIL MIX. MATERIAL SUBSTITUTES MUST BE APPROVED BY THE LANDSCAPE ARCHITECT PRIOR TO INSTALLATION. REFER TO SECTION 02923 OR BELOW FOR TOPSOIL REQUIREMENTS. 2. THE TYPICAL PLANTING SOIL MIX FOR ON -GRADE PLANTINGS (TREES, SHRUBS, EVERGREENS AND GROUNDCOVERS) SHALL CONSIST OF THE FOLLOWING UNLESS OTHERWISE SPECIFIED ON THE DRAWINGS. 60% TOPSOIL (CLEAN, LOOSE MATERIAL FROM ON-SITE STOCKPILE OR APPROVED IMPORT SITE) 40% PREPARED ADDITIVES (BY VOLUME AS FOLLOWS): 2 PARTS HUMUS AND/OR PEAT 1 PART STERILIZED COMPOSTED COW MANURE 1 PART SHREDDED PINE BARK (OR EQUAL) COMMERCIAL FERTILIZER (AS RECOMMENDED IN SOIL REPORT) LIME (AS RECOMMENDED IN SOIL REPORT) 12)12) f SECTION, PLAN GENERAL NOTES: 1. SEE SPECIFICATIONS FOR DRAINAGE TEST REQUIREMENTS PRIOR TO PLANTINGS (SECTION 02900). IF NO SPECIFICATIONS ARE AVAILABLE CONSULT LANDSCAPE ARCHITECT. 2. DO NOT ALLOW AIR POCKETS TO FORM WHEN BACKFILLING. 3. IMMEDIATELY SOAK WITH WATER. 4• DO NOT BREAK ROOTBALL. 5. NOTIFY LANDSCAPE ARCHITECT OF ANY SITUATIONS WHERE SOIL CHARACTERISTICS ARE NOT AGREEABLE OR WHERE CONDITIONS RAISE CONCERNS IN TERMS OF PLANT SURVIVABILITY OR WARRANTY. 6. CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT OF ANY PLANT DAMAGE CAUSED BY OR INCURRED DURING INSTALLATION. 7. ALL MULCH SHALL BE AS SPECIFIED ACCORDING TO THE PLANS AND/OR SPECIFICATIONS. PLANTING NOTES: 1, EXCAVATE ROOTBALL PIT. 2. ADD EXCAVATED SOIL & TAMP. SET TREE SO THAT TOP OF ROOTBALL IS 2-3" HIGHER THAN FINISHED GRADE. 3. BACKFILL WITH SPECIFIED SOIL MIX AND WATER IN THROUGHLY. 4. FINISH BACKFILLING, CONSTRUCT PIT ON LOWER SIDE (BY TRENCHING) AND ADD MULCH. 5. STAKE AND GUY SECURELY ACCORDING TO STAKING OPTIONS, MULCH LAYER (AS SPECIFIED) FINISHED GRADE CULTIVATE SOIL IN PLANTING SOIL MIX LANDSCAPE AREA TO (AS SPECIFIED) A MININUM DEPTH OF EDGE OF LANDSCAPE 12"; TYP. AREA, PAVEMENT EDGE OR 12" 2-31' BACK OF CURB ggAx Xl�,�e ik,"�/i0,001 ii r � 11-i�il?- 11T- llt , {: ' `• �.:lel fl I- I ; 1Tf ; T(i-- -TCT--I I I� >,TP SAME AS BELOW _„ IN A CULTIVATED AND MULCHED PLANTING AREA MULCH LAYER MULCH LAYER- (AS SPECIFIED) BEGIN AT PIT LIMITS AND ADD NO MORE FINISHED GRADE THAN 3" TAPERING UP TO 1" AT TREE COLLAR. BLEND WITH TO EXISTING GRADE PLANTING SOIL MIX AS NECESSARY AT OUTER PIT EDGE (AS SPECIFIED) COMPACT EXCAVATED SOIL TO FORM ROOTBALL PIT ON 12" 2 31# DOWNHILL SIDE OF PLACEMENT OF ROOTBALL �!/.%//ice*►- -.�, W��s, HARDPAN REMOVE AS NECESSAF�Y TO FACILITATE PROPER DR�INAGE 1R\OOTBALL PITS PLACEMENT OF ROOTBALL SCARIFY BASE OF PIT. BREAK THROUGH AND LOOSEN ALLTiIi HARDPAN REMOVE AS NECESSAF�Y TO FACILITATE PROPER DR�INAGE 1R\OOTBALL PITS � 12 1 SECTION f? .::.scri yr RETURN EXCAVATED SOIL ON A SLOPE LIGHTLY TO BRING COMPACT BACK TO FINISHED GRADE. PREVENT TREE FROM SETTLING IN FUTURE NOTES: 1. SET TREE PLUMB PRIOR TO STAKING. 2. GRADES NOT TO EXCEED 3:1 SLOPES. 3. ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD AND BROKEN BRANCHES AND SHALL BE PERFORMED UNDER THE SUPERVISION OF THE LANDSCAPE ARCHITECT. 4. ALL MULCH SHALL BE AS SPECIFIED ACCORDING TO THE PLANS AND/OR SPECIFICATIONS. SEE DETAIL FOR SUITABLE TREE OPTIONS 12 TRENCH EDGE A ENTIRE AREA TO MULCHED REFER TO TREE ROOTBALL PIT DETAIL 12 TREE PLANTING SECTION CH LAYER TIVATED SOIL L-001 N.T.S. L-004 N.T3. NOTES: 1. SET TREE PLUMB PRIOR TO STAKING. 2. GRADES NOT TO EXCEED 3:1 SLOPES. 3. ALL PRUNING 1S RESTRICTED TO THE REMOVAL OF DEAD AND BROKEN BRANCHES AND SHALL BE PERFORMED UNDER THE SUPERVISION OF THE LANDSCAPE ARCHITECT. 4. CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT OR ANY SITUATION WHERE SITE CONDITIONS OR SOIL CHARACTERISTICS ARE NOT AGREEABLE TO THESE PLANTINGS CRITERIA OR RAISE CONCERNS IN TERMS OF PLANT SURVIVABILITY OR WARRANTY. 5. CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT OF ANY PLANT DAMAGE EXPOSED BY, OR INCURRED DURING PLANT INSTALLATION. 6. ALL STAKING TO BE PLACED OUTSIDE LIMITS OF TREE PIT. 7. ALL GUYING TO BE ENCASED AND SECURED TO THE PLANT IN RUBBER HOSE (OR EQUAL). OPTION 2: DIAGONAL STAKING (FOR EVERGREENS (1) STAKE & GUY PEP OPTION 1: VERTICAL STAKING (2) STAKES & GUYINC TREE. SET STAKES 1 AROUND THE TREE. GUYING A MININUM C HEIGHT OF TREE AN[ THE LOWEST BRANC r.� rtr 1nnr�r I V 8041 o.l0140�.A� I \ �1� l 1 . •� 12 SECTION, PLAN CROWN BED 2-3'; TOP OF ROOTBALL TO BE A MIN. OF 2" ABOVE FINISHED GRADE I MULCH 1 FINISHED GRADE -11 . UNDISTURBED SUBGRADE CULTIVATE SOIL WITH ROTO -TILLER TO A MIN. DEPTH OF 12"; BREAK TRHOUGH HARDPAN AND REMOVE TO PROVIDE GOOD DRAINAGE CROWN TOP OF MIN. OF GRADE MULCH FINISHE t�rnnr cpn�lnlr k+UL t I Vr%I GLJ OVIL l� L-002 N.T.S. ROW SPACING PLANTING SOIL MIX (AS SPECIFIED); CULTIVATE A MIN. OF 4" LAYER OF PLANTING SOIL MIX INTO BED; PROVIDE 1" OF CROWN FOR EVERY FOOT OF BED WIDTH. O.C. SPACING ROOTBALL UNDISTURBED SUBGRADE --' l- PLANTING SOIL MIX (AS SPECIFIED); CULTIVATE SOIL WITH ROTO TILLER TO CULTIVATE A MIN, OF 4" LAYER OF A MIN. DEPTH OF 12"; BREAK TRHOUGH PLANTING SOIL MIX INTO BED HARDPAN AND REMOVE TO PROVIDE GOOD DRAINAGE SECTION `1 SHRUB PLANTING (SHINGLE & DOUBLE ROWS) 12 SECTION, PLAN L -00N-0 5 NOTES: 1. SET TREE PLUMB PRIOR TO STAKING, 2. GRADES NOT TO EXCEED 3:1 SLOPES. 3. ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD AND BROKEN BRANCHES AND SHALL BE PERFORMED UNDER THE SUPERVISION OF THE LANDSCAPE ARCHITECT. 4. ALL MULCH SHALL BE AS SPECIFIED ACCORDING TO THE PLANS AND/OR SPECIFICATIONS. STAKES ON "HIGH" - SIDE OF TREE ONLY. SEE DETAIL FOR SUITABLE TREE STAKING OPTIONS /1-n'\ FINISHED GRADE REFER TO TREE C ROOTBALL PIT DETAIL COMPACT EXCAVATED SOIL TO - FORM ROOTBALL PIT ON DOWNHILL SIDE OF PLANTING AREA 112 SECTION, PLAN NOTES: 1. LENGTH OF WOOD STAKES VARIES WITH HEIGHT OF TREE. EACH STAKE TO BE DRIVEN (30" MIN.) INTO SLOPE AT ANGLE INDICATED. 2. GRADES NOT TO EXCEED 2:1. 3. TRENCH ALL EDGES OF PLANTING BED. ROW SPACING TYR FINISHED-/ GRADE I TREE (AS SPECIFIED ON DWGS.) TYPICAL STAKING: 1. (1) 2X2 WOODEN STAKE OR #4 REBAR PER TREE 2. SET TREE PLUMB PRIOR TO STAKING 3. SECURE STAKE TO TREE TRUNK WITH 12 GA. GALV. WIRE & RUBBER HOSE (OR EQUAL) AT MIN. OF % TREE HEIGHT 4. STAKING TO BE CONSISTENT ALONG ALL ROWS AND WITH TYPICAL STAKING DETAIL 5, SET UPHILL EDGE OF ROOTBALL (FOR SLOPE PLANTINGS ONLY) 45" 22 1l2 -� 0 .,��DIRECTION OF SLOPE Z © PLAN oW MULCH LAYER REFER TO-' C ROOTBALL DETAIL 12 l'' I ..A"\ � \ Eli TRENCH EDGE AROUND ENTIRE AREA TO BE MULCHED SECTION L-003 N.T.S. COMPACT EXCAVATED SOIL TO FORM ROOTBALL PIT ON DOWNHILL SIDE PLANT SOIL MIX (AS SPECIFIED ON DWGS.) MULCH (AS SPECIFIED ON DWGS.) r TREE 7 -STAKE '--GALV. WIRE �"--HOSE STAKING ENLARGEMENT 12 SECTION L-007 N.T.S. TERRA CONCEPTS, Paco CIVIL ENGINEERS LANDSCAPE ARCHITECTS 224 COURT SQUARE CHARLOTTESVILLE, VIRGINIA 22902 PH. 434-295-4005 FAX 434-295-2103 SCALE: AS SHOWN ISSUED: 4-15-08 DRAB BY. MEK All rights reserved. No part of the material protected by this copyright (pians, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts, P,C. Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C. I O TERRA CONCEPTS, P.C. i `S, O.C. SPACING r ` ` ROOTBALL r r t5"�g BED -� � V\nQTH PLAN PLANTING SOIL MIX (AS SPECIFIED); CULTIVATE A MIN. OF 4" LAYER OF PLANTING SOIL MIX INTO BED; PROVIDE 1" OF CROWN FOR EVERY FOOT OF BED WIDTH. O.C. SPACING ROOTBALL UNDISTURBED SUBGRADE --' l- PLANTING SOIL MIX (AS SPECIFIED); CULTIVATE SOIL WITH ROTO TILLER TO CULTIVATE A MIN, OF 4" LAYER OF A MIN. DEPTH OF 12"; BREAK TRHOUGH PLANTING SOIL MIX INTO BED HARDPAN AND REMOVE TO PROVIDE GOOD DRAINAGE SECTION `1 SHRUB PLANTING (SHINGLE & DOUBLE ROWS) 12 SECTION, PLAN L -00N-0 5 NOTES: 1. SET TREE PLUMB PRIOR TO STAKING, 2. GRADES NOT TO EXCEED 3:1 SLOPES. 3. ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD AND BROKEN BRANCHES AND SHALL BE PERFORMED UNDER THE SUPERVISION OF THE LANDSCAPE ARCHITECT. 4. ALL MULCH SHALL BE AS SPECIFIED ACCORDING TO THE PLANS AND/OR SPECIFICATIONS. STAKES ON "HIGH" - SIDE OF TREE ONLY. SEE DETAIL FOR SUITABLE TREE STAKING OPTIONS /1-n'\ FINISHED GRADE REFER TO TREE C ROOTBALL PIT DETAIL COMPACT EXCAVATED SOIL TO - FORM ROOTBALL PIT ON DOWNHILL SIDE OF PLANTING AREA 112 SECTION, PLAN NOTES: 1. LENGTH OF WOOD STAKES VARIES WITH HEIGHT OF TREE. EACH STAKE TO BE DRIVEN (30" MIN.) INTO SLOPE AT ANGLE INDICATED. 2. GRADES NOT TO EXCEED 2:1. 3. TRENCH ALL EDGES OF PLANTING BED. ROW SPACING TYR FINISHED-/ GRADE I TREE (AS SPECIFIED ON DWGS.) TYPICAL STAKING: 1. (1) 2X2 WOODEN STAKE OR #4 REBAR PER TREE 2. SET TREE PLUMB PRIOR TO STAKING 3. SECURE STAKE TO TREE TRUNK WITH 12 GA. GALV. WIRE & RUBBER HOSE (OR EQUAL) AT MIN. OF % TREE HEIGHT 4. STAKING TO BE CONSISTENT ALONG ALL ROWS AND WITH TYPICAL STAKING DETAIL 5, SET UPHILL EDGE OF ROOTBALL (FOR SLOPE PLANTINGS ONLY) 45" 22 1l2 -� 0 .,��DIRECTION OF SLOPE Z © PLAN oW MULCH LAYER REFER TO-' C ROOTBALL DETAIL 12 l'' I ..A"\ � \ Eli TRENCH EDGE AROUND ENTIRE AREA TO BE MULCHED SECTION L-003 N.T.S. COMPACT EXCAVATED SOIL TO FORM ROOTBALL PIT ON DOWNHILL SIDE PLANT SOIL MIX (AS SPECIFIED ON DWGS.) MULCH (AS SPECIFIED ON DWGS.) r TREE 7 -STAKE '--GALV. WIRE �"--HOSE STAKING ENLARGEMENT 12 SECTION L-007 N.T.S. TERRA CONCEPTS, Paco CIVIL ENGINEERS LANDSCAPE ARCHITECTS 224 COURT SQUARE CHARLOTTESVILLE, VIRGINIA 22902 PH. 434-295-4005 FAX 434-295-2103 SCALE: AS SHOWN ISSUED: 4-15-08 DRAB BY. MEK All rights reserved. No part of the material protected by this copyright (pians, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts, P,C. Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C. I O TERRA CONCEPTS, P.C. i l i c:P . CSI U�; Project Description .w 41e I 3. n�.v o m�m�«�ono measures e.: r e� wo,ssue trsisw VIII is. m.n�manu. �a. m.. �o n. ��ma+.aweekly r w `°'� �- a ��Wn��.m me quickly III 1 ) p � '.., e I �s.w�m x. ie 'et�m grading n�xs �e..wa III Existing Conditions m ( �R�s�om o�,. an.� .n�vwaorA o�� .,, wne+�inwe.,+.. a.. ��onea m: ..n�a ��,wry ren. <u�..�� m� I S�mavan ter the mure��mw r �^"�e approval II uw..oni ..a � im��% ed �. � plans. mol w ui �e e�vv rv+ s 9 producing �,�ea mr..�r Critical E A �n �vnroanv v nizm o�m.sm.d � II Ad�acentP%en M aP.arm n. W� I n��.�m.� jrzu�m min<�to,a xo�)..win essr,.�a.oi.a r �,�.a .�. To meeonn �. ,..,... reclaimed r a ��a.�ns Erosion Sediment Control Mea lig n¢rm m.oi sm.��aow .�a� Off - Site a it � �e �� INm Code � o��a�. established ,� x grading for ,. Soils Y Survey e �� o� �Permanent Stabilization l ISI � �ro�n .�a� I � h Erosion orFur. will in u�.�ma.:i�:mm r co�mr aK ��o�, �„a�.w*�sx of the �: permanent a o ^' q regardless V�gera ve Practices 'Sto er Management County dSed Comm Vr,wa�s�He s� r a�� III � � I �v�n. ..rvsw v.ea.H n..ea �m �po.,fv z ��nw� time ��s�.��.�u�.'�e following ,w ern wm.r =�,.. °••ea.h� x.w < ,a � �= a - o�.�oo.�a.� . mw.n ,��e�o� e..,�o.FA �. Po �m,n«�.,ry Management s�.��e�,rs .moos ,�,�. =h.�a so R..�h„ determine i rn�,.�w mow. e. «k�.<ao r ��, � tea., maintained. 9. wee ,..�.,��,mm�s� ., w drainage protection � �ne� � permanently 6 uR�, n.m � I! 9mren[ Standards �. frequency qp '°1 with a� s .�e��a�u �a �nnw.. �.m�. �r �F ..�.�� I ��a� u �m Hydrologic =a � r 'a°� °"" I ��.rs r�.m� n��r.��. c �.a nmagreater UN. mn�osea o>eo project :�,.,.�e �,,,rtm,,;� oma. �n biological ear •. � areas III s r � � ry I pins rnen owe am i - ( beolu j m etmcnm such •ares ma bPh � () nage .. both, enaJ mnemwnrr that evma�aR (31I F ne..nnamin�bum upon o(e.ul � nwd minimize III fll P�'+k I ( � file 1 n sswm mon P ww eme .:� .This '.. a �nclua�eram In �L sediment ed � area. so -m wum� va allowed Dolt o� �uamovWi pp M1�mn Y�(ap rename o(m�Je mss. The e s fi � � I P�'O�eCt �e3+C�.'1�3t�O�lt Regulations. erosion control inspector. 1. Construction will be sequenced so that grading operations can begin and end as quickly as 3. All erosion and sediment control measures are to be placed prior to or as the first step in 1 }. Maintenance: All measures are to be inspected and after each rainfall. An possible. The Earlysville Business Park development is proposing 3.12 acres of light industrial use p y p with associated public and private roads. The subject property is located adjacent to the clearing. damage or slagging to structural measures is to be repair immediately, Silt traps are to be 2. Areas which are outside the construction limas and not to be disturbed shall be clearly newly constructed Foster's Well &Pump site. The primary access to the site is off of Rt. 660 4. A copy of the approved erosion and sediment control plan shall be maintained on the site cleaned when 5(}% of the wet storage volume is filled with sediment. All seeded areas are marked. {Real Ford Road) in Earlysville, g at all times. to be reseeded when necessary to achieve a cod stand of Silt fence and diversion 3. Tree tertian shall be installed before any rn activities commence and before VA, The existing Driller's Lane will be extended to access g grass. �° g the site. Other improvements consist of paved roadway and parking, curb, landscaping, and 5. Prior to commencing land disturbing activities in areas other than indicated an these plans dykes which are collecting sediment to half their height must be cleaned and repaired equipment and.material storage areas are established. a stormwater conveyance system which will outlet into a bio retention pond in the southern {including, but not limited to, off-site borrow or waste areas}, the contractor shall submit a immediately. 4. Sediment trapping measures shall be installed as a first step in grading and will be seeded corner of the site supplementary erosion control plan to the owner for review and approval by the plan 2(l. All temporary erosion and sediment control measures are to be removed within 3t7 days of and mulched immediately following instal]atian, approving authority. final site stabilization, when measures are no longer needed, subject to approval by the 5. Site walls are to be constructed early in the construction schedule and the areas �xi��ig7t�' ��lre Coald.i$rc�ras 6. The contractor is responsible for installation of any additional erosion control measures County erosion control inspector. immediately above and below them stabilized as quickly as possible, The front portion of the site is currently developed with light industrial uses. The rear necessary to prevent erosion and sedimentation as determined by the pian approving 6. Matting and seeding, whether temporary or permanent, will follow immediately after portion of the site is partially wooded and partially open containing slopes ranging from 1% authority. grading. Scheduling 7. All disturbed areas are to drain to approved sediment control measures at all times during 7. Construction is to be sequenced such that, once cut and fill slope grades have been to 2.5%. Existing storm water drainage from the developed part of the site is conveyed in Construction for the project is anticipated to begin immediately following approval of the site various pipe systems, that eventually outfall to existing swaies with no quality or quantity land disturbing activities and during site development until final stabilization is achieved. plans, established and erosion control measures applied, no further disturbance of the slopes will control. The current topography slopes north to south, falling towards the rear of the 8. During dewatering operations, water will be pumped into an approved filtering device. be necessary. . 9. The contractor shall inspect all erosion central measures periodically and atter each runoff 8. All construction in and around drainageways shall be strategically scheduled appreciating property. rainfall event. Any necessary repairs or cleanup to maintain the effectiveness of ��U81UIl9 At'e�.� pending weather conditions to avoid work in, or disturbance of, the channels during rain the erosion control devices shall be made immediately. Proposed 3:1 slopes will be constructed with appropriate slope stabilization methods as events. All stabilization products, equipment and personnel to install them shall be on-site Adjacent ��rQpe�� 10. All fill material to be taken from an approved, designated borrow area. directed by the Geotechnical Engineer. at the time disturbance is to commence. In the event weather interrupts work within a The property is bound on the south, east, and west sides by rural area land. To the north is 11. A11 waste materials shall be taken to an approved waste area. Earth fill shall be inert drainageway, emergency measures are to taken to temporarily stabilize the channel so that Route b60 (Bess Ford Road}. materials only, free of roots, stumps, wood, rubbish„ and other debris. �a��Sic�i1 �edirn�e�$ ��yH1�pj, �eaSd�.�eS it functions without undue erosion taking place until work can progress. . 12. Borrow or waste areas are to be reclaimed within 7 days of completion per Zoning Erosion and sediment control for the site will be handled with typical ESC measures as 9. The site contractor shall be responsible for the installation and maintenance of all erosion �� bite �.t'�ag Ordinance section 5.1.28. described in the Virginia Erosion and Sediment Control Handbook. A construction entrance and sediment control practices. The only off-site area proposed to be disturbed is that which will be required in order to 13. All inert materials shall be transported in compliance with section 13-301 of the Code of will be the erosion control measure for the improvements to the entry mad at the existing 10. After achieving adequate stabilization, the temporary erosion and sediment controls will construct the bioretention pond and outfall, which is owned by the same entity. Albemarle. Driller's Lane. Silt fence and tree protection will be installed as indicated on the ESC Plan. be cleaned up and removed and final grades established according to the grading plan for 14. Borrow, fill or waste activity involving industrial -type power equipment shall be Limited Temporary diversion dikes will be utilized as the building, road and parking areas are brought the project. .. �Ui15 to the hours of'7:DOam to 9:OOpm. to grade to direct a majority of the site's runoffto the sediment basin. A sediment basin will According to the Soil Survey of Albemarle County, the following soils are present on site: 15. Borrow, fill or waste activity shall be conducted in n safe manner than maintains lateral be constructed in the future location of the bin -retention pond at the southern most corner of j�'e��t �t��j��$g�,Y1 support, or order to minimize any hazard to persons, physical damage to adjacent land and. the site. This location is currently the lowest point on the site in which all runoff currently As mentioned above, permanent seeding is to be applied to all areas not proposed for improvements, and damage to any public street because o slides, sinking, or collapse. drains to. Perimeter measures will remain in place until removal is approved by the County hardscape or building improvements as soon as possible. Please see the permanent seeding Name Cade Erodibility Permeability Depth ShriinklSwell Strength 16. The developer shall reserve the right to install, maintain, remove or convert to permanent Ashe 4i7 severe rapid <SID" low law Erosion Control Officer. specifications in Chapter 3 Section 32 ofthe VESCH. Cullen l 9B moderate moderate X52" moderate low stormwater management facilities where applicable all erosion contr©1 measures required by this plan of the sale of any lot, unit, building or other portion of the property, Hayesville 3613 moderate moderate >83'" moderate Low Vegetative P�a�ctices �$o�'1Cmt��tet~ Mama emr�e�nt 17. Temporary stabilization shall be temporary seeding and mulching. Seeding is to be at 75 �" � Udorthants8$ moderate moderate >6U" moderate low After the majority of the grading program has been executed and, in particular, the cut and fill All stormwater management, in terms of detention and water -quality are to be accomplished lbs/acre, and in the months of September to February to consist a SU/50 mix of Annual g Urban 91 n/a n/a n/a, n/a rata Ryegrass and Cereal Winter Rye, or in March and April to consist of Annual Rye, or May slopes far the project have been established, they should be redressed with an ample depth of on-site, as shown on the attached plan, through August to consist of German Millet. Straw anulch is to be applied at 801bs/140sf. topsail from the stockpile and the surface roughened. Thereafter, fertilizer, permanent �o��y Erosion and �edi�rne�� Cor�$rv�. l�io�e� Alternatives are subject to approved by the County erosion control inspector, seeding and mulch should be applied, In those areas exceeding a 3:l gradient, sail Maintenance 1. The plan approving authority must be notified one week prior to the pre -construction 18. Permanent stabilization shall be lime and fertilizer, permanent seeding, and mulch. stabilization matting is to be applied and stapled to the dope. If for some reason, roadway conference, one week prior to the commencement of land disturbing activity, and one Agricultural de limestone shall be applied at 9411bs/1004sf, incorporated into the to 4 and parking area construction does not commence soon after the mass grading of the site is In general: all erasion and sediment control measures will be checked daily and alter each gra p significant rainfall. The following items will be checked in particular; week prior to the final inspection. -6 inches of sail. Fertilizer shall be applied at ltl{101bslacre and consist of a 1f3 -20 -"til complete, exposed areas are to be treated with temporary seeding and mulch until such tune 2. All erosion and sediment control measures will be constructed and maintained according nutrient mix. Permanent seeding shall be applied at 18Qlbs/acre and consist of 95°fo as finished construction begins. 1, The sediment Crags and/or basins will be checked regularly for sediment cleanout. to minimum standards and specifications of the Virginia Erosion and Sediment Control Kentucky 31 or Tall Fescue and 0-5% Perennial Ryegrass or Kentucky .Bluegrass. Straw • 2. iJrainageway improvements shall be inspected after each rain event to determine if further Handbook and Virginia Regulations VR 625-02-00 Erosion and Sediment Control mulch :s to be applied at 801bs1100sf. Alternatives are subject to approved by the County M�1C1��'et�ei�$ �trateg�e5 armoring is nece:�sary. l 2 3 � 3, Any gravel outlets will be checked regularly for sediment buildup which would prevent 7. Cut and fill slopes shall be designed and constructed in a manner that will minimize provision shall apply to individual development lots as well as to larger land -disturbing shall set forth the maintenance requirements of the facility and the person responsible for drainage. if the gravel is clogged by sediment, it shall be removed and cleaned or erosion. Slopes that are found to be eroding excessively within one year of permanent activities, performing the maintenance. replaced. stabilization shall be provided with additional slope stabilizing measures until the problem 18, All temporary erosion and sediment control measures shall be removed within 30 days g. Outfall from a detention facility shall be discharged. to a receiving channel, and energy 4, Silt fence barriers -and diversion dikes will be checked regularly far undermining or is corrected. after final site stabilization or after the temporary measures are no longer needed, unless dissipaters shall be placed at the outfall of all detention facilities as necessary to provide a deterioration and repaired as necessary. Sediment shall be removed when the level of S, Concentrated runoff shall not flow dawn cut or fill slopes unless contained within an otherwise authorized by the local program authority, Trapped sediment and the disturbed stabilized transition from the facility to the receiving channel. sediment deposition reaches half way to the top of the barrier. adequate temporary or permanent channel, flume or slope drain structure. sail areas resulting from the disposition of temporary measures shall be h. All on-site channels must be verified to be adequate,. 5, The seeded areas will be checked regularly to ensure that a good stand is maintained. 9, Whenever water seeps from a slope face, adequate drainage or other shall be stabilized to prevent further erosion and sedimentation. i. Increased volumes of sheet flows that may cause erasion or sedimentation on adjacent Areas shall be fertilized and reseeded as determined necessary by the county agent, provided. 1 q. Properties and waterways downstream from development sites shall be protected from property shall be diverted to a stable outlet, adequate channel, pipe or pipe system, or to a 10. All storm sewer inlets that are made operable during construction shall be protected so sediment deposition, erosion and damage due to increases in volume, velocity and peak detention facility. State �i�1]C�.al� Sta�id.��d� that sediment -laden water cannot enter the conveyarnce system without first being filtered flow rate of stormwater runoff for the stated frequerncy storm of 24-hour duration in j. In applying these stormwater runoff criteria, individual lots or parcels in a residential, An erosion and sediment control program adopted by a district or locality must be consistent or otherwise treated to remove sediment. accordance with the following standards and criteria.: commercial or industrial development shall not be considered to be separate development with the following criteria, techniques and methods: 11. Before newly constructed stormwater conveyance channels or pipes are made operational, a. Concentrated stormwater runoff leaving a development site shall be discharged directly projects. Instead, the development, as a whale, shall be considered to be a single adequate outlet protection and any required temporary or permanent channel lining shall into an adequate natural or man-made receiving channel, pipe or storm sewer system. For development project. Hydrologic parameters that reflect the ultimate development 1. Permanent or temporary soil stabilization shall be applied to denuded areas within seven be installed in both the conveyance channel and receiving channel. those sites where runoff is discharged into a pipe or pipe system, downstream stability condition. shall be used in all engineering calculations. 12. When work in a live watercourse is performed, precautions shall be taken to minimize analyses at the outfall of the or s stem shall be performed. k. All measures used to protect and waterways shall be employed in a manner days after final grade is reached on any portion of the site. Temporary soil stabilization p � p pipe pipe y p p properties shall be applied within seven days to denuded areas. that may not be at final grade but will encroachment, control sediment transport and stabilize the work area to the greatest extent b. Adequacy of all channels and pipes shall be verified in the following manner: which minimizes impacts on the physical, chemical and biological integrity of rivers, remain dormant for longer than 30 days. Permanent. stabilization shall be applied to areas possible during construction. Nonerodibie material shall be used far the construction of {1} The applicant shall demonstrate that the total drainage area to the point of analysis within streams and other waters of the state. that are to be left dormant for more than one year. causeways and cofferdams. Earthen fill maybe used for these structures if armored by the channel is one hundred times than the contributing drainage area of the 2. During construction of the project, soil stockpiles and borrow areas shall be stabilized or nonerodible cover materials, in question; or protected with sediment trapping measures. The applicant is responsible for the temporary l3. When a live watercourse must be crossed by construction vehicles more than twice in any {2} �a} Natural channels shall be analyzed by the use of a two-year storm to verify that protection and permanent stabilization of all soil stockpiles an site as well as borrow areas six-month period, a temporary vehicular stream crossing constructed of nonerodible stormwater will not overtop channel banks nor cause erosion of channel bed or banks; and and sail intentionally transported from the project site. material shall be provided. 1. (b) All previously constructed man-made channels shall be analyzed by the use of a ten - 3, A permanent vegetative cover shall be established an denuded. areas not otherwise 14. All applicable federal, state and local regulations pertaining to working in or crossing live year storm to verify that stormwater will not overtalp its banks and by the use of a two - permanently stabilized. Permanent vegetation shall .oat be considered established until a watercourses shall be met. year storm to demonstrate that stormwater will not cause erosion of channel bed or banks; ground cover is achieved that, is uniform, mature enough to survive and will inhibit 15. The bed and banks of a watercourse shall be stabilized immediately after work in the and erosion watercourse is completed. 2. �c) Pipes and storm sewer systems shall be analyzed. by the use of s ten-year storm to 4. Sediment basins and traps, perimeter dikes, sediment barriers and other measures intended 16. Underground utility lines shall be installed in accordance with the following standards in verify that stormwater will be contained within the pipe or system. to trap sediment shall be constructed as a first step in any land -disturbing activity and shall addition to other applicable criteria: c, if existing natural receiving channels or previously cconstructed man-made channels or be made functional before upsiope land disturbance, takes place. a. No more than 500 linear feet of trench may be opened at one time. pipes are not adequate, the applicant shall: �. Stabilization measures shall be applied to earthen structures such as dams, dikes and b. Excavated material shall be placed on the uphill side of trenches. {l) Improve the channel to a condition where sten-yearn storm will not overtop the banks and diversions immediately after installation, c. Effluent from dewatering operations shall be filtered or passed through approved sediment a two-year storm will not cause erosion to the channrel bed or banks; or 5. Sediment craps and sediment basins shall be designed: and constructed based upon the total trapping device, or both, and discharged in a manner that does not adversely affect (2) Improve the pipe or pipe system to a condition where the ten-year storm is contained drainage area to be served by the trap or basin. flowing streams or off-site property. within the appurtenances; or a. The minimum storage capacity of a sediment trap shall be 134 cubic yards per acre of d. Material used for backfilling trenches shall be properly compacted in order to minimize (3) Develop a site design that will not cause the pre -development peak runoff rate from atwo- drainage area and the trap shall only control drainage areas less than three acres. erosion and promote stabilization. year storm to increase when runoff outfalls into a natural channel or will not cause the b. Surface runoff from disturbed areas that is comprised of flaw from drainage areas greater e. Restabilization shall be accomplished in accordance with these regulations. pre -development peak runoff rate from sten-year storm to increase when runoff outfalls than or equal to three acres shall be controlled by a .sediment basin. The minimum storage f. Applicable safety regulations shall be complied with. into a mans -made channel; or capacity of a sediment basin shall be 134 cubic yards per acre of drainage area. The outfall 17, Where construction vehicle access routes intersect paved or public roads, provisions shall (4} Provide a combination of channel improvement, starmwater detention or other measures system shall, at a minimum, maintain the structural integrity of the basin during atwenty- be made to minimize the transport of sediment by vehicular tracking onto the paved whish is satisfactory to the plan -approving authority to prevent downstream erosion. five year storm of 24-hour duration. Runoff coefficients used in runoff calculations shall surface. Where sediment is transported onto a paved or public road surface, the road d. The applicant shall provide evidence of permission to make the improvements. correspond to a bare earth condition or Chase conditions expected to exist while the surface shall be cleaned thoroughly at the end of each day. Sediment shall be removed e, All hydrologic analyses shall be based on the existimg watershed characteristics and the sediment basin is utilized. from the roads by shoveling or sweeping and transported to a sediment control disposal ultimate development o£ the subject project. area. Street washing shall be allowed only after sediment CIVIL ENGINEERS LANDSCAPE ARCHITECTS 224 COUiZ'i' SQUARE CHARLOTTESVILLE, VIRGINIA 22902 Pi -i, 434-295®4005 FAX 434a295m2103 �4Cn0 �4 Aft All rights reserved. No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts, P.C. Also, these plans may not be assigned to a third party without first writt en authorization of Terra Concepts, P.C. ©TERRA CONCEPTS, P.C. is removed in this manner. This £ If the applicant chooses an option that includes stormwater detention he shall obtain approval from the locality of a plan For maintenance of the detention facilities, The plan 5 b 7 8 l i c:P . CSI U�; Project Description .w 41e I 3. n�.v o m�m�«�ono measures e.: r e� wo,ssue trsisw VIII is. m.n�manu. �a. m.. �o n. ��ma+.aweekly r w `°'� �- a ��Wn��.m me quickly III 1 ) p � '.., e I �s.w�m x. ie 'et�m grading n�xs �e..wa III Existing Conditions m ( �R�s�om o�,. an.� .n�vwaorA o�� .,, wne+�inwe.,+.. a.. ��onea m: ..n�a ��,wry ren. <u�..�� m� I S�mavan ter the mure��mw r �^"�e approval II uw..oni ..a � im��% ed �. � plans. mol w ui �e e�vv rv+ s 9 producing �,�ea mr..�r Critical E A �n �vnroanv v nizm o�m.sm.d � II Ad�acentP%en M aP.arm n. W� I n��.�m.� jrzu�m min<�to,a xo�)..win essr,.�a.oi.a r �,�.a .�. To meeonn �. ,..,... reclaimed r a ��a.�ns Erosion Sediment Control Mea lig n¢rm m.oi sm.��aow .�a� Off - Site a it � �e �� INm Code � o��a�. established ,� x grading for ,. Soils Y Survey e �� o� �Permanent Stabilization l ISI � �ro�n .�a� I � h Erosion orFur. will in u�.�ma.:i�:mm r co�mr aK ��o�, �„a�.w*�sx of the �: permanent a o ^' q regardless V�gera ve Practices 'Sto er Management County dSed Comm Vr,wa�s�He s� r a�� III � � I �v�n. ..rvsw v.ea.H n..ea �m �po.,fv z ��nw� time ��s�.��.�u�.'�e following ,w ern wm.r =�,.. °••ea.h� x.w < ,a � �= a - o�.�oo.�a.� . mw.n ,��e�o� e..,�o.FA �. Po �m,n«�.,ry Management s�.��e�,rs .moos ,�,�. =h.�a so R..�h„ determine i rn�,.�w mow. e. «k�.<ao r ��, � tea., maintained. 9. wee ,..�.,��,mm�s� ., w drainage protection � �ne� � permanently 6 uR�, n.m � I! 9mren[ Standards �. frequency qp '°1 with a� s .�e��a�u �a �nnw.. �.m�. �r �F ..�.�� I ��a� u �m Hydrologic =a � r 'a°� °"" I ��.rs r�.m� n��r.��. c �.a nmagreater UN. mn�osea o>eo project :�,.,.�e �,,,rtm,,;� oma. �n biological ear •. � areas III s r � � ry I pins rnen owe am i - ( beolu j m etmcnm such •ares ma bPh � () nage .. both, enaJ mnemwnrr that evma�aR (31I F ne..nnamin�bum upon o(e.ul � nwd minimize III fll P�'+k I ( � file 1 n sswm mon P ww eme .:� .This '.. a �nclua�eram In �L sediment ed � area. so -m wum� va allowed Dolt o� �uamovWi pp M1�mn Y�(ap rename o(m�Je mss. The e s fi � � I P�'O�eCt �e3+C�.'1�3t�O�lt Regulations. erosion control inspector. 1. Construction will be sequenced so that grading operations can begin and end as quickly as 3. All erosion and sediment control measures are to be placed prior to or as the first step in 1 }. Maintenance: All measures are to be inspected and after each rainfall. An possible. The Earlysville Business Park development is proposing 3.12 acres of light industrial use p y p with associated public and private roads. The subject property is located adjacent to the clearing. damage or slagging to structural measures is to be repair immediately, Silt traps are to be 2. Areas which are outside the construction limas and not to be disturbed shall be clearly newly constructed Foster's Well &Pump site. The primary access to the site is off of Rt. 660 4. A copy of the approved erosion and sediment control plan shall be maintained on the site cleaned when 5(}% of the wet storage volume is filled with sediment. All seeded areas are marked. {Real Ford Road) in Earlysville, g at all times. to be reseeded when necessary to achieve a cod stand of Silt fence and diversion 3. Tree tertian shall be installed before any rn activities commence and before VA, The existing Driller's Lane will be extended to access g grass. �° g the site. Other improvements consist of paved roadway and parking, curb, landscaping, and 5. Prior to commencing land disturbing activities in areas other than indicated an these plans dykes which are collecting sediment to half their height must be cleaned and repaired equipment and.material storage areas are established. a stormwater conveyance system which will outlet into a bio retention pond in the southern {including, but not limited to, off-site borrow or waste areas}, the contractor shall submit a immediately. 4. Sediment trapping measures shall be installed as a first step in grading and will be seeded corner of the site supplementary erosion control plan to the owner for review and approval by the plan 2(l. All temporary erosion and sediment control measures are to be removed within 3t7 days of and mulched immediately following instal]atian, approving authority. final site stabilization, when measures are no longer needed, subject to approval by the 5. Site walls are to be constructed early in the construction schedule and the areas �xi��ig7t�' ��lre Coald.i$rc�ras 6. The contractor is responsible for installation of any additional erosion control measures County erosion control inspector. immediately above and below them stabilized as quickly as possible, The front portion of the site is currently developed with light industrial uses. The rear necessary to prevent erosion and sedimentation as determined by the pian approving 6. Matting and seeding, whether temporary or permanent, will follow immediately after portion of the site is partially wooded and partially open containing slopes ranging from 1% authority. grading. Scheduling 7. All disturbed areas are to drain to approved sediment control measures at all times during 7. Construction is to be sequenced such that, once cut and fill slope grades have been to 2.5%. Existing storm water drainage from the developed part of the site is conveyed in Construction for the project is anticipated to begin immediately following approval of the site various pipe systems, that eventually outfall to existing swaies with no quality or quantity land disturbing activities and during site development until final stabilization is achieved. plans, established and erosion control measures applied, no further disturbance of the slopes will control. The current topography slopes north to south, falling towards the rear of the 8. During dewatering operations, water will be pumped into an approved filtering device. be necessary. . 9. The contractor shall inspect all erosion central measures periodically and atter each runoff 8. All construction in and around drainageways shall be strategically scheduled appreciating property. rainfall event. Any necessary repairs or cleanup to maintain the effectiveness of ��U81UIl9 At'e�.� pending weather conditions to avoid work in, or disturbance of, the channels during rain the erosion control devices shall be made immediately. Proposed 3:1 slopes will be constructed with appropriate slope stabilization methods as events. All stabilization products, equipment and personnel to install them shall be on-site Adjacent ��rQpe�� 10. All fill material to be taken from an approved, designated borrow area. directed by the Geotechnical Engineer. at the time disturbance is to commence. In the event weather interrupts work within a The property is bound on the south, east, and west sides by rural area land. To the north is 11. A11 waste materials shall be taken to an approved waste area. Earth fill shall be inert drainageway, emergency measures are to taken to temporarily stabilize the channel so that Route b60 (Bess Ford Road}. materials only, free of roots, stumps, wood, rubbish„ and other debris. �a��Sic�i1 �edirn�e�$ ��yH1�pj, �eaSd�.�eS it functions without undue erosion taking place until work can progress. . 12. Borrow or waste areas are to be reclaimed within 7 days of completion per Zoning Erosion and sediment control for the site will be handled with typical ESC measures as 9. The site contractor shall be responsible for the installation and maintenance of all erosion �� bite �.t'�ag Ordinance section 5.1.28. described in the Virginia Erosion and Sediment Control Handbook. A construction entrance and sediment control practices. The only off-site area proposed to be disturbed is that which will be required in order to 13. All inert materials shall be transported in compliance with section 13-301 of the Code of will be the erosion control measure for the improvements to the entry mad at the existing 10. After achieving adequate stabilization, the temporary erosion and sediment controls will construct the bioretention pond and outfall, which is owned by the same entity. Albemarle. Driller's Lane. Silt fence and tree protection will be installed as indicated on the ESC Plan. be cleaned up and removed and final grades established according to the grading plan for 14. Borrow, fill or waste activity involving industrial -type power equipment shall be Limited Temporary diversion dikes will be utilized as the building, road and parking areas are brought the project. .. �Ui15 to the hours of'7:DOam to 9:OOpm. to grade to direct a majority of the site's runoffto the sediment basin. A sediment basin will According to the Soil Survey of Albemarle County, the following soils are present on site: 15. Borrow, fill or waste activity shall be conducted in n safe manner than maintains lateral be constructed in the future location of the bin -retention pond at the southern most corner of j�'e��t �t��j��$g�,Y1 support, or order to minimize any hazard to persons, physical damage to adjacent land and. the site. This location is currently the lowest point on the site in which all runoff currently As mentioned above, permanent seeding is to be applied to all areas not proposed for improvements, and damage to any public street because o slides, sinking, or collapse. drains to. Perimeter measures will remain in place until removal is approved by the County hardscape or building improvements as soon as possible. Please see the permanent seeding Name Cade Erodibility Permeability Depth ShriinklSwell Strength 16. The developer shall reserve the right to install, maintain, remove or convert to permanent Ashe 4i7 severe rapid <SID" low law Erosion Control Officer. specifications in Chapter 3 Section 32 ofthe VESCH. Cullen l 9B moderate moderate X52" moderate low stormwater management facilities where applicable all erosion contr©1 measures required by this plan of the sale of any lot, unit, building or other portion of the property, Hayesville 3613 moderate moderate >83'" moderate Low Vegetative P�a�ctices �$o�'1Cmt��tet~ Mama emr�e�nt 17. Temporary stabilization shall be temporary seeding and mulching. Seeding is to be at 75 �" � Udorthants8$ moderate moderate >6U" moderate low After the majority of the grading program has been executed and, in particular, the cut and fill All stormwater management, in terms of detention and water -quality are to be accomplished lbs/acre, and in the months of September to February to consist a SU/50 mix of Annual g Urban 91 n/a n/a n/a, n/a rata Ryegrass and Cereal Winter Rye, or in March and April to consist of Annual Rye, or May slopes far the project have been established, they should be redressed with an ample depth of on-site, as shown on the attached plan, through August to consist of German Millet. Straw anulch is to be applied at 801bs/140sf. topsail from the stockpile and the surface roughened. Thereafter, fertilizer, permanent �o��y Erosion and �edi�rne�� Cor�$rv�. l�io�e� Alternatives are subject to approved by the County erosion control inspector, seeding and mulch should be applied, In those areas exceeding a 3:l gradient, sail Maintenance 1. The plan approving authority must be notified one week prior to the pre -construction 18. Permanent stabilization shall be lime and fertilizer, permanent seeding, and mulch. stabilization matting is to be applied and stapled to the dope. If for some reason, roadway conference, one week prior to the commencement of land disturbing activity, and one Agricultural de limestone shall be applied at 9411bs/1004sf, incorporated into the to 4 and parking area construction does not commence soon after the mass grading of the site is In general: all erasion and sediment control measures will be checked daily and alter each gra p significant rainfall. The following items will be checked in particular; week prior to the final inspection. -6 inches of sail. Fertilizer shall be applied at ltl{101bslacre and consist of a 1f3 -20 -"til complete, exposed areas are to be treated with temporary seeding and mulch until such tune 2. All erosion and sediment control measures will be constructed and maintained according nutrient mix. Permanent seeding shall be applied at 18Qlbs/acre and consist of 95°fo as finished construction begins. 1, The sediment Crags and/or basins will be checked regularly for sediment cleanout. to minimum standards and specifications of the Virginia Erosion and Sediment Control Kentucky 31 or Tall Fescue and 0-5% Perennial Ryegrass or Kentucky .Bluegrass. Straw • 2. iJrainageway improvements shall be inspected after each rain event to determine if further Handbook and Virginia Regulations VR 625-02-00 Erosion and Sediment Control mulch :s to be applied at 801bs1100sf. Alternatives are subject to approved by the County M�1C1��'et�ei�$ �trateg�e5 armoring is nece:�sary. l 2 3 � 3, Any gravel outlets will be checked regularly for sediment buildup which would prevent 7. Cut and fill slopes shall be designed and constructed in a manner that will minimize provision shall apply to individual development lots as well as to larger land -disturbing shall set forth the maintenance requirements of the facility and the person responsible for drainage. if the gravel is clogged by sediment, it shall be removed and cleaned or erosion. Slopes that are found to be eroding excessively within one year of permanent activities, performing the maintenance. replaced. stabilization shall be provided with additional slope stabilizing measures until the problem 18, All temporary erosion and sediment control measures shall be removed within 30 days g. Outfall from a detention facility shall be discharged. to a receiving channel, and energy 4, Silt fence barriers -and diversion dikes will be checked regularly far undermining or is corrected. after final site stabilization or after the temporary measures are no longer needed, unless dissipaters shall be placed at the outfall of all detention facilities as necessary to provide a deterioration and repaired as necessary. Sediment shall be removed when the level of S, Concentrated runoff shall not flow dawn cut or fill slopes unless contained within an otherwise authorized by the local program authority, Trapped sediment and the disturbed stabilized transition from the facility to the receiving channel. sediment deposition reaches half way to the top of the barrier. adequate temporary or permanent channel, flume or slope drain structure. sail areas resulting from the disposition of temporary measures shall be h. All on-site channels must be verified to be adequate,. 5, The seeded areas will be checked regularly to ensure that a good stand is maintained. 9, Whenever water seeps from a slope face, adequate drainage or other shall be stabilized to prevent further erosion and sedimentation. i. Increased volumes of sheet flows that may cause erasion or sedimentation on adjacent Areas shall be fertilized and reseeded as determined necessary by the county agent, provided. 1 q. Properties and waterways downstream from development sites shall be protected from property shall be diverted to a stable outlet, adequate channel, pipe or pipe system, or to a 10. All storm sewer inlets that are made operable during construction shall be protected so sediment deposition, erosion and damage due to increases in volume, velocity and peak detention facility. State �i�1]C�.al� Sta�id.��d� that sediment -laden water cannot enter the conveyarnce system without first being filtered flow rate of stormwater runoff for the stated frequerncy storm of 24-hour duration in j. In applying these stormwater runoff criteria, individual lots or parcels in a residential, An erosion and sediment control program adopted by a district or locality must be consistent or otherwise treated to remove sediment. accordance with the following standards and criteria.: commercial or industrial development shall not be considered to be separate development with the following criteria, techniques and methods: 11. Before newly constructed stormwater conveyance channels or pipes are made operational, a. Concentrated stormwater runoff leaving a development site shall be discharged directly projects. Instead, the development, as a whale, shall be considered to be a single adequate outlet protection and any required temporary or permanent channel lining shall into an adequate natural or man-made receiving channel, pipe or storm sewer system. For development project. Hydrologic parameters that reflect the ultimate development 1. Permanent or temporary soil stabilization shall be applied to denuded areas within seven be installed in both the conveyance channel and receiving channel. those sites where runoff is discharged into a pipe or pipe system, downstream stability condition. shall be used in all engineering calculations. 12. When work in a live watercourse is performed, precautions shall be taken to minimize analyses at the outfall of the or s stem shall be performed. k. All measures used to protect and waterways shall be employed in a manner days after final grade is reached on any portion of the site. Temporary soil stabilization p � p pipe pipe y p p properties shall be applied within seven days to denuded areas. that may not be at final grade but will encroachment, control sediment transport and stabilize the work area to the greatest extent b. Adequacy of all channels and pipes shall be verified in the following manner: which minimizes impacts on the physical, chemical and biological integrity of rivers, remain dormant for longer than 30 days. Permanent. stabilization shall be applied to areas possible during construction. Nonerodibie material shall be used far the construction of {1} The applicant shall demonstrate that the total drainage area to the point of analysis within streams and other waters of the state. that are to be left dormant for more than one year. causeways and cofferdams. Earthen fill maybe used for these structures if armored by the channel is one hundred times than the contributing drainage area of the 2. During construction of the project, soil stockpiles and borrow areas shall be stabilized or nonerodible cover materials, in question; or protected with sediment trapping measures. The applicant is responsible for the temporary l3. When a live watercourse must be crossed by construction vehicles more than twice in any {2} �a} Natural channels shall be analyzed by the use of a two-year storm to verify that protection and permanent stabilization of all soil stockpiles an site as well as borrow areas six-month period, a temporary vehicular stream crossing constructed of nonerodible stormwater will not overtop channel banks nor cause erosion of channel bed or banks; and and sail intentionally transported from the project site. material shall be provided. 1. (b) All previously constructed man-made channels shall be analyzed by the use of a ten - 3, A permanent vegetative cover shall be established an denuded. areas not otherwise 14. All applicable federal, state and local regulations pertaining to working in or crossing live year storm to verify that stormwater will not overtalp its banks and by the use of a two - permanently stabilized. Permanent vegetation shall .oat be considered established until a watercourses shall be met. year storm to demonstrate that stormwater will not cause erosion of channel bed or banks; ground cover is achieved that, is uniform, mature enough to survive and will inhibit 15. The bed and banks of a watercourse shall be stabilized immediately after work in the and erosion watercourse is completed. 2. �c) Pipes and storm sewer systems shall be analyzed. by the use of s ten-year storm to 4. Sediment basins and traps, perimeter dikes, sediment barriers and other measures intended 16. Underground utility lines shall be installed in accordance with the following standards in verify that stormwater will be contained within the pipe or system. to trap sediment shall be constructed as a first step in any land -disturbing activity and shall addition to other applicable criteria: c, if existing natural receiving channels or previously cconstructed man-made channels or be made functional before upsiope land disturbance, takes place. a. No more than 500 linear feet of trench may be opened at one time. pipes are not adequate, the applicant shall: �. Stabilization measures shall be applied to earthen structures such as dams, dikes and b. Excavated material shall be placed on the uphill side of trenches. {l) Improve the channel to a condition where sten-yearn storm will not overtop the banks and diversions immediately after installation, c. Effluent from dewatering operations shall be filtered or passed through approved sediment a two-year storm will not cause erosion to the channrel bed or banks; or 5. Sediment craps and sediment basins shall be designed: and constructed based upon the total trapping device, or both, and discharged in a manner that does not adversely affect (2) Improve the pipe or pipe system to a condition where the ten-year storm is contained drainage area to be served by the trap or basin. flowing streams or off-site property. within the appurtenances; or a. The minimum storage capacity of a sediment trap shall be 134 cubic yards per acre of d. Material used for backfilling trenches shall be properly compacted in order to minimize (3) Develop a site design that will not cause the pre -development peak runoff rate from atwo- drainage area and the trap shall only control drainage areas less than three acres. erosion and promote stabilization. year storm to increase when runoff outfalls into a natural channel or will not cause the b. Surface runoff from disturbed areas that is comprised of flaw from drainage areas greater e. Restabilization shall be accomplished in accordance with these regulations. pre -development peak runoff rate from sten-year storm to increase when runoff outfalls than or equal to three acres shall be controlled by a .sediment basin. The minimum storage f. Applicable safety regulations shall be complied with. into a mans -made channel; or capacity of a sediment basin shall be 134 cubic yards per acre of drainage area. The outfall 17, Where construction vehicle access routes intersect paved or public roads, provisions shall (4} Provide a combination of channel improvement, starmwater detention or other measures system shall, at a minimum, maintain the structural integrity of the basin during atwenty- be made to minimize the transport of sediment by vehicular tracking onto the paved whish is satisfactory to the plan -approving authority to prevent downstream erosion. five year storm of 24-hour duration. Runoff coefficients used in runoff calculations shall surface. Where sediment is transported onto a paved or public road surface, the road d. The applicant shall provide evidence of permission to make the improvements. correspond to a bare earth condition or Chase conditions expected to exist while the surface shall be cleaned thoroughly at the end of each day. Sediment shall be removed e, All hydrologic analyses shall be based on the existimg watershed characteristics and the sediment basin is utilized. from the roads by shoveling or sweeping and transported to a sediment control disposal ultimate development o£ the subject project. area. Street washing shall be allowed only after sediment CIVIL ENGINEERS LANDSCAPE ARCHITECTS 224 COUiZ'i' SQUARE CHARLOTTESVILLE, VIRGINIA 22902 Pi -i, 434-295®4005 FAX 434a295m2103 �4Cn0 �4 Aft All rights reserved. No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts, P.C. Also, these plans may not be assigned to a third party without first writt en authorization of Terra Concepts, P.C. ©TERRA CONCEPTS, P.C. VICINITY MAP SOIL DATA LEGEND: CONSTRUCTION SEQUENCE. 19)= 2000' 4D ASHE LOAM, 15 TO 25 PERCENT SLOPES 0 'Iv 30, 60' 120' 150, $ EMR STONE CONS RU IONENTRANCE STAGE A CONSTRUCTION SEQUENCE: % 19B CULLEN LOAM, 2 TO 7 PERCENT SLOPES 3.02VA E&SC STD. 36B HAYESVILLE LOAM, 2 TO 7 PERCENT SLOPES UE 1. INSTALL CONSTRUCTION ENTRANCE AT END OF EXISTING ROAD 88 UDORTHANTS, LOAMY CONS TRUCTION ROAD STABILIZATION 91 URBAN LAND 2. INSTALL DIVERSION DIKE AND SILT FENCE. 103 VA E&SC STD, 3. CLEAR AND GRUB ACCESS WAY TO SITE, 0 SILT FENCE 105 VA E&SC STD. 4. INSTALL SEDIMENT BASIN. 5. PERFORM ROUGH GRADING, STORM DRAIN INLET PROTECTION 6. SECURE FLAT AREA FOR LAY DOWN, EQUIPMENT STORAGE, AND CONTRACTOR TRAILER. ADD STONE AS SURFACE. TEMPORARY DIVERSION DIKE DA DA DA AIJA 7. MAT, SEED AND MULCH SLOPES 3:1 OR GREATER TO BEGIN STABILIZATION 7 DA 109 VA E&SC STD. PROCESS. OUT LIET PROTECTION D 8. COMPLETE ROUGH GRADING OF SITE. 3,18 VA E&SC STD, SED. BASIN D.A. 9. MAINTAIN NECESSARY PERIMETER CONTROLS FROM PHASE WAS D /DA DA DA (23.33 Aq�.)• SURIFACE ROUGHENING INDICATED ON PLANS. DA 129 VA E&SC STD, DA 10. ONCE ROUGH GRADES ARE ESTABLISHED, INSTALL STORM SEWER. ADD D4 TOP SOILING I "Vp, INLET PROTECTION AT THESE LOCATIONS. DA DA D D DA1 DA,--- DA 1___1' \ I a 3.30 VA E&SC STD. 11. INSTALL UTILITY MAINS AND SERVICE LATERALS, MARK ENDS WITH WITNESS POSTS. PERIMANENT SEEDING PS Ar 3.32 VA E&SC STD. 12. ESTABLISH FINISH GRADES. INSTALL ROADWAY AND PARKING AREA STONE BASE AND PERIMETER CURBING WHILE MAINTAINING INLET PROTECTION. MULCHING 13. INSTALL CURB, SIDEWALKS, ETC. AND PLACE LANDSCAPING AND GROUND A 3.35 VA E&SC STD. COVER PER PLANS. INSTALL ASPHALT PAVING AS SOON AS POSSIBLE, A ETS & MATTING 6/ Z SOIL STABBLANKL ILIZATION 14. REMOVE TEMPORARY DIVERSION DIKES AND SILT FENCE ONCE NON -PAVED A- 3.36 VA E&SC STD, SEEDED AREAS ARE STABILIZED. LIMITS,\0F Ar TREE PROTECTION 15, CONSULT REGULARLY WITH COUNTY EROSION CONTROL AGENT TO DISTURBANCE 3.38 VA E&SC STD� DETERMINE WHEN CERTAIN AREAS OF SITE QUALIFY AS "STABILIZED." (APPROk,, 9.22 AC) DECOMMISSION ES&C MEASURES AS PERMITTED. ENSURE THAT ADEQUATE Ar STABILIZATION PRIOR TO DEMOBILIZING SITE -WIDE IS ACCOMPLISHED. --- --------- SOILS TYPE A- DUSTCONTROL Ar 139 VA E&SC STD. BASIC INFORMATION: /Z 19B A- 16, FLUSH CLEAN COMPLETE STORM SYSTEM PRIOR TO DEMOBILIZING AND Ar LIMITS FINAL INSPECTION. A- DISTUlANCE 17. USE DUST CONTROL AS NECESSARY DURING CONSTRUCTION. Ar (APPIR"k 9.22 AC) 1 18. ALL SEEDING IS TEMPORARY UNLESS OTHERWISE NOTED ON THE PLANS. A- ------ Zx Z 7 X 7' X_ �OIPLs DI�IDE, X --------- X X A- / JL IN" "NIL t ' `__ - _x XRLE COUNTv""NGIN-'X SOILS TYPE AL"3�d.�}JL�ki kffri AX 7- X-X- -- ---- X JLX JU 36B CONSTRUCTION NOTES FOIDEO SC IDLANS 1 LAND HE 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. A- >< %2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS, 3. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING, SOILS TYPE, + ,{ / / % A 71 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE MAINTAINED ON THE SITE AT ALL TIMES, 88 + 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN INDICATED ON THESE PLANS TCLUDING BUT NOT LIMITED TO, OFF-SITE BORROW OR X E WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING A_ AUTHORITY. ><J >< 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION A AS DETERMINED BY THE PLAN APPROVING AUTHORITY. ------- DIVERSION// 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE ACHIEVED, TEMPORARY A- DEVELOPMENT UNTIL FINAL STABILIZATION IS X� DIKE 8. DURING DEWATERING OPERATIONS, Ar WATER WILL BE PUMFED INTO AN APPROVED FILTERING DEVICE. Ar SOILS TYPE 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT, ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. Ar STOCKPILE AREA 88 X 'Z� 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. 11. ALL LL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EARTH FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, A-` AND OTHER DEBRIS. SOILS TYP 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. -4� /91 13, ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF THE CODE OF ALBEMARLE. A- 14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7:00 AM TO 9:00 PM. 15, BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAN MAINTAINS LATERAL SUPPORT OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS, -DD \J PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY PUBLIC STREET BECAUSE 0 SLIDES, SINKING, OR COLLAPSE. /4 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN REGARDLESS REMOVE OR CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PUkN OF THE SALE OF ANY LOT, UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY. SOILS TYPE 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 366 SOILS TYPE Y TO CONSIST A 50150 MIX OF ANNUAL RYE GRASS 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 IS TO BE APPLIED AT 80LBS/100SF. ALTLRNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. A 18, PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER PERMANENT SEEDING AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF, -6 INCHES OF SOIL. FE ER SHALL BE APPLIED AT 1000LBSIACRE AND CONSIST OFA 10-20-10 NUTRIENT MIX. PERMANENT SEEDING A- INCORPORATED INTO THE TOP 4 EX.TREE T7 0 SHALL BE APPLIED AT 180LBSIACRE AND CONSIST OF 95% KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYE GRASS OR KENTUCKY BLUEGRASS. STRAW MULCH LINE, TYP. IS TO BE APPLIED AT 80LBS/I OOSF. ALTERNATIVES ARE SUBJECT TO APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR. A X �x 19� MAINTENANCE: ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIR MU 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 SOILS TYPENECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DIKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED D REPAIRED IMMEDIATELY. 4D------- ----- ---- ----- - AN Ar/ 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, X WHEN MEASURES ARE NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR. `7 STORMWATER Ar --- --CONVEYA NCE rQi� ------------- CHANNEL X A Y� _ 01 , " , - __ x" m /RIP RA ILL BASKET (CIP /F E? GABIO� TREE PROTECTION�n E TRA FOREBAYS TO BE OUTLET PROTECTION NST ------ INSTALLED Af TER CONVERSION I[A�LED ALONG LIMITS I TO BE VDOT STD, EC -1 QE,V\Al rill BASIN, 7P. OF DISTURB 14 /,o S FETY FENCE ...SIGN T010-RETENTIO1`4 .1/ - . � / RIP RAP AT END OF READS NGER, TREE AREA 7TAT R SAND, 0 NOT PIPE z ---OILS TYPE' UICK 365 "77 000' > Z SOILS TYPE f 4D STAGING AREA KC11 0 M TRASH FOREBAYS TO BE DC- RAP'FILLED GABION BASKET SOILS INS 4EIER-GONVERSION DIVIDE, NT'10N BASIN, TYP. Qq/ 24" R TO REMAIN PROTE�CTION `R4! WHE TYP.ter. CON RTED TO SWM POND X 2\DEEP CLASS I RIP RAP CRRTI CALINED SWALE FROM OUTLET _- EROI� ION TO L\MITS OF ABANDONED AREP STORM POND X 77 X 78" RCP RISERiIVf CK -AND REPLACE G EL Ln TEMP. DEWATERING- DRIVE Ln LO LrQI EXCAVATE AN ADDITIONAL 0 BOTTOM OF PROP. BIO -RETENTION �,ORIFIGE (TICAL X ce) E )N IP / BASIN FOR SEDIMENT BASIN, TYP. OUTLET PROTECTION AREA TO BE VDOT STD, EC -1 PRO IPO$,ED' 0 \ -_ \\ \ \ \ \ \` y I ` Y RIP RAP L E RANCE IP CE )NSTRUCTIO DC\ UA 588 1P LIMITS -Of_ 0 DISTURBANCE- (APPROX. 9.22 AC) -4- UULVER-EINLET VC, PROTECTION Z -584 VC, va `da Vj VU C, OUTLET PROTECTION -d-1 TO - B E _V] D -0 T_ ST D E RIP RAP 0�00 7 - �'CI ° S`OI L� AO SED. BASIN D.A. (23.33 AC.) 0000 SEDIIVIEl �� --- 7 ION ._X111 =A X X . ........... .. OV - ------------- ................ ............. E E TREE PROTECTION ~- -LINE TYP. LIMITS OF \ - _7 ---- - --- (_�PPROX.9.22 AC) DISTURBANCE-—— ------- -YPE SED. BASIN-D.A. -----SOILS TYPE - - ------- ------- _Jo TERRA CONCEPTS, P.C. CIVIL ENGINEERS LANDSCAPE ARCHITEC`FS 224 COURT SQUARE CHARLOTTESVILLE, VIRGINIA 22902 SCALED 1)) = 30' ISSUED- 4-15=08 DRAWN BY MOS REVISION& 1. 3-30-08, CO. COMN1EfN-,TS 2, 6-24-09, ESC/SWM COMMENTS All rights reserved. No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Tema Concepts, P.C. Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C. (9 TERRA CONCEPTS, P.C. SHEET OF 16 DRAINAGE SWALE DIRECTS FLOW TO SEDIMENT BASIN 70' MINI. 3" SM -2A ASPHALTTOP COURSE A 2% 2% DIVERSION DITCH4MM7 A SIDE ELEVATION ! *0E"11111elelaelN01!� EXISTING PAVEMENT 6" VDOT#21A AGGREGATE BASE 70' MIN. ASPHALT PAVED WASHRACK 10' MIN. t;1 -- - F j F-- n t� it__ 3 �2% 12' MIN. EXISTING r; PAVEMENT 2% 2% DIVERSION DITCH MIN. POSITIVE DRAINAGE 10 MIN WIDTH AT DESIGN WATER TO SEDIMENT ELEVATION IS 4.0' ( TRAPPING DEVICE PLAN VIEW MUST EXTEND FULL WIDTH OF INGRESS AND EGRESS OPERATION SET 1%" WATER HYDRANT WITH FROST PROOF HYDRANT 3' ABOVE GRADE AND 4' OFF EDGE OF PAVEMENT ..u!�Ir llu li,.ii��_ Illr � �lI �Illilil uili'i!i� NOTE: A MINIMUM WATER TRAP OF 1" IS REQUIRED WITH A MINIMUM WASH HOSE DIA. OF 1.5" SECTION A -A ALBEMARLE COUNTY CONSTRUCTION ENTRANCE E Table 15: Sediment Basin design {spec 3.14} _. No W1Ikyj1aMIM*TaL%7It SOURCE: VA. DSWC PROVIDE ADEQUATEPOLYETHYLENE CAP PLATE. 3.14-15 STRAPPING DEPTH VARIES AS TACK WELD -a -PERFORATED POLYETHYLENE * REQUIRED FOR "DRY" DRAINAGE TUBING, DIAMETER STORAGE VARIES (SEE CALCULATIONS IN �- APPENDIX 3.14-A) �_ WET "FERNCO-STYLE" COUPLING STORAGE - DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB 1 -FOOT MINIMUM, CORRUGATED METAL RISER DIAMETER VARIES (SEE CALCULATIONS IN APPENDIX 3.14-A) NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE * DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 RECOMMENDED DEWATERING SYSTEM FOR SEDIMENT )BASINS 16 DE AIL.T3. �r.T�.s. SUUNUL: VA. USVVU GRAVEL FILTER RUNOFF WATER SEDIMENT CONCRETE GUTTER 01100wk ►s_�_ SPECIFIC APPLICATION WIRE MESH FILTERED WATER CURB INLET THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. * GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE, GRAVEL CURB INLET SEDIMENT FILTER SECTION TOP OF EMBANKMENT ELEV. 539.2 DESIGN HIGH WATER (25 -YR. STORM ELEV.) MIN 2.0' ELEV. 537.00 MIN. 3.0' MIN. 0.5' � MIN. 1.0' 2033 C.Y. 78" Sd RCP DRY"STORAGE .. / . , RISER CREST W ELEV. 533.5-536.0 TRASH RACK ELEV. 536.00 1580 C.Y. " WET " STORAGE 10" DEWATERING DEVICE ELEV. 530.0-533.5 ;?.i W/ 12" FLEXIBLE TUBING ''�� ELEV: 533.50 SEDIMENT CLEANOUT POINT INV. 528.50 ELEV. 531.6 BOTTOM ELEV, 530.00 DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25 -YR. EVENT) SEDIMENT BASIN DESIGN ELEVATIONS `Table 11: Outlet Protection Design Table (rcf. Va. Erosion and Sediment Control Handbook spec. 3,18)__ OUTLET PROTECTION DESIGN N � 1 Volurnes: (Lising V contour intervals) N DESIGN HIGH WATER (25 -YR. STORM ELEV.) Elevation (ft) Contour" Area (sf)z VOILIme (Cy)530' L 11070a.� Outlet �...._.,,..q_.-. K3 _ - 532 14452 41 - ... _... -. ... MIN. t.G' RISER CREST 53✓ ` 15638 ?F J3� j STORAGE . �"° �... ..... ......' DE'NATERING DEVICE 534181 09 37 + 2199$ "ET " STORAGE 538 27228 f�.1t€t € =lErk ZZ cu 2: �...--.........,......,...,...e..e,�.-.� _ ..._ ... -.. _.. ...... .. _... SEDIMENT CLEANOUT POINT (" WET - ST(3RAGE REDUCED -- TO 34 C,Y./ ACRE) Storage: _ LO Storage Required (cy) (67ADA) i resign High Water 537.0 _ _ atering Orifice Elevation (ft) 533.5; Tap of Dam (ft) 539.2 S#Ora e- Provided at this Elevation (C) g y 1580.0 TOP Width Of Dam (ik) able Volume Before CleanOut (Cy) (33ADA) i+ 91 Bottom of Basin (ft) 530.0 nowt Elevation (ft) 531.5: Approx. Bottom Dimensions: 60'X200'. Ince from Cleanout to Orifice (fit) (> 1') s Upstream Face Slope: 2.1 0.00 11.8 Downstream Face Slope: 3:1' Storage: 24 20.84 Storage Required (cy) (67A -DA) 10.7 Bales: no. :iple Spillway Crest (ft) 536.0 Length of Flow, L (ft) 195 Storage ProAded at this Elevation (cy) 2033.0: Eff .ctivre Width, We (ft) _. + t ieter of Dewatering Orifice (in) 10.0: L / We (baffles re aired if,, 2' Teter of Flexible Tubing (in) (orifice+2"' 12.0 Collars, no )ff: Depth of Water at SpiIlway Crest (ft) n/a le 0.45 for bare earth) 0.45 Slope cif Upstream Face (Z:1) n/a _. iinl 11.5& 'Slope 'Slope of Barrel (Sb) n/a 3.9 O 2yr t9 Length of Barrel in Saturated Zone (Ls) i n/a r 5.7 Q 25yr Number Collars Required n/a Dimension_ of Collars n/a :Iple Spillway: able Head (ft) Emergency Spillway: no Teter Riser (in) 78 Required Capacity (Q25 -0p) (cfs) n/a` way Capacity, Op (cfs) r{ Bottom Width (ft) n/a teterTrash Rack (in) 78 Slope of Exit Channel (ft/ft) nla. al Length (ft) 298;Minimun Length of Exit Channel (ft) n/a, ...-....d ..,.E t', 10..,..., 14 No W1Ikyj1aMIM*TaL%7It SOURCE: VA. DSWC PROVIDE ADEQUATEPOLYETHYLENE CAP PLATE. 3.14-15 STRAPPING DEPTH VARIES AS TACK WELD -a -PERFORATED POLYETHYLENE * REQUIRED FOR "DRY" DRAINAGE TUBING, DIAMETER STORAGE VARIES (SEE CALCULATIONS IN �- APPENDIX 3.14-A) �_ WET "FERNCO-STYLE" COUPLING STORAGE - DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB 1 -FOOT MINIMUM, CORRUGATED METAL RISER DIAMETER VARIES (SEE CALCULATIONS IN APPENDIX 3.14-A) NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE * DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 RECOMMENDED DEWATERING SYSTEM FOR SEDIMENT )BASINS 16 DE AIL.T3. �r.T�.s. SUUNUL: VA. USVVU GRAVEL FILTER RUNOFF WATER SEDIMENT CONCRETE GUTTER 01100wk ►s_�_ SPECIFIC APPLICATION WIRE MESH FILTERED WATER CURB INLET THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE PONDING IN FRONT OF THE STRUCTURE IS NOT LIKELY TO CAUSE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS. * GRAVEL SHALL BE VDOT #3, #357 OR 5 COARSE AGGREGATE, GRAVEL CURB INLET SEDIMENT FILTER SECTION TOP OF EMBANKMENT ELEV. 539.2 DESIGN HIGH WATER (25 -YR. STORM ELEV.) MIN 2.0' ELEV. 537.00 MIN. 3.0' MIN. 0.5' � MIN. 1.0' 2033 C.Y. 78" Sd RCP DRY"STORAGE .. / . , RISER CREST W ELEV. 533.5-536.0 TRASH RACK ELEV. 536.00 1580 C.Y. " WET " STORAGE 10" DEWATERING DEVICE ELEV. 530.0-533.5 ;?.i W/ 12" FLEXIBLE TUBING ''�� ELEV: 533.50 SEDIMENT CLEANOUT POINT INV. 528.50 ELEV. 531.6 BOTTOM ELEV, 530.00 DESIGN ELEVATIONS WITHOUT EMERGENCY SPILLWAY (RISER PASSES 25 -YR. EVENT) SEDIMENT BASIN DESIGN ELEVATIONS `Table 11: Outlet Protection Design Table (rcf. Va. Erosion and Sediment Control Handbook spec. 3,18)__ OUTLET PROTECTION DESIGN N � N L L %3. i L apron assumed to be on level ground Outlet K3 Hydraulics N/A Class 1 Apron Class 1 0.5 ZZ cu 2: Q. -. Q0 n LO L D N 15) 0 �_ y 0 > remarks SDA1 15 4.10 0.00 11.8 hVA N/A None Required SD C1 24 20.84 0.00 10.7 12.0 Clas s I SD D1 36 1 37.42 0.00 7.4 11.0 Class i rel c J.Ur-U b,,..-- V, tt Sherwood & Wyant 1. SET POSTS AND EXCAVATE A 4"X4" TRENCH UPSLOPE ALONG THE LINE OF POSTS. - FLOWIl 111 - 111 ' 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. 2. STAPLE WIRE FENCING TO THE POSTS. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. J FLOW y �� 11t, EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. FILTER FABRIC � f IIIA �� CONSTRUCTION 1L ION OF A SILT FENCE (WITH WIDE SUPPORT) -y 'l�� SOURCE: VA. DSWC 18" min. 4.5' min. C TEMPORARY DIVERSION DIKE W SECTION Source: Public Facilities Manual, Vol. III, Fairfax Co., Va., 1976 ® DRIP LINE ------ PROTECTIVE DEVICE MAXIMUM LIMITS OF CLEARING AND GRADING- \ PROPOSED GRADING -n_' - pacted Soil <--Flow E -OZ N.T. PLATE 3.09-1 E -00t N.T,3 Plate 3.38-' MIN. 5' WHERE DRIPLINE IS LESS THAN CONSTRUCTION OPERATIONS RELATIVE TO THE LOCATION OF PROTECTED TREES E-07; DETAIL N.T.2 TERRA CONCEPTS, P.C. CIVIL ENGINEERS L,/A,NDSCAPE ARCHITECTS 224 COURT SQUARE CHARLOTTESVILLE, VIRGIN, 1A 22902 PH434-2954-005 FAX 434-295-2103 SCALE, AS SHOWN ISSUED- 4-15-08 DRAWN Y. REVISIONS. 1. 3-30-08, CO. COMMENT'S 1 6-24-09, ESC/SWM COMMENTS All rights reserved. No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts, P.C. Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C. © TERRA CONCEPTS, P.C. N � N L L %3. i L o CD u-, K3 WA N/A Class 1 0.5 Class 1 0.5 rel c J.Ur-U b,,..-- V, tt Sherwood & Wyant 1. SET POSTS AND EXCAVATE A 4"X4" TRENCH UPSLOPE ALONG THE LINE OF POSTS. - FLOWIl 111 - 111 ' 3. ATTACH THE FILTER FABRIC TO THE WIRE FENCE AND EXTEND IT INTO THE TRENCH. 2. STAPLE WIRE FENCING TO THE POSTS. 4. BACKFILL AND COMPACT THE EXCAVATED SOIL. J FLOW y �� 11t, EXTENSION OF FABRIC AND WIRE INTO THE TRENCH. FILTER FABRIC � f IIIA �� CONSTRUCTION 1L ION OF A SILT FENCE (WITH WIDE SUPPORT) -y 'l�� SOURCE: VA. DSWC 18" min. 4.5' min. C TEMPORARY DIVERSION DIKE W SECTION Source: Public Facilities Manual, Vol. III, Fairfax Co., Va., 1976 ® DRIP LINE ------ PROTECTIVE DEVICE MAXIMUM LIMITS OF CLEARING AND GRADING- \ PROPOSED GRADING -n_' - pacted Soil <--Flow E -OZ N.T. PLATE 3.09-1 E -00t N.T,3 Plate 3.38-' MIN. 5' WHERE DRIPLINE IS LESS THAN CONSTRUCTION OPERATIONS RELATIVE TO THE LOCATION OF PROTECTED TREES E-07; DETAIL N.T.2 TERRA CONCEPTS, P.C. CIVIL ENGINEERS L,/A,NDSCAPE ARCHITECTS 224 COURT SQUARE CHARLOTTESVILLE, VIRGIN, 1A 22902 PH434-2954-005 FAX 434-295-2103 SCALE, AS SHOWN ISSUED- 4-15-08 DRAWN Y. REVISIONS. 1. 3-30-08, CO. COMMENT'S 1 6-24-09, ESC/SWM COMMENTS All rights reserved. No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without written permission from Terra Concepts, P.C. Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P.C. © TERRA CONCEPTS, P.C.