Loading...
HomeMy WebLinkAboutWPO202000030 Plan - As-built 2022-12-07GENERAL NOTES OWNER: ,.. ,. JPA TOWER INVESTORS LLC C1 IN__ , ,,,,, , IM ,,,,,,_ PO BOX 5509 !'until ^1 CC\/TF I c vw q•a�n� CHARLOTTESVILLE, VA 22905 a7m 4 15 IV Y ROAD COMMERCIAL DEVELOPER: HUNTER E CRAIG COMPANY 1900 ARLINGTON BOULEVARD CHARLOTTESVILLE,VA 22903 (434)974-4500 ENGINEER: COLLINS ENGINEERING 200 GARRETT ST, SUITE K CHARLOTTESVILLE,VA 22902 (434)293-3719 TAX MAP NO.: 06000-00-00-025AO-'CC_'; === DB.5268, PG.449 (INST.#:202000000739) TOTAL PROJECT AREA: 3.89 ACRES TOTAL NOTE: A BLA IS BEING PROPOSED WITH THIS SITE PLAN TO RELOCATE THE PROPERTY LINE THAT CURRENTLY PASSES THROUGH ONE OF THE EXISTING BUILDINGS. THE NEW PROPERTY LINE WILL BE LOCATED JUST TO THE WEST OF THE BELL -AIR MARKET BUILDING, AS SHOWN ON THIS PLAN. THE PROPOSED BLA WILL ADD AN ADDITIONAL 0.91 ACRES FROM TMP 60-25B TO THE PROPERTY (TMP 60-25A), WHEN COMPLETE. NO IMPROVEMENTS ARE PROPOSED WITHIN THIS 0.91 ACRES. THE PROPERTY LINE ADJUSTMENT (AS REQUESTED BY STAFF) IS THE ONLY MODIFICATION ASSOCIATED WITH THIS AREA. NEW TOTAL PROJECT AREA (AFTER BLA): 4.80 ACRES ZONING: C-1 COMMERCIAL ZONING. THE PROPERTY IS ALSO SUBJECT TO THE AIRPORT IMPACT AREA (AIA), ENTRANCE CORRIDOR (ARB), AND STEEP SLOPES OVERLAY DISTRICTS AS DESCRIBED IN SECTION 30 OF THE ZONING ORDINANCE. THIS PARCEL IS ALSO SUBJECT TO THE ACTION OF A SPECIAL USE PERMIT GRANTED IN 2004 WITH SP2004-00021 FOR A BALLET SCHOOL. TOPO & SURVEY: SURVEY PROVIDED BY ROGER W. RAY & ASSOCIATES IN AUGUST 2019. TOPOGRAPHY IS FIELD SURVEY PERFORMED BY ROGER W. RAY & ASSOCIATES. TOPO FIELD VERIFIED BY COLLINS ENGINEERING IN SEPTEMBER, 2019. DATUM: NAD83, NAVD 88 EXISTING CONDITIONS: RELATIVELY FLAT DEVELOPED SITE WITH (2) EXISTING COMMERCIAL BUILDING, PARKING, AND OUTSIDE GRAVEL STORAGE AREA. THE COMMERCIAL BUILDING PROPOSED TO BE RENOVATED FOR A CHANGE IN USE IS 28,960 SF AND THE EXISTING COMMERCIAL BUILDING THAT SHALL REMAIN (WITH NO IMPROVEMENTS OF CHANGES TO THE CURRENT USE) IS 17,425 SF. PROPOSED: THE EXISTING COMMERCIAL RETAIL BUILDING WILL BE RENOVATED FOR THE FOLLOWING USES: 2,500 SF RESTAURANT 5,000 SF COMMERCIAL RETAIL 18,180 SF COMMERCIAL OFFICE/COMMERCIAL RETAIL 3,280 SF MANUFACTURING/PROCESSING/ASSEMBLY/FABRICATION TOTAL SQUARE FOOTAGE: 28,960 SF EXISTING BUILDING TO REMAIN WITH CURRENT USES: 2,465 SF MEDICAL OFFICE 6,800 SF BALLET SCHOOL 8,160 SF COMMERCIAL OFFICE TOTAL SQUARE FOOTAGE: 17,425 SF WATER SUPPLY PROTECTION AREA: N/A WATERSHED / WATER RESOURCE AREA: RIVANNA RIVER DRAINAGE BASIN ALLOWABLE DENSITY: N/A PROPOSED DENSITY: N/A GREENWAY DEDICATION: N/A - EXISTING PAVED PATHWAY ON THE PROPERTY TO REMAIN BUILDING HEIGHTS: EXISTING (1) STORY BUILDING TO REMAIN. MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 65 FEET. NOTE: HEIGHT OF BUILDING OVER 40 FEET OR 3 STORIES SHALL PROVIDE A STEPBACK PER SECTION 4.20. EXISTING BUILDING HEIGHT = 18' SETBACKS: FRONT SETBACK: 10' BLDG. MINIMUM FROM R/W OR EXTERIOR EDGE OF SIDEWALK IF SIDEWALK IS OUTSIDE R/W. 30' BLDG. MAXIMUM FROM R/W OR EXTERIOR EDGE OF SIDEWALK IF SIDEWALK IS OUTSIDE R/W. 10' MINIMUM FOR OFF-STREET PARKING OR LOADING SPACES FROM ANY PUBLIC STREET R/W. SIDE & REAR SETBACK: MINIMUM: IF THE ABUTTING LOT IS ZONED RESIDENTIAL, RURAL AREAS, OR THE MONTICELLO HISTORIC DISTRICT: (I) NO PORTION OF ANY STRUCTURE, EXCLUDING SIGNS, SHALL BE LOCATED CLOSER THAN 50 FEET FROM THE DISTRICT ( )II AND BOUNDARY; ' NO OFF-STREET PARKING OR LOADING SPACE SHALL BE LOCATED CLOSER THAN 20 FEET TO THE DISTRICT BOUNDARY. IF THE ABUTTING LOT IS ZONED COMMERCIAL OR INDUSTRIAL, ANY PRIMARY STRUCTURE SHALL BE CONSTRUCTED AND SEPARATED IN ACCORDANCE WITH THE CURRENT EDITION OF THE BUILDING CODE. MAXIMUM: NONE STEPBACKS: FRONT - FOR EACH STORY THAT BEGINS ABOVE 40 FEET IN HEIGHT OR FOR EACH STORY ABOVE THE THIRD STORY, WHICHEVER IS LESS, THE MINIMUM STEPBACK SHALL BE 15 FEET. SIDE & REAR: NONE PRIVATE TRAVELWAYS: CURB & GUTTER TRAVEL WAYS UTILITIES (WATER AND SEWER): COUNTY PUBLIC WATER AND SANITARY SEWER AGRICULTURAL/ FORESTAL DISTRICT: NONE EXISTING VEGETATION: TREES ALONG THE WESTERN PROPERTY LINE AND (3) LARGE TREES ALONG THE SOUTHERN BOUNDARY. ADDITIONAL LANDSCAPING AND VEGETATION ALONG THE NORTHERN PROPERTY LINE. LIGHTING: EXISTING LIGHT POLES AND BUILDING LIGHTING SHALL REMAIN AS IS. NO ADDITIONAL LIGHTING IS PROPOSED WITH THE SITE PLAN AMENDMENT. ANY PROPOSED LIGHTING MUST COMPLY WITH REQUIREMENTS OF SECTION 32.7.8 & SECTION 4.17 OF THE ZONING ORDINANCE. LANDSCAPING: A LANDSCAPING PLAN IS PROVIDED WITH THE FINAL SITE PLAN IN ACCORDANCE WITH ALBEMARLE COUNTY ORDINANCE SECTION 32.7.9, SEE SHEET 5. STREET TREES SHALL ALSO BE INCLUDED WITH THE LANDSCAPING DESIGN TO INCORPORATE STREET TREES EVERY 40' ALONG THE ROADWAYS. TRASH RECEPTACLES: A PROPOSED TRASH DUMPSTER IS PROPOSED ON -SITE FOR TRASH SERVICE FOR THE BUILDING. PHASING: THIS SITE SHALL BE DEVELOPED IN ONE PHASE. PARKING REQUIRED: RESTAURANT: 2,500 SF x 13 SPACES/1000 SF = 33 SPACES RETAIL: 5,000 SF x 80% x 1 SPACE/100 SF = 40 SPACES COMMERCIAL OFFICE/RETAIL: 28,805 SF x 80% x 1 SPACE/200 SF = 115 SPACES BALLET SCHOOL: 8 PARKING SPACES MANUFACTURING/ PROCESSING/ASSEMBLY/ FABRICATION: 1 SPACE/EMPLOYEE ON THE LARGEST SHIFT (7 EMPLOYEES) = 7 SPACES 1 SPACE/500 SF OPEN TO PUBLIC (500 SF) = 1 SPACE (2 SPACES MIN. FOR CUSTOMER PARKING) GAS STATION/RETAIL (TMP60-25B): 2,350 SF x 80% x 1 SPACE/100 SF = 19 SPACES TOTAL PARKING REQUIRED: 224 SPACES REQUIRED PARKING PROVIDED: TOTAL PARKING SPACES PROVIDED = 224 SPACES (96 EXISTING PARKING SPACES AND 128 PROPOSED PARKING SPACES - 22 PAVERS, 99 NEW ASPHALT, 7 NEW STRIPED ON EX ASPHALT) NOTE: THERE WILL BE A PARKING EASEMENT ON THE TMP60-25B PARCEL FOR THE EXISTING 15 PARKING SPACES BEHIND THE RETAIL STORE. REDEVELOPMENT PLAN wheeler Really VSMP ASBUILT PLAN +,Feo Fsda VAS SAMUEL MILLER MAGISTERIAL DISTRICT Is Clubo _ ALBEMARLE COUNTY, VIRGINIA ------ --- ------ --------- SHEET LAYOUTG 1 L A P H T C SCAT ,F, --_ SCALE: 1" - 60' 60 D 30 60 120 240 -. , ( JA _ - �csT )7 R=2962.75 a m P01 � � V A\ 'N `v v ss ace° T.M.P 6C-25 ROSSER ASSOCIATES D.B. 1083-50 D.B. 635-3C8 PLAT ZONING: HC HIGHWAY COMME USE: COMMERCIAL OFF1G 0 St Anne's-Belfield© School Belfleld Campus fM n QNRAO Central Development laboratory f�bA WMCx4 d 5 �s O Q Atlantic Research Group 0 SUBJECT AREA Pedia Unlver of Char Q ¢y8 Q d The Market et Ballalr 9D vGreg Leffler -Slate Farm Faulconer Construction Co., Inc ® V p Printing Copying Services Univerairy of Virginia Polite Department Q Teague VICINITY MAP SCALE: 1" = 1000' LEGEND ROADS I EXISTING CULVERT DROP INLET & STRUCTURE NO. CURB CURB & GUTTER PROPOSED ASPHALT PROPOSED CONCRETE PROPOSED PAVER (IMPERVIOUS) BENCH MARK T VDOT STANDARD STOP SIGN 200 EXISTING CONTOUR SHEET INDEX SHEET COVER SHEET 1 A. Ph STORMWATER MANAGEMENT PLAN 8 _ ! STORMWATER MANAGEMENT DETAILS 9A STORMWATER MANAGEMENT DETAILS 9 - - PROFILES 10 TOTAL SHEE------------- TS a 5 ____ __ _ OF MANUFACTURING, FROCESSINGj EXISTING - NOTES: ASSEMaLY & f / Ek15TING MEDICALOFFICS �' CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND FA6alcnnUN '-- SPACE eautjrsceooL (� -- a,465 SF) UTILITIES SHOWN ON PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING WORK. CONTACT ENGINEER IMMEDIATELY IF LOCATION OR ELEVATION IS DIFFERENT FROM THAT SHOWN ON THE PLANS, IF THERE APPEARS TO BE A CONFLICT, AND II �- u _ '6szPoe UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THE PLANS. ? '_j SC° 'zz0p �� ��' THE CONTRACTOR MUST LOCATE ALL SURFACE AND SUB -SURFACE UTILITIES PRIOR �z TO ANY WORK ONSITE. raoreseo�a,�a°sF I. © I, � � � ��s' CUM M ERCIAL OFFICEIRETAIL `S'L//T oX ANY SIDEWALK AND/OR CURB DAMAGE IDENTIFIED IN THE SITE VICINITY DUE TO PROJECT CONSTRUCTION ACTIVITIES AS DETERMINED BY THE VDOT INSPECTOR EXISTING SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE. SIDEWALK WILL BE OO ;� OFF.CESPACE O_ - REPLACED AT THE DIRECTION OF THE VDOT INSPECTOR. ANY EXISTING SIDEWALK - E,¢6°sF -� , - _ "°-�- THAT IS CURRENTLY DAMAGED AND IN NEED OF REPAIR OR NOT IN COMPLIANCE PROPOSED a°o S- PRUPOSEDa oo SF „/ b +' •E � WITH CURRENT STANDARDS SHOULD BE REPLACED AS PART OF THIS PROJECT AS COMMERCIAL RETAIL RESTAURANT iP0 - ° Q � ? ExISTING o .EMI:' WELL. IN ADDITION, ANY EXISTING CG-12S ALONG THE PERIMETER OF THE SITE GAssrnrloN/ - SHOULD BE UPGRADED TO MEET CURRENT STANDARD IF NEEDED. CONVENIENCE ' STORE r3 I -r o5F ALL SIGNING AND PAVEMENT MARKINGS SHALL BE CONSISTENT WITH THE MUTCD. k n E, LL ADDITIONAL NOTES: J U 011, p, - 1. ALL GRASS AND LANDSCAPING AREAS SHALL BE PRIVATELY OWNED 1, AND of AND MAINTAINED. ELWAY I SIG AND TRAVELWAYS AND WILL NOT M ET THE STANDARDS FOR OR V ACCEPTANCE INTO THE SECONDARY SYSTEM OF STATE R s�°F - -,- WILL NOT BE MAINTAINED BY THE VIRGINIA DEPARTMENT OF AYS AND _ _ _ _ POLE v- r�'"v�r�"-- " L 3E734 - N 16 ° w t° ° I ! a i' _ _ - - = - - - - - - TRANSPORTATION OR THE COUNTY OF ALBEMARLE. - ., = WATER LI � -� � -� - - PROPOSED DEVELOPMENT SHALL BE SERVED BY PUBLIC WATER WATER 6p e A - _a- __ _ es �- ------ ------ � " AND SEWER -_- "` - 435) PROPOSED TRIP GENERATIONS: (ITE TRIP GENERATION, LOTH EDITION) - - - - -- _-�_ -----_ 2,500 SF RESTAURANT = 280 VPD (25 VPH AM & 25 VPH PM) --- -_ 5,000 SF COMMERCIAL RETAIL = 534 VPD (19 VPH AM & 46 VPH PM) 18,180 SF COMMERCIAL OFFICE/RETAIL = 177 VPD (21 VPH AM & 21 VPH PM) _---------�, 3,280 SF MANUFACTURING/PROCESSING/ASSEMBLY/FABRICATION = 13 VPD (2 _____ TMP NC,76CB o-I VPH AM & 3 VPH PM ___ TM"P 76C-A-Cl I. BERRAN G;. KATHI ) -;� --- 1-CANTERBURY LLC -- D B 1998, PG 378 D.E. a6aa, Pc.3aG � 2 465 SF MEDICAL OFFICE = 86 VPD t 0 T.MP, 60-24A RSITY OF VIRGINIA FOUNDA - D.B. 5184, PG.139 ZONING: RA ,,VSE RURAL/RESIDENCE _ ------ __ -- - - - - ZONING: R-1 RESIDENTIAL \ -. ZONING: R-1 RESIDENTIAL `.,, - USE: SINGLE FAMILY DETACHED LOT 1 USE SINGLE FAMILY DETACHEp LOT - r 6,800 SF BALLET SCHOOL = 26 VPD (4 VPH AM & 6 VPH PM) STREAM BUFFERS/FLOODPLAIN: NO STREAM BUFFERS ARE LOCATED ON THE PROPERTY IN 2,350 GAS STATION (6 PUMPS): 1,467 VPD (96 VPH AM & 116 VPH PM) RETAINING WALLS: NO RETAINING WALLS ARE PROPOSED WITH THIS PLAN. A STONE WALL, FOR ACCORDANCE WITH THE ALBEMARLE COUNTY WATER PROTECTION TOTAL PROPOSED TRIPS/DAY: 2,570 VPD SCREENING PURPOSES ONLY, IS PROPOSED ALONG IVY ROAD ADJACENT TO THE PROPOSED PARKING LOT. ORDINANCE. THE PROPERTY ALSO DOES NOT LIE WITHIN THE LIMITS EXISTING TRIP GENERATIONS: (ITE TRIP GENERATION, LOTH EDITION ) OF A 100-YEAR FLOODPLAIN, PER FEMA MAP NUMBER 51003CO267D 28960 SF COMMERCIAL RETAIL/HARDWARE = 265 VPD (32 VPH AM & 78 VPH ADOPTED FEBRUARY 4, 2005. NO IMPACTS ARE PROPOSED FOR ANY PM), RECREATION: N/A STREAM BUFFERS OR 100 YEAR FLOODPLAIN LIMITS WITH THE REDEVELOPMENT OF THE PROPERTY. THE PROPERTY IS NOT LOCATED 2,465 SF MEDICAL OFFICE = 86 VPD CRITICAL SLOPES: MANAGED STEEP SLOPES ARE EXISTING ON SITE AS SHOWN ON THE PLAN. NO WITHIN A STATE DAM INUNDATION ZONE OR FEDERAL DAM 6,800 SF BALLET SCHOOL = 26 VPD (4 VPH AM & 6 VPH PM) IMPACTS TO MANAGED SLOPES ARE CURRENTLY PROPOSED WITH THE DEVELOPMENT. INUNDATION ZONE. 2,350 GAS STATION (6 PUMPS): 1,467 VPD (96 VPH AM & 116 VPH PM) TOTAL EXISTING TRIPS/DAY: 1,844 VPD BURIAL SITES: NO CEMETERIES WERE FOUND DURING FIELD INVESTIGATION OF THE SITE. STORMWATER MANAGEMENT: 2.86 ACRES DISTURBED. THE SITE DECREASES IMPERVIOUS AREA TOTAL INCREASE IN TRIPS/DAY: 726 VPD LAND AREA: (TMP-6025A WITH PROPOSED BLA ADJUSTMENT) - TOTAL ACREAGE (4.80 ACRES) EXISTING BUILDINGS: 46,385 SF - 1.06 AC. (22.2%) PROPOSED PAVED PARKING AND TRAVELWAYS: 48,753 SF - 1.12 AC. (23.3%) SIDEWALKS: 5,013 SF - 0.12 ACRES (2.5%) EXISTING PARKING AREA/GRAVEL STORAGE: 46,450 SF - 1.06 ACRES (22.1%) OPEN AREA / LANDSCAPING AREA 62,487 SF - 1.43 ACRES (29.9%) IMPERVIOUS AREAS: 146,601 SF (3.37 AC) TOTAL PAVED PARKING AND CIRCULATION AREA: 100,216 SF WITHIN THE DISTURBED ACREAGE. THE POST -DEVELOPMENT TP LOAD REDUCTION FOR THE SITE IS 0.86 LB/YEAR. STORMWATER MANAGEMENT FOR THE PROPOSED IMPROVEMENTS ON THE SITE AND WATER QUANTITY REDUCTION SHALL BE ACCOMMODATED WITH ONSITE FACILITIES. THESE FACILITIES, SHALL INCLUDE PERVIOUS PAVERS AND A LANDSCAPED GRASS DRY DETENTION AREA WITH PRETREATMENT CELLS. ADDITIONAL WATER QUALITY NUTRIENT CREDITS SHALL BE UTILIZED TO ACHIEVE THE NECESSARY REMOVAL RATES FOR THE DEVELOPMENT. THE FINAL WPO AND VSMP PLAN SHALL APPROVED PRIOR TO LAND DISTURBING OPERATIONS AND PRIOR TO FINAL SITE PLAN APPROVAL. NOTE: ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT OVER SIDEWALKS. SCOTTIR. CLTLLINSZ Lie. No. 0357911�:E_ 8/23/22 \�5'IOAret. C�C'� o ti N N '-I N W W GO 0 0 z 0 J g Z Ln GO a Q A a Z Z d 0 a Z m00w 0 M > O o Q w z >>�m Q a o o W W a a U) U) W ce 0� 0� r W L ti z M M It O� N CYi i N O Wa) N N W> LU z J - w 0 O z 0 W' LLB Ul U) ZLU w J~ w J< O IN O N z Q I -I ZD co LU z O LU W LU W o= LU W QIII O U U LU O U Q �1 Ln w J J N w w JOB NO. 192171 SCALE 111=60' SHEET 1 v \ V A \ \ A A ) I I / / / / / A Pre -Development Impervious Areas- Water Quality v \ V A \ \ V A ) Z \ \ PRE;-ReDEVELOPMENT / / \ \ \ \ \ \ \_ / POST-ReDEVELOPMENT Defined b the Limits of Disturbance \ \ / / Post-Develo ment Im ervious Areas- Water Quali TH \SCALE 1"=100' / / i ( y ) \ \ /� SCALE 1"=100' / / P PO OFF < V \ V / / < - \ / i _ Existing Dirt Parking 1,636 sf \ \ \ \ \ / I \ 1 \ \ \ / / � _ - (Defined by the Limits of Disturbance) ExistingGravel Parkin 43,277 sf \ \\� 1 ( \ \ \ \ \ / / / Proposed Asphalt Parking & Circulation 63,484 sf O Existing Concrete Parking 2,920 sf \ I I _\ 1 \ \ \ \ / Proposed Concrete Loading Area 2,900 sf I I A \ v v \ __ p g 0 SCOTT R. LLINS: Existing Asphalt Parking 23,224 sf / / / O \ \ \ - Proposed Concrete Sidewalk 5,936 sf p � � \ U Lic. No. 035791; Existing Sidewalk 2,008sf / / / / - / A A \ \ AS�U DRl1INA 7c M/�p Public Road 7,549 sf / / / / / \ \ \ - �\ \- _ . + \ Public Road 9,143 sf o� 8/23/22 r� / � v � v A _ / / / � v 79,143 sf 80,614sf / i/ � 1 i� /�/ / A \ Sv NA �Gl / r J 1 \ \ \ \ \\ 10 L F, - - Overall Net Change in Impervious Area -1,471 sf �� \ \ \ / / / \ \ \ \ \ - / / / . �� \ \ \ / / / \ \ (Within the Proposed Limits of Disturbance) ���/� V A\ \\ ��v A Iv \\ - - --����v ��w1F ��vv �v`--�/ / /� V A AVvv �• \\ N N r1i -PROPOSED �DRAINAGE PCIPE CON VE . 7F OFFSITE RINOFF THAT ES � •� � I� / / \ I \ A \ \ \ \ \ OnJ O.-JONSITE UB EASA&B I Z Q Q Z 1 fit \ \ \\ ONSITE SUBAREAS USED \ ) \ ) \ - - ONSITE SUBAREAS USED \ (� r Z Z LL a \ \ \ _FDR�HANNELANB - \ \ r/ U w w O o_ \� �\ \ \ \ \ \ \ \ \ \ - - - f - - \ .� \ r �\ , \ \ \ \ \ - \ FLOOD PROTECTION \ m -ANALYSIS, TYP. / t \ - - ay \ I \ \ �- - - \ -ANALYSIS, TYP.- / \t \ \ \ \ \ - __ p Ul O O > I \ ! EX NG RT - - / IMPERVIOUS i \ \ / -I • \ - - EXISTING \ \ \ \ I \ \ \ \ \ U U w j I \ L \ \ r CON FF - - \ /I \ ! \ \ \\ \ \ / ROOF TH FF Y ES ` - - \ \\ \ O O_ ~ ~ ~ Q a0 I \ C I \ '� \ \ �L \ / RONOF \TH Y ES \ ( I \ F Z Z Z ~ LWAY� ONSITE SUBARE \ \ \ - \ ) \ F OF OUT T O \ `� \ /�, \\ ONSITE SUBARE & \ \ P > O O Z In In \ \ r \ \ ) TH R S \��.. A A I A TH R S �� V� \ A - .. (_9 \ vvv - vv�v I \\vv 1�1 W W U) / M� ), A / SED L MATS OF DISTU NC 2.86ac.),CIL E 2 - �' , '� O SED LIMITS OF DISTU NC 2.86ac. - - V VIA E 2 - ' - ,% - R(J 4 V \ I SEWR-60M T �O �v'r��A USED FOR WATER QUALITY ANA v v Av A - _ \ �0R �St1 BQR I �O A A v� V USED`FOR WATr�R QUALITY ANA v A V _ _ ti. c S.r E STING A - J \ V A✓ � \\ � v S1=NiER-COM T T �.. � �� �. � \ v � v w w \ V v v V A \ a LU '� \ �� ..�. ,_ ..wOA t �A �� �� Ate/ I ) 100' OF OLF i� W \ 100 OF OLF w A ELEV.=6 "' \ \ / �� \ r �. '''^ t. t fl vvO \ ,)��` v 10' OF CONC. FLOW w/ A ELEV.=1'�� �� \ flu vvO \ v 10' OF CONC. FLOW w A ELEV.=1'. ~" 'OUTFAL4A / \ / . - '"�� OUTFAC4A \ \ 265' OF CHNL FLOW 0 5t ft/s 340' OF CHNL FLOW 05t ft/s DEVELOPMENT - -� \ \ I I \ I V _) ! A \ 9 8$ �, _ - - -DEVELOPMENT / EXISTING / I - O EXISTING / 1 ( ` ■ ■ \ Tc 1 \ "`' - © 1 Li TO REMAIN \ / 1 ( \ \ \ • - I � v I �� T= Shr. �� • _ TO REMAINCA v A I / I A- \ \-J VA V A A I � / a� v v / I A-- A-/ VA V A ► ..I � ,'. I - I I v v O�� N M� NO PROPOSED CHANGES TO / , v / / ��.- \ v T /\ V A \ 6 / / / \V /A A A A A, NO PROPOSED CHANGES TO,I �� °p \ . (\ THE BUILDING FOOTPRINT TWO PRE-TREATMENT CELLS ARE THE BUILDING FOOTPRINT °o A - fl fl F / r * INTERCONNECTED HYDRAULICALLY WITH POINT OF WATER QUANTITY ANALYSIS. POINT OF WATER QUANTITY ANALYSIS. / / / � � THE PROPOSED DRY DETENTION BASIN � � I I _ `TI -- °° THE PROPOSED DEVELOPMENT's / / / / / VIA THE DRAINAGE PIPES FACILITY 1 • °" THE PROPOSED DEVELOPMENT's \ / / r O ,w- i i / a I / ( 1 \\ • I EXISTING PIPE MAEAS TELY E SYSTEM O IN O THIS \ / / / / r O - - O \ RELEASES RUNOFF TO OUTFALL'A'. 1 _ �� ` - I SUBAREAS ULTIMATELY DRAIN I THIS \ z PROPOSED & EXISTING DRAINAGE PIPES. / \ / / /- \ / / -( �� / / / N/O a h r. -- r EXISTING PIPE VIA A SYSTEM OF o - _ I / \ � \ � _ �\ � / / / / / \. � h U y PROPOSED &EXISTING DRAINAGE PIPES. Q .. :.'I�.-.^„ ^',' / _ _ _ - - _ / � �/m // / � �•1 I �i '.0 0 o I /�-.� /�sg � ! � / / // �� II � I T _ I 0.58 a�I j "o " _ "-I-' �_.-T`''> / l i / �_ - � \ � / / // /r � _ \ LIP�F _ _ _CL 1 - �s � / / / r / i0 III - - �. � m \ ALL B __ 9 -- -- IW_RpAD-- - / - - - - � > f W O- - - - 7 / - - - - - - / -- / _ - - f - - - 1 - - = 100' OF OLF w/ 0 ELEV.=6' -i -- / - / - J - -- N M e°, - - _ 100' OF OLF w/ A ELEV.-6 - / _ _ - - - Pre -Development Imperious Area Su - - - - - _ w = ' - - - \-_18 r p 210' OF CONC. FLOW w/ A ELEV.=12' \ _ __ -- - / m ! - 0 OF CHNL 0 ft s \ --- ONSITE DA B / \ : Summary OF CONC. FLOW � ELEV 6 Onsite DAA Impervous Area Summary - - - _ _ - O / \ _ _ 2 FLOW _ _ _ - - 0.58 ac. / / / \ \ _ \ Onsite Dirt Parking 1,500 sf \ _ _ ` - - - - - CN=88 / / Post -Development Imperious Area Summary V Onsite Gravel Parking 40,825 sf \ \ ' - / - - / p p ry nsterave o \ / = - `- - / j /_ _/ - J / _ / / i Tc=O j151fr. / Onsite DA A Onsite Building Imperious Area Summary 13,900 sf CNCL > Onsite Concrete 500 sf Onsite As halt 5,425 sf F i A / /' / / O o � p � � \ Proposed Pavement 35650 sf ,^ Onsite Building 13,900 sf / - - / \ Proposed Concrete 2775 sf N / r \ WATERSHED SUMMARY - / Offsite Impervious Areas 11,750 sf � � � , � � � � / � � �\ \ - - - - WATERSHED SUMMARY Offsite Impervious Areas 11,750 sf N > v - J \ CN Area, 1-year Flow, 2-year Flow, 10-year Flow, 73,900 sf _ - - J / / \ \ _ - Area, 1-year Flow, 2-year Flow, 10-year Flow, 64,075 sf z ac. cfs cfs cfs Onsite DA A Imperious Area Summary / / / CN ac. cfs cfs cfs Onsite DA B Imperious Area Summary Q r Q - - - Onsite DAA (Pre-Dev.) 87 3.09 8.67 11.41 19.95 Onsite Concrete 1,100 sf - I - Onsite DAA (Post-Dev.) 88 3.09 5.40 8.44 15.03 Proposed Concrete Sidewalk (incl. Pavers) 6,398 sf Onsite DA B (Pre-Dev.) 81 0.58 1.22 1.68 3.17 Onsite Dirt Parking 136 sf l / I _ _ Onsite DA B (Post-Dev.) 88 0.58 1.72 2.24 3.87 Proposed Asphalt 5,230 sf W z o - 86 3.67 9.89 13.09 23.12 1,236 sf - / / _ - 88 3.67 7.12 10.68 18.90 11,628 sf J w I NONE z �a COUNTY OF ALBEMARLE Department of Community Development nl Construction Record Drawings (As -built) for VSMP W W The following is a list of information required on construction record drawings s for g 9 g W - r I stormwater facilities (reference Water Protection Ordinance 17 422). It s preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual e drawings the dis on the title sheet. preparing C. The constructed location of all items associated with each facility,and the inspection records to verify dimensions materials and installation. The items include but are not limited to the following: proper : g 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofrlter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. STORMWATER MANAGEMENT NARRATIVE. ASBUILT OVERALL SUMMARY: HAVE BEEN THE PR6P95E9STORMWATER MANAGEMENT PLAN COMPLIESIWITH PART IIB MINIMUM REQUIREMENTS. THE STORMWATER RUNOFF RATES, VOLUMES, GENERAL SWM NOTES: � AND VELOCITIES RESULTING FROM THIS REDEVELOPMENT --iAfil-__ __ IMPROVED PRIOR TO EXITING THE PROJECT. PLEASE SEETHE ATTACHED i. STATE APPROVED TRASH RACKS SHALL BE INSTALLED ON ALL ORIFICE OPENINGS. SEE SHEET 9, OR EQUIVALENT FOR DETAILS. STORMWATER MANAGEMENT CALCULATIONS PACKET FOR EVIDENCE OF THIS COMPLIANCE AND THIS SHEET FOR ADDITIONAL SUMMARIES. THE z. CONCRETE FOUNDATIONS SHALL BE INSTALLED ON ALL RISER STRUCTURES MEETING MINIMUM VESCH .i SPECIFICATIONS. 3 4 PROJECT UTILIZES A DRY DETENTION BASIN WITH PRE-TREATMENT CELLS, IN CONJUNCTION WITH AN OVERALL REDUCED IMPERVIOUS AREA IN THEHIRD 3 CONTRACTOR SHALL HIRE GEOTECHNICAL ENGINEER ENSURE THE EMBANKMENTS IMPOUNDING WATER ARE STRUCTURALLY PARTYLAAROUND POST -DEVELOPMENT STATE, FOR STORMWATER QUANTITY COMPLIANCE. THE PROJECT UTILIZES PERMEABLE PAVERS AND A NUTRIENT CREDIT PURCHASE E SUBG N SOUND, THIS INCLUDES THE SUBGRADE LOCATED AROUND THE DETENTION BASIN LOCATED BENEATH THE PARKING LOT. ALL EXISTING AND FOR STORMWATER QUALITY COMPLIANCE. PROPOSED FILL MATERIAL AND PROPOSED CONSTRUCTION SHALL BE APPROVED BY AN ONSITE GEOTECHNICAL ENGINEER PRESENT DURING THE REQUIRED Q OF THE EMBANKMENTS AND FILL AREAS AND PRESENT DURING THE CORE SAMPLING. STOCONSTRUCTION QUALITY SUMMARY: O THE VRRM SPREADSHEET DEVELOPMENTS WAS USED FOR THIS PROJECT AND THE STORMWATER/QUALITY AREA BOUNDARY EQUALS THE EROSION THE VRRM SPREADSHEET FOR . THE DOWNSTREAM EMBANKMENT SIDE SLOPES OF ALL PERMANENT FACILITIES SHALL HAVE A MAXIMUM :i SLOPE. 4 3 5' CONTRACTOR SHALL EXCAVATE SEDIMENT LADEN MATERIAL IN THE ESCSEDIMENT TRAPPING DEVICE AT THE TIME OF THE FACILITY'S CONVERSION & SEDIMENT CONTROL LIMITS OF DISTURBANCE BOUNDARY. THIS REDEVELOPMENT PROJECT RFQIxaC$ A TOTAL PHOSPHOROUS REMOVAL OF RATE 0.86 O HA E THE SEDIMENT TRAPPING DEVICE TO THE PROPOSED GRADES TO A PERMANENT SWM FACILITY. AT SUCH TIME THE CONTRACTOR SHALL Ib r. THE REMOVAL OF A PORTION OF THIS REQUIRED PHOSPHOROUS LOADING IS MET THROUGH THE BEST MANAGEMENT PRACTICE OF A LEVEL I 1� Q COMPACREGRATION SHOWN ON THE SWM SHEETS. THE CONTRACTOR SHALL MINIMIZE SOIL COMPACTION DURING THE CONVERSIONS. PERMEABLE PAVEMENT PARKING LOT. SUBAREA 'DA B' IS TREATED VIA THE LEVEL I PERMEABLE PAVEMENT. THE PR9P85EB PERMEABLE PAVERS GENERATE A PHOSPHOROUS REMOVAL RATE OF 0.34 Ib r. THE REMAINING 0.52 Ib r PHOSPHOROUS REMOVALI1q"`� VIA A NUTRIENT CREDIT PURCHASE. ASBUILT HAS BEEN MET General Construction notes for stormwater Management Plans STORMWATER QUANTITY SUMMARY: ASBUILT MAINTAINS 1. All dams and constructed fill to be within 95% of maximum dr y CURRENTLY, THE EXISTING SITE AREA FLOWS OFFSITE UNTREATED. THE EXISTINGISITE WITHIN THEILIMITS OF DISTURBANCE CONSISTS OF A LARGE density and 2% of optimum moisture content. All fill material to be BUILDING, SPRAWLING GRAVEL PARKING AREA AND A PAVED TRAVELWAY. THE4aR9PB5EB PLAN W46644AMWAiN THE EXISTING BUILDING, REMOVE THE approved by a geotechnical engineer. A geotechnical engineer is to GRAVEL AREA AND RECONFIGURE THE SITE T PROVIDE ASPHALT TRAVELWAYS AND PARKING WHILE DECREASING THE SITE's OVERALL IMPERVIOUS U 0 O 0 OUS be resent during construction of dams. P 9 AREA. ht within stormwater 2. Pipe and riser are to be watertight P 1 9 ASBUILT Management facilities. THE PReP@@E& ReDEVELOPM ENT CREATES TWO CONCENTRATED OUTFALLS, THESE ARE DENOTED ON THIS SHEET AS OUTFALL W AND OUTFALL'B'. 3. For temporary sediment traps or basins which are to be converted OUTFALL'A' RELEASES RUNOFF FROM ONSITE SUBAREA W AND OUTFALL'B' RELEASES RUNOFF FROM ONSITE SUBAREAS'. BOTH OUTALLS W AND 'B' to permanent stormwater management facilities; conversion is not DRAIN TO THE POINT OF ANALYSIS VIA A SERIES OF DOWNSTREAM MANHOLES AND DRAINAGE PIPES. to take lace until the site is stabilized and permission has been P P ASBUILT obtained from the erosion control inspector. THE VAST MAJORITY OF THE PROP6EE9PARKING LOT IMPROVEMENTS ARE LOCATED WITHIN ONSITE DA 'A' IN THE POST-ReDEVELOPMENT STATE. THIS RUNOFF IS ATTENUATED IN THE DRY DETENTION BASIN AND ITS TWO INTERCONNECTED PRE-TREATMENT CELLS. FOR THE PURPOSES OF THIS ANALYSIS, ONSITE SUBAREAS' DOES NOT RECEIVE ATTENUATION. THE TWO SUBAREAS' PEAK FLOWS WERE SUMMED AND ANALYZED FOR CHANNEL AND ASBUILT NOTES: FLOOD PROTECTION COMPLIANCE. CHANNEL PROTECTION REQUIREMENTS ARE MET FOR THIS PROJECT VIA 9VAC25-870-66, SUBSECTION B.3.a (ENERGY i. ALBEMARLE COUNTY ENGINEERING WILL REQUEST AN ASBUILT PLAN FOR THE PROPOSED SWM DESIGN. BALANCE). FLOOD PROTECTION COMPLIANCE FOR THIS PROJECT IS MET VIA 9VAC25-870-66, SUBSECTION C.22.b (10-YR POST FLOW < 10-YEAR PRE 2. ASBUILT INFORMATION WILL INCLUDE, BUT IS NOT LIMITED TO, A GEOTECHNICAL INSPECTION REPORT FOR THE DRY DETENTION EMBANKMENT FLOW). CHANNEL AND FLOOD PROTECTION COMPLIANCE IS ACHIEVED PRIMARILY THROUGH THE OVERALL REDUCTION IN IMPERVIOUS AREAS &THE THAT REVEALS A SUITABLE MATERIAL WITH A CLAY CORE/CUT-OFF TRENCH MEETING THE MINIMUM REQUIREMENTS OUTLINED IN THIS PLAN. ATTENUATION IN THE DRY DETENTION BASIN & ITS PRE-TREATMENT CELLS. TYPICAL CURB CUT DETAIL NTS TOP OF CURB CONCRETE �c NOTES: 1. ENERGY DISSIPATION SHI BE DESIGNED WITH A MINIMUM DEPTH OF 8 INCHES DISSIPATION ROAD PAVEMENT 1- DROP BELOW PROJECTED GUTTER FLOW UNE AT FACE OF CURB SECTION B--B NIS SEE NOTE '. OF CURB Isometric PIPe culvert Oa P 2 1/" zinc laced hook attached with. 9 e fastener _1I. VACvauull DEBRIS CAGE 2-1/8" dia. holes 1114- RDPE t-.A, (optional) HOPE atructurnl pia atic with 2-1/11' holes aid 1/1' plat& Tanu'actured by Plastic solutions Inc. or equal • shown stth opuocel plate HDPF structural plastic with /B" holes and 1/4- plate mfactured by Plae:tic itiona Inc. or equal PLASTIC P.O. Ros 438e SOLUTIONS Binenescer VA 22604 I>IC. 877-877-5727 srs. Plsiic-Ids: cam LI..I ° W w n I- O (D o m W - L9 1Q 0 LL 3 L>U Q 2 AU U LU ,. / I L 0 0 W I � LU Y J W Q o F_ F1 > U ° Ul LU 0 U) oC E ° z W w W ^ w L 1_ Z z O U) U Z Ov IIIIJ W o Q IIIIJ Off o 0 o O U \ X CN/ U m L Ir\ W I 1 w ° J � p E N o N w a U JOB NO. 192171 0 m ° SCALE AS SHOWN ° rn E SHEET NO. o 8 L H DRY DETENTION BASIN CONSTRUCTION NOTES: FACILITY PLANTING SPECIFICATIONS: 1. THE DETENTION BASIN SHALL HAVE TURF GROUND COVER SUCH AS GRASS OR SOME OTHER FORM OF A VEGETATIVE GROUNDCOVER. LANDSCAPING BEYOND THIS IS OPTIONAL AND IS NOT REQUIRED. 2. THE PROPOSED INTERIOR SIDE SLOPES OF THE BASIN SHALL BE A MAXIMUM OF 4:1, OR 3:1 IF SAFETY BENCHES ARE PROVIDED AT THE TOP OF THE FACILITY, TO REDUCE THE RISK OF EROSION. THE PROPOSED FLOOR SLOPES SHALL BE GRADED TO PROVIDE POSITIVE DRAINAGE AT ALL TIMES TO THE RISER STRUCTURE. 3. WOODY VEGETATION SHALL NOT BE PLANTED OR ALLOWED TO GROW WITHIN 15 FEET OF THE TOE OF THE EMBANKMENT NOR WITHIN 25 FEET OF THE PRINCIPAL SPILLWAY STRUCTURE. 4. THE SOILS IN THE STORMWATER BUFFER AREA ARE OFTEN SEVERELY COMPACTED DURING THE CONSTRUCTION PROCESS, TO ENSURE STABILITY THE DENSITY OF THESE COMPACTED SOILS CAN BE SO GREAT THAT IT EFFECTIVELY PREVENTS ROOT PENETRATION AND, THEREFORE, MAY LEAD TO PREMATURE MORTALITY OR LOSS OF VIGOR. AS A RULE OF THUMB, PLANTING HOLES SHOULD BE THREE TIMES DEEPER AND WIDER THAN THE DIAMETER OF THE FOOTBALL FOR BALL -AND -BURLAP STOCK, AND FIVE TIMES DEEPER AND WIDER FOR CONTAINER -GROWN STOCK. 5. AVOID SPECIES THAT REQUIRE FULL SHADE, OR ARE PRONE TO WIND DAMAGE. EXTRA MULCHING AROUND THE BASE OF TREES AND SHRUBS IS STRONGLY RECOMMENDED AS A MEANS OF CONSERVING MOISTURE AND SUPPRESSING WEEDS. CONTRACTOR REQUIREMENTS: 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LAYOUT OF ALL WORK COVERED UNDER THESE PLANS. 2. LANDSCAPE CONTRACTOR SHALL REFER TO THE STANDARDIZED LANDSCAPE SPECIFICATIONS FOR THE STATE OF VIRGINIA FOR ADDITIONAL INFORMATION. THE CONTRACTOR SHALL ABIDE BY ITS CONTENTS; HOWEVER ANY NOTES OR SPECIFICATIONS ON THE PLANS SHALL SUPERSEDE THOSE OUTLINED IN THE SPECIFICATIONS MANUAL (COPIES ARE AVAILABLE FOR A FEE FROM THE VIRGINIA CHAPTER OF THE AMERICAN SOCIETY OF LANDSCAPE ARCHITECTS, VIRGINIA NURSERYMEN'S ASSOCIATION, INC. AND THE VIRGINIA SOCIETY OF LANDSCAPE DESIGNERS). ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF COLLINS ENGINEERING PRIOR TO THE CORRESPONDING CONSTRUCTION ACTIVITY. 3. ALL PLANT MATERIAL SHALL MEET THE MINIMUM SPECIFICATIONS AND STANDARDS DESCRIBED IN THE CURRENT ISSUE OF THE AMERICAN STANDARD FOR NURSERY STOCK, PUBLISHED BY THE AMERICAN ASSOCIATION OF NURSERYMEN, 1250 STREET, NW, SUITE SOO, WASHINGTON, DC 20005. 4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE DESIGNER OF ANY VARIANCE FROM THE PLAN. 5. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE LOCATION OF ANY ONSITE UTILITIES (CALL MISS UTILITY AT 1-800-552-7001 BEFORE ANY EXCAVATION). 6. REFER TO THE APPROVED FINAL SITE PLANS FOR ANY DETAILED SITE INFORMATION. 7. ALL WORK SHALL BE COORDINATED WITH OTHER PARTIES. 8. PLANTS WILL BE PREPARED FOR SHIPMENT IN A MANNER THAT WILL NOT CAUSE DAMAGE TO THE BARK, BUDS, BRANCHES, STEMS, OR OVERALL SHAPE OF THE STOCK. CONTAINER GROWN PLANTS WILL BE TRANSPORTED IN THE CONTAINERS IN WHICH THEY HAVE GROWN. 9. ALL PLANT MATERIAL, UNLESS OTHERWISE SPECIFIED, SHALL BE UNIFORMLY BRANCHED AND HAVE A VIGOROUS ROOT SYSTEM. PLANT MATERIAL SHALL BE HEALTHY, VIGOROUS, AND FREE FROM DEFECTS, DECAY, DISEASES, INSECT PEST EGGS, AND ALL FORMS OF INFESTATION. ALL PLANT MATERIAL SHALL BE FRESH, FREE FROM TRANSPLANT SHOCK OR VISIBLE WILT. PLANTS DEEMED UNHEALTHY WILL BE REJECTED. 10. ALL CONTAINER STOCK SHALL HAVE BEEN PROPAGATED IN A CONTAINER LONG ENOUGH FOR THE ROOT SYSTEM TO HAVE DEVELOPED SUFFICIENTLYTO HOLD ITS SOIL. CONTAINER STOCK WITH POORLY DEVELOPED ROOT SYSTEMS WILL NOT BE ACCEPTED. 11. PLANTS NOT INSTALLED ON THE DAY OF ARRIVAL ON SITE SHALL BE STORED AND PROTECTED BY THE CONTAINER. OUTSIDE STORAGE AREAS WILL BE SHADED AND PROTECTED FROM THE WIND AND SUN. PLANTS STORED ON SITE SHALL BE PROTECTED FROM ANY DRYING AT ALL TIMES BY COVERING THE BALLS OR ROOTS WITH MOIST SAWDUST, WET BURLAP, WOOD CHIPS, SHREDDED BARK, PEAT MOSS, OR OTHER SIMILAR MULCHING MATERIAL. 12. THE OWNER RESERVES THE RIGHT TO SUBSTITUTE PLANT MATERIAL TYPE, SIZE AND/OR QUANTITY. ANY SUBSTITUTIONS MUST BE APPROVED BY THE INSPECTOR INITIALLY, AND THEN THE DESIGNER. 13. MINOR FIELD ADJUSTMENTS MAY BE NECESSARY DUE TO SITE CONDITIONS (EX: ROOTBALL AND UTILITY CONFLICT). MAJOR ADJUSTMENTS MUST BE APPROVED BY THE DESIGNER. 14. NO PLANTING SHALL OCCUR WHEN THE SOIL IS FROZEN. 15. PLANT MATERIAL SHALL BE PLACED IN EXISTING SOIL WITH EACH PLANTING PIT EXCAVATED TO A SIZE SUFFICIENT TO CONTAIN THE ENTIRE ROOT BALL OR ROOT MASS, WITHOUT CRAMPING ROOTSTOCK. 16. THE CONTRACTOR SHALL MAINTAIN A ONE (1) CALENDAR YEAR 90°%CARE AND REPLACEMENT WARRANTY FOR ALL PLANTINGS. THE PERIOD OF CARE AND REPLACEMENT SHALL BEGIN AFTER INSPECTION AND APPROVAL OF THE COMPLETE INSTALLATION OF ALL PLANTS AND CONTINUE FOR ONE CALENDAR YEAR. 17. THE CONTRACTOR IS RESPONSIBLE FOR REMOVAL AND DISPOSAL OF TRASH AND DEBRIS WITHIN THE LIMITS OF THE PLANTING ON A DAILY BASIS. 18. THE CONTRACTOR WILL NOT BE RESPONSIBLE FOR PLANT MATERIAL THAT HAS BEEN DAMAGED BY VANDALISM FIRE OR OTHER ACTIVITIES BEYOND THE CONTRACTOR's CONTROL. FACILITY CONSTRUCTION 1. DETENTION BASINS MAY SERVE AS SEDIMENT BASINS AND/OR TRAPS DURING PROJECT CONSTRUCTION. IF THIS IS DONE, THE VOLUME SHALL BE BASED ON THE MORE STRINGENT SIZING RULE (EROSION AND SEDIMENT CONTROL REQUIREMENTS VS. STORMWATER TREATMENT REQUIREMENTS). INSTALLATION OF THE PERMANENT RISER SHALL BE INITIATED DURING THE CONSTRUCTION PHASE, AND DESIGN ELEVATIONS SHALL BE SET WITH FINAL CLEANOUT OF THE SEDIMENT BASIN AND CONVERSION TO THE POST -CONSTRUCTION POND IN MIND. APPROPRIATE PROCEDURES SHALL BE IMPLEMENTED TO PREVENT DISCHARGE OF TURBULENT WATERS WHEN THE BASIN IS BEING CONVERTED TO AN DETENTION BASIN. 2. THE DETENTION BASIN SHALL ONLY BE CONSTRUCTED AFTER THE CONTRIBUTING DRAINAGE AREA TO THE POND IS COMPLETELY STABILIZED. IF THE PROPOSED POND SITE WILL BE USED AS A SEDIMENT TRAP OR BASIN DURING THE CONSTRUCTION PHASE, THEN THE FACILITY WILL BE DEWATERED, DREDGED AND RE -GRADED TO DESIGN DIMENSIONS AFTER THE ORIGINAL SITE CONSTRUCTION IS COMPLETE. MODIFICATIONS SHALL BE MADE TO THE RISER, ORIFICES AND BARRELS AS REQUIRED SO THAT THEY ARE CONSISTENT WITH THE FINAL CONSTRUCTION SPECIFICATIONS. 3. THE CONTRACTOR SHALL ASSEMBLE CONSTRUCTION MATERIALS ON -SITE, MAKING SURE THEY MEET DESIGN SPECIFICATIONS AND ARE PREPARED AT STAGING AREAS WHEN POSSIBLE. 4. THE CONTRACTOR SHALL CLEAR AND STRIP THE PROJECT AREA IF REQUIRED TO THE DESIRED SUB -GRADE. 5. INSTALL E&S CONTROLS PRIOR TO CONSTRUCTION OF THE BASIN, INCLUDING TEMPORARY DE -WATERING DEVICES AND STORMWATER DIVERSION PRACTICES. ALL AREAS SURROUNDING THE BASIN THAT ARE GRADED OR DENUDED DURING CONSTRUCTION SHALL BE PLANTED WITH TURF GRASS NATIVE PLANTINGS, OR OTHER APPROVED METHODS OF SOIL STABILIZATION. 6. CONTRACTOR SHALL EXCAVATE THE CORE TRENCH AND INSTALL THE SPILLWAY PIPE DURING THE ESC PHASE. 7. CONTRACTOR SHALL ALSO INSTALLTHE RISER, OUTFLOW STRUCTURE AND/OR THE BARREL(s) WITH PERMANENT COLLARS DURING THE ESC PHASE. CONTRACTOR SHALL ENSURE THE TOP INVERT OF THE OVERFLOW WEIR IS CONSTRUCTED LEVEL AT THE DESIGN ELEVATION. 8. THE CONTRACTOR SHALL CONSTRUCT THE EMBANKMENT AND ANY INTERNAL BERMS IN 8-TO 12-INCH LIFTS, COMPACTION SHALL BE COMPLETED IN LIFTS WITH APPROPRIATE EQUIPMENT. THE CONTRACTOR SHALL ALSO ADHERE TO THE CLAY LINER SPECIFICATIONS OUTLINED IN TABLE 14.4 BELOW: Table 14.4. Clay Liner Specmr:arkins Property Test Method Unit Specification Permeability ASTM D-2434 Cmisec 1 x 10 Plasticity Index of Clay ASTM D-4231424 % Not less than 15 Liquid Limit of Clay ASTM D-2216 % Not less than 30 Clay Panicles Passing ASTM D-422 % Not less than 30 Clay Compaction ASTM D-2216 % 95% of standard proctor dens- Source- Virginia STormVater mwagemem HariaD00K i19wlJ 9. UPON COMPLETION OF THE EMBANKMENT GRADING, THE CONTRACTOR SHALL EXCAVATE/GRADE UNTIL THE APPROPRIATE ELEVATION AND DESIRED CONTOURS ARE ACHIEVED FOR THE BOTTOM AND SIDE SLOPES OF THE BASIN. 10. CONTRACTOR SHALLTHEN CONSTRUCT THE EMERGENCY SPILLWAY IN CUT OR STRUCTURALLY STABILIZED SOILS. 11. THE CONTRACTOR SHALLTHEN FINISH CONSTRUCTION OF ALL OUTLET STRUCTURES, INCLUDING DOWNSTREAM RIP -RAP APRON PROTECTION IF APPLICABLE. 12. THE CONTRACTOR SHALL NEXT STABILIZE EXPOSED SOILS BY HYDROSEEDING OR SEEDING OVER STRAW. 13. THE CONTRACTOR SHALLTHEN INSTALLTHE APPROPRIATE BASIN LANDSCAPING IN ACCORDANCE WITH THE APPROVED PLANS, IF APPLICABLE. FACILITY MAINTENANCE: MAINTENANCE OF THE DETENTION BASIN IS DRIVEN BY ANNUAL INSPECTIONS THAT EVALUATE THE CONDITION AND PERFORMANCE OF THE FACILITIES. DURING THESE INSPECTIONS THE FOLLOWING TASKS SHALL BE PERFORMED BY THE CONTRACTOR IN THE FIRST YEAR FOLLOWING INSTALLATION, AND THE OWNER THEREAFTER: 1. MEASURE SEDIMENT ACCUMULATION LEVELS IN THE BASIN. 2. MONITOR THE GROWTH OF THE GROUNDCOVER AND ANY TREES AND SHRUBS PLANTED, AS APPLICABLE. RECORD THE SPECIES AND THEIR APPROXIMATE COVERAGE, AND NOTE THE PRESENCE OF ANY INVASIVE PLANT SPECIES, AS APPLICABLE. 3. INSPECT THE CONDITION OF STORMWATER INLETS TO THE BASIN FOR MATERIAL DAMAGE, EROSION OR UNDERCUTTING. 4. INSPECT THE BANKS OF UPSTREAM AND DOWNSTREAM CHANNELS FOR EVIDENCE OF SLOUGHING, ANIMAL BURROWS, BOGGY AREAS, WOODY GROWTH, OR GULLY EROSION THAT MAY UNDERMINE EMBANKMENT INTEGRITY. 5. INSPECT BASIN OUTFALL CHANNEL FOR EROSION, UNDERCUTTING, RIP -RAP DISPLACEMENT, WOODY GROWTH, etc. 6. INSPECT CONDITION OF PRINCIPAL SPILLWAY AND RISER FOR EVIDENCE OF SPALLING, JOINT FAILURE, LEAKAGE, CORROSION OR OTHER FAILURES. 7. INSPECT CONDITION OF ALL TRASH RACKS, REVERSE SLOPED PIPES OR FLASHBOARD RISERS AS APPLICABLE FOR EVIDENCE OF CLOGGING, LEAKAGE, DEBRIS ACCUMULATION OR OTHER FAILURES. 8. INSPECT MAINTENANCE ACCESS TO ENSURE IT IS FREE OF WOODY VEGETATION, AND CHECK TO SEE WHETHER VALVES, MANHOLES AND LOCKS CAN BE OPENED AND OPERATED. 9. INSPECT INTERNAL AND EXTERNAL SIDE SLOPES OF THE BASIN FOR EVIDENCE OF SPARSE VEGETATIVE COVER, EROSION, OR SLUMPING. 10. OWNER OR CONTRACTOR SHALL MAKE NEEDED REPAIRS IMMEDIATELY. FACILITY INSPECTION: MULTIPLE INSPECTIONS ARE CRITICAL TO ENSURE THE BASIN(s) ARE PROPERLY CONSTRUCTED. BECAUSE THE TIMING OF THE INSTALLATION IS DICTATED BY THE CONTRACTOR, THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING THE ENGINEER AND INSPECTOR PRIOR TO INSTALLATION. MULTIPLE SITE VISITS AND INSPECTIONS ARE REQUIRED TO BE SCHEDULED BY THE CONTRACTOR WITH THE ENGINEER AND INSPECTOR DURING THE FOLLOWING STAGES OF THE DETENTION BASIN's CONSTRUCTION PROCESS: 1. PRE -CONSTRUCTION MEETING 2. INITIAL SITE PREPARATION (INCLUDING INSTALLATION OF PROJECT E&S CONTROLS) 3. EXCAVATION/GRADING (e.g., INTERIM/FINAL ELEVATIONS) 4. INSTALLATION OF THE EMBANKMENT, THE RISER/PRIMARY SPILLWAY, AND THE OUTLET STRUCTURE(s). 4. DETENTION BASIN INSTALLATION (e.g., INTERIM AND FINAL ELEVATIONS) 5. PLANTING PHASE (WITH AN EXPERIENCED LANDSCAPE ARCHITECT PRESENT/DIRECTING IF APPLICABLE) 6. FINAL INSPECTION (DEVELOP A PUNCH LIST FOR FACILITY ACCEPTANCE) PERMEABLE PAVER INSTALLATION GENERAL NOTES: 1. EACH LAYER/LIFT OF NO. 2 AND NO. 57 STONE REQUIRES A MINIMUM CENTRIFUGAL FORCE COMPACTION OF 53,000. 2. CONSTRUCTION & PREPARATION OF PERMEABLE PAVERS STONE BASE AND UNDERDRAIN SYSTEM SHALL BE IN ACCORDANCE w/ MANUFACTURER SPECIFICATIONS. 3. CONTRACTOR SHALL CONDUCT A GEOTECHNICAL INVESTIGATION OF THE SOIL UNDERNEATH THE PROPOSED PAVERS AFTER FINAL GRADE HAS BEEN ACHIEVED TO DETERMINE THE INFILTRATION AND CBR RATINGS. CONTRACTOR SHALL PROVIDE THE ENGINEER WITH THESE RESULTS PRIOR TO ORDERING AND INSTALLATION OF THE STONE BASE FOR THE PERMEABLE PAVERS 0 TO ENSURE AN ADEQUATE DESIGN. IF A CBR RATIO OF THE PAVERS UNDERLYING SOILS IS LESS THAN 4 /o THEN THE CONTRACTOR SHALL COMPACT THE SOIL TO AT LEAST 95% OF STANDARD PROCTOR DENSITY. 4. ALL OPEN GRADED STONE LAYERS SHALL BE CLEAN & DOUBLE WASHED IN ACCORDANCE WITH DEQ REGULATIONS. "CLEAN" STONE IS SCREENED TO SIZE AND THE BULK OF THE FINES DUST IS REMOVED BUT THERE IS STILL DUST ON THE STONE. "WASHED" STONE IS WASHED THROUGH THE SCREENING PROCESS AND/OR MANUALLY WASHED. S. WHERE UNDERDRAIN CLEANOUTS ARE PROPOSED WITHIN PAVED AREAS & ARE SUBJECT TO VEHICULAR TRAFFIC, CLEANOUTS SHALL BE ENCASED IN 018" CONCRETE PAD FOR THE UPPER 24". THE CLEANOUT FRAME & LID SHALL BE CONSTRUCTED OF CAST IRON, OR A SIMILAR MATERIAL THAT IS STRUCTURALLY FORTIFIED. 6. THE PERMEABLE PAVERS' STONE BASE SHALL HAVE A FILTER FABRIC UNDERLAYMENT BENEATH IT. UNDERLAYMENT SHALL BE CAPABLE OF PASSING RUNOFF THROUGH IT TO ALLOW FOR ADEQUATE INFILTRATION. CONTRACTOR SHALL WORK CLOSELY WITH THE UNDERLAYMENT's MANUFACTURER ENSURING THE SELECTED MATERIAL IS SUFFICIENT AND ALL CONSTRUCTION REQUIREMENTS ARE MET. 7. THE PERMEABLE PAVER STONE BED SHALL INCLUDE 4" UNDERDRAINS, AS SHOWN, WITH 1% MIN. WITH POSITIVE DRAINAGE. FIGURE 7.4 SITE -SPECIFIC NOTES: 1. THE 'PERMEABLE JOINT MATERIAL' SHALL BE VDOT #8, #89 OR #9 AGGREGATE IN THE OPENINGS BETWEEN THE PAVERS. 2. THE 'OPEN -GRADED BEDDING COURSE' SHALL BE 2" THICK VDOT #8 AGGREGATE. 3. THE 'OPEN -GRADED BASE RESERVOIR' SHALL BE 4" THICK VDOT #57 CLEAN STONE. RESERVOIR TO BE CRUSHED AGGREGATE. 4. THE 'OPEN -GRADED SUBBASE RESERVOIR' SHALL BE 9" THICK VDOT #2 CLEAN STONE. RESERVOIR TO BE CRUSHED AGGREGATE. 5. THE 'GEOTEXTILE UNDER SUBBASE' SHALL BE TENSAR TX-5 TRIANGULAR GRID, OR EQUIVALENT. 6. THE 'UNDERDRAIN' SHALL BE 4" PERFORATED RIGID PVC WITH A MINIMUM 1% SLOPE. NOTE, UNDERDRAINS LOCATED OUTSIDE OF THE PERMEABLE PAVERS SHALL BE RIGID NON -PERFORATED PVC PIPES WITH A MINIMUM 1% SLOPE. THE UNDERDRAINS SHALL HAVE A 12" DEEP x 24" WIDE STONE INFILTRATION SUMP LOCATED BENEATH THE PIPE. �-- Concrete Pavers Piarmenhlp .Joint Material -Open-graded Bedding Course Open -graded Base Reservoir - Open -graded Subbase o Reservoir -- Underdrain (as required) Optional Geotextile Under Subbase Uncompacted Subgrade Soil Figure 7.3. Typical Detail (Source: Smith. 2009) Permeable Pavement Suave Hater' Beideg Layer (as cirected ty mwulacurer) / / Reserver Layer, Tabe i.2 /1.....","ll.r al -a 0-MA � Perforated Underdra 1. Schedule 40 PVC Figure 7.4. Typical Section Permeable Pavement Level 1 Stornri ROUND SERIES TRASHI RA4 (OR EQUIVALENT) CONCRETE MANHOLE STANDARD 60 INCH RACK SHOWN DIMENSIONS IN INCHES FELT: - : I n 11 I 4 ,I:. ! , ---- •3-:d----- F; i SIDE VIEW StormRazra Round Series for Concrete Manhole ]'art N& Me Dime DkeC Min ID MInOD RS-24 17% 14% 28 24 3D 0.536 21 14 40 36 43 IIs4a n 16 u . ae s7 RS40 27y1 18% 66% 6o 70 I'laLstie Solutions, Inc. txlsloII PO Box QW, H7rchtstu, VA E239 235 MCr2.r W, a ndh , VA 22603 167n 977.5727 plane PRDECF 450 722.221E 6x htlP/Avww.pL.k-.bdon.m .WE S.UUEUI I CW rtxrrr9Clun %M n xf Non-Wav a (7eota de isldes only) .� ►_ ,a A Aw Ar'Mi ISOMETRIC CONCRETE STRUCTURE DIMENSIONS INSIDE STRUCTURE DIMENSION OUTSIDE STRUCTURE DIMENSION AVAILABLE OPTIONS CROSS BRACING FOR OVERHANG HDPE ANTI -VORTEX PLATE DATE DRUIIR W. IPPO gr DETAIL PROPOSED PERMEABLE PAVERS DETAIL SCALE: 1"= 20' ASBUILT I PROPOeE9 PERMEABLE PAVERS TO PROVIDE STORMWATER QUALITY I TREATMENT. THE PERMEABLE PAVERS SHALL ACT AS AN INFILTRATING DEVICE FOR INITIAL RUNOFF, PROVIDING GROUNDWATER RECHARGE. ANY EXCESS RUNOFF NOT INFILTRATED SHALL BE DIRECTED TO I't UNDERDRAINS AND BE SLOWLY RELEASED WHILE THE STORM WATER IS 3 STEPS DETAINED. DURING SIGNIFICANT RAINFALL EVENTS, THE TERTIARY 5RUNOFF WILL FLOW INTO DROP INLET 2 FOR EMERGENCY BYPASS. I 5 564.I. i I<' 6 �- -- l - �-- 5 4 °p e5T o o a5f o` Z - Z Y - Elelnantof `.' Who Will Potential Problem r m 'O How to Fix Problem Address Comments Bill B ,a� Problem CL a = c There is excessive Remove immediately. Owner or trash and debris professional There is evidence of Civoner or Contributing erosino and/or bare or Stabilize immediately. professional Drainage Area a osed soil There is excessive Owner Or landscape waste and Remove immediately. professional yard clippings Check that tree roots have not penetrated the pavement and leaf residue has not Adjacent Trees and shrubs are dogged the pavement. Gamer or Vegetation within 5 feet of the Vegetation that limits access Professional pavement surface or interferes with the permeable pavement operation must be pruned or removed. There is excessive trash, debris or Remove immediately Owner Or Inlets, Pre- sediment Professional Treatment Cells accumulation and OW There is evidence of Owner OF Diversion erosion and J or Stabilize immediately professional Structures elVosed soil Clean out sediment or Evidence of dogging debris- Remove and wash or Professional replace stone as needed Pavement Mosquito proliferation Eliminate standing water and Owner or Surface AGtaNicthvA..nP.tahnn'tro..atfAr rimfoitmnal mosquitoes as needed It sprays are considered, then use a licensed pest Controller to apply an approved mosquito larvicide (only of absolutely necessa Stabilize immediately. Mow, irrigate and apply organic There is ewtlence of (not chemical) fertilizer, as erosion and: or bare needed to keep grass healthy and dense enough to Owner or OF exposed soil in grid provide filtering +vfiile professional paver areafiltering protecting the underlying soil- Remove any grass di in s- There is loose Remove immediately and material (e.g-, bark vacuum svieep the area to Professional sand, etc.) stored on prevent clogging the the pavement surface pavement pores. Pavement is stained The surface must be kept armor clogged or dean and free of leaves, venter is ponded, debris, and sediment by Pavement indicating the vacuum sweeping (wittiout Surfacepavement is not brooms or viater spray) draining properly immediately and, othervelse. Measure the dravedown rate in the at a frequency consistent observation %veil for with the use and loadings three (3) days encountered(at aminim um, fallowing a S1txm annual dry -weather event that exceeds sweeping in the Spring). Professional 12Arich of rain. If Where paving blocks are standing water is still installed, the sweeper must observed in the well be calibrated so it does not after three days, this pick up the stones behveen is a dear sign that the the paver blocks. Follovnng pavement is dogged. the vacuum sweeping, test There are significant pavement sections by amounts of sediment pouring water from 5 gallon have accumulated buckets, to ensure proper between the pavers. drainage. There is evidence of Structural surface deteriortation, such as slumping, Repair or replace affected Professional Integrity craddng. spalling or areas, as necessary. broken pavers. Observation Is each observation Repair, as necessary- Professional Wells well still capped? Outlets are obstructed or ergs ion and soil Remove obstructiore and Owner or Outlet e>posure is evident stabilize eroded or exposed Professional below the outlet. areas SECTION A-9- TYPICAL GRAPHICAL DETAILS Homogeneous fill , \ /. /e 4 min �� , Cut off trencch-4 below atitabb I JSG I later I I Sail a rock L-----------J TYPICAL HOMOGENEOUS EMBANKMENT rL-Codrs�e fi�tr�r Perforated collector arou so Foundatron drain FOUNDATION DRAIN drain Sand a MA /4rann cutlet LW �Tranailion filer CHIMNEY DRAIN III or gravel '-Blonket droin BLANKET DRAIN l j1 Rock or gravel cdf0in c o Tronatlion filter TOE DRAIN aource: ac 5 kngi neerrn� tic/ri A larwm Figure A-Ia. Homageneoris EIIJbankllients iv/Seepage Controls GENERAL EMBANKMENT NOTES: THE EMBANKMENTS SHALL HAVE A COMPACTED CLAY CORE WITH A CUTOFF TRENCH & BE IN ACCORDANCE WITH THE DETAILS SHOWN IN THIS PLAN. BERMS AND SPILLWAYS SHALL BE STABILIZED WITH EC-3 MATTING & RIPRAP AS APPLICABLE AND THE REMAINING DISTURBED SLOPES SHALL BE STABILIZED WITH EC-2 MATTING. ALL BERM FILL MATERIAL SHALL CONSIST OF ML, CL, SC OR GC SOILS & BE FREE OF WOOD, ROOTS, ROCKS OR ANY OTHER NON COMPACTING SOIL. COMPACTED FILL SHALL BE PROCTOR MAXIMUM DRY DENSITY ASTM D698 AND HAVE MINIMUM OF 95% OF MAXIMUM DRY DENSITY AND 2%OF OPTIMUM MOISTURE CONTENT. ALL FILL MATERIAL AND CONSTRUCTION SHALL BE APPROVED BY AN ONSITE GEOTECHNICAL ENGINEER PRESENT DURING THE CONSTRUCTION OF THE EMBANKMENTS AND FILL AREAS. PERMEABLE PAVER CONSTRUCTION NOTES: NECESSARY EROSION & SEDIMENT CONTROL SPECIFICATIONS: c pLTH 0 1. All permeable pavement areas shall be fully protected from sediment intrusion by silt fence or construction fencing, particularly if they are Tom" intended to infiltrate runoff. r 2. Permeable pavement areas shall ideally remain outside the limit of disturbance, if possible, during construction to prevent soil compaction by heavy equipment. If it is not possible, the contractor shall take precautions to limit construction equipment over the proposed SCOTT R. LLIN: permeable pavement areas. Permeable pavement areas shall be clearly marked on all construction documents and grading plans. To Q prevent soil compaction, heavy vehicular and foot traffic shall be limited or kept out of permeable pavement areas during and immediately Li Lie. No. 035791 after construction. 3. During construction, care shall be taken to avoid tracking sediments onto any permeable pavement surface to avoid clogging. 10 8/23/22 < 0.6�, 4. Any area of the site intended ultimately to be a permeable pavement area shall generally not be used as the site of a temporary sediment 1 basin. Where locating a sediment basin on an area intended for permeable pavement is unavoidable, the invert of the sediment basin must ss'IONAL F, be a minimum of 2 feet above the final design elevation of the bottom of the aggregate reservoir course. All sediment deposits in the excavated area shall be carefully removed prior to installing the sub -base, base and surface materials. NOTE, THE CONTRACTOR SHALL HAVE FINAL AUTHORITY OVER THE CONSTRUCTION SEQUENCING AND THE STEPS LISTED BELOW ARE INTENDED TO SERVE AS A GUIDE. THE CONTRACTOR SHALL COMMUNICATE ALL PROCESSES AND TIMELINES WITH THE INSPECTOR AHEAD OF TIME TO ALLOW THE INSPECTOR SUFFICIENT TIME TO APPROVE OR DISAPPROVE THE PROGRESSION OF THE CONSTRUCTION, AS REQUIRED. 1. Construction of the permeable pavement shall only begin after the entire contributing drainage area has been stabilized. The proposed site shall be checked for existing utilities prior to any excavation. Do not install the system in rain or snow, and do not install frozen aggregate materials. o . i 2. As noted above, temporary erosion and sediment Icontrols are needed during installation to divert storrawater away from the iz rn permeable pavement area until it is completed. Special protection measures such as erosion control fabrics may be needed to protect . N vulnerable side slopes from erosion during the excavation process. The proposed permeable pavement area most be kept free from iz - sediment during the entire construction process. Construction materials that are contaminated by sediments most be removed and replaced p p with clean materials. w Q w Q 3. Where possible, excavators or backhoes should work from the sides to excavate the reservoir layer to its appropriate design depth and Z V) V) Z dimensions. For micro -scale and small-scale pavement applications, excavating equipment shall have arms with adequate extension so O < g Z they do not have to work inside the footprint of the permeable pavement area (to avoid compaction). Contractors can use a cell a F F d LL g d construction approach, whereby the proposed permeable pavement area is split into 500 [0 1000 s . ft. temporary cells with a IO to 15 foot PP . Y P P P P P 9 P arY � � h Z Z O earth bridge in between, so that cells can be excavated from the side. Excavated material shall be placed away from the open excavation m Z so as to not jeopardize the stability of the side walls. Z w f f 4. The native soils along the bottom and sides of the permeable pavement system shall be scarified or tilled to a depth of 3 to 4 inches prior 0 w Is to the placement of the filter layer or filter fabric. In large scale paving applications with weak soils, the soil subgrade may need to be O z Q Lu compacted to 95% of the Standard Proctor Density to achieve the desired load -bearing capacity. (NOTE: If this density is required then it . H Z Z F a m effectively eliminates the infiltration function of the Subgrade. In such a case the following minimum subgrades shall be installed, Z > > Z m beginning from the top subgrade: 2: thick No. 8 aggregate bedding course below the pavers, 4" thick VDOT No. 57 clean stone filter w O O Q course (open graded, crashed aggregate), 12' thick VDOT No. 2 clean stone reservoir course (crashed aggregate base course) with a Tensar TX-5 below IN W LU QL LU � triangular grid, or equivalent, the system. 5. The filter layer shall be installed on the bottom of the reservoir layer and, where appropriate, filter fabric can be placed on the sides. 6. Provide a minimum of 2 inches of aggregate above and below the underdrains. The underdrains shall slope down towards the outlet at a w w positive grade The up -gradient end of underdrains in the reservoir layer shall be capped. Where an underdrain pipe is connected to a W (1)structure, there shall be no perforations within 1 foot of the structure. Ensure that there are no perforations in clean -outs and observation w w wells within 1 foot of the surface. ce W a' 7. Spread, with a maximum of 6-inch lifts, the appropriate clean, washed stone aggregate. Place at least 4 inches of additional aggregate above the underdrain and then compact it using a vibrato roller in static mode until there is no visible movement of the aggregate. Do P g vibratory not crush the aggregate with the roller. 8. Install over -drain if required and connect into outlet conveyance system. 9. Install the desired depth of the bedding layer as follows: For permeable pavers, the bedding layer for open -jointed pavement blocks shall consist of a minimum of 2 inches of washed ASTM D 448 No.8 stone. Install paving materials in accordance with manufacturer or industry specifications. The basic installation process is described in greater detail by Smith (2006). The basic installation process is described in greater detail by Smith (Smith 2011). Permeable paver job foremen shall successfully complete the PICP Installer Technician Course training program offered by the Interlocking Concrete Pavement Institute. The following installation method also applies to clay paving units. Contact manufacturers of composite units for installation specifications. a. Moisten, place and level the No. 2 stone sub -base and compact it in minimum 12-inch thick lifts with four passes of a 10-ton steel o '-' .+ .+ ^i N drum static roller until there is no visible movement. The first two passes are in vibratory mode with the final two passes in static H `; � � mode. The filter aggregate should be moist to facilitate movement into the reservoir course. p CA b. Place edge restraints before the base layer, bedding and pavers are installed. Permeable interlocking pavement systems require edge o � N M � restraints to prevent vehicle loads from moving the pavers. Edge restraints may be standard concrete curbs or curb and gutters., C. Moisten, place and level the No. 57 base stone in a single lift (4 inches thick minimum). Compact it into the reservoir course beneath with at least four (4) passes of a 10-ton steel drum static roller until there is no visible movement. The first two passes are in vibratory mode, with the final two passes in static mode. d. Place and screed the bedding course material (typically No. 8 stone, 2 inches thick). 7 e. Pavers may be placed by hand or with mechanical installers. L f Fill gaps at the edge of the paved areas with cut pavers or edge units. When cut pavers are needed, cut the pavers with a paver spliner Q or masonry saw. Cut pavers are ideally no smaller than one-third (1/3) of the full unit size, if subject to tire movement. J g. Fill the joints and openings with stone. Joint openings most be filled with No. 8, 89 or 9 stone per the paver manufachuer's recommendation. Sweep and remove excess stones from the paver surface. O 0 (Z h. Compact and seat the avers into the bedding course with a minimum low -ma litude 5 000 lbf, 75- to 95-Hz late compactor. Do not P P 8 P P P r- compact within 6 feet of the unrestrained edges of the pavers. [�_ i. Thoroughly sweep the surface after construction to remove all excess aggregate. M j. Inspect the area for settlement. Any paving units that settle must be reset and re-inspected. It. The contractor should return to the site within 6 months to top up the paver joints with stones. N CONSTRUCTION INSPECTION: Inspections before, during and after construction are required to ensure that permeable pavement is built in accordance with these Nzf- CO specifications. Contractor shall use a detailed inspection checklist that requires sign -offs by qualified individuals at critical stages of � � ' ^ V , consstruck on and to ensure that the contractor's interpretation of the plan is consistent with the designer's intent.The basic elements of a � permeable pavement construction checklist can be found on this sheet Once the final construction inspection has been completed, provide the Q report to the County Inspector for approval. I 0!N CONSTRUCTION MAINTENANCE: It is difficult to prescribe the specific types or frequency of maintenance tasks that are needed to maintain the hydrologic function of P P YP 9 YO permeable pavement systems over time, so the Contractor shall adhere to the manufacturer's requirements for the first year following construction, and the Owner thereafter. The following tasks must be avoided on all O permeable pavements: N W V / 1. sanding N > 2. re -sealing 3. re -surfacing 4. power washing Q I 5. storage of snow piles containing sand 6. storage of mulch or soil materials \\ / 7. construction staging on unprotected pavement w 7 A preventative maintenance task for large-scale applications involves regenerative air vacuum sweeping on a frequency consistent with the J L use and loadings encountered in the parking lot. Many consider an annual, dry -weather sweeping in the spring months to be important. The J LUcontract for sweeping should specify that a vacuum sweeper be used that does not use water spray, since spraying may lead to subsurface clogging. Vacuum settings for large-scale interlocking paver applications should he calibrated so they do not pick up the small stones > Z between pavement blocks. U) ^ Table 7A Recommended Maintenance Tasks for Permeable Pavement Practices Maintenance Task Frequencyl • For the first 6 months followingconstruction the practice � and contributing drainage area should be inspected at least After installation twice after storm events that exceed 1/2 inch of rainfall. Conduct any needed repairs or stabilization. • Mow grass in grid paver applications At least 1 time every 1-2 months during the grovAng season • Stabilize the CDA to prevent erosion • Remove an soil or sediment deposited on pavement. Y P As needed • Replace or repair any necessary pavement surface areas that are degenerating orspalling . Vacuum pavement with a standard street sweeper to 24 times per year (depending prevent clogging on use . Conduct a maintenance inspection Annually . Spot weedinof grassapplications . Remove any accumulated sediment In pre-treatment cells Once every 2 to 3 year: and inflow points • Conduct maintenance using a regenerative street sweeper If clogged • Replace any necessary joint material 1 Required frequency of maintenance will depend on pavement use, traffic loads, and surrounding land use. CONSTRUCTION MAINTENANCE INSPECTIONS: It is highly recommended that a spring maintenance inspection and cleanup be conducted at each permeable pavement site, particularly at large-scale applications. Maintenance of permeable pavement is driven b annual inspections that evaluate the condition and performance of the practice. An P P Y P P P Y permeable pavement installation that captures external drainage area (run-on) should be inspected more frequently during the first year (four seasons) to ensure that there are no unexpected loads of sediment or pavement particulates from the contributing area. If so, the property owner should assess ways to limit the contributions, or the maintenance schedule should be adjusted to ensure the pavement does not become clogged. The following are suggested routine annual maintenance inspection points for permeable pavements: 1. The drawdown rate should be measured at the observation well for three (3) days following a storm event in excess of 1/2-inch in depth. If standingwater is still observed in the well after three days, this is a clear sign that clogging is a problem. Y . 8n 88 8 2. Inspect the surface of the permeable pavement for evidence of sediment deposition, organic debris staining or ondin that may indicate P P P P , g . g P 8 Y surface clogging. If any signs of clogging are noted, schedule a vacuum sweeper (no brooms or water spray) to remove deposited material. Then, test sections by pouring water from a five gallon bucket to ensure they work. 3. Inspect the structural integrity of the pavement surface, looking for signs of surface deterioration, such as slumping, cracking, spalling or broken pavers. Replace or repair affected areas, as necessary. 4. Check inlets, pretreatment cells and any flow diversion structures for sediment buildup and structural damage. Note if any sediment needs to be removed. 5. Inspect the condition of the observation well and make sure it is still capped. 6. Generally inspect any contributing drainage area for any controllable sources of sediment or erosion. U, Z I- o O w J > Q UJ Q U LU r �/ LL J Lli I- F1 ::) �/ U) LL � LU ui Nw 25 L.1_ F'- p U I- Q WL 1_ 0 Q LL � r� V O O > N I --I _�l w Tr_I F F L H o N w cr M 0- rn JOB NO. 192171 SCALE AS SHOWN SHEET NO. 9 0 0 0 a 2401DI APPROX, DRAM AREA =161A1 SO IN APPROX. WEIGHT=67.50 LEIS tj 125 e2z.w DIMENSIONS ARE FOR REFERENCE ONLY ACTUAL DIMENSIONS MAYNARY THIS NRINTDISCLOSES WRIECT MATTER IN WHICH ORAI C.M MATEIAL 31XWRMAAW DIMENSIONS ARE IN INCHES NYLOPIASTHASPROPRIETARYRIGHTS THERECEIFT (�1 BUFORO, GAMINS GRATE HAS LIGHT DUTY' RATING QUALITY: MATERIALS BHPLL CONFORM TO ASTM A536 GRADE 7060M PAINT: : STINGS ARE FURLCONFORM TO UCK PAINT SIZE OF OPENING ARE F REQUIREMENTS BLOF AMERICAN DISABILITY ACT AS STATED IN FEDERAL REGISTER PART III, DEPARTMENTOF ORPOSSESSIONOFTHISPPoMDOESNOTCONFER TRIER OR LICENSE THE USE OF THE DESIGN OF REPRODUCTION OF THISPRINTORANYIN REPRODLCTIONOFTHISPRNF <NY INFOGMTEN CCNTANCD HCRCIN,ORMNJUFPCTUREOFMlY ARTICLEHEREFROM.FORTHEDISCLOSURETOOTHERS GATE 7"1 \7��1, ^QD� PNN (nol 9ZQU3 Nv1� i' FA%InN9lbt190 ✓ Awe^YlaPlawccan pEM1FD BY J.IO OATS 2.N.11 PROJECT xOMAYE TOTE NNB IN JUSTICE, 26 CFR PART 36, IS PORBIODEN, EXCEPT BY SPECIFIC WRITTEN PERMISSION FROM HYLOPIAST. RN„ ryyuF/ DWGNIE A SCALE IA SHEET I"I BWONO. 71111WHMMI REY 0 DROP IN GRATE TOPSOIL \ \r V r 0601D1 0801 D1 1001 DI 1201 DI NYLOPLAST DROP IN GRATES FIT INSIDE ADS N-121HANCOR DUAL WALL, SDR 35 1501 DI SEWER PVC, 8 SCH 40 DWV PVC PIPE -- _= 1801 DI 1 III 1 1 Hill 11 11 Ill 11 III I 2401 DI THIS PRINT DISCLOSES SUBJECT MATTER IN WHICH DRAWN"'WA MATERAL HIMAROMAVE NYLOPLABT HAS PROPRIETARY RIGHTS, THE RECEIPT BUFORO, GA 30311 OR POSSESSION OFTHIS PRINT DOFSNOTCOIEER TRANSFER, OR LICENSE THE USE a TIE DESGNOR BATE ' a PINK 1711)1Y 4CI p FAX MID) 91H24M �� O aJ1 TECHNIC/ INFORMATION SHOWN HEREIN REVISED BY EBL PpOIECT XO.MAME REPRODUCTION OF THIS PRINT OR ANY INFGRMATR3N TITLE CONTNNEDHEREN.ORMANUFACTUREOFANY ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS PATE 2+19 6IN. 41N DROP IN GRATE INSTALLATION IS FdiBI00EN,E%CEPTBY SPECIFIC NRRIFAI ON SIZE A SCALE 19 NIEET 10F1 PEIiMSSIOH FROM Nri0P1A5T. 4w,amNW! OIRUND. 1001.11041T REV E 10 IN -24IN DROP -IN LOCKING KIT- P/N 1024DROPLOCK nn Aw nAnw WALL MOUNT SHOULD BE INSTALLED 1.38'-2.0(r LOCKING DEVICE SHALL BE STAINLESS STEEL TO BE USED WITH PVC RISER ONLY HAHI HAIr MMAHA1 WALL MOUNT SHOULD 1 BE INSTALLED 13r-2.00" BELOW THE STRUCTURE TOP TRAS F 559.56- P 557.18 PROFILE SCALES 1"=T (V) 1"=50'(H) 570 570 EXISTING .00-yr PEAK WSE 561.2 GRADE TOP OF DRY 10-yr PEAK WSE -559,85 DETE TION 2-yr PEAK WSE -559.6E BASIN EL EV.- ' TYP. 1-yr PEAK WSE=559,54 562.22 565 565 CONTR CTDR INSTALL EMB IN AC ORDAN SIGNS ON SHEET 9. 560 560 A BUILT pf 11 33. LF BADE STR. 12, A 048" TRACK TO SERVE AS HOPES THE RIS 3 LF 24' HDPE NDPIPE R. RISE WITH A I SHALL BE SET IN TH REINFORCED CONCRETE AS UILT 1 555 OUNDATION. 048" ELEVATIONS ' & TO INCLUDE (1) ONE BAS N FLOOR s SHALL H RMANENT 012" LO -FLOW ORIFICE I VITH AN (o.5 G MIN.) IN ALL LO NVERT ELEV_- . ALL ORIFICE OF ENINGS SHALL HAVE STATE APPROVED TRASI IRACKS, TO PRE ENT FLO ATION T E RISER TYPICAL. SEE THE DETAILS ON SHE 9, OR FIRMLY MBEDD D 6" INT AN 18" T :QUIVALENT, FORA DITION L INFOR ATION. REINFO CED CON CRETE F UNDATI w Li JJ W W L7 L7 W L_ 550 O M DO w CD D (YJ _0 Lo CD o W Lo 550 0+00 0+50 1+00 1+25 HALL VKMENT w/ SHOWN 557.21 V ELEV.=S§g6 9 WE POSITIVE SLOPE ATIONS TO THE RISER. SASE SHALL BE TICK IN THAT IS 8'x8'. DETENTION BASIN CROSS SECTION IOC 1C 1 19 ASBUIL RR@ P@S& FLOOR SH, MIN.) II 570 570 XISTINC GRADE 565 -yr PE K WSE 56125 565 -yr PE 559,8 '-yr PE K WSE=559.6 STR.1 -yr PE K WSE 559.54 24" YA RIM EL RIM TO 560 3I 560 3BUILT PREP6 ED GRADE r ,CELL's L W ELEV. ELL 55ge19. SLOPE( ALL HAVE POSITIVE .5% IALLLO TIONS OTHERI ER. 555 555 5' P C LF @ , 93.5 LF 550 550 (,.I�CCD DrT- EWL Qi \0 (U �CJ (f) U)LC,u� 0+50 0+75 D DRAIN INLET V. =Sr3 '. 558.93 BE SET AT FLOOR ELEV -TOP OF NORTHERN PRE-TREATMENT CELL ELEV.=5GaFa5� TYP. ��562.3 -CONTRACTOR SHALL INSTALL EMBANKMENT IN ACCORDANCE w/ THE DESIGNS SHOWN ON SHEET 9. NORTHERN PRE-TREATMENT CELL CROSS SECTION 100-yr PEAK WSE=561,25---, TOP( 562.26 PRE-TRE. ASBUILT AF6RR I ASBUILT PROI CELL's LOW E FLOOR SHALL HAVE PO' MIN.) IN ALL LOCATI( STR. 24 24" YARD DRAIN INLET RIM ELEV.=56i3B' 561.50 015" ORIFICE WITH INV. SET AT 559.94 EXISTING FLOOR ELEV. OF -%@- (i'. OR TO GR DE 565 INCLUDE TRASHRACK. SEE SHEET 8 FOR DETAIL, OR EQUIVALENT. 565 IF SOUTH RN TMENT ELL a�, P. _6a iRABPDE� 560 "'1 560 55994 LEV.= CELL ITIVE SLC PE (0.5% INS TO TF E RISER. 555 555 TO PF EVENT FI.OTATIOI I STR. 24's 13ASE SH LL BE FIR LY EM EDDED 6' INTO A 3.8" REINFOR ED CON THICK RETE FOUNDATION THATIS '4 550 550 >> Ln o (U CD W W M (U (U W L� 0+50 -CONTRACTOR SHALL INSTALL EMBANKMENT IN ACCORDANCE w/ THE DESIGNS SHOWN ON SHEET 9. 23 15' PVC 129.97 LIF @ 121.8 LF 0.5% SOUTHERN PRE-TREATMENT CELL CROSS SECTION Obit - 19 \ \I I\ I\ I/ o `\ PROPOSED DRY DETENTION BASIN & PRE-TREATMENT CELLS DETAIL - LOW AREA DRAINS TO YARD INLET. \ \ SCALE: 1"=20' -AREA DOES NOT PROVIDE ANY SWM \ \ \ FUNCTION-. THE YARD INLET CAPTURES ` OFFSITE RUNOFF AND, ROUTES IT THROUGH THE SITE VIA STORM SEWER. \ \ THIS AREA IS ENCOMPASSED WITHINT THE SWM MAINTENANCE & ACCESS \ S�2` \ ESMT. IN THE EVENT THE PIPE NEEDS TO BE -CLEANED DUE TO A CLOGGING. fl xl STR.1024" YARD DRAIN INLETRIM ELEV. =568.8 L,559.99RIM TO BE SET AT FLOOR ELEV. � � VARIABLE WIDTH PUBLIC � � 1 / 1 FACILITY, ACCESS, & DRAINAGE EASEMENT. \ DB.5504, PG.281-297 STORMWATER MANAGEMENT FACILITY GRADING NORTHERN PRE-TREATMENT - 562.00 CELL. FLOOR DIMENSIONS Dry Detention Basin Asbuilt Dry Detention Basin APPROXIMATELY 2o'LxTW. SEE T Elevation (ft) Area of Contours (sf) Volume (cf) 557.19 272 0 558.00 549 326 559.00 1,017 1,097 560.W 1,624 2,406 561.00 2,318 4,367 562.00 3,068 7,051 562.25 3,260 7,842 Southern Pre -Treatment Cell Elevation (ft) Area of Contours (sf) Volume (cf) 557.19 0 0 558.00 0 0 559.00 0 0 560.00 11 4 561.00 60 36 562.00 332 214 562.25 - - Northern Pre -Treatment Cell Elevation (ft) Area of Contours (sf) Volume (cf) 557.19 0 0 558.00 0 0 559.00 123 41 560.00 348 267 561.00 685 774 562.00 1117 1,666 562.25 Total FacilitvGeometry Elevation (ft) Area of Contours (sf) Volume (cf) 557.19 272 0 558.00 558 329 559.00 682 948 560.00 1,468 1,998 561.00 1,807 3,633 562.00 2,241 5,653 562.25 3,260 6,337 Elevation (ft) Area of Contours (sf) Volume (cf) 557.21 251 0 558.00 610 330 559.00 1,021 1,136 560.00 1,754 2,508 561.00 2,328 4,542 562.00 3,116 7,254 562.25 3,259 8,051 -H)GH NI F Asbuilt Southern Cell \ Elevation (ft) Area of Contours (sf) Volume (cf) 557.21 0 0 558.00 0 0 559.00 0 0 560.00 4 1 561.00 87 38 562.00 366 248 562.25 - - \� Y LOW AREAS DRAINING TO YARD INLETS. THESE AREAS DO NOT PROVIDE ANY SWM FUNCTION. YARD INLETS OUTFALL INTO PRE-TREATMENT CELLS #1 & #2. THESE AREAS ARE 12 OD - ENCOMPASSED WITHIN THE SWM MAINTENANCE & ACCESS ESMT. IN THE EVENT THE PIPES \\ \ I DISCHARGING INTO THE PRE-TREATMENT CELLS NEED TO BE CLEANED DUE TO A CLOGGING. �AT SOUTHERN PRE-TREATMENT CELL, THE RIPRAP FROM THE 4 CURB CUTS SHALL _ EXTEND TO, AND COVER, THE CELL's FLOOR. Asbuilt Northern Pre -Treatment Cell \ ` ` 1 \ CURB CUT LOW=5626G562.0T Elevation (ft) Area of Contours (sf) Volume (cf) 557.21 0 0 558.00 0 0 559.00 92 31 560.00 398 258 561.00 711 805 562.00 1159 1,731 562.25 - - Asbuilt Total Facility Geometry Elevation (ft) Area of Contours (sf) Volume (cf) 557.21 251 0 558.00 610 330 559.00 1,113 1,179 560.00 2,156 2,785 561.00 3,126 5,411 562.00 4,641 9,269 562.25 3,259 10,252 4T4.562.54' CURB CUT (TYP.) TO PROVIDE \ ` STORM WATER INFLOW TO POND 56222 EP \ 56z 72 TC \ STR. 24 \* I 24" YARD DRAIN INLET \ \ RIM ELEV.=66+-W 561.48 \ 015" ORIFICE WITH INV. SET AT FLOOR ELEV. f \ OF 569.H394 ORIFICE TO INCLUDE TRASHRACK. 59.94 /SEE SHEET 8 FOR DETAIL, OR EQUIVALENT. II \ � A \ \ vR \v \ 1 1 559.94' \ QRQPQgE4� CELL FLOOR LOW ELEV.=568.60' 1 p$BDILT\ \ C T LO =�172 V ;v 1.6 \ \ \ UP B UT = 62. < \ \ 1.64 \ CUR C \ \T... \\ \\ T \\56 .15, - - SOUTHERN PRE-TREATMENT CELL, FLOOR DIMENSIONS', APPROXIMATELY=10'Lxl'W. SEE THIS SHEET FOR SCALED PROFILE OF ITS CROSS SECTION. \\ \ 1 \ \\\\ \\ STR. 26 24" YARD DRAIN INLET RIM ELEV.=56fl-566 561.50' TO PREVENT FLOTATION STR. 24's BASE SHALL BE FIRMLY EMBEDDED 6" INTO AN 18" THICK REINFORCED CONCRETE FOUNDATION THAT IS 4'x4' 562.40 STR. 28 24" YARD DRAIN INLET RIM ELEV.===:.'=' 561.79' Lic. No. 035791 8/23/22 o .H n ON .-I N w LU Z O J 0 0 g Z a 1 g K� LL w w O d m Z�� w f} > Q }g �..� > j a m W z a O O w wIn N LU a w LU LU ce r x + N N H rn rn ~ ~ N QE J = � � N U N m 0 M s 3 a� < N V 0 0 > 1 � � CD N W O 1 -" o N > J R, Q a o LLI I I I C J LU \ �� s w C z� w LLJ n O - O w ❑ LU 3 Q LU L9 _j _ 0 Q U 73 U LU 73 0 WI Y _j LU w Q F- Q C 1--I o '^ a VJ LU w z w w W w C z G U z L O w - vJ z z U J LU / C)Of Q Q �I� LL ❑ V > O U \ x CIA/ In v I E w o 1- E N o N w a Lr) JOB NO. 192171 SCALE AS SHOWN SHEET NO. 9A PIPE DESIGN n = 0.013 for RCP n = 0.01 for HDPE Pipe Hydrology Pipe iu w u E j N C T y r E E E E U)CfrncQ E mN c 5 o p E E o 2 2 m 0 m ~E :mQ ❑c - N Z E Cl J W ❑ IL > IL Pipe run: 12-EX IVY 12 8 1.66 0.57 0.946 0.946 7.50 5.94 5.62 9.72 557.19 557.01 35.6 0.01 0.0051 24 17.42 5.68 0.10 8 6 0.00 0.30 0.000 2.296 19.51 4.02 0.00 9.72 556.91 556.19 143.0 0.01 0.0050 24 17.39 5.67 0.42 6 2B 2.19 0.35 0.767 3.063 19.93 3.98 3.05 12.18 556.09 555.82 53.7 0.01 0.0050 24 17.38 5.97 0.15 2B 2 0.00 0.30 0.000 3.063 20.08 3.96 0.00 12.18 555.72 555.29 85.7 0.01 0.0050 24 17.36 5.96 0.24 2 1 B 0.00 0.30 0.000 3.063 20.32 3.94 0.00 12.18 555.19 554.10 218.9 0.01 0.0050 24 17.29 5.94 0.61 1B 1A 0.00 0.30 0.000 3.382 20.93 3.88 0.00 13.12 554.00 553.15 170.3 0.01 0.0050 24 17.31 6.06 0.47 1A EX NY 2.14 0.76 1.626 5.008 21.40 3.84 6.24 19.22 553.05 552.43 77.4 0.01 0.0080 24 21.92 7.86 0.16 Pipe run: 10-8 10 8 3.00 0.45 1.350 1.350 19.00 4.07 5.49 7.69 557.82 557.01 162.1 0.01 0.0050 24 17.33 5.32 0.51 Pipe run: 22-1 B 22 1 1 B 0.58 0.55 0.319 0.319 7.20 6.01 1.92 1.92 554.75 554.10 53.8 0.01 0.0121 15 7.69 5.21 0.17 Pipe run: 28-OUT 28 26 0.09 0.83 0.075 0.075 5.00 6.67 0.50 1.50 560.11 559.82 58.4 0.01 0.0050 15 4.95 3.50 0.28 26 24 0.18 0.83 0.149 0.224 5.28 6.58 0.98 1.50 559.82 559.71 21.4 0.01 0.0050 15 4.95 3.50 0.10 24 OUT 0.48 0.45 0.216 0.440 9.50 5.47 1.18 2.41 559.71 559.09 124.0 0.01 0.0050 15 4.95 4.00 0.52 Pipe run: 16-OUT 16 1 14 0.12 0.70 0.084 0.084 5.00 6.67 0.,% 0.56 558.17 557.74 85.2 0.01 0.0050 15 4.95 2.62 0.54 14 1 OUT 0.52 0.52 0.270 0.354 13.50 4.76 1.29 4.10 557.74 557.28 93.8 0.01 o.0050 15 4.95 4.50 0.35 Pipe run: 20-18 20 1 18 0.14 0.85 0.119 0.119 5.00 6.67 0.79 0.79 556.37 556.03 17.8 0.01 0.0191 24 31.27 3.99 0.07 Design Year: 10 Proi ect: Ivv Road Job #: 192171 Prepared bv: MIN INLET STATION OUTLET WATER SURFACE ELEV LA Do Qa zW Sfo Hf JUNCTION LOSS FINAL H INLET WATER SURFACE ELEV. RIM ELEV V. IL QIN VIN Qi*Vi Vi /2g H, ANGLE Ho H1 1.3111 .5111 557.63 17.79 24 0.79 0.000 0.00 0.3 0.0 20 0.00 0 0 0.00 NA 0.00 0.00 557.63 560.33 558.28 93.84 15 4.10 0.003 0.32 3.3 0.0 14 0.6 0.5 0.2555 0.0 0.00 0 0 0.04 NA 0.02 0.34 558.62 559.00 558.74 85.18 15 0.56 0.000 0.01 1 0.5 10.0 16 0.00 90 0 0.00 NA 0.00 0.01 558.75 561.50 560.09 123.97 15 1 2.41 10.001 0.15 2.0 0.0 24 1.5 1.2 1.8284 0.0 0.01 0 0 0.02 NA 0.01 0.16 560.25 561.50 560.71 21.36 15 1.50 0.000 0.01 1.2 0.0 26 1.5 1.2 1.8284 0.0 0.01 60 0.013 0.03 NA 0.01 0.02 560.73 561.50 560.82 58.40 15 1.50 0.000 0.03 1.2 0.0 28 0.00 90 0 0.01 NA 0.00 0.03 560.85 561.75 555.33 53.78 15 1.92 0.001 0.04 1.6 0.0 22 0.00 89 0 0.01 NA 0.00 0.05 555.38 560.20 553.61 162.08 24 7.69 0.001 0.16 2.4 0.0 10 0.00 0 0 0.02 NA 0.01 0.17 558.78 560.00 554.03 77.40 24 19.22 0.006 0.48 6.1 0.1 lA 13.1 4.2 54.798 0.3 0.09 66 0.149 0.39 NA 0.19 0.67 554.70 558.28 554.75 170.31 24 13.12 0.003 0.49 4.2 0.1 I 12.2 3.9 47.205 0.2 0.08 23 0.037 0.19 NA 0.09 0.58 555.33 560.50 555.70 218.88 24 12.18 0.002 0.54 3.9 0.1 2 12.2 3.9 47.205 0.2 0.08 78 0.142 0.28 NA 0.14 0.68 556.38 559.50 556.89 85.71 24 12.18 0.002 0.21 3.9 0.1 2B 12.2 3.9 47.205 0.2 0.08 90 0.163 0.30 NA 0.15 0.36 557.25 563.00 557.42 53.69 24 12.18 0.002 0.13 3.9 0.1 6 9.7 3.1 30.045 0.1 10.051 90 1 0.104 10.211 NA 1 0.11 1 0.24 557.66 562.75 557.79 143.04 24 9.72 0.002 0.22 3.1 0.0 8 1 7.7 5.3 40.917 0.4 0.15 64 0.241 0.43 NA 0.22 0.44 558.23 562.40 558.61 1 35.63 24 9.72 0.002 0.06 3.1 0.0 12 1 90 0 0.04 NA 0.02 1 0.10 558.71 559.45 DRAINAGE DESCRIPTIONS STR. NO. PIPE INFORMATION INLET I NFORMATI ON COMMENTS DIA. (in.) LENGTH* (ft.) SLOPE (%) INVERT IN INVERT OUT MATERIAL INLET TYPE Curb Type INLET STATION SLOT LENGTH RIM* ELEVATION 12 24" RISER SEE SIN CG-6 0.00 - 559.45 VDOTSTD. IS-1 REQ'D 11 24 35.63 0.51% 557.19 557.01 PVC 8 VDOT MI N1 CG-6 0.00 - 562.40 VDOTSTD. IS-1 REQ'D 7 24 143.04 0.50% 1 556.91 556.19 1 PVC 6 VDOT MI ­1 CG-6 0.00 - 562.75 VDOTSTD. IS-1 REQ'D 5 1 24 1 53.69 0.50% 556.09 555.82 PVC 2B VDOT MI F1 CG-6 0.00 - 563.00 VDOTSTD. IS-1 REQ'D 2C 24 85.71 0.50% 555.72 555.29 PVC 2 VDOT MI N1 CG-6 0.00 - 559.50 VDOTSTD. IS-1 REQ'D 2A 24 218.88 0.50% 555.19 554.10 PVC 1B VDOTMIFI CG-6 0.00 - 560.50 VDOTSTD.IS-1 REQ'D 1C 24 170.31 0.50% 554.00 553.15 PVC NTRACTOR SHAL 1A VDOTMH-1 CG-6 0.00 - 558.28 VDOTSTD. IS-1 REQ'D [STR. 30 SUC %S FLUSH WITH ' 1AA 24 77.40 0.80% 553.05 552.43 PVC & THAT IT INTE 10 24" YARD DRAIN CG-6 0.00 - 560.00 VDOTSTD. IS-1 REQ'D KISTING STORN ITLY OUTFALLIN 9 24 162.08 0.50% 557.82 557.01 PVC STR. IVY, AS f 22 DI-3C CG-6 0.00 8 560.20 VDOTSTD. IS-1 REQ'D 21 15 53.78 1.21% 554.75 554.10 PVC 3 STR IVY CAN 28 24" YARD DRAIN CG-6 0.00 - 561.75 VDOTSTD. IS-1 REQ'D ), A NEW DRO EQUIVALENT l - 27 15 58.40 0.50% 560.11 559.82 PVC SHALL BE INS NEW DROP IP 26 24" YARD DRAIN CG-6 0.00 - 561.50 VDOTSTD. IS-1 REQ'D DATE THE PR( ;TION FROM 25 15 21.36 0.51% 559.82 559.71 PVC 24 24" YARD DRAIN CG-6 0.00 - 561.50 VDOTSTD. IS-1 REQ'D 23 15 123.97 0.50% 559.71 559.09 PVC 16 24" YARD DRAIN CG-6 0.00 - 561.50 VDOTSTD. IS-1 REQ'D 15 15 85.18 0.50% 558.17 557.74 PVC 14 24" YARD DRAIN CG-6 0.00 - 559.00 VDOTSTD. IS-1 REQ'D 13 15 93.84 0.49% 557.74 557.28 PVC 20 DI-313 CG-6 0.00 8 560.33 VDOTSTD. IS-1 REQ'D 19 24 1 17.79 1 1.91% 556.37 1 556.03 1 RCPIII PROFILE NOTES: 1. SEE THIS SHEET FOR THE DRAINAGE PROFILES RELATED TC THE PROPOSED SWM FACILITY AND ITS TRUNK OUTFALL. St THE FINAL SITE PLAN FOR ALL OTHER PROFILES, INCLUDIN THE REMAINING DRAINAGE PROFILES THAT TIE INTO THE TRUNK STORM SEWER OUTFALLING THE SWM FACILITY. 2. SEE THIS SHEET FOR THE 10-YEAR HYDRAULIC GRADE LINE CALCULATIONS, THE PIPE CAPACITY CALCULATIONS & THE DRAINAGE DESCRIPTIONS FOR THE PROPOSED DRAINAGE SYSTEM. SEE THE FINAL SITE PLAN FOR THE FULL DEPICTIC OF THE DRAINAGE SYSTEM. NOTES: 1. ALL STORM PIPE SHALL BE CLASS III RCP UNLESS NOTED OTHERWISE. A MINIMUM OF 2' COVER OVER STORM PIPES MUST BE PROVIDED. 2. ALL ROADWAY EMBANKMENT MATERIAL SHALL CONSIST PREDOMINANTLY OF SOIL AND BE PLACED IN SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8 INCHES IN THICKNESS BEFORE COMPACTION OVER THE ENTIRE ROADBED AREA IN ACCORDANCE WITH VDOT 2007 ROAD AND BRIDGE SPECIFICATION 303.04. 3. ALL FILL MUST MEET 95% COMPACTION. 4. MINIMUM 3' OF COVER MUST BE MAINTAINED OVER SANITARY SEWER. 5. MINIMUM 3' OF COVER MUST BE MAINTAINED OVER W/L 6. MINIMUM 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. 7. VDOT STD. IS-1 INLET SHAPING REQUIRED ON ALL STORM STRUCTURES. 8. VDOT STD SL-1 SAFETY SLAB REQUIRED WHERE DROP GREATER THAN 12' (NO SL-1 ON SANITARY MHS). 9. THE DUCTILE IRON WATERLINES SHALL BE WRAPPED IN POLYETHYLENE ENCASEMENT IF NEEDED BASED ON SOIL CONDITIONS, WHICH WILL BE TESTED AND INSPECTED DURING THE CONSTRUCTION PROCESS. VERTICAL SCALE 5 0 25 5 10 ( IN FEET ) 1 inch = 5 ft. HORIZONTAL SCALE ( IN FEET ) 1 inch = 50 ft. 20 Jlr:a, VUUI JIU. Mr1=I STA. 17+72.26 570 TP=562.49 562.34 570 --[INV IN: !1- TO 10 5 INV IN: 5§;A &1- TO 12 556.91 INV OUT: 55694- TO 6 556.82 565 565 STR 10, 2 YA E SEE DETAI S ON ' 9A STA ll+6 .08 560 TP= 560 9 557.79 59.97 N 24" PVC 555 162�T 09.58% 555 58.5 L 552 1 1 1 552 J J O O 0)of O O It W W L d (o N (D M N C0 C, rD r0 cD r0 O u� W W 10+00 10+50 11+00 11+50 12+0012+25 STIR io-STR8 w STR:lB, VDOT STD. MH-1 w a STA. 12+70.93 560.55 570 STR:30, MODIFIED VDOT STD. MH-1 TP= 554.30 STA. 10+30.95 INV IN: GG TO 22 o O N TP=558.12 558.14 INV IN: 5a4.49 TO 2 554.22 x rJ INV IN: 55i.69 TO 32 INV OUT: §94,99 TO 32 w EX INV IN: 555.56± TO EX B10 o C N INV OUT: 552-88 TO EX STR IVY STR:2, VDOT STD. MH-1 565 � oo � n 552.70 55 .591 1 1 ONT CTOR HALL STA. 14+89.82.. FL: INSTAL STR 32's 0- o 04 555.45 TP=559.56� F_ v 0�1n +NLO -D z_ O STR: 32, MODIFIED F IM FLUSH WITH THE INV IN: SSS.2 TO P96 x ou VDOT MH-1 XISTI G PAVEMENT INV OUT: §SF� }9 TO 1B Li _ STA. 11+89.24 z_ z_ _ FIELD � a II > l- 553.58 TP- H THAT 560 n a- n�? X X w w INV IN: 553-58 TO EX B2 AL I FHE EX. INV IN: 8 TO 1B 2CEPTS INV OUT: 553-49 TO 30 / DRAIN G INTO 24" PVC VC 0.53% 553, 2 HOWN, 555 0 00.53% 1C 1'`_r8-9 1AA NOT BE 29 31 24" PVC NLET HROAT 24" CL III RCP 2118.8_, -1: 08.56 SHALL9--tF -ALLED. CONT CTO 0 �g� 217. LF 0.51 LET TO VERTICALLY RELOCATE THE 76.6 LF 0.660 IPOSED 550 EXISTING W ER LA ERAL 1' CONT CTO SHAL VERTICALLY ELO( E TR. 30. MIN. EPARA ON R QUIRE D. THEE ISTIN PRIVATE GA LATERAL, 1' 24" PVC MIN. EPARA ION REQUIRE 548 ® w w N ") O O � of W W C6 CO CO CO 0) O rn rn rn rn n rn W� LF)d) 10+00 10+50 11+00 11+50 12+00 12+50 13+00 STR: 26, 24" YARD DRAIN SEE DETAILS ON VSMP CTo. �A �A" Vnon noAini SET, SHEET 9A 15" PVC YARD DRAIN "ME-15"PVC 100750.40 I:F.0 0.50% t: 0 M_125.97 ME MINEEMEMIN D DRAIN VSMP • : R:26, VD INV IN: INV OUT: i 24" r r N N 0 0 0 0 U-) (D (D 0 U-)U')LO 13+50 14+00 14+50 15+00 STR zz - EX STR IVY STR 28 - BASIN AT STR 14 STR:14, 24" YARD DRAIN- SET, SHEE 9A 570 STA 10+93.84 558•8 570 57.72 = INV IN: TO 16 SEE DETAILS ON INV OUT: TO -SET, SHEET 9A SIX + 9.02 TP 561.3 565 - INv OUT: 565 560 560 INV.0 T 13 15 557.2 15" PVC 15" PVC YARD DRAIN 555 93.84 _F 0 8.88% 85.18 1+ 0 638% 555 93.5 LF 0.5 0 0.58 /o 552 552 JJ N O O I N O W W (0 00 N (D O Co N w� `nLO Ln (0 `nLO `n(0 IN D DRAM VSMP Lic. No. 035791 L 8/23/22 14 o .+ rl0) ti N n ooz 0 Z g Z Z 0 0. W � Z� w E E M > J Q o Q it: it: U, r z r z H 1 ""1 z > > a (onW -- 2 Q K o o Lu Lu Ln d a W Ce � � N W '� M W TO 14 O 558.20 ti � M rn N ® co r N O LLO N N LLI > LU 10+00 10+50 11+00 11+50 12+0012+25 4 J STR 16 - BASIN AT STR 12 1 STR:6, VDOT STD. MH-1 STA. 16+29.22 556.09 TP=562-' INV IN: 55G+9• TO 8 INV OUT: 566-99 TO iB STD. -1 15 5.53 563.00 5.8 TO 6 5.7� IMC-1 STR:8, VDOT STD. MH-1 %C STA. 17+72.26 v 556.94 TP=5fi2-.46 562.34 am) v INV IN: 96;z.94 TO 10 �p INV IN: �-9a TO 12 O INV OUT: TO 6T N °+o 55 .91 56.82 0 U) r 24" PVC " PVC 139 0 LF 0. .69-l-F 3.5 LF 0.j6% w 0 Q CO U o r 57 � Y w ~ C0 (n O 56 �- w r_ C0 56 R j SEE S M PLANS F ADDITI NAL ETAIL i 'ERTA NING 0 STI I 0� •19 24" HDPE 55 F 0 sae-(D 33.7 LF 1 0.800/ O O N 55 O O N 0 N L O 0 cD LO N (D N r0 (0(D N -t r j U O (D (Din Oj U-)u� In U-) U-) U) un U0 Ln un In 15+50 16+00 16+50 17+00 17+50 18+00 18+5018+75 z Q F_ I --I D m a 1 LU � z Q O J W J LU LU D 0 C0 LU Q I Q W U LU 0 O U a O I� Ln w J U o (V w r = a V) JOB NO. 192171 SCALE AS SHOWN SHEET NO. 10