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Home My WebLink AboutWPO202000045 VSMP - SWPPP 2020-10-07 (3)��I��ai�[1t�iyYaC►�i OWNERS: TMP04600-oo-oo-o2gB3(PORTION OF) CROCKETT CORPORATION 435 PARK STREET CHARLOTTESVILLE, VA 22901 DEVELOPER: RIVERBEND DEVELOPMENT, INC. 455 SECOND STREET SE, SUITE 400 CHARLOTTESVILLE,VA 22903 ENGINEER: COLLINS ENGINEERING zoo GARRETT ST, SUITE K CHARLOTTESVILLE,VA 22902 TAX MAP: 04600-00-00-019B3 (PORTION OF) D.B. 5022, PG.17o 39.98 ACRES (2.293 ACRES) ZONING: NEIGHBORHOOD MODEL DEVELOPMENT DISTRICT (ZMA201800011 WITH PROFFERS - APPROVED BY THE BOARD OF SUPERVISORS ON JULY 17,2029) -THE CODE OF DEVELOPMENT AND APPLICATION PLAN FROM ZMA202500007ARE STILL VALID AND STILL APPLY TO THE BROOKHILL PROJECT. ENTRANCE CORRIDOR OVERLAY (EC) AND AIRPORT IMPACT OVERLAY (AIA) SUBJECT TO CONDITIONS OF SP201500025 SUBJECT TO PROFFERS OF ZMA2oi8000n TOTAL PROJECT AREA: BLOCK I- CODE OFDEVELOPMENT PARCEL AREA =12.oACRES BLOCK 2A - 2.193 AC PROPOSED USE: BLOCK 1A:32 MULTI -FAMILY RESIDENTIAL UNITS (ONE AND TWO BEDROOM UNITS) FUTURE BLOCKS: RESIDENTIAL (MIN. 36 & MAX. 408) AND NON-RESIDENTIAL (MIN. 50,000 Sf& MAX. 130,000 Sf) USES NOTE: THE NEIGHBORHOOD AMENITY AREA AND LINEAR PARK CIVIC SPACE #i DESCRIBED IN THE CODE OF DEVELOPMENT (PAGE 22) WILL BE INSTALLED WITH THE FUTURE DEVELOPMENT OF BLOCKS 1, 2 & 5. BLOCK CLASSIFICATION: BLOCK 2: NEIGHBORHOOD SERVICE CENTER ALLOWABLE DENSITY: 36 UNITS (MINIMUM) To 4o8 UNITS (MAXIMUM) - 3 DUA TO 34 DUA FOR THE PARCEL BASED ON 22.o ACRES PROPOSED DENSITY: 32 RESIDENTIAL MULTI -FAMILY UNITS (BLOCK 1A) WITHIN 2.293 ACRES BLOCK 2A DENSITY = 32/2.193 ACRES TOTAL BLOCK 1A DENSITY = 26.8 DUA REQUIRED OPEN SPACE (BLOCK I): CIVIC/PARKS=oAC GREENWAY=oAC OPEN SPACE =o.o AC BUFFER =o.o AC TOTAL OPEN SPACE REQUIRED = o.00 AC OPEN SPACED PROVIDED: PHASE IA: o.00 AC BUILDING HEIGHTS: NO MINIMUM HEIGHT AND 4 STORIES MAXIMUM HEIGHT (6o' MAXIMUM HEIGHT). NOTE, BUILDINGS GREATER THAN 3 STORIES MUST STEP BACK A MINIMUM OF 15 FEET AFTER THE 3RD STORY OR PROVIDE A MINIMUM 15 FOOT FRONT SETBACK OR SIDE SETBACK ADJACENT TO A STREET. SETBACKS: FRONT: NO MINIMUM AND30'MAXIMUM PORCHES: THERE IS NO MINIMUM FRONT SETBACK FOR PORCHES, PER SECTION 2.3.2.1 OF THE COD SIDE: NO MINIMUM AND NO MAXIMUM SIDE (CORNER LOT): 5 MINIMUM AND NO MAXIMUM GARAGE SETBACK: SCENARIO 2 FROM THE COD PARKING SPACES SHALL BE A MIN. OF 28, FROM THE TRAVELWAY (SEE DETAIL ON SHEET 5) REAR: 5' MINIMUM AND NO MAXIMUM NOTE: SIDE AND REAR MINIMUM SETBACKS FOR ANY PRIMARY STRUCTURE SHALL BE CONSTRUCTED AND SEPARATED IN ACCORDANCE WITH THE CURRENT EDITION OF THE BUILDING CODE. BUILDING FOOTPRINT: MAXIMUM ALLOWABLE BUILDING FOOTPRINT = 20,000 SF (PROPOSED MAX. BUILDING FOOTPRINT IN BLOCK 2A=1o,950 SF) LOT SIZE: NO MINIMUM LOT SIZE AND NO MAXIMUM LOT SIZE SUBDIVISION STREETS: CURB & GUTTER WATERSHED: THE PROPERTY IS LOCATED WITHIN THE NON -WATER SUPPLY WATERSHED AREA OF THE SOUTH FORK RIVANNA RIVER AGRICULTURAL/FORESTAL DISTRICT: NONE TOPOGRAPHY & SURVEY: TOPOGRAPHY WAS COMPILED FROM SURVEY BY LINCOLN SURVEYING AND BELL LAND SURVEYS, JANUARY 2025. BOUNDARY INFORMATION AND UPDATED SURVEY INFORMATION WAS PROVIDED BY ROUDABUSH, GALE & ASSOCIATES IN NOVEMBER, 2029. FIELD VERIFIED BY COLLINS ENGINEERING, DECEMBER 2029. DATUM: NAVD2988 EXISTING VEGETATION: COMPLETELY CLEARED AND GRADED SITE. THIS AREA HAS BEEN CLEARED AND GRADED WITH THE CONSTRUCTION OF ARCHER AVENUE AND SALAMANDER DRIVE. LIGHTING: LIGHTING -ALL PROPOSED LUMINARIES WILL MEETTHE OUTDOOR LIGHTING STANDARDS SPECIFIED IN SECTION 4.17 OF THE ALBEMARLE COUNTY ZONING ORDINANCE. ADDITION OF FUTURE LIGHTS BEYOND PORCH LIGHTS WILL REQUIRE SITE PLAN AMENDMENT TO COMPLY WITH THE ALBEMARLE COUNTY ZONING ORDINANCE. PHASING: BLOCK 1 SHALL BE DEVELOPED IN AT LEAST TWO (2) PHASES. RECREATION: NO RECREATION SPACE PROPOSED WITH THE DEVELOPMENT OF THIS PORTION OF BLOCK 1. CIVIC SPACE #1 SHALL BE INSTALLED WITH THE FUTURE DEVELOPMENT OF BLOCK 2, BLOCK 5, AND THE REMAINING PORTION OF BLOCK 1, IN ACCORDANCE WITH THE BROOKHILL CODE OF DEVELOPMENT. PARKING: (2) PARKING SPACES PROVIDED PER MULTI -FAMILY DWELLING UNIT - (2) GARAGE & (2) DRIVEWAY PARKING SPACE PER UNIT: 32 GARAGE SPACES & 32 DRIVEWAY SPACES TOTAL +GUEST PARKING: ONE (2) PARKING SPACE PER EVERY 4 UNITS REQUIRED: 32 UNITS 14 = 8 GUEST PARKING SPACES + 64 PARKING SPACES = 72 TOTAL PARKING SPACES PROVIDED: 7 PARKING SPACES +32 GARAGE SPACES +32 DRIVEWAY SPACES = 71 TOTAL PARKING SPACES +3 EXISTING PARKING SPACES ALONG SALAMANDER STREET DEDICATED TO BLOCK 1A= 74 TOTAL PARKING SPACES BURIAL SITES: NO CEMETERIES WERE FOUND DURING FIELD INVESTIGATION OF THIS SECTION OF THE DEVELOPMENT. PRESERVED/MANAGED SLOPES: THERE ARE NO PRESERVED OR MANAGED SLOPES ON THIS PORTION OFTHE PROPERTY. FLOODPLAIN: THERE IS A too-YR FLOODPLAIN LOCATED IN THE BROOKHILL DEVELOPMENT PER FEMA MAP ID 51003Co28oD, DATED FEBRUARY 4, 2005. IN ADDITION, A DAM BREACH INUNDATION ZONE EXISTS IN THE BROOKHILL DEVELOPMENT FOR THE SOUTH RIVANNA DAM, WHICH IS A FEDERAL DAM LOCATED UPSTREAM OF THE PROPERTY. THE APPROVED FDP PERMIT It IS 202600004. THERE IS NO FEMA FLOODPLAIN LOCATED WITHIN THE LIMITS OFTHIS DEVELOPMENT. RETAINING WALLS: NO RETAINING WALLS ARE PROPOSED WITH THE DEVELOPMENT. LANDSCAPING: STREETTREES ARE PROPOSED ALONG THE NEIGHBORHOOD STREETS WITH THE PREVIOUSLY APPROVED ROAD PLANS FOR ARCHER AVENUE AND SALAMANDER STREET. LANDSCAPING IS PROPOSED FOR THE INTERIOR TRAVELWAYS AND PARKING AREAS IN ACCORDANCE WITH ALBEMARLE COUNTY LANDSCAPING REQUIREMENTS WITHIN SECTION 32.7.9 OFTHE COUNTY CODE. TRASH: EACH BUILDING UNIT SHALL HAVE AN INDIVIDUAL TRASH CONTAINER. TRASH CONTAINER TO BE STORED WITHIN GARAGE. UTILITIES: ALBEMARLE COUNTY WATER AND SEWER LAND AREAS: OPEN SPACE: o.00 AC (o.o%) BLOCK 1A DEVELOPMENT LOT:1.193 AC (200%) IMPERVIOUS AREAS (BLOCK IAONLY): TRAVELWAYS/PARKING:0.415AC(35%) SIDEWALKS: 0.04 AC (3%) BUILDINGS/DRIVEWAYS: o.56 AC (47%) LOT AREA/LANDSCAPING: o.18 AC (IS%) TOTAL: 1.193 AC AFFORDABLE HOUSING: AFFORDABLE HOUSES TO BE PROVIDED IN ACCORDANCE WITH THE APPROVED BROOKHILL PROFFERS, SEE SHEET 1A & 1B. TOTAL PROPOSED UNITS: 32 UNITS (15%OF TOTAL UNITS FOR AFFORDABLE UNITS) TOTAL PROPOSED AFFORDABLE UNITS: 5 UNITS OR CASH IN -LIEU OF AFFORDABLE UNITS FOR 5 UNITS NOTE: AFFORDABLE UNITS TO BE NOTED WITH THE BUILDING PERMIT OR CASH IN -LIEN PAYMENT OPTION MAYBE IMPLEMENTED AT THAT TIME. STORMWATER MANAGEMENT: THIS PROJECT IS INCLUDED WITHIN THE BROOKHILL SECTION 1 MASS GRADING VSMP PLAN AMENDMENT #2 (WP0201700037) BY COLLINS ENGINEERING. THE PLAN IS CURRENTLY UNDER COUNTY REVIEW. NEEDED FIRE FLOW CALCULATION: CLASS I -FRAME TYPE CONSTRUCTION (IBC TYPE V-A) FACTOR = 2.5 TOTAL GROUND FLOOR AREA=10,290 SF TOTAL AREAS OF OTHER FLOORS = 29,580 SF TOTAL BUILDING AREA: 39,870 SF REQUIRED FIRE FLOW (TABLE B1o5.1) = 3,5oo SF NEEDED FIRE FLOW (5o% REDUCTION FOR AUTOMATIC SPRINKLERS) = 2,750 BROOKHILL -BLOCK 1A FINAL SITE PLAN RIVANNA MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VIRGINIA M Z J I I UE1 I I � .r/ I' l Its TMP 46-19B3 CROCKETT CORPORATION -�+ DB 5011 PC 170, DB 5107 PC 148, DB 5121 PC 644 BROOKHILL APARTMENTS LC 37,612 AC. TMP 46-19Bi - DB 5133 PC 445 19.05 AC. 3 i 0 a Q oN� � Woo - -- --- 20 --- --... --- - -- o i I i,i, r' 1 H HH 3 5 5 r' 1 r' i r' 1 r' 1 5 1 r • -E- - 1 II I I I I I I i 1 I 1 I 1 d -_ -' -I_ L. L--1----'-----'--J-- ---L- BUIlbING#1 1 i ' BUI ING#2 ILL �_ ------------------------ I ________ -_-_--___ I __-__� IS APAR1MENT UNITS _ I I I 14APAR MENTUNt S __-_- _-_ -I- - I T_ 1 - .- -- ----- ----- - IZT NEW M ASEW 1 SANITARY TO BE EASEMENT TO BE ABANNONEO E E � SALAMANDER STREET (Pueuc RoaD, D.D. 5z]a, Pc. a78) 1 58' WIDE - SPEED LIMIT 25MPH N59'04'25"W 89 N59W 25' ]25.]9 CEMETERY PHA I ES R & --- �r----JR T 8E 636.F7 BAUCH, CHARGES R &EJ OCLESBY JR T% TMP 46-18EI _ DB 5295 PC 636 1 _ 3.18 AC - - -i-'- t , t i V I 1 ---- NOTES: 1. ALL PROPOSED EASEMENTS SHALL BE DEDICATED TO PUBLIC USE. 2. ROADWAYS SHALL BE PRIVATE TRAVELWAYS. SEE NOTES & DETAILS FOR MORE DETAIL ON THE PROPOSED TRAVELWAY CROSS SECTIONS. 3. NO CONSTRUCTION TRAFFIC SHALL ACCESS THE PROPERTY FROM MONTGOMERY RIDGE OR FOREST LAKES. 4. PARKING FOR THE PROPOSED BROOKHILL DEVELOPMENT SHALL BE PROVIDED IN ACCORDANCE WITH ALBEMARLE COUNTY CODE 18.4.12. EACH PRELIMINARY SITE AND SUBDIVISION PLAT WILL INCLUDE A PARKING AND LOADING NEEDS STUDY FOR THE PROPOSED DEVELOPMENT SHOWN IN THE PRELIMINARY PLAN. 5. THIS PROPERTY IS LOCATED WITHIN A DAM INUNDATION ZONE. SEE EXISTING CONDITIONS SHEET. BOTH THE SUNNY DAY AND PIMP DAM BREACH INUNDATION ZONES HAVE BEEN SHOWN ON THE EXISTING CONDITIONS PLAN FOR THE SOUTH RIVANNA DAM. ALL DEVELOPMENT SHALL HAVE FINISHED FLOOR ELEVATIONS HIGHER THAN THE SUNNY DAY BREACH INUNDATION ELEVATION, AND DWELLING UNITS BELOW THE PIMP INUNDATION ELEVATION WILL BE PART OF THE FEDERAL EMERGENCY MANAGEMENT SAFETY ACTION PLAN. 6. ITE TRIP GENERATION: TRAFFIC IMPACT NUMBERS ARE BASED ON THE ITE TRIP GENERATION MANUAL, 8TH EDITION. CODE 230 WAS USED FOR THE DEVELOPMENT PROPOSED 32 DWELLING UNITS ADT RATE - 5.86 VPD PER DU = 288 ADT (94 ENTER/94 EXIT) AM PEAK RATE - 0.44 VPD PER DU = 24 VPD (3 ENTER/1i EXIT) PM PEAK RATE - o.52 VPD PER DU =17 VPD (22 ENTER/6 EXIT) SITE POLOGROUNDSROAD VICINITY MAP SCALE: 1" = 2000' Sheet List Table Sheet Number Sheet Title 1 COVER 1A PROFFERS iB PROFFERS 2 BROOKHILL OVERALL MASTER PLAN 3 BROOKHILL BLOCK PLAN 4 EXISTING CONDITIONS 5 SITE PLAN 6 GRADING, DRAINAGE, & UTILITY PLAN 7 NOTES & DETAILS 8 NOTES & DETAILS 9 DRAINAGE MAP AND CALCULATIONS 10 UTILITY PROFILES 11 LANDSCAPING PLAN 13 TOTAL SHEETS BUILDING NOTES. 1. RETAINING WALLS GREATER THAN 3 FEET IN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS EXCEEDING 4 FEET IN HEIGHT REQUIRE A STAMPED ENGINEERED DESIGN. 2. ALL WATERLINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE MUST HAVE A VISUAL INSPECTION PERFORMED BY THE BUILDING DEPARTMENT. J. DUE TO THE REQUIRED DISTANCES FROM LOT LINES AND STRUCTURES AS REQUIRED BY THE NFPA UNDERGROUND PROPANE TANKS MAY BE PROHIBITED. LEGEND EDGE OF PAVEMENT CURB PROPOSED ASPHALT PAVEMENT EXISTING VEGETATIVE/LANDSCAPE BUFFER GREEN WAY BUFFER PROPOSED EASEMENT, VARIOUS WITH EACH SHEET Q DROP INLET & STRUCTURE NO. DRAINAGE PIPE BENCH MARK 4 VDOT STANDARD STOP SIGN PROPOSED HANDICAP PARKING SPACE STRIPING 114 PROPOSED ASPHALT STRIPING (DIRECTING TRAFFIC) zoo EXISTING CONTOUR 200 PROPOSED CONTOUR 506.71 TC 506.21 EP PROPOSED SPOT ELEVATION TBC DENOTES TOP/BACK OF CURB T/B DENOTES TOP OF BOX 506.71 Tw PROPOSED SPOT ELEVATION 506.21 Bw TW DENOTES TOP OF WALL BW DENOTES BOTTOM OF WALL PRESERVED STEEP SLOPES MANAGED STEEP SLOPES PEDESTRIAN AND VEHICLE ACCESS PROPOSED CONCRETE PROPOSED & EXISTING GUARDRAIL PROPOSED FENCE Oo Qo QO OO 100 YR. FLOODPLAIN APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNER/ZONING ENGINEER INSPECTIONS ARB DEPARTMENT OF FIRE RESCUE ALBEMARLE COUNTY SERVICE AUTHORITY VIRGINIADEPARMENT OF TRANSPORTATION HEALTH DEPARTMENT SCOTT/R. CbLLINSZ Lic. No. 035791 � 5/27/20�� tisIONAL EGGS z O V/ U Z O w O Z J O [n- F- w V/ H W w 0 CD ~ n rq r9 L z w Ul z J J 0 U Cy) ti M (6 a) N M N O Ld N J \J LU O J Q C) LU I- U) LU LU U) LU Q O N z J W .J z LL QLU T� i O U O Mj W .J i O O 0M W J F- r JOB NO. 182150 SCALE 1 11=60' SHEET NO. 1 454 \ \ I I I I II I I I I BROOKHILL APARTMENTS LLB' TMP 46-19B1 I I DB 5133 PG 445 19.05 AC. I I I .:° I BLOCK 4A II I 7/_/_ I \ / I 14 HYDRA EXISTING FIRE VARIABLE WI�TH / PUBLIC S�ORM DRAIN EA EMME DD.5121, G. 4 675 / DF •o \ \ \ _ I - - - - - GENERAL 1. NOTES: A 100-YR FLOODPLAIN EXISTS ON A PORTION OF THE BROOKHILL - DEVELOPMENT, BUT NO FLOODPLAIN IS LOCATED ON THE SUBJECT PARCEL PER FEMA FLOODPLAIN MAP # 51003CO280D. NO / FLOODPLAIN IMPACTS ARE PROPOSED WITH THE PROJECT. \ / 2. A STREAM BUFFER EXISTS ON THE SUBJECT PROPERTY. - 456 _ _ i 3. BEFORE BEGINNING SITE WORK, THE CONTRACTOR SHALL - - - - - - - - - - INVESTIGATE AND VERIFY THE EXISTENCE AND LOCATION OF \ a\\ \ UNDERGROUND UTILITIES, MECHANICAL AND ELECTRICAL SYSTEMS, \ \ 31.38' AND OTHER CONSTRUCTION AFFECTING THE WORK. BEFORE \ o °04'25"E— — — CONSTRUCTION THE CONTRACTOR SHALL VERIFY THE LOCATION AND INVERT ELEVATIONS AT POINTS OF CONNECTION OF SANITARY LAND RESERVED FO_FUfiURE — — — — — — — — — — — — — — — — SEWER, STORM SEWER, AND WATER -SERVICE PIPING; \\ DEDICATION UPON DEMAND EX. STORM WATER MANAGEMENT ACCESS UNDERGROUND ELECTRICAL SERVICES, AND OTHER UTILITIES. THE FROM THE COUNTY. CONTRACTOR SHALL FURNISH LOCATION DATA FOR WORK RELATED \ (DNB. 5107 PG. 148) TO PROJECT THAT MUST BE PERFORMED BY PUBLIC UTILITIES SERVING THE PROJECT SITE. _w w w w�w w 4. LANDSCAPING BUFFER EASEMENT DEED OF DEDICATION WAS w I RECORDED IN DB. 5121, PG.689-701. 0 6. PUBLIC SWM FACILITY EASEMENT DEED OF DEDICATIONS WERE h RECORDED IN DB. 5121, PG. 676-688. v 7. THE EXISTING CONDITIONS ARE BASED ON CURRENTLY APPROVED PLANS AND MAY NOT MATCH THE CURRENT, EXISTING TOPOGRAPHY/LAYOUT ON THE SITE, SINCE THE SITE IS CURRENTLY Hy Lic. No. 035791.a 5/27/20 ¢�'41 0 N / v UNDER CONSTRUCTION. zz w ° J Q i ❑ 'w d Q - - - - - -454 - -- - - --- - / o v=i > j / O Z I \�N5�05"W o I o la"-Lu 3 z 31.38' I / w ° w y u ° co WCL Lu ce ❑ W in w / I ° II I o I � I ❑ * / N5 °04'25"W o 0 0 I I 120.36 a N N o m L I I BLOCK 1B I / PROP O'MIN RtAR ETBA K 19/ o \ I ° •° III I / / I C TMP 4 RPO RATION o I DB 5274 PG 376 W I STING ARCHER AVENUE CURRENTLY NDER CONSTRUCTION I / / 2 96 AC. 19B3 I SEE PLANS UNDER TMP 46- I SUB202700117 CROCKETT CORPORATION z - -- - -- - - -- - -- - -- -_ __ __ DB 5011 PG 170, DB 5107 PG 148, DB 5121 PG 644 / I 37.612 AC. / t M I I I v v 454 / / / N CD/ ° I \ I / EXISTING / CN LL I\ \ - - / CONTOURS / / BLOCK 3A o H ° I _ _ __ o I \ S59°23'20"W 99.38'------------ // / N ICJ N f O p n S590 04' 25"E / W Q \ E W kk 464.49' ' of J 450 Lu n E � } - _ \ BLOCK 1A I/ p p o I Q 0 3 EXISTING8" N 'i I / Q u SAN. SWR. ° A 444/ N I EI U o / Y U H ✓ I BENCHMARK 4 4 PROPOSED / L1J r-i \ STIR. TOP= z. o X o I - _ - - - - - - - - EXISTING iz" PROPERTY LINE / -- 448 - - O Lu > \ - - - [HYDRANTISTIFIRE / / J E -- - - - - - - - - - - - -- - o - - - \ 463.88' N59°04'25 W 8 - - - — - - - / b z ° -. - e t- a .e _ LU W 442 / \ -�--- / \ \ \ \ { { I { I { L�u/ 7 PROP. 6"DIP WIL -B w Pw+" w �w� IN -- SALAMANDER STREET (PUBLIC ROAD,V.B. 5274, PG. 376) \��y EXISTING u" -------- z6'F/C-F/C - y / / zz' E/P-E/P EXISTING Dlw/L I SAN.SWR$ / 58' WID SPEED T 25MPH \ — \ — \ / / — — F-- Lu \ /440 - - - - --- --- ' - - - - N59°04'25"W -89_696- ------ \ ❑ 4 — — \ / 59°04'25" j �— — \-- --- --------— — — \ _ _ O CN BLOCK 8BL.L I / \ CEMETERY / / / 11 %•� \ ---- _-----� ----?3 o x EXISTING SALAMANDER STREET / I '•, _ — — BLOCK V / \ CURRENTLY UNDER CONSTRUCTION _ \ \ I 4 438� I / SEE PLANS UNDER, I I / / jr HAUGH, CHARES & / suB2018001 \ / BLOCK 19 — — _ / \s I I / •. \ \ c \ \ — — -YJ-0 LESBY JR l l l / / / — — \ \ F \ / V I I TMP 46-118E I E I l \ DB 5�95 PGI 6361 /............ / _ v a U a V I / I V 10176 Ad. I / / / \ � i A V % - I I / / / / � / _ \� JOB NO. 182150 HAU H, CHARIES R & I I I / / GRAPHIC— C E \ E OGLESBY JR T / I I I I I /0 / — 0 \ SCALE / 30 6o p— , ❑ f LAND RESERVE FOR f#UTURE \ \ IDEDICATdON UPON DE AND V i TMP 46 18E1 \ 1 -30 ° v0; FROM TI E CO�NTY. �� \Qs / TDB 529 PG 63� / / SHEET NO. k / v6I 434 I (D.B. 107 PD. 148) I I V A l / 3. 1 AG. / / I I I I I / / / L - - / / / ( IN FEET \ V A A:.17 AC Es V I \ ; V v v / / I I / / I / / inohv so �. \ V A 4 •N ' ' slave DRAIN EASED DB.5121. PG. 31.38' 04'25"E LAND RESERVED FOR FUTURE DEDICATION UPON DEMAND FROM THE COUNTY. l (D.B. 5107 PG. 148) } w 0 0 r N II r, N59°04'25"W 31.38' 0 ° P EXISTING STREET TREES ALONG ARCHER AVENUE a0. i 0 EXISTING ARCHER AVENUE CURRENTLY UNDER CONSTRUCTION e SEE PLANS UNDER SUB201700117 w PROPOSED VDOT STD. CG-2 SEE DETAIL ON SHEET 7 0 EX. STORM WATER MANAGEMENT ACCESS BLOCK 1B TMP 46-19B3 CROCKETT CORPORATION DB 5011 PG 170, DB 5107 PG 148, DB 5121 PG 644 37.612 AC. PUBLIC ROAD OR GREENSPACE SCENARIO i SCENARIO 2 SCENARIO 3 CAR GARAGE 29 9. PARKING Z MIN MIN "'i N i MIN MIN SPACE SPACE 2 CAR a iSURFACE Z GARAGE m' N PARKING Z SURFACE Z PARKING Z ;9 SPACES PARKING SPACE SPACES Lic. No. 035791,E 5/27/20 ¢�'41 O N aLL PRIVATE ALLEY OR STREET e.OLL z�0 2o' MINIMUMTRAVELWAY PAVEMENTWIDTH - Z Z O o F w f Z PUBLIC ROAD Z NOTES: O p .Q. [ i. EACH SINGLE FAMILY LOT WILL HAVE A MINIMUM F- [ ;-SIDEWALK -..z.••. OF 2 OFF STREET PARKING SPACES. V z i 2 2. OFF STREET PARKING SPACES WILL BE LOCATED W .. ; 5'MIN EITHER IN DETACHED GARAGES, ON PARKING MIN 2 CAR 3' FADS OR COMBINATION OF BOTH. [ MIN 3 GARAGES WILL BE A MINIMUM OF 2B'DEEP AND GARAGE PARKING °9, LOCATED EITHER 5' FROM OR GREATER THAN 16' SPACES FROM REAR PROPERTY LINES ADIACENTTO THE [ [ PRIVATE ROAD OR ALLEY. ui [ q. GARAGES WILL BE A MINIMUM OF 7'FROM THE SCAR EDGE OF PAVEMENT OF PRIVATE ALLEY. [ GARAGE 5• ASPHALT PARKING PADS WILL BE BUILT WITH A PARKING MINIMUM DEPTH OF 28' FROM REAR PROPERTY E SPACES R ONES ADJACENT TO THE PRIVATE ROAD OR [ ALLEY. EACH PARKING SPACE WILL HAVEA MINIMUM WIDTH OF B'. 6. DRIVEWAY GRADES MUST BE 896 OR FLATTER. THE GRADE TRANSITION BETWEEN THE PRIVATE ALLEY AND DRIVEWAY, BETWEEN THE DRIVE ANE GARAGE OR PARKING PAD (OR ANYWHERE IN THE SCENARIO 4 SCENARIO S DRIVEWAY) SHALL NOT EXCEED 20%GRADE DIFFERENCE. * INTHFCAGFWNFRFTHF PPIIPFR IINFIGNnT- FEETOR MORE FROMTHE EDGEOF PAVEMENT o O OR FACE OF CURB OFTHE ALLEY, THE GARAGE I F SHALL BEA MINIMUM OF)FEET FROM THEALLEI d \ \ EDGE OF PAVEMENT OR FACE OF CURB- [+f of I t • 100 EM= 1 • I•J/- m m I � M 3 PROPOSED 2' I W TRANSITION FROM PROPOSED VARIABLE WIDTH PARKING PROPOSED VARIABLE WIDTH PARKING n GRASS OVERHANG BLOCK 3A LL ROLL TOP CURB AND ACCESS EASEMENT PROPOSED 2' AND ACCESS EASEMENT o N > TOCG-6CURB INNER -PARCEL GRASS OVERHANG PROPOSED TEMPORARY Lq c INNER -PARCEL CONNECTION `n � m TURN AROUND EASEMENT w N `o PROPOSED VDOT STD CG-6 �171 PROPOSED CONNECTION PROPOSED 5 REAR --- SEE DETAIL ON SHEET? PARKING SPACES PROPOSED 2' AREA RESERVED FOR SETBACK AREA RESERVED FOR 04 v , GRASS OVERHANG FUTURE PARKING FUTURE PARKING �j S59° 23' 20"W ~ 99.38-------t > ee ee_ e _e_ _ ee___ ____1 ____, �\ � v 9'1 Y o 0 � A c (TYP) N [� — N U) fLR� 15'R S R I jrR B 5'R 5'R�59° 04 25 E > 464.49' P I w of f ¢ PROPOSED ROLL TOP CURB} PROPOSED VDOT -O Q PROPOSED c . w w ¢ PROPOSED ROLL TOP CURB NCE-1�°--� I I "' � v 3 SEE DETAIL ON SHEET? � � 46'AccE55 STD. CG-12 (TYP.) � 3 T pISTA Q O w SEE SHEET FOR ROLL-TOP io ¢ w EASEMENT SEE DETAIL ON SHEET o ¢ SEE DETAIL ON SHEET? SIG— PROPOSED 1 g Q _ SIGHTDISTgNCE_1 0' CURB ENTRANCE DETAIL > 7 DRIVEWAY I LU a W 0�QQ QQ� 7 a< CK lA a� ESHEET7FORROLL-TOP (9'xi8')MIN. I 48'RTEMPORARYTURNAROU D 0 n ZJ- ~ _~ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ~—CONNECTION FOR FIRE AND RESCUE SHALL N `o [� -- - _ E CURB ENTRANCE DETAIL INNER -PARCEL a r- _ - 9 ,., BE CONSTRUCTED, AND REMAIN BL c h �< �< �T—y rr' err 1 8�,W�N�1 _ _ -- - - 1 IN PLACE UNTIL ALLEY IS EXTENDED m �r l (TYF�. LLI Q +� �rt +-p�)I +i 8AMIV+ 1 1 / J Q o f f (Tv) PROPOSED VDOT STD CG-6 ' Q J 3 ur ® ® ® ® ® ® ® ® ® 1 > 1 ® ® ® ® ® ® ® / M®® ®® .l�® ® ®® 1 > > 1 ® ® ® ® ®® ® SEE DETAILON SHEET 7 I t ® Q� I II III II II I III Q I I I I I I Y II 1 a 1 TRANSITION FROM I / u I II II II TRANSITION _: II . II II II TRANSITION FROM Tn = u dJ m „ „ I, ,I ,I o 0 o RO ITION FROM 1 F 1 (� -'o r " ° II " '-' " `i " ° o o II LL TOP CURB 1 ROLL TOP CURB -' rI li I_I rI I_I o OLL TOP CURB ' II II II II II 0 pl IL II- 1 M TO CG-6 CURB �/ ° PROPOSED n n o ° TO CG-6 CURB 1 PROPOSED 1w II „ n „ ,I II ,I o li o 'I 1 TO CG-6CURB m I -_- - n DRIVEWAY PROPOSED PROP. T DIP W/L - B / c�v ,s � I � P I � J � < --J a z I I O w — J M 3 a cl �I 2 STOP w �C) -� I u PROPOSED ii-i�-�-- 'r-_ -jL ---- ' DING #1 T-----�- II II II 'll EII PROPOSED GARAGE : 1 3 o'ACCE55- EASEMENT 1 -- -----`-----T--`------;---- ---J------+----- `----+---J------+-----`----- , , I I I (9'x18') MIN. BUILDING#Z PROPOSED GARAGE ------------ A-- —A-- - - - - - - - - - - - - - - - - - - - - - - - - ®------- o'ACCE55 TSB �I EASEMENT U N DRIVEWAYBUI " 1 1 I I Y a w INn 18 APARTMENT UN TS (1o'x2o')TYP. x18' MIN. ITS (9 ) ;; I----- II --- 1 2D' 1 1 .. PROPOSED5'CONCRETESIDEWALK (1o'xzo')TYP. 14 APARTMENT --- - - - - - I I PROPosED I LU .0 o E/P-E/P — ° " 'MAX. SETBACK .I PROPOSED WALK II 30 POSED CONCRETE SIDE 5 1 -- PROPOSED VDOT STD CG �6 I 3 I + PROPERTY LINE I --------------------------------------------------------- I I ____________________ - - - - - - - - - ~ > o 1 (TYP.) PRIMARY ENTRANCE TYP. II �I II II II II II II II 1 II II II II li II 1 ,.. 1 1 1 z4 1 ..: i-----�------I�-----t.SETBACK SEE DETAIL ON SHEET ENTRANCE 7 P30MARY----- (TYP.) ITYP.) i I NEW 20' ACSA SANITARY SEWER U) F/C-F/C 1 PROPOSED INGRESS/ . 1 i ^ 1 , I I EASEMENT TO BE L.Li CD 5 EGRESS LOCATION 1 - 15 I I ABANDONED 463.88' L U e------- CE= So' F SIGHTDISTANCE E 8o' <{. I i° z 1 T-DISTAN _ STOP f' y U) z 5' CONCRETE SIDEWALK gi y8 VPD SIGN - "EXISTING 5' CONCRETE SIDEWALK ANDER STREET (PUBLIC ROAD, D.B. 5274, PG. 376) (TYP.) 22'E/P-E/P o / 58 WIDE - SPEED T 25MPH 26'F/C-F/C DISTANCE TO NEAREST LU o INTERSECTION = 300' I ,? I F I F I 0 m° AREA OF MILL & OVERLAY Q 3 EXISTING PARKING SPACES ' PER VDOT WP-2 : t + > DEDICATED TOBLOCKIA ------ - ----- N59°04'25"W 899.66 \ \ \• y EXISTING SALAMANDER STREET - - - - - CURRENTLY UNDER CONSTRUCTION N59°04'25" \ \ C) x ACSA WATER EXIST G STREET SEE PLANS UNDER 725.79 \ \ \ \ CN o EASE ENS ALONG SALAMANDER STREET j SUB201800115 CEMETERY \ N3o�`�? I•' \ \ ��(y w o ®® BLOCK 8B BLOCK 6 v u \ W E --------------i--- BLOCK 19 \ \ � o r-- ®® J _ \ u _ JOB NO. 182150 1 - i J GRAPHIC SCAL o I / SCALE f-- ®® , 30 0 %5 3 60 111=30' o LAND-RESERVEDF _ ____DEDICATION UPON / j flnch N FEET ) SHEET NO. n FROM THE COUNT ® % = 30 ft. 5 ° \ \ \ / O SCOTT R. LLINSZ / \ \ \� / \ U Lic. No. 035791,E - -- - - - -- 456 - - - -- - - - --- \ o�0 5/27/20 w4 �SS10NAL EEO \ 31.38' \ %\0425 E-� LAND RESERVED FO�FUTU t - - - - - - - - - _ -----ZDEDICATION UPON DEMAND IACCESS EX. STORM WATER MANAGEMENT \ \ FROM THE COUNTY. \ (D.B. 5107 PG. 148) \ N w w w w w w�w w w w � \ � TF W O I \ � I O I I� R / Q En - OUTFALLTO POND STORM SEWER FROM p " / N EXISTING AND APPROVED BROOKHILL / F a SECTION i MASS GRADING VIRIGINIA v STORMWATER MANAGEMENT PLAN / WP0202700037 Z u w � co z Ln / �N5,T0425W Vl L .. Q w co I / STIR EX A-o4 > Lu / W d Ln / I / S30°5535"W Lu 57.25' / PR / I I / I rl " - I _ / N511*04 „W W Q N N N N BLOCK 1B 120 3B M g^ - ROP 0' MIN ReAR ETBA KFr / STR EX A-05 I/ j NOTE: SEE WP0203-700037 I / ICE RINK STORM SEWER EXISTING ♦ / 11 i I AMENDMENT E&S AND SWM INFORMATION I / / UNDER APPROVED BROOKHILL FINAL SITE PLAN FOR BLOCK 3A / °-° � I TMP 46-19 / P202800049-- (IC PROPOSED BLOCE RINK) PLANS K 11 L_____ - � I� Gam. I IASTORM Ia f EXISTING ARCHER AVENUE UNDER CONSTRUCTION - _ CROCKETT ORATION I DB 5O 11 PG 17 107 PG 148, DB 5121 PG 644 / HALLTIE INTO EXA-o6 / .-w -- ew -I M MCURRENTLY SEE PLANS UNDER SUBzol7oou7 - - / /It � 1 454 37. 612 AC. J / / N o I I I I NOTE: SANITARY SEWER MANHOLES WITHIN THE // / EXA-o6 / - # M I ROADWAY MUST BE INSTALLED WITH THE MANHOLE TOPS FLUSH OR SLIGHTLY LOWER THAN THE / / / PROP. BOLLA MOUNTED FDC v a W _ °° I / PROPOSED P �° -POWER II PROPOSED TOP OF FINISHED ASPHALT(TYPJ CONTOURS // / BLOCK JA-,l N \ TRANSFORMERS NEW.MH.zA PROPOSED6" NOTE: ALIGNMENT OF SANITARY SEWER / / / / I �� •}, O �� j Q I I TOP= 1. 45 33 PVCSAN.SWR LATERAL UNDER APPROVED BROOKHILL FINAL SITE _ / / NEW.MH.3 ,n // / � = ° - NV.IN=43o33 PLAN FOR BLOCK (ICE RINK SDPzol800049) _ TOP=448.75(TBD) / I NEW.M z I INV.OUT=43033 4S - - - - 3A - PROPOSED8" - INV.IN=432-53 TOP- o0 =447- I - - - - - SHALL BE MODIFIED WITH THIS PLAN PVC SAN. SWR i INV.IN=428.87 INV.OUT=z8.67 _ PROPOSED 15" _ ______________-1 __________ - � e e - ___________ ______________ _e____e-----�1,�ACSA PROPOSED ., INV.OUT=4 z.3 zo' ` � "' __ __ _ � Q > Q JI G� L=65.5o' HDPE STORM �; SEWER �i - �....... .:: �'% % i /i/� . EASEMENT b �� / / ro Y�� / / / I I w � '� • 5=1.o49b ,, ;, 4. % j ;� / ��/%/////�,;,�,;,� \� / N a / LL.I _ U 8'SANSWR w ��/ �� "„_' - -`-'- -- - - _ , � �,�-��'H-i- � i i� �/, i� '/ ,�,'/ - p ---- // � _ - `nn i .. 1 NEW.MH. TOP 443. 1(TBD) $ J J 7 Q L-z8 8i 6.5' 3 P o/ / INV.IN 1 433J `z z - f� HL 5 � n 0.51 0 L=187.z5' INV.OUT=43 1 > Ri+ Q 1 �% 0 6. 5 ---- ------ ---- NSW 5A_ R a L 34z.o6' TI B 0C K 1A I O / z / a - / 5=0. I z / .. . s Q,' Op C� Qm _ _ o _ w o a - m .o- -� -°"�� v - - - - - -� $ -.°- ,„�-------------�-----'` �- - - -' o n m m n a .0.. m q Q o° v - - - - - ro- - - - =o % - - -m` m - -R- '- r"+- - - - - _ L SAN SwR -m m o v '^�-`°_ �°_--r -„_ o - __ - ---___ d 1.0 /°r�r V -______ A5 - - - - - - -______------------ --- z9�o n - - - - - ,°--� - �/ / -8"5AN-SWR- J LEI I--1 °. S � Li ____ _____ ___ ___ ___- _s_ r 1.0%" 1.0% v Q p„ m o - --� =sue-_��-i 4 - / Lu O o o o o o t o 0 0 0 0 �� -o -I-- --' --aL_ 1r o '. H i. m o in o o .+ r M .r -•° NI 1j 1 1 1 -� -a o 0 0 0 0 0 0 0 0` o� I 60 .+ -- ro -- - --oT -m -- �+ - - -in <v _ _-----------�- ` I I r':� '® ' �® P / 3---- / " J O .1j .1j ® ry1r a1 M M N DTI® al MI® N 11 ® MI N 1 I lD 1 ® �I ® ® ® ® ® I N rl ri N M .r �t Vl Vl ® ® 4 ----¢ --- ' PROPOSED D -- / - - - - °^ +1 i X. H.y I '. zo' z - Q J TI TOP=443�83 DRAIN SYSTEM :I �� , �� PROPOSED6" I HOPE ROOF C.O. H I ° PROPOSED 6"HDPE ROOFDRAIN SYSTEM � � � I � I � I � I RAINAGE EASEMENT .. EXISTING FIRE TIE INTO INV.IN- z8. z - 4 9 INV.OUT=4z 6 � � �� I 'I - u - - o FFE- FFE- o.00 FFE- 0.00 ii FFE- 0.6 11 FFE- 0.6 FFE- 1. FFE- z.00, FFE- z.00 „FFE- z.0o =_49 33 f,5 =45 -f+5 7 -45 7 �5 33 �i'S - -? .. I 1 1 - 1 1 - FFE- z.6 FFE- z.6 FFE- z.6 FFE- z.6 FFE- z.6 FFE= z.6 FFE= z.6 I RS 7 -'k5 7 -'k5 7 -'45 7 -4'S 7 -',45 7 4S 7 -- U J h-P HYDRANT EX. SANITARY .7g " „ „ 1 „ „ , „ I I GARS 8.6 � GAR#t�4933II GAR- GARY 50.00„ GAR# o.o GAR- 0.6 GAR- 1. GAR- I. �� 49-33n GAR- 1. I 44 7, )r5 - 5_ 7,I - 5 331 33:, =45 33 I GARr) z.00 GARr z.o GARr z.o GARr z.0 GAR z.o GARr z.0 GAR -oo 452.0 452.0 5 q 145_ q 45 145---q I ' v SEWER MH. _ __ __ ____45 - - -- ---- II I, P FIRE LINE BUILDING #1 9 ___-J - I --_ P FIRE LINE T T - -T- - J - - -Sz ----J BUILDING #2 I ® :I II 18 APART,MENT UN TS ;; (P) z"TYPE KCOPPER WATER °. SERVICE P z' TYPEKCOPPER WATER �, �� ' ` 06 V LATERAL PROPOSED 6" R II II 8 11 I ------------��------ -----------I-----I----- 1z1 PVC SAN. SWR. �� 1 (P) FDC LOCATIO SERVICE LATERAL 14APARTMENTUNMTS 1 1 --------------------------------- - - - - -- PROPOSED i �0 ;%' / ♦ W O (!� ✓I II II II II I, I PROPERTY LINE - - - - -- _ PRO LATERAL � I 10 ''W� w n n n o (P)1.5" METER IN VAULT a m �� q g,"-�3 49 . o ° . 0 45o:z o.a n o.z7 45oa So.B; a. z 4 z. 11 (P)1.5" METER IN VAULT , (P) FDC LOCATION 45z50 45z5o 4R5o 45a.5o z. o 45150 45a.5o I _ _ _ _ � � \ 8" .. a _RISE R - - ao 6 ___ __ 8 6" 3 °4 5 - y-7" 5_6^ S RISERSRISER ERS B48.5o -- -RISERS 6.7.6��-.•,° - SE R SERS 6-6" 7 6 7 6" 8-6" 6" I rRI I / / e / x - - = 0 f SAN. SWR. i -z36' 3-6. I S R >... ISE TB Is .. J ' RISERS - •. �215ERSN . RS RS- RIS -EXISTING / °• SMIN F' I L/J L.L BENCHMARK 2.00. z.o zoo.• z2. z.8,___ �o .z .. .-. °... -_ --___ . - _ s. 44z.00- 44 4_ 4.' 44 443 e-444 445 4 3, 4475 .. ...° - 8.. .o > '. .z S.o 44 4 - 7 449 .' .-f448.7 86 e' 44 44 _ ° .. -'. •. a ° :_. ° •: .: - .° STR£ TOP=44z 40 / q42 P)4" 90 BEND PROPOSED 6" HDPE ROOF DRAIN SYSTEM \ ° \ { I I { { EXISTING FIRE ® I ~� PROP. 6" DIP W/L - B HYDRANT w�. w w w w w w w w w w w W (p) (z) 4"xy"TEE _ T EXISTING 12"D.I.�� I ANDER ETREET (PUBLIC ROAD, B. 5274, PG. 376) (P)(4)4 45°BEND / 3)4 G.V BLOW OFF ASSEMBLY- EXISTING 1z" WATERLINE ------- WAD (P)1z"x4"TEE (1) - DIW/L I / 58' \ SPEED T 25MPH (P)(z)4"x4"TEE \ \ (I)-4" G.V. EXISTING1z"D.I. 26'F/C-F/C / / EXISTING 8" / W 4" G.V. - -(h) BLOW OFF ASSE_MBLY_ -G.V. (P)1z"xy"TEE WATERLINE l - - SAN.SWR. _ I - - - -i \ i 4 4 11 N59°04'25"W �99k6- - \ 173.8T - - O / \ I 72a79' - - - �- - - _ / V SA -WATER- - BLOCK 8B j 1 CEMETERY / / EXISTIWGSALAMANDERSTREET CURRENTLY UNDER CONSTRUCTION _ _ - - - - - - - - - - // N I EASE EN-T / / II SEE PLANS UNDER SUB201800125ZO - - -- u I 8 --- / ---BLOCK _ -- _ �l 1� I I \ BLOCK 19 ; % I / / / / - Q� - \ \ \ \ \ a u) I ®// / I / �fiD V A A \ JOB NO. I / _ / -- / .. ..... ... V v 182150 I -� \--------- I - i - - - NOTE: _ v A I \ // A KNOX BOX SHALL BE PROVIDED \ \ GR ON EACH OF \ \ \ SC L \ \ SCALE ----' f ® / / / \ \ `sue / / / I I / THE (z) TWO BUILDINGS. THE LOCATION ON \ ` u 30 60 1 "=30' RESERVE F \ \ / / / EACH BUILDING SHALL BE COORDINATED WITH \ 1 a _ ____LA_N_D V / DEDICATION UP1ON I \ \ / \ \ / / I I I I / THE, FIRE MARS AUS OFFICE. / "IN FEET ) \\ \ SHEET NO. i / I FROM THE COUNT . � ---- / / �� I � / / -- l / / � 1 inch\= 30 ft. � 6 434 e __ L 0. z o' w w z 0 z w N Z J O U O C N O 0 O N m x S 0 0 3 C Y 0 y c O U L h 0 O 0 0 0 O U c 0 U O 0 a U C 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 PREPARAT70N OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR APPROVAL. J. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A NATURAL WATERCOURSE. 4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCA77ON AND APPROPRIATE_ END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCA7ONS NOT SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET 5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG-9(A, B OR C). 6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT STANDARD PE-1. 7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. 8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID. 9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. 10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS. 11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS. 12. VDOT STANDARD CD-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES. 13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECT70NS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT ROAD NOTES GRADING 7. THE LATEST EDITION OF THE ROAD & BRIDGE SPECIFICA TONS, THE ROAD & BRIDGE STANDARDS OF THE VIRGINIA DEPARTMENT OF TRANSPORTA77ON SPECIFICA77ONS SHALL GOVERN THE MATERIAL AND CONSTRUCTION METHODS OF THIS PROJECT 2. WHERE UNSUITABLE MATERIAL IS ENCOUNTERED IN THE ROADWAY, IT SHALL BE REMOVED FROM 7HE ENTIRE ROAD RIGHT OF WAY WIDTH AND REPLACED WHERE NECESSARY WI7H SUITABLE MATERIAL TO THE SATISFAC77ON OF 774E ENGINEER. J. ALL GROWTH OF TREES AND VEGETAT70N SHALL BE CLEARED AND GRUBBED FOR 7HE ENTIRE EASEMENT OTHER TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES AT ROAD INTERSEC77ONS SHALL BE REMOVED. 4. ALL VEGETATION AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER PRIOR TO THE CONSTRUCTION OF 7HE SUBGRADE. DRAINAGE 1. ALL PIPE CULVERTS, EXCEPT PRIVATE ENTRANCES, SHOWN HEREON ARE TO BE RCP WITH A MINIMUM COVER OF ONE (1) FOOT. 2. STANDARD UNDERDRAINS (CD-1 OR CD-2 OR UD-4S) TO BE PROVIDED AS INDICATED ON THE PLANS, OR WHERE FIELD COND177ONS INDICATE J. ALL DRIVEWAY ENTRANCE PIPES SHALL BE A MINIMUM OF TWENTY (20) FEET IN LENGTH AND HAVE A MINIMUM DIAMETER OF FIFTEEN (15) INCHES AND SHALL BE PLACED IN ACCORDANCE WITH THE VIRGINIA DEPARTMENT OF TRANSPORTAION SPECIFICA77ONS UNLESS OTHERWISE N07ED ON PLANS. 4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO 77-IE SA77SFACT70N OF THE ENGINEER. DRAINAGE EASEMENTS SHALL EXTEND TO A POINT DEEMED AS NATURAL WATER COURSE. PA VEMENT 1. AN ACTUAL COPY OF THE CBR REPORT IS TO BE SUBMITTED PRIOR TO 7HE PLACEMENT OF THE AGGREGATE BASE MATERIAL. IF THE SSV VALUES ARE LESS THAN 10, THE DEVELOPER WILL BE REQUIRED TO SUBMIT FOR ENGINEERS APPROVAL 7HE PROPOSED METHOD OF CORRECTION. 2. SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND COMPACT70N BEFORE BASE IS PLACED. J. TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWING 774E MATERIAL MEETS REQUIRED GRADA77ON FOR TYPE 1, 11, OR 111 PRIOR TO PLACING AGGREGATE BASE. 4. 7HE REQUIREMENTS TO PUGMILL AGGREGA7E BASE WILL BE WAIVED IN 7HE EVENT THAT 7HE SURFACE COURSE IS BEGINNING AT THE COMPLETON OF 774E INSTALLATION OF 774E AGGREGATE BASE. IN THE EVENT THAT 7HE SURFACE COURSE IS APPLIED PRIOR TO 60 DAYS, 7HE PUGMILL REQUIREMENT WILL APPLY. 5. THE USE OF AN AGGREGATE SPREADER IS REQUIRED WHEN PLACING AGGREGA7E BASE. 6. BASE MUST BE APPROVED BY ENGINEER FOR DEPTH, TEMPLATE, AND COMPAC77ON BEFORE SURFACE TREATMENT IS APPLIED. 7. PRIME COAT MUST BE APPLIED TO BASE MATERIAL PRIOR TO PLACEMENT OF ASPHALT (PRIME COAT RC-250 ® 0.3 GAL./SQ. YD.). 8. BITUMINOUS SURFACE TO BE APPLIED IN ACCORDANCE W1774 CURRENT VIRGINIA DEPARTMENT OF TRANSPORTA77ON SPECIFICATIONS. 9. ENCROACHMENT. POSTS, WALLS, SIGNS, OR SIMILAR ORNAMENTAL STRUCTURES THAT DO NOT ENHANCE A ROADWAYS CAPACITY OR TRAFFIC SAFETY, SHALL NOT BE PERMITTED WITHIN THE RIGHT OF WAY. ONLY THOSE STRUCTURES SPECIFICALLY AUTHORIZED BY PERMIT ISSUED BY VIRGINIA DEPARTMENT OF 7RANSPORTATION MAY BE LOCATED WITHIN THE STREETS RIGHT OF WAY. ALBEMARLE COUNTY 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. 6. PAVED, RIP -RAP OR STABILIZATION MAT LINED DITCH MAY BE REQUIRED WHEN 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 MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES. 8. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE -CLASS Ill. 9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA STANDARDS FOR THE CONSTRUCTION INDUSTRY (29 CFR PART 1926). NOTE: MANDATORY INSPECTIONS AT THE FOLLOWING PHASES ARE REQUIRED FOR ROADS THAT ARE PROPOSED TO BE STATE MAINTAINED: I. INSTALLATION OF ANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED. ii. INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT-OF-WAY BEFORE BEING COVERED. III. CONSTRUCTION OF THE CUTS AND FILLS, INCLUDING FIELD DENSITY TESTS, BEFORE PLACEMENT OF ROADBED BASE MATERIALS. iv. A FINAL PAVEMENT DESIGN, BASED ON ACTUAL SOIL CHARACTERISTICS AND CERTIFIED TESTS, SHALL BE COMPLETED AND APPROVED BEFORE THE PAVEMENT STRUCTURE IS PLACED. v. PLACEMENT OF BASE MATERIALS, INCLUDING STONE DEPTHS, CONSISTENT WITH THE APPROVED PAVEMENT DESIGN, PRIOR TO PLACEMENT OF THE PAVING COURSE OR COURSES, FOLLOWED BY FIELD DENSITY AND MOISTURE TESTS AND THE PLACEMENT OF A PAVING COURSE AS SOON AS POSSIBLE. vi. CONSTRUCTION OF PAVEMENT, INCLUDING DEPTH AND DENSITY, UPON COMPLETION AS PART OF THE FINAL INSPECTION. vii. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING VDOT A MINIMUM OF ONE WEEK PRIOR TO EACH OF THE ABOVE PHASES OF CONSTRUCTION TO SCHEDULE AN INSPECTION. viii. FAILURE OF THE CONTRACTOR TO SCHEDULE THESE INSPECTIONS WILL REQUIRE ADDITIONAL TESTING OF THE ROADS AT THE DISCRETION OF VDOT OR MAY LEAD TO THE ROADS NOT BEING ELIGIBLE FOR STATE MAINTENANCE. CONCRETE CG-6 CAL POINTOF CG-6 CURB&GUTTER FINISHEDGRADE CURB&GUTTER SIDEWALK ~- -_ PLANTING STRIP ,, g, ,,, ILIPLANTING STRIP ao' ao' 4 I (TRAVELLANE) (TRAVELLANE) 6- -S 6' z.5-1 -z5' PROPOSED TR.4VELK,4Y 15 MPH Dz'SIGN SPEED 8-22 O u 0 m Slope break for drainage, II req'd. ----- - ------- ----- SIDEWALK (WHERE REQUIRED) VDOT STD CURB A e o-- R- 2 Feel CONSTRUCTED ADJACENT TO DROP INLET (DI 0 r; AND FLUSH WITH INLET TOP WITH TYPE 'A' NOSING NO ON Back of Curb D a c O o 1% ill i r , W ' 4A LL �lii I I I V E If AiIE I I I f i o.s' L��L m = �� = Cent J r::.: _._�_- -LEE. i ' M.'.+. , -7 3• Joint T F�on.. L ' FwW uND ..;: el , a.,L 'MIN. Mainline Edge of Pavement MIN. TRANSITION TRANSITION -I Driveway Entrance Warp Transition Roll lop curb VDOT STD. ROIL -TOP CURB SECTION A SEE DETAILS XS-3A AND XS-3C Port Plon of Entronca Tronsstlon FIGURE 7 - ROLL TOP CURB ENTRANCE DETAIL F-ININO Radius Return Warp curb one 1G mG I driveee CGtMGC. OOron ?rode W.4 feel eNh aide pf pprGN aW.. invert fne. Driveway Entrance Apron IGr R.Utop Curb 0.5, Part Section A FIGURE 8 ROLLTOP CURB ENTRANCE DETAIL SECTION SECTION A -A NO SCALE WP-Y CONCRETE TRIP GENERATII 1"= - I PROPOSED TRAVELWAY 1011 I-, Lic. No. 035791,E 5/27/20 w4 0 .sX 1 s NAL G S 11 I E 0 _ TRIP GENERATION CALCULATIONS U TRIP GENERATION BASED ON ATE TRIP GENERATION MANUAL (ioTH EDITION) a 32 TOWNHOUSE/CONDOMINIUM UNITS (CODE 220) 3 z 0 J LU E MDT: 234 VPD (117 ENTER/ 117 EXIT) d o V a Q (5' MIN.) u f AM PEAK: i5 VPH (3 ENTER/ 12 EXIT) Z o � z 4" CONIC. O z J O 00 PM PEAK: 18 VPH (ii ENTER/7 EXIT) 3000 psi MIN. o F J 3 z / a LU Q LU o / m m 4" 21-A STONE BASE 'LU CONCRETE SIDEWALK Ltd NO SCALE 1-1/2" SM-9.5A ce 0 L'J o SURFACE COURSE w 3" BN o INTERMEDIATE COURSE To"(TAP.) o 5.5" COMPACTED AGGREGATE EPAVEMENTCOURSE BASE COURSE, VDOT #21A a ASPHALT PAVING - ROADS NO SCALE PROPOSED TRAVZ.LWAY PERPENDICULAR PAR"A49 AS SHOJYN ON SITE PLAN >5 MPH DESIGN SPEED PC 12 NOTE; COMPONENTS OF CAR REAPS C0195T OF THE FOLLOWNOF xYDRALLIC CEMENT SIDEWALK (EPTx IN INCHES. AREA IN SQUIRE YARDS) GENERAL NOTES DETEC DETECTABLE WHEN WMMMrm SURFACE"uw n IN SQUARE TAPING 1. THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED COMES. EACH OF THE MOW ITEMS 15 A SEPARATE PAY ITEM AND SHOULD 2. DETECTABLE WARNED ENALL SHE FROM ME MATERIALS MPROVED LET FOR SUMMARIZING FOR EACH CURB LLR RAMP. DETECTABLE WARNED SUFACES, PRODUCTS HOT LISTED SHALL MEET BMW& RANP 12A1 MAN ME REQUIREMENTS Of THE SWCVL PHIMISON FOR CG-12 DETECTABLE 4.. MLA WARNED SURFACE AND SHAUL BE SUBMITTED TO THE STANDARDS AND SPECIAL MGM BECTON FOR APPROVAL. 3. FLHWALLY WITH RAMP OM OR'DES OF CAB RMP BY USING PDMSSEL'AE'• CONSTRUCTION Y BE POURED "n JJOINTWITHREQUIRED BUTS. 4 4. i RAMP FLOOR B PIEC0.41 HOLES WBT BE PROVIDED FOR DOWEL BARS SO S THAT AB,MNIG FLARED BID CAN SE CART IN FLARE AFTER PLACEMENT OF _ L1 NM PRECAST RAP FLOM. PRECAST CONCRETE SHALL BE CLASS A-4. TYPE A 5. REQUIRED BARS IRE TO BE NO.5 X B" PLACED I'CENTER TO CENTER ALONG BOTH SITES OF 174E RAMP FLOOR, MD -DEPTH OF RAMP FLOOR. MINIMUM PERPENDICULAR CONCRETE LOVQt Ih••. 6. CURB / CURB AND OTTER SLOPE TRANSITIONS ADJACENT TO CURB RAPS �A��_ ME INCLUDED E PAYMENT FOR CURB / CURB AND GUTTER. +, ��c.MN iAy Zf .AW.•ir ! T. CURB TAWS ME Toff LOCATED M SHOWN ON THE PLANS OR M DIRECTED BY THE ENGINEER. THEY NB TO BE PROVIDED ATFAHI INTERSECTIONS WHEREVER 12q up! DR ACCESSIBLE ROUTE WITHIN THE WHET OF WAY AL A HIGHWAY EXISTING, CROSSES I CURB REOMMST OF WHETHER SIDEWALK PEDESTRIAN I$ RIAN CROSSWALKS PROPOSED. OR NONEXISTENT. TREY MST BE LOCATED WITHIN ENGINEER. AND CROSSWALKS M LOCATED ON PLANS WHOLE GECTED BY XIS EG LIGHT. AD EgIRE xOT TYPE B BE LOCATED OP NO TS.ETC STOP SSIB EXISTING PROVIDE ROLES FIRE HYDRANTS, CROP TABLE FIRM KCES%LE ROUTES pTH CO A TING ALL PARALLEL ACCESSIBLE ELE43E�EbERA AND PTHA Lµ TBE"AAPPROACHEO ENTERED w0.ffryrya"9�NSA$'ilhwWr AND USED BY PEDESTRIANS. �yNi eft F�i'A'W'' N. 4 6. RM3 MAY E PG IS LA RIDE TIN HE UNITS F THE S SSWALKO THAT I WAX THE CURB OPENING IS PLACED MTxIN TxE LIMITS OF THE CROSSWALK NO 11.1 Y Yo THAT THE SLOPE AT T1E CONECTION GF THE CURB OPENING IS L�KN� \' PERPENDICULAR TO TIE CURB. y Y W. M\ L. TYPICAL CONCRETE SIDEWALK N 4" THICK. WHEN THE ENTRANCE RADIICMNOT ICCCNWDUE THE TURNXG REQUIREMENTS OF ANTICPATED HEAVY TRUCK A,W TRAFFIC. REFER TO STANDARD CG-13. COMMRCIAN ENTRNKE (HEAVY AT M . 2' HIGHER THAN THUM TRAFFIC) FM CONCRETE DEPTH. T EDGE OF PAVEMENT 10. WHEN CURB PIMPS ME USED IN CONJUNCTION WITH A SHARED USE PATH, ` AT'XX .SANE M TOP OF OUR THE MINWM WIDTH SHALL BE THE WIDTH OF ME SHARED LEE PATH. 1E WHEN ONLY ONE OIFB RAMP IS PROWLED FOR TWO CROSSNGS IOAGOWL)• TYPE C A 4•• 4-LANDING AREA SHALL BE PROVIDED TO MANEUVER A WHEELCHAIR PARALLEL & PERPENDICULAR Imo ME CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4'x 4' LMONG AREA MAY INCLUDE THE GUTTER PAN. 12. ALL CASES WHERE CURB RAPS INTERSECT A RADIALSECTIW OF TRUNCATED OWE GRAB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE 'B -2'4 PC WMNNG SURFACE ANAL HAVE A FACTORY RADIUS OR BE FIELD ~ O O O O O -IMPORTED AS RECOMMENDED BY THE MANUFACTURER TO MATCH THE BACK OF CIRa � Ao 000 0 00 0 0 0 0 DDOGD DOG D D DD 7 uvoxc PIMP o 0 0 0 0 0 0 0 0 0 0 0 0 0 o I a � - DDD GGG DD GGa DDDD 000000000000000 D QD QaO QQ QQQaQaD X MTR - o00000000000000 TOP DINETER AT BACK F WAMNG o W BASH OF WRB 4' I_VA6MLE FULL WIOTX OF qAP FLWR _ SEE ROTE 12. BASE MMETER 1 PAr LNnS DETECTABLE WARNING TRUNCATED DOME DETECTABLE WARNING INSTALLED ON A RADIUS DETAIL DETAIL SPECITCATIMN ROM IT ..E STANDARDS WE CC-12 DETECTABLE WARNING SURFACE REFEEROE 9NEET I DF S REVISION DATE (GENERAL NOTES) LS 071S WWWIIA DEPARTMENT OF TRMS'ORTATMN 542 203.05 00-x AOJ ENT TRAVEL LANE MPHAT PAVEMENT WIDENING LJ x EDGE OF CODING PAVEMENT AS DETERMINED N FELDI TACK COAT THE PROPOSED CONETRIICTIGN JOINT EXISTED MPHI LAYERS PROPOSED ASPHALT LAYmS E%ISPSUBBASE ------- ------ PROPp5E0 SGBBME M. COMPACTED SUBGRADE CONSTRUCTION JOINT DETAIL ® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED MPHAT WIDENING LAYERS ® PROPOSED MNNUM 1 SQ INCH THICK ASPHALT SURFACE COURSE USE NOTE 51 A MINIMA U INCHEE.OR GREATER M NECESSANY TO ABUT THE FULL MCKNESS OF EXSTIND ASPHALT LAVERS M DETERMINED BY CORES (SEE NOTE 3) NOTES: 1. MPH&T PAVEMENT WIDENING SMALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE *PROVED BY THL E', 11 .. 2. THE PAVEMENT DEWN FOR MPHI PAVEMENT WIDENING III MEET OR EXCEED TINE DEPn6 AND TYPES OF THE LAYERS OF EXBTING PAVEMLNI. SUBSURFACE MANAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL E ADMESSED IN THE PAVEMENT DESIGN. 3. A MINIMUM OF THREE CORES SHALL BE THEN ALONG THE CENTER OF THE ADJACENT TRAVEL LINE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING PAVEMENT LAYERS. THESE CODES SH&L BE SPACED NO MOW THAN 500 FEET *ART. 4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 14 INCHES AD REPLACED WIND AN ASPWLT SURFACE COURSE i0 MATCH THE FACPOSED PAVEMENT WIDENING SURFACE COURSE. UNLESS WAVED BY XE ENGINEER. 5. THE JNXEM MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO SHE AOJIETED TD ACHIEVE AN ACCEPTABLE PAVEMENT MOS5-40PE AND EFFECTIVE SURFACE MANAGE. 6. EXISTING PAVFAENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGNFJi. 7. FINAL TRANSVERSE PAWMENT W-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315 OF THE SPECIFICATIONS EXCEPT THAT AL JOINTS AT TIE-IN LOCATIONS SHI BE TESTED USING A 10 FOOT STRAGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315 OF THE SPECIFICATIONS. ROAD AND BRIDGE ASPHALT PAVEMENT WIDENING FOR WIDENING SUBJECT TO TRAFFIC VIRGINIA DEPMTMENT OF TRANSPORTATION 1.TESI TMEN MY BE PRECAST OR CAST N PLAICE 2. CONCRETE TO BE CLASS AT P CAST N PLO£, 4000 PO F PRECAST, 3. DUKE HAVING A BAOIS OF 3W FEET OR LESS (KONC FILE OF CURB) Wu DE PAD FOR AS RADIAL CURB. 4. THE DEPTH OF ORB MY BE REGARDED M MUCH AS J' IW DEPTNI OR INCREASED AS MUCH AS 3" (21" NINTH)IN MEEB THAT THE BOTTOM OF CURB WILL COIHSE WITH THE TOP OF A COURSE OF THE PAVEMENT SUBSTRUCTURE. OTNERWEE THE DEPTH R i0 DE IS" AS SHOWN NO AlNS{REM INME PRICE MO IS TO BE N/OE FOR A DECREASE OR M INORF/SE N DEPTH. 5' ZEOUFEMMSUSED R"I Y E NEETING THE FOR CAS SHOWN N IX'THE SECTIION THE ONN BEQUURBAN REACT ACCEPTABLE ALTERNATIVE IF CURB 15 EXTRUDED CXFKUTEN PEFFw "I� STANDARD 6" CURB 3,a DS sot VIRONA OEPARTLEM OF TRANSPORTATION Face of Cu Imren Lira R 1 fl 3 n inI 11 I �- RTft81n • Air - t tl "T N, ,jti ' P ,•A. BaOption: Area may eon Boftom aom of ptto may follow sloto pe of sub -base provided a minimum dept c of 7 inches is maintained. RN 1110in 240in Rolltop Curb COL. NOTES: L THIS OEM My BE PRECAST OR CAST N PI 2. COIOEIEPTO SHE �L.L45 AS IF CAST N PLI4. J. OTa00BPMSITW GLIB I, GUTTFA HAVING A RADIUS OF CUR SHALL BE PAD FOR AS R DIAALIKE CO.L Fvm N CURB L OTTTER. {. FOR USE WITH STMLGED OPERA -GRADED MANAGE LAYER, TIE BOTTOI OF TIE CIPB L GUTTED au BE LONSTOILiFD PMRNIII TO THE SLOPE Oi A4i cGIREES AD ro TIE M5 LF THE PAVEMENT. B. ALLOWABLE MMERA MR ME DIY OF CO-B B BARED ON ROADWAY CLMBFICATXE AND R MEE'OBOSPEED D EDEOOONN SHOWN MAL N SECTION GH BE LIDM STANDARDS. A ME CONCRETE OF THE CONTRACTOR COMBINATION 6" CURB AND GUTTER ROM AJO BTiDCE STANDARDS DB MYbAN DATE PE I OF BDII VIRGINIA DEPARTMENT OF TRAKPoRTATION 2.U. I �5 I 3 UIIWS TO BE AS ' A, AX STREET A PROICH SAME SURFACING AS MAMNE ROADWAY [SEE NOTE 6) SNDRN m xAe1 G G T fRMIUS TO BE M I RADIAL CGBIATDN SHOWN ON PLINSI CUE ANDGUTTER / 6-6 ( XQTE TI SIDEWALK (SEE MOTE b W " ... NOTE: WIDTH -W 2--G' OR AS - v WNLNE ROADWAY am" CH TYPLAL WO AJ PLAN VIEW MAWW ROADWAY SLOPE IG PM/BOIC WAVE MAE BIT MA. arno°TL FLE"uw°va°A sroE wMCE m - ---- U MMIL E ROADWAY ex MAX. m - _ D SLOPE GRADE - - - D y'YIN. CEO COMMERCIAL I FOt COMMERCIALLOERLUL ENTRANCE M CONSTRUCT GRACE CHANGES WITH A PARAMUS CURVE. SECTION A - A cDINLRETE � SECTION C-C GENERAL NOTES L CORRECTION�OMST BEE CFBBIONED ST REET ORD"E WRAP M5HTO POLICY AND THE APPLICABLE REQUIREMENTS OF THE VDOT ROAD DESIGN M4WAL.INCLDDIMG SIGHT DISTANCE REQUIREMENTS. 2. WHEN THE ENTRANCE RAOE CANNOT MCWWDATE THE TURNING REMI M n OF ANTICIPATED HEAVY TRUCK TRAFFIC. THE DEPTH FOR TEW.W( M CUB RNPs WHINTHE LAPS OF THE RMI SH0.LD BE INCREASED TO 7•. S. WHEN USED IN COUNCTnN AM SMANDIID M-3 OR W-7 TIE CU FA£ ON THIS STMDA D 5 TO BE AOIUSTFD TO AS 11E YOMTAPLE COB LOM131RA1d1. 4. BEE STANDARD CG-a FOR CUB RAP DESIGN TO BE USED W THE UMPIRE. e. OPTIONAL TOWLINE MY IEWK WARPED OF A POMXN OF GUTTER TO PRECLUDE PONDNG OF WATER. ENTRANCE NOTES N. PLANS ARE TO INDICATE MCI CONSTRUCTION DE A FLOW LRE IS REQUIRED TO MBMIE POSITIVE MANAGE ILTBS THE ENTRANCE. 7. MAWK PAVEMENT SHALL BE CONSTRUCTED TO THE R/W LEE (EXCEPT ANY GARBAGE STABILIZATION RESUMED FOR IMMUNE PAVEMENT WH I CAN BE OMITTED N THE ENTRANCE.1 B. RADIAL CURB OR COMBINATION CRAB AND GOTTEN SHA L HOT BE COBMMLTEO DErOD THE RAW LIE EXCEPT FOR REPLADEAIENI INURPO ES. B. THE LENRUBLE AND M.VIMUM ENTRANCE CRAPE CHANGES 0' ME LBTEO IN THE ALOWAgE ENTRANCE GRACE TABLE. THESE VALUES ME NOT AIPUCMLE TO STREET CONNECTIONS. ALLOWABLE ENTRANCE GRADE CHANGES ENTRANCE VOLUME GN DE c: '. CESIRAAE 4MLAM MITETWIN 1500 VPO 0x !x wo 150-1eDD VPo S]x ei Low Low LEES TWIN No vPo sex as wreA "HTTTNENS NOT AINPLDILE TOSTREET ROAD ""° MRDCE STANDARDS CONNECTION FOR STREET INTERSECTIONS !vmrN ANTE BNEET 1 a t wz AM COM ERCIAI. ENTRANCES ZaLN VIRGINIA DERMTHEHT OF TRANSPORTATION W N CO r m In M N M W N O W N cn W J LLI a J J zuu • > J tttttttttttt� LU 1 Q O L9 J Q W 0 zT_ C) LU W WI Y U H 0 �O VJ th//5 LULU J I LU L O (D O 0 c) 0 N M ... U W J � F W W_ JOB NO. 182150 SCALE SHOWN SHEET NO. 7 JUNCTION BOXES, TRANSFORMER PADS, PEDESTALS, ETC. SHALL NOT BE LOCATED WITHIN THE RIGHT OF WAY. VARIES r10'3� F WATER SEWER 3 A 13 ¢ £ LOCATION OF OTHER UTILITIES (GAS, ELECTRIC, TELEPHONE, CABLE, ETC) EASEMENT WI➢THS, WATER OR SEWER ONLY - 20' MINIMUM WATER 4 SEWER 30' MINIMUM M SEE PART 3, PARAGRAPH It SEPARATION OF WATER B SEWER SYSTEMS. UTILITIES CROSSING A WATER OR SEWER EASEMENT SHOULD BE AT 90' TO THE RIGHT OF WAY. UTILITY LOCATIONS & EASEMENT WIDTHS NTS FIG, W-1 June 27, 2019 ACSA GENERAL WATER & SEWER CONDITIONS 1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK. 2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE LOCATIONS OF CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF IMAGERY COLLECTION. 3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. 4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. 5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). 7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. 8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. 9. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. 10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. 11.THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NICE LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT). 12.THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER LATERAL STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION AND PRESSURE TESTING OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING OF THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. 15.ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. G i \\�•\\'!\\\caw \\\ \ j i n Efflium M GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL 2a"Vw INITIAL BACKFLL 2a IN N" A" e' B" YIN MIN. MIN MIN. 6" BEDDING ';a)§'%^: #68 STONE * STABLE SOIL ROCK ' SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF #68 STONE. FOUNDATION IN POOR SOIL UNDER -CUT CONDITION 4' 1 INITIAL BACKFILL UNSTABLE e B B a M1 6" SOIL\N MIN = MIN MIN. #68 STONE RANULAR FILL AS 3 �APPROVED BY ACSA S ABLE SOIL"OR ROCI STABLE SOIL OR ROCK , NOTE 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 2, NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED ABOVE THE INITIAL BACKFILL. 3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED IN THE TRENCH. 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. DUCTILE IRON WATER PIPE INSTALLATION & BEDDING NTS FIG. W-2 TD-2 F Z i � 1 12" I I 7 � 3000 PSI CONIC. BASE BENCH SLOPED TO FLOW CHANNEL 1/4" 1' MIN BRANCH 2" FLEXIBLE CONNECTION -/ NOTE: WITH STAINLESS STEEL ALL CONNECTIONS TO BAND EXISTING MANHOLES SHALL BE CORED AND A FLEXIBLE w CONNECTION BOOT " J 70 INSTALLED TYPICAL MANHOLE PLAN SHOWING BRANCH TIE - IN NTS FIG. S-1-B TD-27 6" NOTE: RESTRAINED JOINT FITTINGS. 42" Minimum Certification of 95X compaction required d Galvanized Steel Beam, W12 x 14 (min. size) 3' min. penetration into undisturbed Boll , or as approved by the ACSA. Side View V A <. II d a TYPICAL THRUST BLOCK IN FILL AREA NTS FIG. W-3B TD-5 M" MIN. ° ir MIN. T} T" MIN. WNGNUT LGGNNG ASSEMBLY 12' MIN. BYPASS NOBS: 1. PROVIDE A 6" THICK GRAVEL BED BENEATH THE METER VAULT. 2. MINIMUM WALL THICKNESS FOR PRECAST OR POUR -IN -PLACE VAULTS SHALL BE 4'. MINIMUM WALL THICKNESS FOR VAULTS CONSTRUCTED OF MASONARY BLOCK SHALL BE 8'. 3. THE OUTSIDE OF THE VAULT BELOW GRADE SHALL BE COATED WITH AN APPROVED WATER PROOFING COMPOUND. TYPICAL METER VAULT (1 1/2" METER) NTS FIG. W-76 �E E a \E $ \En _E I HE EN �� o -1 <Eox S F a `s e s` EY o a33 wo o � `�mz N o E - n: J1- o A E �o Ea c v� L u �E E nE o a \@\ n O E eE <E U 6 E N ^ N O O TYPICAL MANHOLE FRAME &COVER N.T.S FIG SLE TD-31 FINISHED GRADE 1TI-f -H -IT -7T7ITI-7FT__FI TRENCH REDUCER e - -�2500 P.S.I. CONCRETE THRUST BLOCK _------_- ------------- UNDISTURBED SOIL e g 19' MN. PROFILE VIEW} UNDISTURBED SOIL - EDGE OF TRENCH "24" MIN. - - - - - - - --3----- m REDUCER g MN. f 2500 P.S.I. CONCRETE THRUST BLOCK " g' MN - - UNDISTURBED SOIL - EDGE ° OF TRENCH < 24' MN. NOTES: PLAN" VIEW . NOT TO SCALE • NO CONCRETE SHALL BE POURED ON ANY PART OF THE MECHANICAL JOINT. USE PLASTIC SHEETING AS PROTECTION FOR BOLTS. . 3' MINIMUM HORIZONTAL PENETRATION INTO UNDISTURBED SOIL ON BOTH SIDES OF TRENCH, OR AS APPROVED BY THE ACSA. • 3' MINIMUM VERTICAL PENETRATION INTO UNDISTURBED SOIL, OR AS APPROVED BY THE ACSA. • CERTIFICATION OF 95% COMPACTION REQUIRED IN TRENCH. . THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO VERIFY THE TYPE AND SIZE OF ALL THRUST BLOCKS. z z a NTS FIG. W-3D TD-7 PLACE 5' GALVANIZED " WITNESS POST WITH CAPPED ENDS PAINTED BLUE IN REMOTE AREAS o AS DIRECTED. MARKER LOCATION MAY BE SUBJECT a TO HIGHWAY DEPARTMENT APPROVAL. FINISHED GRADE 0PF III _ Z-ADJUSTABLE VALVE BOX W1 LID 77 7 � � M.J. GATE VALVE WATER LINE 4 b I i---I 2500 PS.I. CONCRETE 8 A 2'x 2' BEARING AREA. THRUST BLOCK d v. A a v NOTE IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. TYPICAL GATE VALVE NTS FIG. W-5 TD-9 SEWER SERVICE LATERAL CONNECTION NOTES: 1. WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE LATERAL PIPE SHALL BE AT LEAST 02' HIGHER THAN THE TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED TO THE MANHOLE. 2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL BE CONNECTED USING A PIPE SADDLE. 3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% (1/4" PER FOOT ) 4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN DIAMETER OF 4". 5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER OF 3 FEET. SALT TREATED FINISHED GROUND MARKER PLUG END OF MAIN LINE, SERVICE LATERAL IN LINE WYE-TEE PLAN VARIES SEWER SERVICE LATERAL CONNECTION N.T.S. FIG. S-2 TDTD=33 NOTE: HYDRANT MUST BE EQUIPPED WITH CHARLOTTES- VILLE THREADS WHICH IS THE LOCAL STANDARD. LENGTH OF BRANCH VARIES 6' MIN 2' TO 10' (2701 18"-22"VALVE BO% 7 CU. FT. p68 STONE 42'MIN "'[; 6' GATE VALVE !,. TEE 2500 P.S.I. CONCRETE ^•I .'t, BASE AND THRUST, BLOCK AGAINST UNDISTURBED STABLE SOIL. STEEL PILE WHEN THE SOIL IS DISTURBED OR WHEN RESTRAINED JOINT FITTINGS A HYDRANT IS LOCATED IN A FILL, IN ADDITION TO POURING CONCRETE, A STEEL PILE SHALL BE USED AS ADDITIONAL SUPPORT. NOTE L SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT ( INCLUDING DITCHES ) 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND VALVE SOX. 4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. IT IS NOT ALLOWED IN THE DITCH. 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF REOUIRED TO BE IN NET AREAS, THE WEEP HOLES SHALL BE PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL N.T.S. FIG. W-4 TD-8 GRADE AIR RELEASE VALVE BRASS OR BRONZE PIPE BROV ZE GATE BRICK SUPPORTS OR SOLID CEMENT BLOCKS TYPE "K" SOFT COPPER STOP STONE NOTES: 1) A PRECAST MANHOLE CONE AND COVER WITH WATER CAST ON LID FOR TRAFFIC AREAS, OR A METER BOX ASSEMBLY IN NON -TRAFFIC AREAS, OR APPROVED EQUAL, SHALL BE USED. 2) FOR WATERLINES SMALLER THAN 12" USE A 1" A.R.V. AND FITTINGS. FOR WATER LINES 12" AND LARGER USE 2" A.R.V. AND FITTINGS. 3) IN SITUATIONS WHERE THE A.R.V. ASSEMBLY CANNOT BE OFFSET FROM THE MAIN AN ADEOUATE FOUNDATION SHALL BE INSTALLED SO THE WATER LINE DOES NOT SUPPORT THE MANHOLE CONE. AIR RELEASE VALVE (ARV) NTS FIG. W-9 TD-20 REMAINING BACKFILL SHALL NOT CONTAIN ROCK MATERIAL 36"MIN LARGER THAN 5" IN ANY DIMENSION 24"MIlN INTIAL BACKFILL" 8"MIN (6" EMBEDMENT • THOROUUFTS)GHLY COMPACTED SPRING LINEO BY HAND OR APPROVED MECHANICAL TAMPER OF PIPE HAUNCHING NO. 68 STONE - BEDDING 6" max 4" min FOUNDATION (SHALL BE REQUIRED WHEN SOIL CONDITIONS ARE UNSTABLE NOTE 1.OPEN CUTS IN PAVED AREAS WITHIN EXISTING VOOT RIGHT-OF-WAY SHALL BE BACKFILLED ENTIRELY WITH NO. 21A STONE. 2.FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 STONE SHALL BE PROVIDED' 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" BEDDING OF NO. 68 STONE TYPICAL SEWER PIPE INSTALLATION IN TRENCH NITS FIG. S-3 TDTD=34 Lic. No. 035791,E 5/27/2, 44 o�SIONAL E�Ol� Z OJ i1 N Z O On On � C L O u ... � LIDU Z Z M [ / L `u a `7� W Ice t O CO w N N r oM ON Fr1 Un a z M < U _- M J m 0 N n 1 1 1 1 ■ ■ 0 0 n N o W N cn a m m Q J m W \ o W J ® J z U, J m >'^ < a o Uj o H ' w c O L9 T_j Cid o 0 JZ Q w � c a _ U 0 U o U z W 1 Y j U >� m W O Rj J c Fi o D '^ Lfi a I- WOf z w E J z u . Z z LU L 0 O 0 n o (j� O n < > 0 C:) U O K N M m w o U J Y F c m w It- LIDE O LEDo a JOB NO. 182150 SCALE o a N/A0 0 ir Im 12 m I 447 Design Storm Year = 5107 --------- I I II II II I I i DRAINAGE DIVIDE (TYP.) I I I •�1........................�................'.......�; ...�� .&s........L. •.• i i • • � TMP 46-19 • I • CROCHET ORATION •}}__ ■ - - - - - - - - - t - _ _ _ _ _ . DB 5011 P 1 107 PG 148, DB 5121 P• 644 r • 454 - • 37,612 AC. • , / •� 454 • ________________ • • / / AST...- %� I� In Elm IME 1 011 Dp -A STIR EX A-10 d3 FFE= o.w FFE owl FFE- b)IFFE- .67 FFE= 33 FFE= z.w�FFE aao (FFE a.ao , FFE=�r5a 6)FFEyv,5a6) FFE,Sa6) FFE4Si67 FEE- i.6) FRE4Sa67 FFE z.67 AR 449.67 GAR 49d'.I GAR 9331 GAR So.00l GAR #1 GAR- 1.6, GAR= Rd3 GAR Sa 33 GAR- 5a 33 1, GAR 4i 5a oo GAR 4P.o WR 4P.o WR 45a o GAR- P.o GAR 45a o GAR- Sa.o ... }... .... BUI ING Nl .. .... ... ... _ Q �f1�I • R 4APAR MENTUN $ e R I : • - --- --- - - - --- - Ell j I OOF- r - -- - - -- - --- STIR 12 ` STIR io ) v NDER STREET (PUBUC ROAD, D:B. 5274, PC. 376) =====____-...___..�__. 10 POINT DOWNSTREAM STRUCTURE DRAIN AREA RUNOFF COEFF. CA INLET TIME RAIN FALL RUNOFF Q INVERT ELEVATIONS LENGTH SLOPE DIA CAPA- CITY VEL FLOW TIME INCR ACCUM ACRES C MIN MIN C.F.S. UPPER LOWER FEET FTJFT. INCHES C.F.S. F.P.S. SEC 8 0.71 0.55 0.39 0.51 5.00 6.67 3.4 6 433.50 442.10 269.94 0.0052 15 5.0 4.4 61.6 6 0.00 0.90 0.00 1.01 6.03 6.34 6.4 4 442.00 440.85 224.41 0.0067 18 9.3 5.7 39.7 4 1 0.51 0.55 0.28 1.47 6.69 1 6.15 1 9.0 2 440.75 439.02 174.40 0.0099 18 11.3 7.1 24.6 2 0.00 0.90 0.00 1.47 7.10 6.04 9.0 OUT 438.92 437.00 118.46 0.0162 18 14.5 8.6 13.7 12 0.43 0.45 0.19 0.19 5.00 6.67 1.3 l0 443.33 443.10 27.66 0.0083 15 6.4 4.0 6.9 10 0.56 1 0.55 0.31 1 0.50 5.11 6.63 3.3 6 443.00 1 442.50 1 78.38 0.0064 15 5.6 4.7 16.5 A09 0.35 0.80 0.28 0.28 5.00 6.67 1.9 A08 435.53 435.38 30.00 0.0050 15 4.6 3.5 8.5 A08 0.55 0.80 0.44 0.72 5.14 6.62 4.8 A07 435.13 434.70 86.66 0.0050 18 7.4 4.4 19.5 A05 0.48 0.90 0.43 4.09 7.51 5.94 24.3 A04 1 1 428.65 427.84 88.55 0.0091 30 39.2 8.4 10.6 A04 0.79 0.90 0.71 4.80 7.69 5.89 28.3 A03 426.36 422.00 180.10 0.0242 48 223.5 12.1 14.9 A03 0.00 0.00 0.00 4.80 7.93 5.83 28.3 A02 412.00 407.00 97.35 0.0514 48 325.5 15.5 6.3 A02 0.00 0.00 0.00 4.80 8.04 5.80 28.3 AOl 396.00 378.00 188.19 0.0956 48 444.2 19.7 9.5 A01 0.00 0.00 0.00 4.80 8.20 5.76 28.3 A00 372.75 370.00 56.93 0.0483 48 315.7 15.5 3.7 A10 1.48 0.30 1 0.44 1 0.44 1 5.00 1 6.67 3.0 A07 I I I I 1 1 435.54 1 434.95 117.04 0.0050 24 16.1 1 3.9 1 30.1 \ I I IIIIII I l \\ Ii \ �-- \ -----� I I 11 1 11 1 \ \ I f / 57.25 4---____________________�--� \ \I STR EXA-oz t - ______ / 'Y-I-- II 1 �I III III IIII I1 - A i ,7 - \ 1 / - / -- -05 _y,- / y N F4.25"w / II IIII ~ �' ��-\ , 61- l l l / / / ,X 12 'IIiI vv ,v IIII II I I I I I ,___-- � vI I I I it i - / I II �_____ , IIII I IIII. IIII IIIIII } N59M'25"W 999.66--- , , Design Year: 10 Proiect: Brookhi1lBloek8B I f •' NEW ICE RINK LOT i P 2.961 AC. /4o - I � \ \ \ II IIII IIII IIIII IIIIIIIII ICI III I\I \ \, \I IIII IIIII (IIIIIII IIII I IN IIII\ - I I .•'. \ \ \ II II II II 1 III II II II 1 II I\ 11 II 1 II 1\ \1 \I 1 11 \1 '\ cv\ 1\ \\ \\ \\ \ \\ \\ \ \ \ __ �_ -✓- ____ _________ .1 / I �� j ,/ ice' �' / ,' � � I I \ \\ \ \ \\ \ \ \\ b.�, ,\, \ \�� \ \ L=132.64' �' - / 14 Sob #: 182150 Prenared bv: KKW, PE INLET STATION OUTLETWATER SURFACEELEV L. D. Q. ZW Su Hr JUNCTION LOSS FINA H INLET WATER SURFACEELEV. RIM ELEV Vo Ho QNN MN Qi*V; V-/2g H; ANCLE HA H, 1.3H, .511, 436.55 117.04 24 2.96 0.000 0.02 0.9 0.0 AIO 0.00 0 0 0.00 NA N/A 0.02 436.57 442.90 373.20 56.93 48 28.29 0.000 0.02 2.3 0.0 A01 28.3 2.3 63.69 0.1 0.03 42 0.02991 0.08 NA N/A 0.10 37330 390.46 381.20 188.19 48 28.29 0.000 0.07 2.3 0.0 A02 28.3 2.3 63.69 0.1 0.03 22 0.01259 0.06 NA N/A 0.13 381.33 418.87 410.20 97.35 48 28.29 0.000 0.04 2.3 0.0 A03 28.3 2.3 63.69 0.1 0.03 18 0.00787 0.06 NA N/A 0.09 410.29 439.50 425.20 180.10 48 28.29 0.000 0.07 2.3 0.0 A04 24.3 4.9 120.2 0.4 0.13 51 0.17865 0.33 NA N/A 0.40 425.60 443.99 429.84 88.55 30 24.29 0.004 0.31 4.9 0.1 A05 21.9 4.5 97.65 0.3 0.11 15 0.03089 0.23 NA N/A 0.54 430.38 444.00 430.75 103.41 30 21.89 0.003 0.29 4.5 0.1 A06 11.7 11.8 138.6 2.2 0.76 25 0.47742 1.31 NA N/A 1.61 43236 442.40 432.36 94.63 24 11.73 0.003 0.25 11.8 0.5 A07 4.8 2.7 1286 0.1 0.04 8 0 0.58 0.76 N/A 1.01 433.37 442.40 435.90 86.66 18 4.77 0.002 0.18 2.7 0.0 AOS 1.9 1.5 2.839 0.0 0.01 8 0 0.04 NA N/A 0.22 436.12 442.43 436.38 30.00 15 1.87 0.001 0.03 1.5 0.0 A09 0.00 0 0 0.01 NA N/A 0.03 436.41 442.43 443.50 78.38 15 3.32 0.002 0.18 2.7 0.0 10 1.3 1.1 1.356 0.0 0.01 89 0.01132 0.05 NA 0.02 0.20 443.70 448.50 444.10 27.66 15 1 1.29 1 0.000 0.01 1.1 0.0 12 0.00 0 0 0.00 NA 0.00 0.01 444.11 44833 438.20 118.46 18 9.04 0.006 0.75 5.1 0.1 2 9.0 5.1 46.28 0.4 0.14 43 0.15454 0.40 N/A 0.20 0.95 439.15 446.92 440.22 174.40 18 9.04 0.006 1.10 5.1 0.1 4 6.4 3.6 23.17 0.2 0.07 1 0 0.17 NA 0.09 1.19 441.41 450.75 442.05 224.41 18 6.40 0.003 0.71 3.6 0.1 6 3.3 4.7 15.76 0.3 0.12 0 0 0.17 N/A 0.09 0.80 442.85 450.75 443.10 269.94 15 3.38 0.002 0.63 2.8 0.0 rT 8 0.00 0 0.031 NA 1 0.01 1 0.65 1 443.75 448.00 INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE) Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coefficient, n is 0.013 Inlet Hydrology Curb and Gutter Inlet v �2 v c N o M � V U m On o C .0 _ -0 42 N a _ NS, c V T a O ,6 U N C N S m O N N 3 m N O $ .9 U m 3 x to W j O C 92 O j 'O 3 g �R 0 o ` q oo H 'm ig rn33 x ti od NG 0 Cm ❑ ❑ Q a x m - C -a `m x m FL > _J d U U O O C3 of N > F w m vl vl � � ui d O o 2 4 3B 10.0 0.51 0.55 0.281 1.12 0.00 1.12 0.0075 0.0200 2.0 0.0833 4.1650 7.36 0.72 3.5192 0.1466 0.1256 6.37 1.57 1.00 1.12 0.00 Maximum allowable s read=8.5' P 10 3B 14.0 0.58 0.55 0.308 1.23 0.00 1.23 0.0300 0.0200 2.0 0.0833 4.1850 5.87 0.83 3.5192 0.1488 0.1417 9.34 1.50 1.00 1.23 0.00 Maximum allowable spread=7' 12 3B 10.0 0.43 0.45 0.194 0.77 0.00 0.77 0.0300 1 0.0200 1 2.0 1 0.0833 1 4.1650 1 4.93 0.88 1 3.5192 0.1466 0.1490 1 7.45 1.34 1 1.00 1 0.77 10.00 1 IMaximum allowable spread=7' - for Inlets draining to stormwater management facilities, where overland flow to facilities Is not available, I JU/u capture Is required at 6.SIn/hr INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE) Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coefficient, In is 0.013 Inlet Hydrology Curb and Gutter Inlet N 0 � d M-' 'U C p N .0 fV J N O i, O N U d � N 1C •K N O 'o0 U % W O C N 2 N C O o c 4 `o m O 5: C-4+ d i; .o. d rn u B o 'm 3 o 3 f6 & o m o E H a rn x n m c pO 0 a > _ d (5 U O a d ( rn ran F W ao 0 On ui C7 O o 4 3B 10.0 1.11 1.55 0.281 1.82 0.00 1.82 0.0075 0.0200 2.0 0.0833 4.1650 8.82 0.64 3.5192 0.1466 0.1138 8.28 1.21 1.00 1.82 0.00 10 3B 14.0 0.56 0.55 0.308 2.00 0.00 2.00 0.0300 0.0200 2.0 0.0833 4.1650 7.04 0.74 3.5192 0.1466 0.1285 12.14 1.15 1.00 2.00 0.00 12 3B 10.0 OAS 1 0.45 1 0.194 1.26 0.00 1 1.26 0.0300 0.0200 2.0 1 0.0833 4.1650 5.91 0.83 3.5192 0.1466 0.1417 1 9.42 1 1.06 1 1.00 1 1.26 10.001 - for inlets draining to stormwater management Facilities, where overland flow to Facilities is not available, 100% capture is required at 6.5ml Structure Area Cw to (Acres) (Min.) 2 0.00 0.90 5.0 4 0.51 0.55 5.0 6 0.00 0.90 5.0 8 0.71 0.55 5.0 10 0.56 0.55 5.0 12 0.43 0.45 5.0 ROOF -A 0.13 0.90 5.0 ROOF-B 0.13 0.90 5.0 ROOF-C 0.20 0.90 5.0 Tc conservatively set at 5 min. to account for future development A10 1.48 0.30 5.0 A09 0.35 0.80 5.0 A08 0.55 0.80 5.1 A07 0.71 0.90 5.5 A06 0.43 0.90 5.6 A05 0.48 0.90 5.9 A04 0.79 0.90 6.1 A03 0.00 0.00 6.3 A02 0.00 0.00 6.4 A01 0.00 0.00 6.6 Approved DA to Al reduced with proposed Block I development (approved flow analyzed) PIPE DESIGN In = 0.013 Pipe Hydrology Pipe E E e 0 B m E E m w m E o 2 y ;; o ~ 45 E m 0 LL - ry > E W d '� U U U ti d d -9 c J c ui O ,i j ,i m K Rpe run: Sl - IX STR-A06 8 6 0.71 0.55 0.391 0.508 5.00 6.67 2.60 3.38 433.50 442.10 269.9 0.013 0.0052 15 5.05 4.38 1.03 6 4 0.00 0.90 0.000 1.009 6.03 6.34 0.00 6.40 442.00 440.85 224A 0.013 0.0067 18 9.31 5.65 0.66 4 2 0.51 0.55 0.281 1.470 6.69 6.15 1.73 9.04 1 440.75 439.02 174.4 0.013 0.0099 18 11.32 7.10 0.41 2 OUT 0.00 0.90 0.000 1.470 7.10 6.04 0.00 9.04 438.92 437.00 118.5 0.013 0.0162 18 14.48 8.63 0.23 Rpe run: STIR-12 - STIR-6 12 10 0.43 0.45 0,194 0,194 5.00 6.67 1.29 1.29 443.33 443.10 27.7 0.013 0.0083 15 6.38 4.03 0.11 10 6 0.56 0.55 0.308 0.502 5.11 6.63 2.04 3.32 443.00 442.50 78.4 0.013 0.0064 15 5.60 4.74 0.28 Pipe run: STR-A09- STR-A00 (EXISTING) A09 A08 0.35 0.80 0.280 0.280 5.00 6.67 1.87 1.87 435.53 435.38 3DID 0.013 0.0050 15 4.57 3.52 0,14 A08 A07 0.55 0.80 0.440 0.720 5.14 6.62 2.91 4.77 435.13 434.70 86.7 0.013 0.0050 18 7.40 4.44 0.33 A07 A06 0.71 0.90 0.639 1.803 5.51 6.50 4.16 11.73 434.20 430.50 94.6 0.013 0.0391 24 44.73 11.82 0.13 A06 A05 0.43 0.90 0.387 3.660 7.33 5.98 2.32 21.89 430.10 428.75 103.4 0.013 0.0131 30 46.87 9.38 0.18 A05 A04 0.48 0.90 0.432 4.092 7.51 5.94 2.56 24.29 428.65 427.84 88.6 0.013 0.0091 30 39.23 8.36 0.18 A04 A03 0.79 0.90 0.711 4.803 7.69 5.89 4.19 28.29 426.36 422.00 180.1 0.013 0.0242 48 223.50 12.10 0,25 A03 A02 0.00 0.00 0.000 4.803 7.93 5.83 0.00 28.29 412.00 407.00 974 0.013 0.0514 48 325.54 15.45 0.10 A02 A01 0.00 0.00 0.000 1 4.803 8.04 5.80 0.00 28.29 396.00 378.00 188.2 0.013 0.0956 48 444.25 19.72 0.16 A01 ADD 0.00 0.00 c000 4.803 8.20 5.76 0.00 28.29 372.75 370.00 56.9 0.013 0.0483 48 315.70 15.45 0.06 Roe run: STR-A10- STR-A07 (EXISTING) A10 I A07 1 1.48 0.30 0.444 0.444 5.00 6.67 2.96 2.96 435.54 434.95 117.0 0.013 0.0050 24 16.06 3.89 0.50 DRAINAGE DESCRIPTIONS PIPE INFORMATION INLET INFORMATION STIR. NO. CIA. (in.) LENGTH* (ft.) SLOPE (G/o) INVERT IN INVERT OUT MATERIAL INLET TYPE Curb Type SLOT LENGTH RIM ELEVATION COMMENTS 8 Oil CG-2 14 448.00 VDOTSTD. IS-1 REQ'D 7 15 269.94 0.52% 433.50 442.10 HDPE 6 MH-1 CG-2 - 450.75 VDOTSTD. IS-1 REQ'D 5 18 224.41 0.67% 442.00 440.85 HDPE 4 Oil CG-2 10 450.75 VDOTSTD. IS-1 REQ'D 3 18 174.40 0.99% 440.75 439.02 HDPE 2 Ml CG-2 - 446.92 VDOTSTD. IS-1 REQ'D 1 18 118.46 1.62% 438.92 437.00 HDPE 12 Oil CG-2 10 448.33 VDOTSTD. IS-1 REQ'D 11 15 27.66 0.83% 443.33 443.10 1 HDPE 10 1 1 Oil CG-2 1 14 448.50 VDOTSTD. IS-1 REQ'D 9 1 15 1 78.38 1 0.64% 1 443.00 1 442.50 1 HDPE INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coefficient, n is 0.013 Inlet Hydrology Curb and Gutter Inlet � N O 0 N _ 0 O m o. 0 E x 4 N o O 3 N r a7 V N v o 0 '-' 0 ,! 0 r ; p o U m Ei c .9 m m ❑H C li o m R, 0 O 0 j N U d E O0 ❑ m CR MQ d W rn 3 F d a 2 left 1 0.24 10.55 0.132 0.53 0.00 0.53 0.0200 0.0200 2.0 0.0200 1.0000 4.61 right 0.47 0.55 0.259 1.03 0.00 1.03 0.0150 0.0200 2.0 0.0200 1.0000 6.26 8 F 3C 714.0 combined flow 1.6 0.11 1 0.249 1 5.71 Maximum allowable spread=8.5' - for inlets draining to stormwater management facilities, where overland flow to facilities is not available, 100% capture is required at 5.5in/hr INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH) Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth) Mannings Coefficient, In is 0.013 Inlet Hydrology Curb and Gutter Inlet c �n m a m c m 6 m n N '•t 'U On N r N = y�� p. O N t r L 9 O U V t N Y7 OI N U G O U 3 w N m t W n o m c m 3 m E c m E m w `m F O O `` c a rn 9 rn rn x r9 $ m 3 m E .s.. a _ ¢ d (5O CJ O CI :6 « rn 3 rn rn F d a rr left 1 0.24 10.5510.1321 0.88 1 0.00 0.86 0.0200 0.0200 2.0 0.0200 1.0000 5.53 right 0.47 0.55 0.259 1.68 0.00 1.68 0.0150 0.0200 2.0 0.0200 1.0000 7.51 8 3C 14.0 1 combined flow 1 2.5 0.16 1 0.344 1 7.89 Maximum allowable sprel - for Inlets draining to stormwater management facilities, where overland flow to [acuities Is not available, 11JU /o capture Is required at t5.bin/hr SCOTT/R. CBLLINS'Z Lie. No. 035791,E P 5/27/20�� `o �S'InnrA1. EGGS Z Ou d of w z J k Co !n � C z O Q L H o ~ _UV or z In,A/ In w I u a ` b W ID U CD CD W QLrI I" M lM JOB NO. 182150 SCALE 1 11=60' SHEET NO. 9 VERTICAL GRAPHIC SCALE EXMH4 (EXISTINI E INV IN. 427.9 EX INV OUT. 427.79 (TO EXISTING ARCI PROPOSI SANITARY SEWER TO BUI ELE 455 450 445 440 435 455 MHzA STA:13+57.31 DSIKA.. __ .- EXISTING GRADE MH3 455 MHz ,�_. 'I� INV IN. 430-53 FROM MH3 =A T�3.3A RIM :448'75 (TBD) STA:io+69.5o INV OUT. 43033 TO MHz INV IN. 432.53 FROM MH4 RIM:447.00 INV IN. 428.87 FROM MH2A __--- -__ INV OUT. 432.33TOMHzA INV OUT. 428.67 TO EXMH4 450 - ---- _ _ -------- MH4 450 ----- \\\ STA:18+94.62 MANHOLE) \ R I M: 443.81 (TB D) >TA:io+oo.00 PROPOSED GRADE \ - - INV IN. 433-71(FROM ICE RINK SAN-o5) X RIM:443 83 INV OUT. 433-51 TO MH3 9 FROM MHz iIEAVESAN) -- _ 445 PROPOSED STORM 440 SEWER CROSSING 440 PROPOSED 6" PVC 4 8 SANITARY SEWER LATERAL---435 TO BUILDING #z _D 6" PVC TIE-IN TO EXISTING LATERAL L SANITARY SEWER MANHOLE ELEV. 430.53 LNG #1 :V. 4�7.99 811 DIP 187.25 LF @o.5z% 430 8" DIP 342•o6 LF @0.53% 430 8" DIP 8" DIP 283.81 LF Qa 0.510A LF Qa 1.040/0 65.So 425 425 N 1p m O 00 .t M n .t m M Ol 00 N t t ei N O 00 0) O 00 N 0) ri .t Ti t Ol n t O 0) n It m 0) m It 0) 0) .t It m lD O LID 00 m LD t It O H •i m Ln O n lD ci lD H 00 LD Ln t lD t l0 Ol t t 00 al t t 0) O t Ln O O Ln Ln O ri Ln Ln Ti N Ln Ln ei N Ln Ln ei N Ln Ln .i N Ln Ln Ti N Ln Ln Ti TI Ln Ln O O Ln Ln O Ol Ln t Ol n t n n t 1p t t t t t t t t t t t t .t .t t t t t .t .t t Nt t t .t It .t Nt .t It t t It It 10+00 10+50 11+00 11+50 12+00 12+50 STR:z VDOT STD. MH-1 TOP=446.92 INV IN: 439.02 TO 4 INV OUT: 438.92 TO EX A-o6 STR: EX A-o6 EXISTING GRATE INLET EX TOP=442.40 INV IN: 437.00TO z EX INV IN=430.50 (24") EX INV OUT=430.10 (30") 811 HDPE 3.18.46 LF C 1.620/0 13+uu 13+Su 14+00 14+50 15+00 15+50 10+0u EX BLOCK 3 SANITARY (EXMH4 - MH4) 16+So 17+00 NOTE: ALIGNMENT OF SANITARY SEWER UNDER APPROVED BROOKHILL FINAL SITE PLAN FOR BLOCK 3A (ICE RINK - SDP2oi800049) SHALL BE MODIFIED WITH THIS PLAN STR:6 VDOT STD. MH-1 TOP=450-75 INV IN: 442.10 TO 8 INV OUT: 442.5o TO io STR:4 VDOT STD. DI-3B (L=io') EXISTING GRADE INV OUT: 442.00 TO 4 TOP=450-75 INV IN: 440.85 TO 6 INV IN: 44633 (ROOF-C) INV OUT: 440.75 TO 2 PROPOSED GRADj ---- -- -------- ------------ 18" HDPE �74.4o LF @ 0.990/0 ED SANITARY SEWER MAIN CR NG 18" HDPE 224.41 LF @ 0.510/6 PROPOSED UNDERGROUND ELECTRIC LINE CROSSING 15" HDPE 269.94 LF @ 0.520/1 PROPOSED 6" PVC SANITARY SEWER LATERAL TO BUILDING #2 ELEV. 435.28 17+50 18+oo 455 STR:8 VDOT STD. DI-3C (L=14') TOP=448.00 INV IN: 443.6o (ROOF -A) INV OUT: 443.So TO 6 1 1 450 1 445 440 435 430 LTIE-IN TO EX-STR A-o6, PROPOSED UNDER BLOCK 3A (ICE RINK) FINAL SITE PLAN, SDP 2ol800049 1 430 t Ln l0 N m 00 O m It C0 t It H 00 00 H O m Ol Ln Ol Ln Ln Ol Ol OT n t Ol n n t n 00 LD CO Ln M lD 00 It 0D 00 01 ON Ol LO O M Ln t Ln m n rl Fi Xi 1+ li It n t n t n t n 00 t n Ol 0) O O H O xl Ln Ln Ln Ln O Xi Ln Ln 1i xi In Ln H Ti Ln Ln O O Ln O O Ln Ln O 01 Ol 6Ol 600 It It It It It Nt It t It ItLn It It It t It t t Nt It It It t Ln t It It It Ln It It It It It It It It It t It It It 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+oo 16+50 17+00 17+50 18+00 STR-8 - EX-STR-Ao6 18+5o 19+00 20 U Lic. No. 035791,E ( IN FEET�0 5/27/20 w 1 inch - 5 ft.' HORIZONTAL GRAPHIC SCALE 50 n 25 50 100 200 CD N ( IN FEET) 1 inch = 50 ft. NOTES: 1. ALL FILL TO BE PLACED AT 95% COMPACTION. 2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L & SANITARY SEWER MUST BE PROVIDED. NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR z1B, FLOWABLE FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE SPECIFICATIONS, SECTION 302.03G. NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 12' OR GREATER SHALL HAVE SAFETY SLABS IN ACCORDANCE WITH STANDARD SL-i AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH OF 4' OR GREATER SHALL HAVE STEPS IN ACCORDANCE WITH STANDARD ST-i AS FOUND IN THE 2oo8 ROAD AND BRIDGE STANDARDS. NOTE: HDPE CAN BE USED AS AN ACCEPTABLE SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES. SEE DETAIL ON THIS SHEET FOR HDPE PIPE BEDDING INFORMATION. P�1 NO PROJECTION OF PIPE ABOVE GROUND LINE TOP OF FLL TOP OF FILL TOP OF FLL GROUND LINE H -_r GROUND LINE H -_ GROUND LINE H J ID-IZ'-a EMTN ♦" ROCK OR D•12'a SgLEL01NG D/2 p.u.e EARTH 0/2BEDDING z MmERIAL M+" XR X �D� x MRTERIPL MA1/10 D% �R.IT x iFD % IF NORMAL EARTH FOUNDATION r°AniL,y, ROCK FOUNDATION FOUNDATION SOFT, YIELDING, OR OTHERWISE UNSUITABLE MATERIAL PIPE PROJECTION ABOVE GROUND LINE NUN. 1.5 a O MN. 1' 1.5 X D 41N. 1.5TM LLL��I�MI��INNN I.5OF OF F 1.5 a D I TOP OF FILL1AN. OF PULL N H M J/J/J D•12-" - /wluYll / J/////////= I / wTLNE�WD D/z�-_= a MOUND -�a LINE U'12•= RD - /NNNA ///J/// _u 2 TN MIN. V%I X �D %WON MATEERII NORMAL EARTH FOUNDATION _� RROCK OR MIN. I/W D UNYIELDING $dl /1' PER X 0 X SECONMA7tNUGN aF H M� zy„ ROCK FOUNDATION /e! _ MIN. I/10 0 BEDDING MATERIII EARTHI' FOUNDATION SOFT, YIELDING, OR OTHERWISE UNSUITABLE MATERIAL EEDONG MATERUL IN ACCORDANCE WITH NOTES: SECTION M2 OF THE ROM AND BRIDGE SPECIFICATICNS, FOR PLASTIC PF[, THE LAIRS OF THE C SI BACKFLL W.TEIFA S BE CLASS I BACKFILL MATERIAL IN ACCORDANCE EXTENDED TO 12" ABOVE TIE TOP OF THE PIPE. WITH SECnM 302 aF THE ROM AND BRIDGE SPECIFICATIONS. FOR GENERAL NOTES M PIPE BEDDING, SEE INSTALLATION OF PIPE CMVERTS REC ULM BMKFILL W7ERIK IN MCORDNACE AND STOW SEWERS GENERAL NOTES M SHEET 117.00. WITH SECTION .T02 OF THE ROM AND BRIDGE 9£CFICATIMS. CRUSHED GLASS CONFORIANG TO THE SIM REOUIREMENTS FOR CRUSHER RUN ® EMBANKMENT AGGREGATE 512E 25 AND 25 MAY BE USED IN PLACE OF LLA55 T BACKFILL. SHEET 16 41 RORUNUNI INSTALLATION OF PIPE CULVERTS AND STORM SEWERS CIRCULAR PIPE BEDDING AND BACKFILL - METHOD "A" REV W OO VRBNA DEPARTMENT OF 7RM6PDRTATICH N17.D1 302 BO] STR:lo VDOT STD. DI-3B (L=14') STR:6 VDOT STD. MH-1 TOP=448.50 TOP=450.75 INV IN: 443.00 TO 6 INV IN: 44z.ioTO INV IN: 443.2oTO12 455 INV OUT: 442.5o TO to STR:lz VDOT STD. DI-3B I o') INV OUT: 442.00 TO 4 EXISTING GRADE TOP=44833 INV OUT: 44333 TO to 450 PROPOSE 445 445 15"' HDPE 15" HDPE 440 7838 LF @ o.64°/D 27.66 LF Qa o.83% 440 O Ln O Ol 00 N ID C, Ln a Ln wt ° t t t t Y t It 10+00 10+50 11+00 11+50 STR12-STR6 to z z O LY w o z O C J L k I f O L z - Lu w ; � f L > L ui i w E ° 6 0 0 w N N F N n mm Ln Ln 0 z > 1 _ M Q' J N 0 M 3 L LLJ N 0 J N n > O N �+ i w Q W \ J N O LLI Q C J z t a LIP) ILL ° ' ___J � s `o O J < o 3 L.L Q T� 2 U I- v u L h-I o v w W O 0 o m W ° CD Z WLu J Ill u J z z � � (n H w N z J o 0 W 0 [� O 0 p Q O p O U Q N O M W x " s w ° u J o-~-I F N c N w O W w E u a L= 7) JOB NO. 182150 0 y SCALE ° AS NOTED cc ° SHEET NO. n 10 Landscape Notes: CONTRACTOR TO USE EXTREME CARE AND CAUTION AS NOT TO DAMAGE ANY TREES SCHEDULED TO REMAIN OUTSIDE LIMITS OF CONSTRUCTION. PROPERTY LINE SERVES AS LIMITS OF CONSTRUCTION. NO CONSTRUCTION EQUIPMENT OR STORAGE SHALL OCCUR WITHIN DRIPLINE OF EXISTING TREES. PRIOR TO MOBILIZATION CONTRACTOR SHALL CONTACT LANDSCAPE ARCHITECT (LA) TO DISCUSS TREE PROTECTION EFFORTS. ALL TREE PROTECTION MEASURES SHALL BE APPROVED BY LA AND/OR TREE ARBORIST BEFORE ANY CONSTRUCTION ACTIVITIES SHALL TAKE PLACE ON -SITE. CONTRACTOR TO MONITOR TREES FOR STRESS AND/OR DAMAGE AND ADVISE LA AND TREE ARBORIST IF ANY OCCUR. CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT AND/OR TREE ARBORIST 48-HOURS IN ADVANCE OF ANY CONSTRUCTION ACTIVITIY NEEDED WITHIN ANY TREE PROTECTION MEASURE. ALL TREE PROTECTION MEASURES SHALL BE REPLACED IN ORIGINAL LOCATION ONCE WORK HAS BEEN COMPLETED. NO WORK SHALL BE DONE WITHIN DRIPLINE OF EXISTING TREES UNLESS APPROVED BY TREE ARBORIST OR LANDSCAPE ARCHITECT PRIOR TO WORK. ALL WORK TO BE PERFORMED BY THE CONTRACTOR WITHIN THE DRIPLINE OF ANY EXISITNG TREE OR TREE PROTECTION AREA SHALL BE DONE IN A MANNER SENSITIVE TO ENSURING NO DAMAGE WILL BE DONE TO THE EXISTING TREES. THE PREFERRED METHOD FOR GRADING SMALL AREAS WITHIN THE DRIPLINE SHALL BE DONE BY HAND. LARGER AREAS TO BE GRADED MAY BE DONE WITH A SMALL BOBCAT/TRACT-HOE. CONTRACTOR TO DISCUSS METHODS OF GRADING WORK WITH LANDSCAPE ARCHITECT AND TREE ARBORIST PRIOR TO COMMENCING ANY SUCH WORK WITHIN DESIGNATED TREE PROTECTION AREAS OR WITHIN EXISTING DRIPLINES. ALL PLANTS HAVING A QUANTITY GREATER THAN ONE(1) SHALL BE MATCHED AND SUPPLIED FROM THE SAME SOURCE (PER SPECIES). CONTACT LANDSCAPE ARCHITECT AT THE TIME OF PLANT MATERIAL DELIVERY, BEFORE ANY SUBSTITUTIONS OR CHANGES, IF SCHEDULED TYPES ARE UNAVAILABLE, AND FOLLOWING INSTALLATION. ALL PLANT SUBSTITUTIONS SHALL BE APPROVED BY THE LANDSCAPE ARCHITECT PRIOR TO PLACEMENT OF ORDERS. LANDSCAPE ARCHITECT SHALL INSPECT AND APPROVE ALL PLANT MATERIAL AT TIME OF DELIVERY AS WELL AS AFTER INITIAL PLACEMENT PRIOR TO PLANTING. CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT 48-HOURS PRIOR TO DELIVERY. PLANT LOCATIONS TO BE REEVALUATED AND REVISED, IF NECESSARY, AFTER FINISHED GRADING. MULCH IN PLANTERS AND PLANTING BEDS TO BE CLEAN AND FREE FROM PEST AND DISEASES. MULCH SHALL BE APPLIED TO A 2-INCH DEPTH. MULCH RINGS 24-INCHES MIN. IN DIAMETER ARE TO BE PLACED AROUND ALL TREES NOT LOCATED IN PLANTING BEDS. MULCH TO BE DOUBLE- SHREDDEDHARDWOOD. CONTRACTOR TO VERIFY ALL QUANTITIES BETWEEN PLAN AND PLANT LIST AND REPORT ANY DISCREPANCIES TO THE LANDSCAPE ARCHITECT IMMEDIATELY PRIOR TO ORDERING. ALL STREET TREES WITHIN THE PUBLIC RIGHT OF WAY SHALL BE MAINTAINED BY THE HOMEOWNERS ASSOCIATION EXISTING ARCHER AVENUE CURRENTLY UNDER CONSTRUCTION SEE PLANS UNDER SUB201700u7 BLOCK 4A Jam- - I W J I I / 6" DIP W/L - B V\I1r11� • SN �Q 1 EXISTING STREET TREES ALONG ARCHER AVENUE PLANT SCHEDULE: SYMBOLI BOTANICAL NAME COMMON NAME I SIZE 1QUANTITY1 CANOPY TOTAL CANOPY TREES UAP ULMUS AMERICANA 'PRINCETON' PRINCETON'ELM 2-1/2"cal. 6 397 2382 QS IQUERCUS SHUMARDII ISHUMARDOAK 2-1/2" cal. 1 5 329 1 1645 UN DERSTORY TREES CC ICERCIS CANADENSIS JEASTERN REDBUD 1 6' ht. 1 11 124 1364 SHRUBS IGS ILEX GLABRA'SHAMROCK' SHAMROCK' INKBERRY 24" min. 1 30 1 23 1 690 JN IJASMINUMNUDIFLORUM IWINTERJASMINE 1 24"min. 1 19 1 10 1 190 TOTAL:1 6271 LANDSCAPING CALCULATIONS: OFFSITE LANDSCAPING: TOTAL BLOCK zAAREA= 5z,967 SF PARKING LOTTREES: 4 ADDITIONAL SHUMARD OAKS (QS) REQUIRED LANDSCAPING CANOPY = 51,967 SF * so%= 5,196 SF PARKING LOT SHRUBS: 78 ADDITIONAL WINTER JASMINE (JN) PROVIDED LANDSCAPING CANOPY = 6,271 SF TOTAL BLOCK iA PARKING & CIRCULATION AREA=14,78o SF REQUIRED PARKING LOT LANDSCAPING = 24,780 SF *5%= 739 SF ® PROVIDED PARKING LOT LANDSCAPING = 987 SF REQUIRED PARKING LOT/INTERIOR LANDSCAPING =7 SPACES * 1TREE/io SPACES = i TREE PROVIDED PARKING LOT/INTERIOR LANDSCAPING = i TREE NOTES: 2. STREET TREES REQUIRED BY SECTION 32.7.9.5. OF THE ALBEMARLE COUNTY ZONING ORDINANCE ALONG SALAMANDER STREET ARE BEING PROVIDED ON THE ROAD PLANS (SUB2o18001i5). 2. LANDSCAPING PLANTS AND TREES ADJACENT TO THE SITE DISTANCE TRIANGLE WILL NEED TO BE MAINTAINED IN AREA BETWEEN 2 AND 7 FEET ABOVE GROUND AS A CLEAR ZONE TO PRESERVE SIGHT LINES AND ACCOMMODATE PEDESTRIANS. 3. ALL LANDSCAPING SHALL BE INSTALLED BY THE FIRST PLANTING SEASON FOLLOWING THE ISSUANCE OF THE FIRST CERTIFICATE OF OCCUPANCY OF THE DEVELOPMENT. 4. ALL LANDSCAPING AND SCREENING SHALL BE MAINTAINED IN A HEALTHY CONDITION BY THE CURRENT OWNER OR THE PROPERTY OWNERS' ASSOCIATION, AND REPLACED WHEN NECESSARY. REPLACEMENT MATERIAL SHALL COMPLY WITH THE APPROVED LANDSCAPE PLAN. BLOCK 1B Tree Planting and Staking Detail Not To Scale TMP 46-19B3 CROCKETT CORPORATION DB 5011 PC 170, DB 5107 PC 148, DB 5121 PC 644 37.612 AC. DOUBLE STRAND #12 GAUGE WIRE WITH RUBBER HOSE & TURNBUCKLES 2" x2" HARDWOOD STAKE CUT & REMOVE BURLAP FROM TOP 1/3 OF BALL AS SHOWN SCARIFY SUBSOIL TO 4" MIN. DEPTH MULCH SAUCER I912I1A:Lt0cigA91: TREES UP TO 4" CAL. SHALL BE STAKED. TREES 4" CAL. OR LARGER SHALL BE GUYED WITH 3 EQUALLY SPACED TWISTED, #12 GAUGE WIRE WITH HOSE AND TURNBUCKLES. LOOP HOSE AROUND TRUNK ABOVE BRANCHES AS SHOWN, FLAG WIRES WITH COURVEY TAPE. REFER TO SPECS FOR ADDITIONAL INFORMATION. AMENDED SOIL MIX COMPACTED SUBGRADE Evergreen Tree Planting Detail Not To Scale TREES UP TO 4" CAL. SHALL BE STAKED WITH 2-2"x2" HARDWOOD STAKES. TREES OF 4" CAL, OR LARGER SHALL BE GUYED WITH 3 EQUALLY SPACED, TWISTED, AND TURNBUCKLES. LOOP HOSE AROUND TRUNK. FLAG WIRES WITH COURVEY TAPE. REFER TO SPECIFICATIONS FOR FURTHER INFORMATION GUYWIRES WITH RUBBER HOSE AND TURNBUCKLES 2/3 UP TREE 2" x2' HARDWOOD STAKES, ALIGN TOP OF STAKES MULCH SAUCER AMENDED SOIL MIX CUT AND REMOVE BURLAP FROM TOP 213 OF BALL AS SHOWN SCARIFY SUBSOIL TO 4" MIN. DEPTH COMPACTED SUBGRADE Lic. No. 035791 t� 5/27/20 ¢�'41 CD N Z z O u w o Z o i J c co f O L w / L W i 0 0 w N N F r4 o C M Ln 0 6 a PROPMIN REAETBAK L9 (� a>i z ti M Z CY)N Q N uj0 i f n ' o o N 'I� ) / V BLOCK 3A Q PROPOSED z' > J INNER -PARCEL GRASS OVERHANG /' INNER -PARCEL CONNECTION VARIABLE WIDTH PARKING / 0 CONNECTION AREA RESERVED FOR AND ACCESS EASEMENT - _ ,Lu - (19) JN PROPOSED z' (23) JN (55) JN PROPOSED 5' REAR FUTURE PARKING GRASS OVERHANG SETBACK J ------ --.. --- ------- -- -- ------------------------------ --- - \\\ / VwJ n a / / 0 (z) OS (i) QS (i) CIS (�) OS �O -- - - - -- BLOCK 1A o - - --- - _ --- — - - - - - --} -- - - - - - - _ - -- -- - - — — --- — LL — -- — — — — z t z•®®®�� W Q — J Z -- Jam- -SINNER PARCEL — a v - - _ _ _® ®� ®� _ _, yr CONNECTION ~ a U u ---- — _ -1 a- o I\ --- U �- �- F T-_+�� 7 -- > - - -- - Al - - - --------- -- --------------------- llmz ----- Imi o n n u u n u o n u u I I //' ® a (%) CIS LJJ /6111AP_ 8 8 BUILDING #1 II R (30) IGS 8 8 11R 18 APART,MENT UNITS r(1) -------------- QS 30' MAX. SETBACK H7) CC "M 1111111-111 -0. MI INTERSECTION .. li ----�� E _T _� _T _� _T _� _T _L _T _� _T ® BUILDING #2 I ILn I I � o 1 114 APARTMENT UNITS PROPOSED i z .. ------+-----------Y-----------------+----- PROPERTY LINE I L1J (4) CC PRIMARY ENTRANCE (TYP. (1) Q I I LJi z Z CIO z J 22' E/P-E/P e De p EXISTING SALAMANDER STREET `CURRENTLY UNDER CONSTRUCTION SEE PLANS UNDER SUB2o180O115 CEMETERY 1 Y 1 1 Y 1 1 BLOCK 19 1 i S' CONCRETE F F — — — — — — — — — — —� BA I I I I I I I I I I I I c e H `v' O . of _ _ - Y. ( Of O �/ LL n 0 Q O a o O U � � W O \ \ ~ E w � E \ \ 0 W J \ U 3LOCK 6 \ \ '°B NO o \ 182150 0 GRAPHIC SCALE o SCALE 0 15 30 60 1 „=30' c 0 0 .................... C 0 \ T" SHEET NO. n ( IN FEET) 11 1 inch = 30 ft. u, Section 5. Stormwater Management Plan (Provide a reduced 11x17 copy of the latest stormwater management plan. Do not reference only.) Issued — 10/2014 Stormwater Pollution Prevention Plan (SWPPP) Albemarle County PRE- AND POST -DEVELOPMENT SUBAREA AND OUTFALL SUMMARIES / \TH 0444 F� — \I Pre-Dev. Subarea Post-Dev. Subarea Method of 9VAC25-870-66 Method of 9VAC25-870-66 Method of 9VAC25-870-66 Method of 9VAC25-870-66 O (Point of Interest) (Point of Interest) Channel Protection Compliance Limits of Analysis for Channel Protection Flood Protection Compliance Limits of Analysis for Flood Protection \ 1\\\�\SCOTT R. LLINS� O ® Lie. No. 035791 THIS PORTION OF 20180 LANE IS - \ ' . TANISCREATED URETLYUR WPO 2ERREVIE THIS - ✓� � � _-_- 11 PAN IS CURRENTLY UNDER REVIEW AND i \ d O6/SS/ZO w4 I \ � NO MODIFICATIONS ARE PROPOSED TO THIS AREA &ITS TREATMENT. \�� M /M � �ONE �� III i � � ► , �I�I, '� 1�� I I � .o � \\ IIII � Iv III l ■, �. /� I THIS AREA (BLOCK 4B) RECEIVES STORMWATER QUANTITY AND QUALITY TREATMENT UNDER \�('\APPROVED WPO 201800051. NO MODIFICATIONS \ I I I ■ ARE PROPOSED TO THIS AREA & ITS VAA III I I I STORMWATER QUANTITY TREATMENT. THE WATER QUALITY TREATMENT WILL BE SLIGHTLY IMPACTED WITH THE REMOVAL OF LS-1 II �, L(' � IIIII I �11III 111 \ � I I I "/ �� )►- = _may_- / h.�\\ I� � � � � , = � I I \ � A■ %, ram' � � / 1 IIIII �� 11 P I THIS AREA (BLOCK 4A1 RECEIVES STORM WATER QUANTITY AND QUALITY TREATMENT UNDER I z - APPROVED WPO 201800051. NO MODIFICATIONS I \I O:. I I ARE PROPOSED TO THIS AREA & ITS ilia 1 STORMWATER QUANTITY TREATMENT. THE I I I I po\ I I� \ WATER ACTED( WITH THE REMOVIAL OF LS-11. �I II II I \ I III I� � ! \ \ ■� ., �IIIII�IJ III I I ��►j� f ,I� �\ �• / \ THIS AREA (BLOCKS )REC\ STORMWA�R //1 APPROVED WPO 201900004. 04. NO MOD FICA�IONS \ / ARE PROPOSED TO THIS AREA STORMWATER QUANTITY TREATMENT.THE WATER QUALITY TREATMENT WILL BE SLIGHTLY i HER WITH THE REMOVAL OF LS-11. 4�4.92 \ A\I \' %_ 'y ♦\� 11Xy V IIIAII II� 111 I �I A 400 � Y I III A\I I \ �3 439��0 i \_ I I . Iv it V\ III\� Ill IIII w a 1 1 Section B.3.a (Energy Balance N A (Energy Balance Satisfied) Section C.2.a 10- r Peak Flow is Confined within and Section C.3.c Outfalls to mapped ( gY ) / ( gY ) ( Y pond) Flood lain ( pP P ) 2 2 Section 6.3.a (Energy Balance) N/A (Energy Balance Satisified) Section C. (10-yr. Post Flow < Pre Flow) N/A (10-yr. Post Flow < Pre Flow Satisified) z MAPPED FLOODPLAIN, TYP. V Z PROPOSED CONCENTRATED - - - ®® ®®� A \\ - i (A O �TFALL #2 TO POI #2 ® 0\ �. w ♦' r — v o W_ I\ ti / \ \ z 100' C. FLOW w/ Q ELEV.=LS' �\ / / �160' OF CONC. FLOW w/ 'p ELEV.=2' i' • - V i 425' OF CHANNEL FLOW C\�/,.., / / ® "� Z Z Ln m I\ , \ \ (n w \ `.LOCATION OF PROPOSED WET POND '8' —j � � � � I I \ \ � >� \ B PRE-DEV. � O ELI SUBAREA B WET POND B' TO REPLACE -_-_ O Q - 0 Will 7.20 ac. UPSTREAM ST-?C _ �� I I I ��\ A3 1 / I "`` \/ Tc-0.27 hrs, `) /) //�\ y �� / I / I I I ® \� \\f \\ \ s✓ / POSED EXPANSION OF'r/ w m DISTAPPROVED LIMITS OFURBANCE UNDER WOO \ \ u 2' U1 �. U ' \ / 20170003ANCE ND ER WPO / APPROVED �� V / / �r>' i /� i =� IIIII y y > 0 < u A DIVERSION _ I IIII IIII IIII %� �_� a \ NOTE: O y THIS PLAN PROPOSES TREATMENT THE LIMITS OF DISTURBANCE ASSOCIATED WITH THE FUTURE LU F FOR THE FUTURE DEVELOPMENT \ I I I I // /, 1 ® \ \ TOWN CENTER, APPROVED BLOCK 5 & APPROVED SALAMANDER I (n o OF THE TOWN CENTER. II I I II II // \ / STREET= 35.98 acres. THIS AREA COVERS THE REQUIRED HAUL ROADS, BUT EXCLUDES BLOCKS 8A, 88 & 4A SINCE THESE AREAS \ o RECEIVE WATER QUALITY TREATMENT UNDER SEPARATE VSMP I / PLANS. THIS 35.98 ac. LIMITS OF DISTURBANCE BOUNDARY / \ d DEFINES THE VRRM BOUNDARY FOR WATER QUALITY � r I REQUIREMENTS ASSOCIATED WITH THIS PLAN (i.e. THE FUTURE / F / '\ 6 TOWN CENTER, BLOCK 5 & SALAMANDER STREET). _ - APPROVED LIMITS / .. ©O \ MITS OF DISTURBANCE UNDER WPO / \�\ 17000 MEND 1 _ _ "' ME co rN U m �20 37 AMENDMENT # - Ul 950' OF 00' O FLOW w -1 / I� �� ; \ �, �O WETLANDS, �I Q N N C I 100' OF OLF w/ d ELE'V.=LS' TYP. o �' OF CHANNEL FLOW DOWN THE EMBANKMENT � � I � � � � C � i a -� \ II �' �O STREAM, /L • _ _ ' v\IIIjIIIIj�I////�\yy ' I ��° ®� P.y� 0 PRE DEV. / x - 0 5MIKE� �� \ �' ®® - '; ®� \, SOUTHERN &WESTERN PERIMETERS-C-Po�60 (\ I - rn OF SUBAREAS A &BARE DEFINED Tc=0.41 hrs. \1 I I I I \ \ ® \ _ \ I BY APPROVED WPO 201900004. 1 \ � \ A\�� ■ M -- - -- �\ ♦ l �: A \ <i 0 _ �w w � i w� �_� �✓w - / — — - .. ...... / / � �\ � � a+ �. � \ I, )t�'- - - _t. / ///R_ \� V ® \ V i� III o �� MI-E *; �1A ' i \ z i r i\ / IIIII II ®0® PRZ�ERTY \ \ i� �/ I� I I I \ _L Q 1 �, 11 40I #1 LIMITS, TYP. ' PF vc A ROV D POND 4 CONCENTRATED ® '® \ / \'� \\� \ �_ — o I I —� \ I I OUTFACE TO POI #1 ® CV LV 3 Q w > � � Cn o P�RVEO3TE� ° \ ® � V \ ✓ / ® ,/� . < b 1�� \ \ • ��j �� ll I// I V \ 1 \ wv��yLd \�MP \ \ z �, GRETNPWAY ®LU L9® LU II I s 1 < �\\\ \� / // / I / I I ®® - _ �\ \_\� -__ BL STORM WATER QUANTITY M iv QUALITY TREATMENT UNDER ES 0 � LLJ g Q _\� vv� \ -- - �� TO THAPPROVED WPO 201800080. NOIS AREAN& ITS TREATMENT. / \ h` :: I� � \�� \�V� / � �� _\�L� / / - � .. r�E g J w L/ V�_APO\ JP NM Ll �� W \\ _ / �N z w — I \_ H 0 �� Lv 0 / ,. PRE -DEVELOPMENT SWM NOTES: > III �� 11�111 .�i i %�� 1. APPROVED 'POND 4' PROVIDES SWM TREATMENT FOR BOTH THE TOWN (� CL 0f o - - / i CENTER (CONCEPTUALLY SHOWN ON THE NEXT SHEET) AND THE APPROVED Q \ \ y^ j/ V \ \ +_ �� BLOCK 5 &SALAMANDER STREET SHOWN ON THIS SHEET (WPO 201800050). C� 2. APPROVED 'POND 4' WAS OVER DESIGNED FOR ITS WATERSHED (WHICH p LLB INCLUDES BLOCK 5 & SALAMANDER STREET) SO THAT IT COULD ALLOW FOR 0 C M FUTURE DEVELOPMENT TO DRAIN TO IT. THIS PLAN SIMPLY CONFIRMS N APPROVED 'POND 4' CAN ADEQUATELY HANDLE THE ADDITIONAL FUTURE TOWN CENTER CONCEPTUALLY SHOWN ON THE NEXT SHEET. 3. BECAUSE APPROVED 'POND 4' TREATS THE FUTURE TOWN CENTER, BLOCK 5 & u SALAMANDER STREET, THERE ARE NO PRE -DEVELOPMENT IMPERVIOUS AREAS o w DRAINING TO APPROVED 'POND 4' IN THIS PLAN's PRE -DEVELOPMENT a ANALYSIS. THE IMPERVIOUS AREAS SHOWN ON THIS SHEET DEPICT THE JOB NO. o APPROVED PLANS, BUT ARE CONSERVATIVELY NOT TABULATED IN THE 182150 PRE -DEVELOPMENT ANALYSIS OF SUBAREAS A & B. SUBAREAS A & B WERE ANALYZED WITH A 25% WOODS & 75% GRASS LAND COVER TO REFLECT SCALE PRE -CONSTRUCTION GROUND COVERS. 1"=120' ° 01-11 / / j / v 4. SUBAREAS A & B WERE USED IN THIS PLAN's CHANNEL & FLOOD PROTECTION o EVEL SPREADER(LS-11) ORIGINALLY APPROVED UNDER REVISED` / i / �\ j �� ANALYSES FOR THE FUTURE TOWN CENTER, APPROVED BLOCK 5 & APPROVED SHEET NO. n --WPO 201700037 AND REVISED WITH WPO 201800013. �/ j n SALAMANDER STREET. 1401 O / / STORMWATER MANAGEMENT NARRATIVE: - (�l� OVERVIEW: .�; 'yjvTH OF ---- _ _ - - - - ` .�� / l\. \\\ p '\ I/ I /',✓ / / I I ( I (�I \ ' / l I THIS PROJECT IS PART OF THE BROOKHILL DEVELOPMENT, AND STORMWATER TREATMENT IS J ��\ / 'PROVIDED TO MITIGATE THE IMPACTS FROM THE PROJECTS PROPOSED AND FUTURE IMPROVEMENTS. �� THE STORMWATER MANAGEMENT PLAN COMPLIES WITH PART IIB SWM REQUIREMENTS. \ I I 1 \ �\ I I 1 • , - "� // � � \ --i_ - -\ ' .. - - _-- - _ - _ __i \\ \� , ;/ ® \` 1 / / I I I I \ 1 THIS PLAN MEETS TWO PRIMARY OBJECTIVES. THIS PLAN PROPOSES TO PROVIDE STORMWATER SIC R. LINS'Z - \\ i �1 I \ \ - - I QUALITY AND QUANTITY TREATMENT FOR THE FUTURE DEVELOPMENT OF THE TOWN CENTER, AS WELL PORTION OF STELLA LANE Is _ - -- _ _ -- - NOTE: TH15 LAYOUT I FOR MASTER PLANNING OF THE STORMW TE \ o� �. \ I I \\ I U Lic. No. 035791,E I II ' ✓ (/ TRELffEIl UNDER wRo- zole000s6. THIS - �✓ �� - - - - - - - . _--- MANAGEMENT FACILITY ONLY. ALL CONSTRUCTION OF RETAINING WALLS OR \ \\ ® I I I 1 / /I 1 I > / /\/I I I I \ \ AS TO PROPOSE THE REMOVAL OF AN APPROVED LEVEL SPREADER (LS-11) THAT HAS NOT BEEN PLAN Is CURRENTLY UNDER REVIEW AND ' „ GRADING OPERATIONS WITHIN THIS AREA SHALL MEET THE THE NEWLY \ \ \ \ II I, I / / I / I 1 \ I1 I CONSTRUCTED. AT THE TIME OF LS-11's APPROVAL, THE FINAL LAYOUT OF BROOKHILL WAS 08 04 20 1 II I III NO MODIFICATIONS ARE PROPOSED To r ADOPTED GRADING ORDINANCE, AS PART OF 18.4.3.3 OF THE COUNT! ZONING ® / I I I \� / / \ I \ UNCERTAIN. HOWEVER NOW THAT IT IS MORE ACCURATELY DEFINED AND THE UPLAND AREAS ARE �O�v THIS AREA &ITS TREATMENT. `�� ' 1 \ PROPOSED SWM FACam \� \ \(1 \C \ \ \ \ \ PREDOMINANTLY TREATED WITH MORE RECENTLY APPROVED SWM FACILITIES, ITS NEED HAS ORDINANCE O ( & ACCESS ASEMNT \ I SI E� - -_, - _ $ \\\ \ \\� \ \ DIMINISHED. ALSO, THE INSTALLATION OF A LEVEL SPREADER THAT RECEIVES BYPASSED RUNOFF ONAL I ---- / � •' _ \'. \ \ \ FROM A PERENNIAL STREAM IS NOT IDEAL. THIS CONFIGURATION WILL BE DIFFICULT TO INSTALL AND TYP.LN,� p 6° / ! +,' \ !� 1 \ \1 \� \ \ \\ \ \\ \\ ( I \I ( WILL LIKELY RESULT IN CONTINUED MAINTENANCE CHALLENGES WITH FREQUENT WASHOUTS. WATER QUALITY SUMMARY nP. � O \ IT IS ENVISIONED THAT THE FUTURE TOWN CENTER, WHICH IS CONCEPTUALLY SHOWN ON THIS PLAN, � - - -- l _WILL GENERATE A REQUIRED PHOSPHOROUS REMOVAL RATE OF 29.94 Ibs/yr. THIS PHOSPHOROUS PROPOSED corvcNTRATeO I - - _� ®®® \ \\\ 1 I LOADING WILL BE MITIGATED VIA THREE BEST MANAGEMENT PRACTICES. THE APPROVED POND 4 AND U) \TFALL #2 TO POI #z �_ -_ -� - = ^ ®® . - - \ \ \ \ \ \ I \�� ITS LEVEL SPREADER HAVE BEEN EVALUATED WITH THIS PLAN's CURRENT/CONCEPTUAL TOWN CENTER w 6 OI #2 ®® \\� �111 \\ I I AND HAVE BEEN CONFIRMED TO BE ADEQUATE. THE APPROVED POND 4 AND ITS LEVEL SPREADER WILL REMOVE 25.70 Ibs/yr OF PHOSPHOROUS. ALSO, A NEW LEVEL II 'WET POND B' WILL REMOVE AN g O 1 I I I '" J/� •� \ ,' / - _ ®® .., ADDITIONAL 8.53 Ibs/yr OF PHOSPHOROUS. THIS WILL GENERATE A PHOSPHOROUS CREDIT OF 4.29 V� I I l l - �sy/_j �\ _: '. .• :<. _� _ ®, '� I , �' \\��" ,. '�.� Ibs/Yr (25.70+8.53-29.94). O Z ,� IN ADDITION TO THE AFOREMENTIONED FUTURE TOWN CENTER, THIS PLAN REQUIRES ADDITIONAL Lu �- II 20' OF OLF w7 A ELEV.=4 --:. - AAA \ \ .?`, i / I ✓IIII I \ _ A \ 20' OF CHANNEL FLOW DOWN \� ""I;/�� PHOSPHOROUS REMOVAL FROM THE ELIMINATION OF THE LEVEL SPREADER, LS-11. PER THE W 0 THE EMBANKMENT I\\�� / \ _. \ 1 " \ �M+ APPROVED W PO PLANS ANALYZING LS-11, A PHOSPHOROUS DEFICIT OF 2.21 Ibs/yr. IS GENERATED z I\ \ I I FROM THE REMOVAL OF LEVEL SPREADER LS-11. (a / \ } I II I. I . II II�o\\ \ SCR \\\ '9 \ �' I 1 u:� Z J Z z THIS AREA (BLOCK 4B) RECEIVES STORMWATER O W Z QUANTITY AND QUALITY TREATMENT UNDER \ \ I IN TOTAL, THIS PLAN MEETS MINIMUM WATER QUALITY REQUIREMENTS WITH A SURPLUS OF 2.08 I I QUANTITY WED 201800051. NO MODIFICAnoNs • /j ` \_� �� \ - ' /�� =i 1 '� Ibs/yr PHOSPHOROUS (4.29 2.21). THIS 2.08 Ibs/yr PHOSPHOROUS CREDIT WILL BE APPLIED TO a k (� O \ z 0 I I • STOARE PROPOSED TO THIS AREA & RMWATERQ QUANTITY TREATMENT. T. THE - - •. _ ., ', ® l ' I �x BLOCKS 9-11 CURRENTLY UNDER REVIEW (WP0201800086), WHERE ITS BLOCK 11 IS LOCATED \/J U x o II I I 1 I I WATER QUALITY TREATMENT WILL BE SLIGHTLY '�� -- _ 1�,.,, I�,\ I ®I 1 I / I I \ I IMMEDIATELY ADJACENT TO THIS PLAN's WET POND 'B'. W a O \ �a -- -� III II I IMPACTED WITH THE REMOVAL OF LS-11. LU th WATER QUANTITY SUMMARY J THE PROPOSED IMPACTS ASSOCIATED WITH THE FUTURE TOWN CENTER ARE TREATED THROUGH THE p ¢ Q \ z n \\ JII I I I l l I 1 ,�/ \ \ \ / / � \c \ I e ac - ` / _ _- J �,`� i i I / I I I \ � '� \ \\\ \� \ \ \, ATTENUATION IN WET PONDS. APPROVED 'POND 4' TREATS SUBAREA 'A' AND 'WET POND B' TREATS O N I- � w - \ \ cN 90 _ I; /I \ SUBAREA'B'. BOTH SWM FACILITIES HAVE CONCENTRATED OUTFALLS, WHICH ESTABLISHES THE j z m ®! /' ,��\ \\ \ «" POINTS OF INTEREST (POI). APPROVED'POND 4' DRAINS TO POI #1 AND'WET POND B' DRAINS TO POI Lu Q Z PROPOSED EXPANSION OF \ #2. CHANNEL PROTECTION COMPLIANCE IS MET FOR POI #1 & POI #2 VIA 9VAC25-870-66, 0 THE APPROVED LIMITS OF \\ \\ \ D-'\ \ (, a SUBSECTION B.3.a (i.e. THE ENERGY BALANCE CALCULATIONS). FLOOD PROTECTION FOR POI #1 IS W g I I "`�� '� I I i, ! .'Y, •+° _ / _ �T 2ovo0037, AMENDMENT #2 ` \ f MET VIA 9VAC25-870-66, SUBSECTION C.2.a WITH A LIMITS OF ANALYSIS SET BY SUBSECTION C.3.c O IS UNDER WPO a I ,I I /� i $ Y ■ t �/ I (i.e. APPROVED POND 4 CONTAINS THE 10-YEAR DESIGN STORM AND ADEQUATELY RELEASES THE 0 U) RUNOFF THROUGH MANMADE PIPES & RIPRAP TO A MAPPED FLOODPLAIN). FLOOD PROTECTION FOR �I POI #2 IS MET VIA 9VAC25 870 66, SUBSECTION C.2.b (i.e. WET POND B RELEASES A 10 yr O ILI NOTE: FUTURE THE LIMITS � / E POST -DEVELOPMENT FLOW LESS THAN THE 10-yr PRE DEVELOPMENT FLOW). Q / \ / TOWN CENTER, APPROVED BLOCK o & APPROVED SALAMANDER FROM A STORMWATER QUANTITY STANDPOINT, THE REMOVAL OF LEVEL SPREADER LS 11 DOES NOT II 1 ;,: - - - - - --_ --- �,.,,;�` �:, -- ., „�„ _ �• �\ STREET= 35.98 acres. THIS AREA COVERS THE REQUIRED HAUL IMPACT ANY OF THE APPROVED WPO PLANS ANALYZING LS-11. CHANNEL AND FLOOD PROTECTION j \ ...., �.. .: "'.. - c.. _ tsa n. .•,<. , . „ 'r. �r:y� T a'.+.M: w.v. ROADS, BUT EXCLUDES BLOCKS 8A, 8B & 4A SINCE THESE AREAS a' W i I I I - RECEIVE WATER QUALITY TREATMENT UNDER SEPARATE VSMP COMPLIANCE FOR LS-il's AREAS HAVE ALWAYS BEEN MET SEPARATE FROM THE LEVEL SPREADER IN IIII II a4 'y a I III II II III-�__�`• - \ PLANS. THIS 35.98 ac. LIMITS OF DISTURBANCE BOUNDARY THE APPROVED WPO PLANS. IN ACCORDANCE WITH THE MOST RECENT APPROVED WPO 201900004's Il III I I _ ® DEFINES THE VRRM BOUNDARY FOR WATER QUALITY SHEET C-901, CHANNEL PROTECTION IS MET FOR LS-11's AREA (POI-11) VIA 9VAC25-870-66, SECTION IIII \\ ,_ _ REQUIREMENTS ASSOCIATED WITH THIS PLAN (i.e. THE FUTURE B.3.a (i.e. THE ENERGY BALANCE CALCULATION) AND FLOOD PROTECTION IS MET VIA 9VAC25-870-66, -'� �- TOWN CENTER, BLOCK 5 & SALAMANDER STREET). _ ;c, ,. • . - �\� RUNOFF j AD ER QUANTITY \ / I •'•s•`?•c ", •ter:}�."w", h- -='� �, APPROVED LIMITS OF _ . - - r, � v,,, t, e„ f•w, ,., y. _ •,,,q / NETWORK 01A MAPPED FLOODPLA THEREFORE THERE ARE NO PROPOSED STORMWATER II ` -� ' -:._ - - ,..__ � , :� - .4:4 _. /,• ';i, � .•' . } ,.as; � �,^. , :?, r,.. - ,. ..- � _ - � 5D\ DISTURBANCE UNDER WPO '\\ J \. Q CHANGES, OR ADDITIONAL REQUIREMENTS, ASSOCIATED WITH THE REMOVAL OF LS 11 . POST-DEVN - - SUBAREA . ? 0� 201700037, AMENDM NT #1 I J W N N N 17.04 acfle S, \\ \\ .✓ / \ / III IIII I III I I IIIIII I11I III III ' Qo In 7 CN=86 WETLAND Tc=0.10 hrs. �♦ / \ I 11 I Ioil A A�I I'0'. ERNNIAL / A - -'1 � I � I I ■ l l ' I ! `\ � ■ I `-� � I� \�� STM nP � �� III I= III I \I J iiiill vvv _I�__ OF SUBAREAS AE& B ARE DEFII EDRS \,--. BY APPROVED WPO 201900004. 100 OF OLF w7 A ELEV.-22 ,, q II ,III ' III , �,. \ \ ®L9 _ 145' OF CHANNEL FLOW DOyM�°):• -:,; II I \ i A� �\ ® ®� '`��\\ V \ \ �,�1 II I I / / ; THE EMBANKMEN ® I I C, ) III I III 1 \ ■ Q \ ��UA , III III h' ll1JL11111111 : 1J_111111111J_1 I -- ,\\ IIIIIII 11 I 1 \ r,:, W lllil l� \ II�1 I IIII I \ THIS AREA (BLOCK 4A) RECEIVES STORM WATER / I]T / / • • .\ / 1 II II QUANTITY AND QUALITY TREATMENT UNDER APPROVED WOO 201800051 NO MODIFICATIONSARE ICI �I I 1 STORMWATOPOSED ERQ QUANTTHIS AREITY TREATM NT THE �/ �A ° - h I /\ / ?f� ® AA \� I y QUALITY TREATMENT WILL BE SLIGHTLY / / \ 11 • i - 'V- I PROPERTY II \ �in 1■ IMPACTED WITH THE REMOVAL OF LS-11. LIMITS, nP. \ J I CD APPROV D POND 4 ��IIII III II\ IIII II I I, I A \ ■ -'•� - I (\ \ / // I II I/ / 1��= \ \ \ �� (`.. i� ��...... TORPOI DOF If I'llOUTALN Wz > w AnzK `PS \\\SLOPE�P. \ \ I �:: �1 \ ` �� ' W V / _ - STt PR� ESD T' �___� III �I � l l - V ■-- / / / � / / z2 � / A \�A�\\�\ V � -.,,`� � � � A i A \ � \ �� ° � :� y�_� ', - - � � � Q � �� (/ \// / / \ I \ A\\ I \ \ v v �I \ III I \\I\\ I I VA\ ■ \� A�� / V '•�: / / ;-�� \V GRE"E�NW AY, ®®® �A �� II I� -� O ��_�- - L \i I \ / / /\!/ y/�: \ I I A v v s� v s -y \ / I \ \ - III\A\ II I I I A /, / % / 1 I \ \ \\ \�� _ ; s'= W (j THIS AREA BLOCK 8A RECEIVES STORMWA: QUANTITY AND QUALITY TREATMENT UNDER \ V / l trf 1+� y A I I I I I VA �� 0 ® O /,[//y APPROVED WPO 201900004.1 O MODIFICATIONS _ `F= ', H ARE PROPOSED TO THIS AREA & CTS �/ 1 - i \ -'i t I� i� V I I / / �\ A A \\V� \� \ \ �� 0 s 1 ✓ \ A \ \ �' STORMWATER QUANTITY TREATMENT. THE / _ y,. i Jj',I w I I I \ \ �` / �� A V \�,,. ® -�� // e'4 \ V ®® 0 O �O QUALIn TREATMENT WILL BE SLL9 IGHTLY ..V�� ®Ea�� IMPACTED WITH THE REMOVAL OF LS-11. _ U H� ®�O � \ \ -\\ _� \ \_ I \\\ \ III III I \ 432 / /\/� M- \� , i� I \ \\\ �i" - \ \ \\ F� �"_/ �� J ��-� Y U \ \ 1\ 1 1\ 1�1 IIII\I�I III 1 i11 � I I �11 I I II II \\\ IIII I \ I I II i1111 I I\IIII I� II �I I IIII II (IIIIII �\ I I II III I \ \\III II �I1111/%I /'' II� II IIIIIII�,II��I �III�VI� / ii I I I I (1 IIII I�I I I � I I gVAI W R W NT TV - STO M ATER UA I AND W \ Q \ �- QUALITY TREATMENT UNDER s �� /\ r_ LU L APPROVED WPO 201800080. NO /// _ l ,'� / ,. MODIFICATIONS ARE PROPOSED '� ,. • \/ �il \\\ \ \V\ �- ,�\�/� i-�� '� W TO THIS AREA & ITS TREATMENT I / �A / ®Ul �\\ a \ / VLU _- \\ ��LU LU Z LU \ 961 I I - Post -Development Impervious Area Summary I \ > _/j \ Subarea A III e = _ '' �� % G' Roads & Parking Lots 277,975 sf Q III� h� �� _ y l \� \ - �� W/ - A,•�y ��' y jj Buildings 163,225 sf Q Sidewalks 59,875 sf \��%/� 501,075 sf O w , . • Post Development Impervious Area Summary w y \V \•: V��' • A /i Subarea B \ \� � y \� v- .� •° ,°� °• ��% �%"� � � `-� � 1\ \ li WATERSHED SUMMARY FOR SUBAREA A Roads &Parking Lots 140,225 sf Buildings & Pool Area 69,475 sf w Area, 1-year Flow, 2-year Flow, 10-year Flow, O Lu CN ac cfs cfs cfs � •, �/ � - - � -� \ � � // /// 215,675 sf Sidewalks5,975 DA A (Pre-Dev.) 60 16.25 2.83 6.07 20.62 JOB N0. ( \ APPROVED LS-11 (NOT YET \ / // / / -- / / // DA A (Post-Dev.) 86 17.04 0.34 2.17 54.09 182150 CONSTRUCTED) IS PROPOSED TO BE / Overall Acreage Summary \ REMOVED WITH THIS PLAN. SEETHE / \� / VRRM Post -Development Impervious Area Summary SCALE SWM NARRATIVE ON THIS SHEET V� FOR ADDITIONAL INFORMATION �j, •" /\ �/ �� /' ,� / /� // �� w �� - -�W � - II PO2017 00 (LS]E)ORIGINALLY APPRDVED0180 UNDER PO 201700037 D REVISED WITH PO 201800013 / WATERSHED SUMMARY FOR SUBAREA B (Boundary defined by this Project's Limits of Disturbance) 1 "-120, CN Area, 1-year Flow, 2-year Flow, 10-year Flow, Roads & Parking Lots 421,925 sf ac. cfs cfs cfs Buildings & Pool Area 239,350 sf SHEET NO. DA B (Pre-Dev.) 60 7.20 1.52 3.32 11.31 Sidewalks 58,725 sf 15 - 23.45 23.45 DA B (Post-Dev.) 90 6.41 0.20 1.04 11.18 720,000 sf Pre -Development Post -Development Area, ac. Area, ac. DA A 16.25 17.04 DA B 7.20 6.41 WET POND CONSTRUCTION NOTES: FACILITY PLANTING SPECIFICATIONS: 1. THE CONTRACTOR SHALL ESTABLISH AND MAINTAIN A VEGETATIVE COVERAGE IN THE POND AND ITS BUFFER. 2. THE CONTRACTOR SHALL ALSO INSTALL THE WETLAND SHELF AND AQUATIC BENCH PLANTINGS, AS REQUIRED, AND USE NUTRIENT RICH SOIL IN THESE AREAS TO PROMOTE HEALTHY GROWTH AND ROOT DEVELOPMENT. 3. PLANT SELECTION SHALL PROMOTE DIVERSE WILDLIFE AND WATERFOWL USE WITHIN THE STORMWATER WETLAND, AQUATIC BENCH AND BUFFERS. 4. WOODY VEGETATION MAY NOT BE PLANTED OR ALLOWED TO GROW WITHIN 15 FEET OF THE TOE OF THE EMBANKMENT NOR WITHIN 25 FEET FROM THE PRINCIPAL SPILLWAY STRUCTURE. 5. A VEGETATED BUFFER SHALL BE PROVIDED THAT EXTENDS AT LEAST 25 FEET OUTWARD FROM THE MAXIMUM WATER SURFACE ELEVATION OF THE WET POND. PERMANENT STRUCTURES (E.G., BUILDINGS) SHALL NOT BE CONSTRUCTED WITHIN THE BUFFER AREA. EXISTING TREES SHALL BE PRESERVED IN THE BUFFER AREA DURING CONSTRUCTION IF POSSIBLE. 6. 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 SHALL BE THREE TIMES DEEPER AND WIDER THAN THE DIAMETER OF THE ROOT BALL FOR BALL -AND -BURLAP STOCK, AND FIVE TIMES DEEPER AND WIDER FOR CONTAINER -GROWN STOCK. 7. 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). 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 500 WASHINGTON DC 20005. 4. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY THE DESIGNER OF ANY VARIANCE FROM THE PLAN. S. THE LANDSCAPE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE LOCATION OF ANY ONSITE UTILITIES (CALL MISS UTILITY 1-800-552-7001 BEFORE ANY EXCAVATION). 6. REFER TO THE APPROVED CONSTRUCTION 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 BEEN 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 SUFFICIENTLY TO 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 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 SUFFICIENTTO CONTAIN THE ENTIRE ROOT BALL OR ROOT MASS, W ITHOUT CRAMPI NG 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 15 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. THE CONTRACTOR SHALL USE THE WET POND AS AN E&S CONTROL STRUCTURE, IF SHOWN IN THIS MANNER ON THE APPROVED ESC PLANS. IF APPLICABLE, THE WET POND SHALL SERVE AS A SEDIMENT BASIN DURING PROJECT CONSTRUCTION. IF THIS IS DONE, THE VOLUME SHALL BE BASED ON THE MORE STRINGENT SIZING RULE (EROSION AND SEDIMENT CONTROL REQUIREMENT VS. WATER QUALITY TREATMENT REQUIREMENT). INSTALLATION OF THE PERMANENT RISER SHALL BE INITIATED DURING THE CONSTRUCTION PHASE, AND DESIGN ELEVATIONS SHALL BESET WITH FINAL CLEANOUT OF THE SEDIMENT BASIN AND CONVERSION TO THE POST -CONSTRUCTION WET POND IN MIND. THE BOTTOM ELEVATION OF THE WET POND SHALL BE LOWER THAN THE BOTTOM ELEVATION OF THE TEMPORARY SEDIMENT BASIN. APPROPRIATE PROCEDURES SHALL BE IMPLEMENTED TO PREVENT DISCHARGE OF TURBID WATERS WHEN THE BASIN IS BEING CONVERTED INTO A WET POND. 2. WET PONDS 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, THE CONTRACTOR SHALL DE -WATER, DREDGE AND RE -GRADE THE SEDIMENT CONTROL FACILITY TO DESIGN DIMENSIONS AFTER THE ORIGINAL SITE CONSTRUCTION IS COMPLETE. 3. THE CONTRACTOR SHALL ASSEMBLE CONSTRUCTION MATERIALS ON -SITE MAKING SURE THEY MEET DESIGN SPECIFICATIONS AND ARE PREPARED AT STAG I N G AREAS WHEN POSSIBLE. 4. THE CONTRACTOR SHALL CLEAR AND STRIP THE PROJECT AREA IF REQUIRED TO THE DESIRED SUB -GRADE. 5. THE CONTRACTOR SHALL INSTALL E&S CONTROLS PRIOR TO CONSTRUCTION INCLUDING TEMPORARY DE -WATERING DEVICES AND STORMWATER DIVERSION PRACTICES. ALL AREAS SURROUNDING THE POND THAT ARE GRADED OR DENUDED DURING CONSTRUCTION MUST BE PLANTED WITH TURF GRASS, NATIVE PLANTINGS, OR OTHER APPROVED METHODS OF SOIL STABILIZATION. 6. THE CONTRACTOR SHALL ALSO EXCAVATE THE CORE TRENCH AND INSTALLTHE SPILLWAY PIPE. 7. THE RISER AND APPLICABLE OUTFLOW STRUCTURES SHALL BE INSTALLED AND THE 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 Specifications Property Test Method Unit Specillicallon Permeability ASTM D-2434 Cm/sec 1 X 1 Plasticity Index of Clay ASTM D-4231424 % Not less than 15 Liquid Limit of ClayASTM D-2216 % Not less than 30 Clay Particles Passing ASTM D-422 % Not 1e55 man 30 Ci Co Dion ' I-- D-2216 % 95% of standard proctor density Source: vegrlla Swrmwaler management Handooaa (19Y9) 9. EXCAVATION AND GRADING TO THE APPROPRIATE ELEVATIONS AND DESIRED CONTOURS SHALL BE ACHIEVED FOR THE BOTTOM AND SIDE SLOPES OFTHE POND. 10.THE EMERGENCY SPILLWAY SHALL BE CONSTRUCTED IN CUT WHERE POSSIBLE, OR IN STRUCTURALLY STABILIZED SOILS. 11.THE OUTLET PIPES, INCLUDING DOWNSTREAM RIP -RAP APRON PROTECTION, SHALL BE INSTALLED. 12.EXPOSED SOILS SHALL BE STABILIZED WITH TEMPORARY SEED MIXTURES APPROPRIATE FOR THE POND BUFFER. ALL AREAS ABOVE THE NORMAL POOL ELEVATION SHALL BE PERMANENTLY STABILIZED BY HYDROSEEDING OR SEEDING OVER STRAW. 13.THE POND BUFFER AREA SHALL BE PLANTED WITH A VEGETATIVE GROUND COVER AND THE CONTRACTOR SHALL THEN INSTALL THE APPROPRIATE BASIN LANDSCAPING IN ACCORDANCE WITH THE APPROVED PLANS. 14.ALL CONSTRUCTION SHALL ADHERE TO THE VIRGINIA DEQ POST CONSTRUCTION BMP CLEARINGHOUSE REQUIREMENTS SET FORTH IN DESIGN SPECIFICATION NUMBER 14. FACILITY MAINTENANCE: MAINTENANCE OF THE WET PONDS) 15 DRIVEN BY ANNUAL INSPECTIONS THAT EVALUATE THE CONDITION AND PERFORMANCE OF THE POND. 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 FOREBAY. 1. MONITOR THE GROWTH OF WETLANDS, TREES AND SHRUBS PLANTED, AS APPLICABLE. RECORD THE SPECIES AND THEIR APPROXIMATE COVERAGE, AND NOTE THE PRESENCE OF ANY INVASIVE PLANT SPECIES, AS APPLICABLE. 2. INSPECT THE CONDITION OF STORMWATER INLETS TO THE POND FOR MATERIAL DAMAGE, EROSION OR UNDERCUTTING. 3. 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. 4. INSPECT POND OUTFALL CHANNEL FOR EROSION, UNDERCUTTING, RIP -RAP DISPLACEMENT, WOODY GROWTH, ETC. 5. INSPECT CONDITION OF PRINCIPAL SPILLWAY AND RISER FOR EVIDENCE OF SPALLING, JOINT FAILURE, LEAKAGE, CORROSION OR OTHER FAILURES. 6. INSPECT CONDITION OF ALL TRASH RACKS OR FLASHBOARD RISERS FOR EVIDENCE OF CLOGGING, LEAKAGE, DEBRIS ACCUMULATION OR OTHER FAILURES. 7. 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. 8. INSPECT INTERNAL AND EXTERNAL SIDE SLOPES OF THE POND FOR EVIDENCE OF SPARSE VEGETATIVE COVER, EROSION, OR SLUMPING, AND MAKE NEEDED REPAIRS IMMEDIATELY. 9. REPAIR AND REPLACE AS NECESSARY. 10. PLEASE SEE THE TABLE BELOW FOR ADDITIONAL MAINTENANCE MEASURES: Table 14.6. Typical Wet Pond Maintenance Tasks and Frequency Maintenance hems Frequency • Mowing - twicea year Quarterly or after major storms • Remove debns and blockages (-I inch of rainfall) • Repair undercut, eroded, and bare soil areas • Mowing Twice a year • Shoreline cleanup to remove trash, debris and floatables • Afull maintenance inspection Annually • Open up the riser to access and lest the valves is Repair broken mechanical components, it needed One time during the • Pond buffer and aquatic bench reinforcement plantings second arfollo - construction • Foreba Sediment Removal Every 5 to 7 Years • Repair - the riser and'INra as needed From 5 to 25 years 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 WET POND'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. WET POND INSTALLATION (E.G., INTERIM AND FINAL ELEVATIONS) S. INSTALLATION OF THE EMBANKMENT, THE RISER/PRIMARY SPILLWAY, AND THE OUTLET STRUCTURE(S). 6. PLANTING AND VEGETATIVE STABILIZATION PHASE (WITH AN EXPERIENCED LANDSCAPE ARCHITECT PRESENT) 7. FINAL INSPECTION (DEVELOP A PUNCH LIST FOR FACILITY ACCEPTANCE) STORMWATER MANAGEMENT FACILITY GRADING Elevation (ft) Area of Forebay Cell Contours (sf) Volume (cf) 386 428 0 388 864 1,267 390 1,442 3,548 391 1,785 5,159 392 2,164 7,130 394 396 398 Elevation (ft) Area of Main Cell Contours (sf) Volume (cf) 386 5 0 388 523 386 390 1,908 2,673 391 3,013 5,112 392 5,559 9,334 394 - - 396 398 VA DEQ DESIGN SPECIFICATION NO. 14 Elevation (ft) Area of Wetland Cell Contours (sf) Volume (cf) 386 388 - - 390 218 0 391 512 355 392 882 1,043 394 396 398 Elevation (ft) Total Facility Area Contours (sf) Volume (Cf) 386 433 0 388 1,387 1,730 390 3,568 6,516 391 5,310 10,927 392 8,605 17,818 394 13,155 39,418 396 18,066 70,509 398 23,607 112,059 SECTION 4: TYPICAL DEIAELS UPPER SNAG WETLAND LL9VrL 2) VVETLANDCE1 "FLOW FROM FOREBAY MAX N DEPTH - 1 r POTABLE ovEAFLow REFEM NTS.E 14.2 FOR VOLWAE (FiEFER TO TABLE REOUIREMENI'S7 d�iFt: Y6ENCH 14 2 FCIR VOLUME - REGlM1EMENTB + L hyJ f LOW FLOW HIGH F_OW LAND3CAPINO RJE FER TO TABLE 16.2 FOR L1 ANO L2 GECIL►7EMENTS) I'.iai.a):UI POND AERATION N,� FLOW PATH AND POOL OE0ME1RY ,(REFER TO TABLE T4.2 FOR Ll AND )TIC BENCH L4 REOLIIa=WNT6) TY BENCH BENCH PLANVIEW Hem F4EFM TO TABLE 14.2 AND DMICN OPEC NO. 13 CCNfiYiklCTm WETLAND eEcmcr4 s roR L1 ANo L2I/0.lIME AND aTcawaE oEPTH CRITERA IN w><TLANo ctit (aVffIFLIDW To 1NET POND NONk4AL Pam- SAGETY BENCH C•1AhMa:L PROTECTION AOUAITIC BENCH TV \ 1� � NORMAL I ->COL �, FOREBAY._c1 �r [.i R SHELF 4E"�.:�iD � �._ _ .. _..-_,'._ .OW FLCWII70 tIVPE � .' i °'`� I I � -'� PROFILE (WITH UPPER SHELF WETLAND? SAFI TY EIENCH AOtuTxl 9EM:H OHA/.MEL PROTEOTION /� N � \ INOPOOLMPL POOL Z L•':i HIGH rLOW TO WET POND r �AL _ I -1I . __... a =1 rL u= [mil .. 2 III I II tlr l> IIITIII I ,- 1,-II 1=-I1rlq-IS r' LowcLuw RPE tVOTE REFER TO BEGT60N a FOR L1 AND L2 NCRMAL POOL VOLUME MID CEPD-r AND N A Np CHANNEL PROTECTION GTORAOE OEPTHe PROFILE (WITHOUT UPPER SHELF WETLAND) Fi -ure 14.1. Wet Pond Design Schemaocs 9 9 P I '2" zinc plated ed hook i attach.. 3/ ' e d with H fastener r s 0 (l ®� V a" din, hole. Y P ISOIIIClr'IC I/4- HOPE plate (optional) culvert Pipe Ys.. HOPF, atroetural plastic with 0 2-1/ll holes and 1/4" plate �0 manufactured by Plastic 000 solutions Inc. or equal 0000 ,x rC shin" with optional plate HDPF. al ru claral plaauc 1r1I.h 2-I/8" holee and IJ4- plate Y G'C LlO1T manufactured by Plastic Solutions lac or equal 9IB' dia hole o a a 0 O 00 0 0 WIcce1rP "Rlevalion ri4 PLASTIC PO Don `gay DEBRIS CAGE DILUTIONS Nioca19Aer YA PP801 INC. 877-877-57:' I re phnit-tVs.. 100-yr PE 10-yr PE 2-yr PE. 1-yr PE. PROPOSED LEVEL II 'WET POND B' DETAIL \ SCALE 1"=30' I 1 1 I ... N F FUTURE CATO 0 U URE PIPE RM SEWER DESIGN TO BE PART OF TOWN CENTER'S FINAL /SITE PLAN. INTERNAL BERM LOCATED BETWEEN THE FOREBAY AND WETLAND CELL TO HAVE A TOP ELEVATION OF 392.0' WITH A 15' WIDE WEIR (CREST ELEV.=391.0'). WEIR TO CONVEY FLOWS FROM FOREBAY CELL TO WETLANDS CELL. \ \\ \ ` \ \ \ WET POND'B' DESIGN & REQUIREMENTS: EE \ \ \ Treatment Volume, Tv (VRRM) 18,130 cf \ > \ \ \ Minimum Treatment Volume Required for Level 11 Basin 27,195 cf ' Treatment Volume Provided at MWSE 17,818 cf Minimum Percentage of TV Provided at MWSE 50 Percentage of Tv Provided at MWSE 66 % REENWAY, TVP \ _yam Ponding Depth Corresponding to Minimum Tv Required 0.9 ft PRESERVED STEEP'' \ SLOPES, TYP. Maximum Ponding Depth allowed for Minimum TV 4 ft ` Maximum Percentage of Tv Provided above MWSE 50 % Percentage of Tv Provided above MWSE 34 % i \Minimum Forebay Volume Required (15% of Tv) 4,079 cf Forebay Volume Provided 7,130 cf / \ ` Minimum Upper Wetland Shelf Area (10%of Pond Area) 861 sf / \ \ 0+00 Upper Wetland Shelf Provided 882 sf \ / v \ ` PROPOSED g4. II 0T5" CL.III RCP (a1y.24 4.24 % PROPOSED FLATVDOTCLASS At COARSE \ ' / AGGREGATE OUTLET PROTECTION w/ w/ VDOT STD. EW12 / �. GEOTEXTILE FILTER FABRIC UNDERLAYMENT. O� ti `i - - I / FABRIC TO BE KEYED INTO EX. GROUND 9" _ _ / �3+.47_ MIN. AT ENDS & ALONG PERIMETER. FABRIC / TO OVERLAP A MIN. OF 9" E=33', W1=4% W2=15', 0=18" MIN.) INN jREBAY / CELL �iA \ j/�7� SEE THIS SHEET F0}r SCALED PROFIWS OF THE ALIGNMENTS (TYP.), /OPO Dioo' WIDE VDOT CIE. At RIPR LINED \ / - EMERGEN LLWAYCREST i • 3Do \ k,SH61TEST FLO/ ' \ F V ELEV:=396.75'. SPILLWAY TO ERALL LENGTH (138')> 0.6 / / \ O.\ �\ -�\a\ HAVE 4:iSIDE SLOPES FOR / \ VEH CULAR ANS T OHS. \ s �/ 325s / \ \�-.. io' WIDE TOP OF. .. II I t t1' / �F�9iy� x / "/ / 6p \�fl F PC / \ ��DAMEV.=398, FLOW PATH >3:1 I/(FLOW LENGTH=195'/WIDTH=64'); \ _ � - �� - MAIN ELL �. INTERNAL BERM LOCATED BETWEEN THE \\ 350s WETLAND CELL & MAIN CELL TO HAVE A TOP \ _ ELEVATION OF 392.0' WITH A 15' WIDE WEIR \ \ \\ VA (CREST ELEV.=391.0'). WEIR TO CONVEY FLOWS FROM WETLANDS CELL TO MAIN CELL.'- -\ \ 325s io'WIDE, 12"DEEPS \ F PC 57 \ AQUATIC BENCH _ \` F \\ CONTRACTOR SHALL USE 1 NUTRIENT RICH TOPSOIL FOR THE - \ / AQUATIC BENCH & SHALL ENSURE _ \ j HEALTHY GROWTH OF PLANTINGS / DURING THE FIRST YEAR(TYP.) PROPOSED / ---` MWSE=392'- - - -- MANAGED TEfP-T- _- --._ - -SLOP-€S, ------ - - ---- - _ PROPOSED VDOT STD. B i (048" REINFORCED CONCRETE MH BASE) TO SERVE AS THE ESC RISER. CONTRACTOR SHALL CONVERT THE ESC RISER TO A PERMANENT SWM RISER. PERMANENT SWM RISER TO BE A VDOT STD. MH-i WITHOUT THE FRAME & COVER INSTALLATION. WITH THE FRAME & COVER, THE MH-i s RISER OPENING IS 24" IN DIAMETER. RISER TOP TO INCLUDE ATRASHRACK SEE DETAIL ON THE NEXT SHEET. RISER RIM ELEV.= '. RISER TO INCLUDE 1 ONE 02. " 395J5 O 33 / LOW -FLOW ORIFICE(INV.=392.00) AND (4) FOUR 06"MID-FLOW ORIFICES (INV. 395.00). \, AQUATIC BENCH (ZONE 1) PLANTING SCHEDULE FOR SWM FACILITY 12' WIDE ACCESS ROA�O RISER R TENTIAL�IAIN\ ANCE \ s / PROPOSEDVARIAB WIDTH SWIM EC I- / \ & ACCES Ei EMENT, TY£. I PROPOSED 2' WIDE PROTECTIVE BARRIER AROUND THE RISER TO BE \� CONSTRUCTED OF GABION BASKETS FILLED WITH STONE. \ \ \ DIVERSION TOP TO EXTEND i' ABOVE THE MWSE. STONE FILLED \ \ \ GABION BASKETS TO EXTEND BELOW GRADE, TO THE RISER BASE OR TO A POINT OF ADEQUATE ANCHORING. SEE GENERAL SWM NOTE \ #5 ON THIS SHEET. \ SYM BOTANICAL COMMON NAME SZE SWM FACILITY QUANTITY COVETRAGE(B)) ZONE 1 PLANTINGS /U EC PONTEDERIAPECTINATUS PONDWEED 650 VA VALISNERIAAMERICANA WILD CELERY 65D EC ELODEACANADENSIS WATERWEED 575 415 415 PROPOSED VDOT STD. B-1 S " 0 8REINFORCED CONCRETE MH BASE) ( 4 ) TO SERVE AS THE ESC RISER. CONTRACTOR SHALL CONVERT THE ESC RISER TO A PERMANENT SWM RISER. PERMANENT SWM RISER TO BE A VDOT STD. MH-i WITHOUTTHE FRAME & COVER INSTALLATION. WITH THE XISTING FRAME & COVER, THE MH-i's RISER OPENING IS 24" IN DIAMETER. RISER 41 0 GRADE TOP TO INCLUDE ATRASHRACK SEE DETAIL ON THE NEXT SHEET. RISER RIM ELEV.=395-75'. RISER TO INCLUDE (i) ONE 02.33 LOW -FLOW ORIFICE (INV.=392.00) AND (4) FOUR 06"MID-FLOW ORIFICES(INV. 395.00). / \ ROPOS D 2'WIDq PROTECTIVE BARRIER AROUND INTERNAL BERM LOCATED BETWEEN THEr rHE RISE TO BE CONSTRUCTED OFGABION BASKETS L N ELT HAVE TOP WETLAND CELL & M.�J CELL O A O . DIVERSIONDi ELEVATION OF 39Z..O' WITH A IT WI ABOVETHE MWSE, STONE FILLED GA BION BASKETS (CREST ELEV.=391/0'). WEIR TO CONVE rO EXTEND BELOW GRADE, O THE RISER BASE OR TO FROM WETLANDS CELL TO MAIN CELL. POINT FADEQ ATE AN HORING. SEE GEN R 405 / 7CONTRACTOR INTJERNAL BERM LOCATED BETWEEN THE \ / SHALL INSTALL FOREBAY AND WETLAND CELL TO HAVE A TOP DANCE - \ w/ TH DESIG SHOW ELEVATION OF 392.0' WITH A 15' WIDE WEIR ON (CREST ELEV.=391.0'). WEIR TO CONVEY FLOWS ROPOS D THESE PLANS. FROM FOREBAY CELL TO WETLANDS CELL. GRADE 400 \\ 2o'WIDI.TOPOF DAM ELI iV.=398.0' 395 k \ 395 ,P 0'G 7 h. 1z \ 9� Z - - RQPQS€ - . M SE=3920' 390 390 1AQUTAT1 12" DEE tK WSE 397.00 \K WSE 396.27 tK WSE 395.27 INV= kK WSE 394.93 386.00 PROPOSED 94-33' \ OF Oi5" CL. III RCP ERMAN NT POO @ 4.24% \ DEPTH= (FLOOR \\ \ 385 PROPOSED 6' DEEP FOREBAY ELEV. 86.o') ROPOSE VDOT (FLOOR ELEV.=386')TO PROVIDE PRETREATMENT UPLAND OF MAIN TC PREVENT FLOATATION ERISERBASE \ STD. W- CELL & WETLAND CELL. FOREBAY ND BA REL CON ECTIO SHALL E HELPS FURTHER REDUCE THE RISK 'Lx8'WAN x 8"D REIt7tu FORCED CONCRE E INV= OF CLOGGING IN THE LOW -FLOW ORIFICE. SEE GENERAL SWM NOTE FOUNDATION. THE CONC.F UNDATI N 380 #5 ON THIS SHEET. SHALL BURIE BELOW GROUN . 1382.00 JJ � C) [O `- O N � CD� PROPOSED RIPRAPTO EXTENDTO W W O r O N I"T Ltd O O STREAM BANKS, AS SHOWN. O O O O O cc)� O 00 O n O N CONTRACTOR SHALL NOT DISTURB CF) W �) 00 � 0j THE STREAM AND WETLANDS 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 WET POND B SECTION 'T GENERAL SWM NOTES: i. STATE APPROVED TRASH RACKS AND ORIFICES SHALL BE INSTALLED ON ALL ORIFICE OPENINGS. SEE DETAILS ON THIS SHEET & NEXT SHEET, OR EQUIVALENT, FOR INSTALLATION. 2. CONCRETE FOUNDATIONS SHALL BE INSTALLED ON ALL RISER STRUCTURES MEETING MINIMUM VESCH 4 .1 SPECIFICATIONS. 3 3. CONTRACTOR SHALL HIRE ATHIRD PARTY GEOTECHNICAL ENGINEER TO ENSURE THE EMBANKMENTS ARE STRUCTURALLY SOUND. THE EMBANKMENTS SHALL HAVE A COMPACTED CLAY CORE WITH A CUTOFF TRENCH & BE IN ACCORDANCE WITH THE DETAILS SHOWN ON THE NEXT SHEET. ALL EXISTING AND PROPOSED FILL MATERIAL AND PROPOSED CONSTRUCTION SHALL BE APPROVED BY AN ONSITE GEOTECHNICAL ENGINEER PRESENT DURING THE CONSTRUCTION OF THE EMBANKMENTS AND FILL AREAS, AND PRESENT DURING THE CORE SAMPLING. 4. THE DOWNSTREAM EMBANKMENT SLOPES OF ALL PERMANENT FACILITIES SHALL HAVE MAXIMUM 3:1 SLOPE. 5. STONE DIVERSION TO SLOW THE INFLOW OF WATER TO THE RISER, AND TO PROVIDE FURTHER SEDIMENT FILTRATION. IN ADDITION TO THE LOW -FLOW ORIFICE'S TRASHRACK THE STONE DIVERSION RING SURROUNDING THE RISER PROVIDES A 2ND LAYER OF PROTECTION TO REDUCE THE RISK OF CLOGGING IN THE LOW -FLOW ORIFICE. 6. THE PROPOSED LEVEL II WET POND SHALL INCLUDE AN AERATOR. SEE DETAIL ON THE NEXT SHEET. PROPOSED Zoo' RIPRAP L SPILLWAY CR SPILLWAY TO HAV FOR VEHICUL io'Y C ELI PROPOSED FLAT VDOT CLASS COARSE AGGREGATE OUTLET PROTECTION w/ GEOTEXTILE FI FABRIC UNDERLAYMENT. FABR KEYED INTO EX. GROUND 9" MI ENDS & ALONG PERIMETER. FA OVERLAP A MIN. OF 9" (L=33', I W2=15', D=18" MIN.) PROFILE SCALES 1"=5' (V) 1"=50'(H) 410 WIDE VDOT CL. At NED EMERGENCY EST ELEV.=396.75. 4:1 SIDE SLOPES AR TRANSITIONS. 405 TIDE TOP =DAM V.=396 40 400 XISTIN GRADE l b 100 395 395 it .TER C TO BE RO OSE 4. AT GRADE iRIC TO ul=a', 390 390 W J c0 O O to to ^ CO Ln W W o6 (O (O CD CD 0)I„3 0) W W 0+50 1+00 1+25 WET POND B SPILLWAY SCOTT/R. Cln�LLINS'z Lic. No. 0357912 po`�S06/25/20�44 �SIONAL E�G� z w O U Vl Z z O � �=I 0 z to to _1O O z V� I.0 u I I W I in z J J 0 6 > r .G M c cy' z N M Q N 0 v, V/ �L N N i W V / J < J W//� VJ 5 J O LzLI Q z � 2 O W U H 1 a w U a BUJ U) V 1 W LU >Q W l^ T LL y 0 L1/J Ln N� O `� O C C CN F- U H F- W � w Y = Cn JOB NO. 182150 SCALE AS SHOWN SHEET NO. 16 AIR FLO 3 DIFFUSED AERATION SYSTEM SPECIFICATIONS PURPOSE The diffused air, aeration manufacturershall provide an underwater aexation system designed to aerate. de stratify, and circulate water without disturbing the natural surroundings of the lake environment. SCOPE The diffused air, aeration package shall be capable of being installed in lakes deeper than aft (I m). PACKAGE: This aeration package shall include the following equipment a. Air compressor cabinet enclosure. To Include coin r disconnect. air flow ssor cult sect an d sco d Pre s (), c1 balancing valve manifolds - To be designed to operate on either: I. 0H 1 I 2 30 volt single phase III power, S/ OS/2 9 il. SOHz power, 220/240 volt, single phase b. Air/Oxygen disc diffuser manifolds c. Tubing FM �ir 4 r vww olle-oine corr,�atilo3 C:rM,1I t. 4 CABINETANCLOSURE TUBING: lAvoilabk in 100ft (30trr) incremenul 0 1 Compressor Total required tubing for system: Q 2 Compressor feet (_ m) Non -weighted polyvinyl chloride tubing SPECIFY: 115 Volts 60 Hz feet (_ m) Weighted polyethylene chloride tubing DIFFUSER MANIFOLD(S):ISfoole or Dual Disc) Tubing lengths per diffuser manifold Quantity Type Single Disc Manifold(s) V Q feet 00 meters) Non -weighted tubing 4 Dual Disc Manifold(s) v -� Q feet (0 meters) Weighted tubing 1 r h it r II be a l HP rocking PISTON AIR COMPRESSOR: (for lakes aft (1 m) deep or large) The a comp essorts) shall /2 k g r i ills lubrication. direr rive no piston, dual frequency, permanent split capacitor (psc) electric motor with o sst d belts or pulleys), designed for field service capability, polyurethane rust protection, and to Include the following motor protection thermal overload protection, and Intake air filter. The serviceable parts: piston cups, retainer o- I in valve an retainers. should last two years in continuous operation. screws, cylinder r rigs, head o r gs. Ive d valve yM: pe These maintenance parts shall be replaceable with common tools. Please consult your local distributor if you require assistant in choosing sizes, accessories, or applications. AIR COMPRESSOR CABINET ENCLOSURE: a. Cabinet body and cover construction shall be 18 gauge W.048in/0.122cm) 304 Stbidless steel, and Include EPDM edge-gnp seal b. Cabinet cooling system to consist of two (2) axial exhaust fans and vented Intake Louvers on the bottom of the cabinet to provide an air exchange rate of 410.490 CFM c. Compressor -intake air to be quick change caitridge type filters d. Cabinet enclosure secured by stainless steel latch to accomodate locking mechanism Air Flo 3 Diffused Air 5vstem Spealwatlons I Page 1 of 2 AF3-242; FIN 03-3242 OR APPROVED EQUAL •. ,--Q AIR FLO 3 • DIFFUSED AERATION Y No electrical parts In water, safe for recreat(or141 Lv • Extremely energl elYident and cost effective, 121in(350mm) discs are coated to provide non-stic1. surface and offer higher elfickncies throughout Iifec cle. operating depths up to 40ft+ or 12.an+. ` year all -Inclusive warranty. Complete pat: ave includes cabinet wtth cotnpressor(s), filter and vane manlfolds; and dlfruser manifold(s). Safety tested and listed isith E T_ & UI L-C, conforrIft to UL standards; and carries a 3rd party listin ; with CE SYSTEM 4,111 00M PUm aMari 1P.I1. sblu'AnNIa Pit Pad ar cl m.o nal IL 2 I An-M I I --~-� live cilia Art -NI 1 • • I IIdr2.11011e Ara L12 1 I rlGrt.r/sP API w I - a 4n 2 4 AF1•ail n I t•-- M"A1 P • IAD 710N]Ao AH•IJt I 4 AVS Via An 2aL • I a K1 IR2 a 12 - AF3-242; PIN 03-3242 OR it prglr.w tlpael bq4 n.r concoct PRODUCT ILLUSTRATIONS Nr{b /pf1.W MYN•+smrtvab l/IrrW 4n E exbrM P"IcW mwv,..an W11.0Iv tW W.6 t,pdw ly - WMe0 i2R AI INIIrr W. vN ."..We I An Oso..l d,r ddlav 1ishrF. s Whir • v dud on..,r manf d law r comb."M I AMitdrroi, Pdi.alhO"t P&htt, A" wuVva4 witsaW,tll b brl mu,.g at pats ar„y knrNlllrn - inhnerd sf W.lil loa uawe,s>7el ut.ea rw,lry[IM, Inn,n1M,W,nm. Naar,1 OYrhr V wrtllln rid 1mpiAN rn4nf _ tnnpin aM Nw pidrlr, IahtM Iampnl fv A mrrm n � Ibn.lt,"x 2LL sr Nlrn calif .l2[ary Cent rraha sV.1.ln m4M1, "1, aYY Ir. it., 0. all sICWh.v,etd bwarr Ain .r "t1aY.11 a...4.rg.r ., Mt rapt of 225Iw41 hO mnule vii.t ,.4101101 kKaad rWr, cabs y.aW W how. GI11PhM K most IIa ib I V S,tm V1IIt rxfrwP..a In Ya'- ess Aetl latch Pbl occow CaliH a re'lan7 tltlMnsm U tlhat a trsar 1. u1Y0 WIWI. atp,ara,f Y.d hW d r,i, oil Mal ETL L hmuo, for ar Lrapo.n Wy W. also soh, Q.w. '- aelPP IN o„t Ct tenw<ariw lawn nnP.Yly"" WPM, YN WWan„f,Mrinfrdbl K P.e 0.nn,gard S Packaead•Irl. Product spcduavwf o,ra r.Aot :an be fewid aWou thramoo ww.dfWbhhr.com or wfnv.cad>rnadr.ctn1 APPROVED EQUAL AIR/OXYGEN DIFFUSER MANIFOLDS The air/oxygen disc diffusers shall include, but not be limited to, the following materials of construction. a. Disc type 12in (3SOmm) membrane diffusers allow for maximum 12CFM and are resistant to Ozone and UV b. Membrane material to be premium quality compression molded EPD4.1 with an oil content of less than 12% c. Diffuser membranes should have a minimum of 10.155 slit perforations and be at least 70%hydrophdk, with tensile strength at 2000 psi d. Diffuser to consist of membrane with integral gasket, base, retaining ring, and air flow control orifice off e. Membrane shall collapse and seal when aerationsystem air is turned o f Sealing method of retaining device shall generate a minimum of SO pounds per inch/58 Kg/cm of circumference of the sealing gasket to provide a long term positive seal and to prevent air escape g. Diffuser base and retaining ring to be constructed of polypropylene with organic UV stabilizers and a tensile strength of 5000 psi h. Diffuser to have one 3/4in (2.5cm) connection method to manifold I. Each diffuser shall include a manifold that will connect up to two (2) air -discs to the air supply tubing j. Manifold base shall be constructed of high -density polyethylene plastic and incorporate ballast channels for level sinkirg of pads dunng Installation WEIGHTED POLYVINYL CHLORIDE TUBING: Tubing shall be constructed of heavy, negative buoyancy, polyvinyl chloride (PVC) material. The PVC tubing shall be 1/2• (1 cm) with a minimum wall thickness of 1/4" (.64 cm), Pressure rating shall be 225 psi at 70o F (21 o C). Coll lengths shall be 100' (30 m), with a weight per 100' (30 m) of 43lbs (20 kg). Tubing shall be self -sinking, lead free, and contain carbon black for UV protection. Please consult your local distributor for additional Information. NON -WEIGHTED POLYETHYLENE TUBING: The polyethylene tubing shall be 1/21n (I cm) with a minimum wall thickness of .D6in (1.Smm). Pressure rating shall be 100 psi at 73 F (22 C). Coil lengths shall be 100' (30 m), with a weight per i OOft (30m) of I 1 III (S kg)- Tubing shall contain 2% carbon black for long term UV protection. Please consult your local distributor for additional information. INSERT FITTINGS: Insert fittings are used to repair, adapt, or connect with the polyethylene tubing. Fittings available shall Include line size couplings, male adapters, artd elbows. TESTING: A. Safety - The aerator system shall be tested and approved as a unit. Separate component testing not allowed. Unit must be tested by ETL, ETL-C, CIE, UL or other accredited testing facilities. B. Performarce - I inn must have Independent performance testing provided by GSEE. MANUFACTURER: The diffused air, aeration system shall be Ali Flo 3 Systems as manufactured e e1AWIlIffillki e Com +r- sfsot(-s- ) -Dllluser PreOPKacds I r 50 Yl ssby Otterbine Bareboa Inc.,3840 SYSTEM Pad(s) rMAIN ROAD EAST, Emmaus, PA tcem ydynmP/Hz M 2 2 18049, USA PH. (610) 965.6018, AF3.121 or approved equal, For approved AMI31 3 1 I 11 s)4.7/60 23 2.S/60 equal status, supplier shall provide AF3 t41 i a 4 O/ the following information to the µ 72z 2 2 220/2.8/So project designer, within 10 days of Art 241 2 4 the bid opening date, for written AF3.261 6 1 6 approval. AF3281 e 8 Its/9.9/60 WARRANTY: The aeration system u3-223 2 1 2 4 230/4.7/60 shall include a two year warranty on AFI-232 3 6 220/s.6/50 the air compressor, air diffuser and Ar3-242 4 e underwater tubing. AF3-242: P/N 03-3242 OR APPROVED EQUAL An Flo 3 Diffused Me System Specifigilom 1 Page 2 of 2 EMBANKMENT NOTES: AFTER AN INVESTIGATION OF THE SITE's SOILS, SITE VISITS, AN ANALYSIS OF THE SURVEYED TOPOGRAPHY AND AN EXAMINATION OF VA DEQAPPENDIX A: EARTHEN EMBANKMENT, THE APPLICANT HAS PROVIDED A COMPREHENSIVE EMBANKMENT DESIGN THAT DOES NOT NEED A GEOTECHNICAL STUDY AT THIS TIME. SUCH IS THE CASE DUE TO THE PRECAUTIONARY EMBANKMENT DESIGNS PROPOSED. ASUMMARY OF THE EMBANKMENT DESIGN REQUIREMENTS ARE LISTED BELOW, MANDATING THE CONTRACTOR MEET THESE REQUIREMENTS AT A MINIMUM. THE EMBANKMENTS SHALL HAVE A COMPACTED CLAY CORE WITH A CUTOFF TRENCH & BE IN ACCORDANCE WITH THE DETAILS SHOWN ON IN THIS PLAN. BERMS AND SPILLWAYS SHALL BE STABILIZED WITH EC-3 MATTING & 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 A 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. SECTION A-9: TYPICAL GRAPHICAL DETAILS ..Homogeneous fill le.00" - ----- I �'�Cut off tree& -a' below suitable' material Soil or rock L _ - _ - - - - - - - - J TYPICAL HOMOGENEOUS EMBANKMENT Coo Performed collector Foundotrcn drain -arsllots n FOUNDATION DRAIN driin Scnd, vam or rod idrain outk. �Trcinsf ion filter CHIMNEY DRAIN Transition fill Rock or grovel `,Blanket drain BLANKET DRAIN �3vu er gravel dr0.n � Transition tiller TOE DRAIN Fisure A-1a. Honro;eneons fnlbanknlents it Seepage Controls APPROVEWPOND N DESIGN CHECK: Treatment Volume for Block 5 & Village Center, Tv (VRRM) 43,680 cf Minimum Treatment Volume Required for Level II Basin 65,520 cf Treatment Volume Provided at MWSE 62,816 cf Minimum Percentage of Tv Provided at MWSE 50 /o Percentage of Tv Provided at MWSE 96 Ponding Depth Corresponding to Minimum Tv Required 0.1 ft Maximum Ponding Depth allowed for Minimum Tv 4 ft Maximum Percentage of Tv Provided above MWSE 0 50 h Percentage of TV Provided above MWSE 4 % Minimum Forebay Volume Required (15% of Tv) 9,828 cf Forebay Volume Provided 11,003 cf STORMWATER MANAGEMENT FACILITY GRADING Elevation (ft) Area of Forebay Cell Contours (sf) Volume (cf) 358 - - 360 422 0 362 1,155 1,517 364 2,193 4,810 365 3,074 7,431 366 4,095 11,003 368 - - 370 372 Elevation Area of Main Cell Volume (ft) Contours (sf) (cf) 358 3690 0 360 5,293 0 362 7,160 12,406 364 9,290 28,810 365 11,258 39,068 366 14,199 51,768 368 - - 370 372 Elevation Area Contours Volume (ft) (sf) (cf) 358 3690 - 360 5,715 0 362 8,315 13,949 364 11,483 33,662 365 14,332 46,543 366 18,294 62,816 368 29,044 109,742 370 33,823 172,548 372 38,733 245,049 General Construction notes for Stormwater Manaaement Plans 1. All dams and constructed fill to be within 95% of maximum dry density and 2% of optimum moisture content. All fill material to be approved by a geotechnical engineer. A geotechnical engineer is to be present during construction of dams. 2. Pipe and riser joints are to be watertight within stormwater Management facilities. 3. For temporary sediment traps or basins which are to be P Y P converted to permanent stormwater management facilities; conversion is not to take place until the site is stabilized and permission has been obtained from the erosion control inspector. StormRaxrm ROUND SERIES TRASH RACK CONCRETE MANHOLE STANDARD 60 INCH RACK SHOWN DIMENSIONS IN INCHES f;Lli WET POND 4 MODIFICATIONS: \\ - --_ �� '' APPROVED'WET POND 4' PLAN 1. THIS PLAN ONLY PROPOSES ONE CHANGE TO THE X SCALE 1"=30' APPROVED 'WET POND 4'. THIS PLAN PROPOSES TO / \3 APPROVED RIPRAP LINED PERMANENTLY PLUG (WATERTIGHT) THE TWO APPROVED CHANNEL PROTECTION SWM ORIFICES, AND REPLACE THEM WITH TWO NEW SWM ORIFICES (NEW 03" LOW -FLOW ORIFICE INV .=366.00 & SIX (6) NEW 08" MID -FLOW ORIFICE INV.=369.25'). 2. THE PROPOSED CHANGE DESCRIBED ABOVE SHALL / / GENERATE MINIMAL EARTH DISTURBANCES. / \\ 3. ALL OTHER REMAINING 'WET POND 4' APPROVED DESIGNS / APPROVEDV.=36'0' \ \ \ \ SHALL REMAIN. THIS PLAN SIMPLY SHOWS THE BOTTOM ELEV.=360.0' ' ADEQUACIES OF THE APPROVED 'WET POND 4' WITH THE FUTURE TOWN CENTER & BLOCK 5. SEE ORIGINAL WPO APPROVED PLAN FOR DETAILS (WPO 201700037). / \ 4. AN ASBUILT SURVEY OF'WET POND 4' IS REQUIRED / FOREBAY BEFORE THE FULL RELEASE OF THE SWM BOND. / -� / I CELL \ �� • / / APPROVED E,ABION 56 BASKET STABILIZED \ OVERFLOW SPILLWAY, / oCREST ELEV: 367.0' Alb 100-YR PEAK WSE=370 92 / / / 10-YR PEAK WSE=370.46 ro' - 2-YR PEAK WSE=369.54 1-YR PEAK WSE 369.17 DRAINAGE EM ON W ENCOMPASSING WET POND PE R W PO 201700037. APPROVED POND 1 BOTTOM ELEV: 358.0' I I`� I APPROVED 10' WIDE SAFETY BEN Cry RANGING IN ELEVATION BETWEEN I 366' & 366.20' PER WPO 201700037. APPROVED 10' WIDE AQUATIC BENCH RANGING IN ELEVATION BETWEEN 3�4.5I & 366' PER WPO 201700037. APPROVED 30WIDE RIPRAP LINED EMERGENCY , SPILLWAY CREST EL7iV. 370.20(WPO 201700037). APPROVED'STM X-02' DRAINAGE I / STRUCTURE (RIM=372.20, INV IN=362.80, /J INV. OUT=362.70(LOW-FLOW), INV. OUT=363.60 (PRIMARY FLOW, 60"). j STRUCTURE TO SPLIT FLOW TO PROVIDE ADDITIONAL DOWNSTREAM WATER QUALITY TREATMENT. SEE WPO _ 201700037 FOR DETAILS. I CAIN ELL I APPROVED) MWSE=366.00MANAGD I' I 721.,' SLOPESETYP.EEP APPR OF DAM ELDi2� WIDE TOP EV=372.0 \ / / 135, _1 R - - TYP. APPROVED 69.11' OF 060" RCP AT 1.59% WITH CONCRETE CRADLE TO SERVE AS WET POND - 4'sBARREL (WPO 201700037).� APPROVED VDOT STD. ES-1 - UNDER WPO 201700037. now ertcXrUn41. PlAIrRc ey Pl.L4Tlc SatU_Ms, M s i •I 1 I 1 1. I •j i`a �' I • SIDE VIEW StormRax'st Round Series for Concrete Manhole Part Na Biel A Dim S 1 Dim C Min to Min 00 W24 171a 14yi 28 . 24 i0 W36 21K 14)f 40,E 36 43 RS 48 27 X>8 54 . 48 s7 IK 60 27 - 661i 1 60 1 70 Plastic Solutions, Inc. CUSTOMER PO Box 43W, Winchester, VA 22604 Z38 M Ghm Rd, VMchester, VA 22603 ;877) 877-5727 phone PROkCT: 1540) 722.2219 fax httpa//www.plutic-soWHm.mm ISOMETRIC ISOMETRIC CONCRETE STRUCTURE DIMENSIONS INSIDE STRUCTURE DIMENSION OUTSIDE STRUCTURE DIMENSION AVAILABLE OPTIONS CROSS BRACING FOR OVERHANG HOPE AN11-VORTEX PLATE ./ DATE DRAWN BY: APP9 BY: DETAIL Lic. No. 035791 08/04/20 Sv�� ZLu Z O a O Z O J in J O IFmI ul w V' Of W W Ln Z w 0 O U (n LD ~ Z Z w w o w O Z U Z W Z zM oU CD O N � n Q �w w a m V) Q w o- o p w (n a > O 13� L M lJ N CD I..L O N N (1� V \ W Z J J J _ Q i� LU W W "y COUNTY OF ALBENIARLE H - M Department of Community Development0 T� O WConstruction Record Drawings (As -built) for VSMP Q z LU The following is a list of information required on construction record drawings for = O LU stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the U ~ 0 construction record drawing be prepared by someone other than the designer. Please do not W 1. z provide design drawings as construction record drawings. LU Y U < A. A signed and dated professional seal of the preparing engineer or surveyor. If �W B. The name and address of the firm and individual preparing the drawings on the title sheet. Ul D V l LLI C. The constructed location of all items associated with each facility, and the inspection records to verify proper dimensions, materials and installation. The items include, but are not limited to the following: J >Q 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. Z W J 2. Video Pipe Inspection for any pipes which are not accessible or viewable. Q� 3. Updated Location with geo-coordinates of all facilities. F_ 4. Verified Drainage Area neaps for the drainage area treated, and for drainage to the facilities. Cn 0 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey F 0 of the pond bottom. Surveys should verify pond volumes are per design- Corrections may be required for alterations from the design. W LU O pe. � 6. Plants. location acid h•D� O 7. Plans and profiles for all culverts. Pipes, Risers. Weirs and Drainage Structures - Display the Q installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), (D inlet and outlet protection, alignment and invert elevations compared to design. CD LL 8. Computations: For significant deviations from design, provide scaled computations verifying that CD the as -built condition is equivalent or better than design. 0 C4 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. o w 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 JOB NO. design. 182150 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 SCALE certifications. Biofilter media must be an approved state mix. AS SHOWN 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. SHEET NO. 15. Manufacturers certifications for proprietary BMPas certifying proper installation and functioning. 17 \ \ I APPROVED u'WIDE / ACCESS ROAD TO POND 4 FOR POTENTIAL \ I / MAINTENANCE n I j APPROVED 'STM X-01' (POND 4 072" RISER) • / I ;-; / RIM 369 80 • ' - / •' INV OUT 363.30 (060" RCP) f 06z6W H=8W (TO BE REPLACED WITH NEW 03" ORIFICE, INV =366.00) ,. ' ' N (TO BE REPLACED WITH (6) SIX NEW I MID -FLOW IF / •�i ORIFICES, INV. 369.25) IAqPROVED LOW -FLOW PIPE (8p{,.56'@1.5%)DIRECTING A / M j GREENWAY,� 1 PQRTION OF THE RUNOFF TO / TYP. /APPROVED LEVEL SPREADER PER WPO 2(1700037. / X APPROVED LEVEL' SPREADER, PER WPO 20�700037.37. APPROVED 30'LO G CLASS RIP -RAP OUTLET PROTECTION / CONSERVATION EASEMENT UNDER WPO 201700037. � PER WPO 201700037. i LEVEL SPREADER DETAIL (LS41) (WITH BUBBLED REVISIONS) --=15.00 — �/ APPROVED LEVEL SPREADER & 15" BYPASS /SPLITTER FLOW ' PIPE SHALL NOT BE CONSTRUCTED PER THIS PLAN. THIS 1 �� PLAN REMOVES THE INSTALLATION OF THESE STRUCTURES. 10 5 2.5 0 10 EASEMET / AS REQUIRE 15•NOPE @p'35o'" i BW 351.55" h 0 O APPROVED 'STM A01.1' L TO BE MODIFIED) -358.00 (TO REMAIN) INV. IN=350.33 (TO REMAIN) INV. OUT=350.23 (TO BE REMOVEDEALED WATERTIGHT) INV. OUT=351.23(NEW INV.=350.23) PROP. EW-2I TW 351.00 BW 351.00 I W 1 SWM FACILITY EASEMENT �..,.. SS AJ ...AP LF CLASS it •• ® • y�S: • •., ••:.LEVEL SPREADER .aROP. - W SPREADER UP / ROP.T STONELAYER 350.20 / �ROR CONSERVATION EASEMENT \ l / / / / / I ;I LEVEL SPREADER LS-11 VICINITY MAP, SCALE 1 "=100' / / \ / � II Vol • ° e \ e e APPROVED LEVEL SPREADER LS-11 (NOT YET CONSTRUCTED) IS PROPOSED TO BE REMOVED WITH THIS PLAN. 9 -- POLO GROUNDS ROAD *- N7 SCOTTIR. C-19-LLINS- Lie. No. 035791 - pow 08/04/20w4 �'s{ONAL EEO' Z z O d Ln w Z Z O J co J O Lr) F z > Of W w zZ w 0 O 1n z z Z Z W ly m: W 2: W o Z_ V Q } w Fz D Z O CD O N W M Q uj w a NJ Z Q W g O w Ln a > o � 0 0 0 W N N N ~ � 7 NC) �O W ul z r � ('7 v > N ° M � o a O O N v N Q l!1 i v 1 LL (n Q J W _J Q > o w z a H w , Ow0 J ° a z Q 2 O z u U Q 1—I 0 Y U LLI w o Lu ~ � Q o z J z Lu J p z H J 0 w O 0f o QO ON z JOB NO. 182150 SCALE AS SHOWN SHEET NO. 18 Bro®1lilhIlll Stor mwaten Quality Summary Table Section Block Common Name SWM Facility ID Type of Facility Phosphorus Removal achieved w/proposed plan (lb/yr) Plan # Amount of Offsite Amount of Offsite Credits Created Credits Purchased (lb/yr) (lb/yr) Percent of Total Development Offsite Credits (%) 1 4A Apartments Pond 11 Wet Pond 4.01 WP0201800051 0 1.27 3.7% 1 4A Apartments DP-4A Detention Pond w/ Underground Storage - WP0201800051 1 4A Apartments CDS-4A COS Unit (Manufactured Device) 1.60 WP0201800051 1 4A Apartments LS-11 Sheet flow to open space REMOVED - WP0201800051 1 4B Apartments Pond 11 Wet Pond 0.18 WP0201800051 1 4B Apartments UD-4B Isolator Row (Manufactured Device) 3.38 WP0201800051 1 4B Apartments Pond 4B Extended Detention Pond 0.79 WP0201800051 1 4B Apartments LS-46 Sheet flow to open space 0.74 WP0201800051 1 ROW Pond 11 Wet Pond 0.18 WP0201800013 0 1.09 3.2% 1 ROW LS-11 Sheet flow to open space REMOVED - WP0201800013 1 ROW LS-11 Sheet flow to open space REMOVED - WP0201800013 1 8B ROW and Block 8B Pond 10 Wet Pond 5.91 WP0201800080 0.68 1.53 2.5% 1 ROW LS-10 LS-10 REMOVED - WP0201800080 1 - ROW LS-10 LS-10 REMOVED - WP0201800080 1 3 Section 1 Mass Grading Pond 4 Wet Pond 20.56 WP0201700037 (Amendment #2) 0.46 0 1.4% 1 3 Section 1 Mass Grading LS-4.1 Sheet flow to open space 5.14 WP0201700037 (Amendment #2) 1 3 Section 1 Mass Grading Wet Pond B Wet Pond 8.53 WP0201700037 (Amendment #2) 0 0 0.0% 1 3 Ice Rink ROW Pond 11 Wet Pond 0.38 WP0201800050 0.08 0 0.2% 1 3 Ice Rink ROW LS-11 Sheet flow to open space REMOVED - WP0201800050 1 3 Ice Rink ROW Pond 4 Wet Pond 0.89 WP0201800050 0.68 0 2.0% 1 3 Ice Rink ROW LS-4.1 Sheet flow to open space 0.67 WP0201800050 1 3 Ice Rink Pond 4 Wet Pond 2.20 WP0201800050 1 3 Ice Rink LS-4.1 Sheet flow to open space 1.79 WP0201800050 1 8A Senior Living Facilit, Pond 11 Wet Pond 3.70 WP0201900004 0.01 0 0.0% 1 8A Senior Living Facilit, LS-11 Sheet flow to open space REMOVED - WP0201900004 Section 1 Master Plan Comparison Section SWM Facility ID Phosphorus Removal proposed w/master plan (lb/yr) Phosphorus Removal achieved w/proposed plan (lb/yr) Anticipated Amount of Offsite Credits Purchased (Ib/yr) Anticipated Percent of Total Development Offsite Credits (%) Amount of Offsite Credits Purchased (Ib/yr) Percent of Total Development Offsite Credits (%) 1 Pond 4 Treatment Total 6.77 23.65 1 Pond 7 Treatment Total 8.11 TBD 1 Pond 10 Treatment Total 6.94 5.91 1 Pond 11 Treatment Total 9.68 8.45 1 Pond 4B Treatment Total - 0.79 1 Manufactured Devices Treatment Total 2.62 4.98 1 Infiltration Treatment Total 21.71 0 1 Wet Pond B - 8.53 1 Sheet Flow to Open Space Treatment Total 9.74 8.34 Section 1 BMP Treatment Total 65.57 60.65 Section 1 Offsite Nutrient Credits Total 6.8 1 20.0% 1 3.89 1 11% Section Block Common Name SWM Facility ID Type of Facility Phosphorus Removal achieved w/proposed plan (lb/yr) Plan # Amount of Offsite Credits Purchased (lb/yr) Percent of Total Development Offsite Credits (%) 2 9 Townhouses Blk 9 Wet Pond Level II Wet Pond 5.87 WP0201800086 2.10 o 6.2/0 2 10 Townhouses Blk 10- UGD Underground Detention (No Water Quality) - WP0201800086 2 11 Townhouses - FYI: A 2.08 Ibs/yr credit is appied to the Blks 9-11 WPO 20200004 plan from the immediately adjacent Wet Pond B in WP0201700037 Amendment #2. This credit is accounted for above in Section 1's Wet Pond B's 8.53 Ibs/yr removal rate and is therefore not shown in Section 2's removal rate summary. WP0201800086 Section 2 Master Plan Comparison Section SWM Facility ID Phosphorus Removal proposedachieved w/master plan (lb/yr) Phosphorus Removal w/proposed plan (lb/yr) Anticipated Amount of Offsite Credits Purchased (Ib/yr) Anticipated Percent of Total Development Offsite Credits (%) Amount of Offsite Credits Purchased (Ib/yr) Percent of Total Development Offsite Credits (%) 2 Pond 12 Treatment Total 8.06 2 Sheet Flow to Open Space Treatment Total 1.67 - 2 Blk 9 Wet Pond - 5.87 2 Blk 10- UGD - 2 Credit Appied from WP0201700037 Amendment #2 - - Section 2 Treatment Total 9.73 5.87 Section 2 Nutrient Credits Total 6.8 1 20.0% 1 2.10 1 1 1 6.2% Section Block Common Name SWM Facility ID Type of Facility Phosphorus Removal achieved w/proposed plan (lb/yr) Plan # Amount of Offsite Credits Purchased (lb/yr) Percent of Total Development Offsite Credits (%) 3 13 TBD TBD TBD TBD TBD TBD TBD 4 14 TBD TBD TBD TBD TBD TBD TBD 3 12 TBD TBD TBD TBD TBD TBD TBD Section 3 Master Plan Comparison Section SWM Facility ID Phosphorus Removal proposedachieved w/master plan (lb/yr) Phosphorus Removal w/proposed plan Ib r ( /y) Anticipated Amount of Offsite Credits Purchased Ib/yr) ( Anticipated Percent of Total Development Offsite Credits (o) Amount of Offsite Credits Purchased Ib r ( /y) Percent of Total Development Offsite Credits (o ) 3 Pond 13A Treatment Total 9.13 TBD 3 Sheet Flow to Open Space Treatment Total 5.95 TBD Section 3 Treatment Totall 15.08 TBD Section 3 Nutrient Credits Totall 6.8 20.0% TBD TBD Section Block Common Name SWM Facility ID Type of Facility Phosphorus Removal achieved w/proposed plan (lb/yr) Plan # Amount of Offsite Credits Purchased (lb/yr) Percent of Total Development Offsite Credits (%) 4 13 TBD TBD ---------------- TBD TBD TBD TBD TBD 4 14 TBD TBD TBD TBD TBD TBD TBD 4 14 TBD TBD TBD TBD TBD TBD TBD Section 4 Master Plan Comparison Section SWM Facility ID Phosphorus Removal proposed w/master plan (lb/yr) Phosphorus Removal achieved w/proposed plan (Ib/yr) Anticipated Amount of Offsite Credits Purchased (Ib/yr) Anticipated Percent of Total Development Offsite Credits (%) Amount of Offsite Credits Purchased (Ib/yr) Percent of Total Development Offsite Credits (%) 4 Pond 13A Treatment Total 14.05 TBD 4 Sheet Flow to Open Space Treatment Total 0.04 TBD Section 4 Treatment Totall 14.09 TBD Section 4 Nutrient Credits Totall 6.8 20.0% TBD TBD Section Block Common Name SWM Facility ID Type of Facility Phosphorus Removal achieved w/proposed plan (lb/yr) Plan # Amount of Offsite Credits Purchased (lb/yr) Percent of Total Development Offsite Credits (%) 5 16 TBD TBD TBD TBD TIJU TBD TBD 5 17 TBD TBD TBD TBD TBD TBD TBD 5 18 TBD TBD TBD TBD TBD TBD TBD Section 5 Master Plan Comparison Section SWM Facility ID Phosphorus Removal proposedachieved w/master plan (lb/yr) Phosphorus Removal w/proposed plan (Ib/yr) Anticipated Amount of Offsite Credits Purchased (Ib/yr) Anticipated Percent of Total Development Offsite Credits (%) Amount of Offsite Credits Purchased (Ib/yr) Percent of Total Development Offsite Credits (%) 5 Pond 14A Treatment Total 4.81 TBD 5 Pond 14B Treatment Total 6.42 TBD 5 Pond 15A Treatment Total 5.16 TBD 5 Pond 15B Treatment Total 5.14 TBD 5 Pond 16 Treatment Total 11.75 TBD 5 Grass C ha n ne I Trea tme nt Tota 1 2.1 TBD 5 Sheet Flow to Open Space Treatment Total 1.43 TBD Section 5 Treatment Total 36.81 TBD Section 5 Nutrient Credits Totall 6.8 1 20.0% 1 TBD TBD Overall Treatment Totall L41.28 1 66.52 Overall Nutrient Credits Purchased 34 100.0% 1 5.99 17.6% Anticipated Treatment Total With SWM Master Plan 1.75.56 Notes: 1. Even though we are currently only proposing to purchase 34 Ib/yr or 19.37%, the total offsite credits available for purchase are 25% of the total 175.56 Ib/yr required for the development, or 43.89 Ib/yr 2. Actual credits purchased to date are 2.36 lb/yr. 3. Credit amount approved to be purcased with Block 8B, but not yet purchased, is 1.53 Ibs/yr. of phosphorous (WPO 201800080). 4. Credit amount to be purchased (pending approval) with Blocks 9-11, but not yet purchased, is 2.10 Ibs/yr of phosphorous (WPO 20200004). 5. A nutrient credit purchase is not required with this plan (Amendment #2 to WPO 201700037). SCOTT R. LLINS'Z Lic. No. 035791 a 08/04/20 ZONAL o O O N N N o i v N N O N 10 W L M v LJJ M J 0') Z m U i U o DC Q W N W > ° w v Z J Q CJ w Q 0 ri L9 , i Z w Z�OZ~ W UJ Y U o w Ul U J J Z w J O U) = � JLJJ � J � O a J < O02 � > C) coCq U W J U ~ w w � _ a U) JOB NO. 182150 F-11FAR; NONE SHEET NO. 19