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HomeMy WebLinkAboutWPO201900052 Plan - VSMP 2020-04-17SITE DATA 1. DEVELOPER: BERKMAR APARTMENTS, LLC 560 LYNNHAVEN PARKWAY VIRGINIA BEACH, VIRGINIA 23452 PHONE: (757)-486-1000 FAX: (757)-463-9164 CONTACT: BRIAN REVERE EMAIL: BRIANR@THEBREEDENCOMPANY.COM 2. CURRENT BERKMAR APARTMENTS, LLC LANDOWNER: 560 LYNNHAVEN PARKWAY VIRGINIA BEACH, VIRGINIA 23452 3. ENGINEER: TIMMONS GROUP 1001 BOULDERS PARKWAY, SUITE 300 RICHMOND, VA 23225-5512 CONTACT: MITCH BOWSER, P.E. TELEPHONE: (804) 200-6485 EMAIL: MITCHELL.BOWSER@TlMMONS.COM 4. ARCHITECT: HOUSING STUDIO 333 WEST TRADE STREET, SUITE 300 CHARLOTTE, NC 28202 CONTACT: CHAD ASKEW TELEPHONE: (704) 333-7862 E-MAIL: CASKEW@HOUSINGSTUDIO.COM 5. PARCEL ID: 003200-00-00-05400 6. ADDRESS: NO ADDRESSES FOR THESE PARCELS 7. ZONING DISTRICTS: R15 RESIDENTIAL (17.40 AC); RA RURAL AREAS (0.33 AC) OVERLAY DISTRICTS: AIA - AIRPORT IMPACT; MANAGED & PRESERVED STEEP SLOPES 8. SURROUNDING ZONING DISTRICTS: RESIDENTIAL, LIGHT INDUSTRY, & RURAL 9. TOTAL PARCEL AREA: 17.73 ACRES 10. VIRGINIA HYDROLOGIC UNIT: SOUTH FORK RIVANNA RIVER, JR08 11. FLOOD ZONE DETERMINATION: THE PROPERTY IS LOCATED IN FLOOD ZONE "X", AS SHOWN ON FIRM PANEL #51003C0140D, DATED 02/04/2005. 12. DISTURBED ACREAGE: ON -SITE DISTURBANCE = 15.12 ACRES OFF -SITE DISTURBANCE = 0.71 ACRES TOTAL DISTURBANCE = 15.83 ACRES (NOTE: OFF -SITE DISTURBANCE INCLUDES WORK IN THE PUBLIC RIGHT-OF-WAY, INCLUDING TURN -LANE AND SIDEWALK INSTALLATION) 13. PROPOSED USE: MULTI -FAMILY RESIDENTIAL BUILDINGS 14. IMPERVIOUS COVER: EXISTING = 0.20 AC PROPOSED = 8.75 AC (BUILDINGS = 2.60 AC, DRIVE AISLES = 2.72 AC PARKING SPACES = 1.68 AC, SIDEWALKS = 1.50 AC WATER SURFACE = 0.25 AC) 15. TOPOGRAPHIC SURVEY PROVIDED BY TIMMONS GROUP AND DATED 03/15/2019. GENERAL NOTES 1. UNLESS OTHERWISE SPECIFIED ON THE PLANS, ALL CONSTRUCTION SHALL CONFORM TO THE LATEST VERSION OF VDOT ROAD AND BRIDGE STANDARDS. 2. THE PREVAILING DEVELOPMENT STANDARDS, CONSTRUCTION DETAILS, AND APPROVED MATERIALS FOR ALBEMARLE COUNTY SHALL APPLY TO THE CONTRACTOR'S WORK AND SHALL BE INCLUDED AS PART IN THE CONTRACTOR'S BASE BID. 3. CONTRACTOR SHALL FAMILIARIZE THEMSELVES WITH THE ENTIRE SET OF CONTRACT DOCUMENTS INCLUDING ALL PLANS, SPECIFICATIONS, AND EXTERNAL REFERENCE MATERIALS IDENTIFIED WITHIN THE CONTRACT DOCUMENTS. ALL OF THE PLAN SHEETS WITHIN THE CIVIL SITE PLAN SET SHALL BE CONSIDERED A PART OF THE CONTRACT DOCUMENTS, INCLUDING ALL NOTES, DETAILS, CALCULATIONS AND REFERENCES TO EXTERNAL PUBLICATIONS. 4. THE PLAN SET APPROVED BY ALBEMARLE COUNTY SHALL BE THE PLAN SET USED FOR CONSTRUCTION, UNLESS OTHERWISE DIRECTED BY THE OWNER. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR THEIR OWN INDEPENDENT QUANTITY TAKE -OFF AND INCLUDE ALL ITEMS NECESSARY TO DELIVER A COMPLETE PROJECT AS PART OF THEIR BASE BID. THIS INCLUDES ANY INTERIM STAGING OR CONSTRUCTION MEANS AND METHODS EMPLOYED BY THE CONTRACTOR IN ORDER TO DELIVER A COMPLETE PROJECT. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING AND BEING FAMILIAR WITH THE OWNER'S GEOTECHNICAL REPORT FOR THIS PROJECT. 7. CONTRACTOR SHALL CLARIFY ANY UNCLEAR INFORMATION THEY IDENTIFY IN THE PLAN SET OR IN THE CONTRACT DOCUMENTS DURING THE BID PERIOD. 8. ANY CONFLICTS IDENTIFIED BETWEEN THE PLAN AND PROFILE VIEWS OR BETWEEN STRUCTURE TABLES AND PLAN OR PROFILE DATA SHALL BE CLARIFIED PRIOR TO CONSTRUCTION BY RFI ISSUED BY THE CONTRACTOR. 9. THIS PLAN SET DOES NOT SPECIFY EXACT JOB SEQUENCING OR CONTRACTOR'S MEANS & METHODS. THE ENVIRONMENTAL AND EROSION CONTROL INSPECTOR SHALL APPROVE ALL JOB SEQUENCING RELATIVE TO ENVIRONMENTAL PROTECTION AND EROSION AND SEDIMENT CONTROL. 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SCHEDULING THE JOB TO AVOID SUB -CONTRACTOR & TRADE CONFLICTS, WORK DELAYS, AND WORK STOPPAGES IN SITE CONSTRUCTION. THIS INCLUDES STAGING AND SCHEDULING OF SITE PLAN ELEMENTS OR CONSTRUCTION PRACTICES FOR MATERIAL AND EQUIPMENT THAT OVERLAP OR OCCUPY THE SAME PHYSICAL FOOTPRINT EITHER CONCURRENTLY OR DURING DIFFERENT PERIODS OF SITE CONSTRUCTION. FOREST AND OPEN SPACE NOTE THE SWM FOREST AND OPEN SPACE EASEMENT IS SUBJECT TO THE GUIDANCE SET FORTH BY DEQ IN THE VIRGINIA STORMWATER MANAGEMENT PROGRAM. THE AREAS WILL REMAIN UNDISTURBED IN A NATURAL, VEGETATED STATE, EXCEPT FOR ACTIVITIES AS APPROVED BY THE LOCAL PROGRAM AUTHORITY, SUCH AS FOREST MANAGEMENT, CONTROL OF INVASIVE SPECIES, REPLANTING AND REVEGETATING, PASSIVE RECREATION (E.G., TRAILS), AND LIMITED BUSH HOGGING TO MAINTAIN DESIRED VEGETATIVE COMMUNITY (BUT NO MORE THAN FOUR TIMES A YEAR). 21 0 7- C: a) E CD U T Q 0 N O v 0 0 0 a BERKMAR DRIVE APARTMENTS WPO PLAN RIO MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VIRGINIA CharlettesyMe-Albema-le �4f Airport t° mob Cap SITE Rivarrna LOCATION Hol lyrnead N ►1"1 O Memaria! �" Sardens f A VICINITY MAP SCALE N 1"= 2000' AUGUST 9, 2019 WP0201900052 DEVELOPER BERKMAR APARTMENTS, LLC 560 LYNNHAVEN PARKWAY VIRGINIA BEACH, VIRGINIA 23452 TELEPHONE: (757)-486-1000 FAX: (757)-463-9164 CONTACT: BRIAN REVERE EMAIL: BRIANR*THEBREEDENCOMPANY.COM ENGINEER TIMMONS GROUP 1001 BOULDERS PARKWAY, SUITE 300 RICHMOND, VA 23225 CONTACT: MITCH BOWSER TELEPHONE: (804) 200-6485 FAX: (804) 560-1464 E-MAIL: MITCHELL.BOWSER*TIMMONS.COM CONTRACTOR Sheet List Table Sheet Number Sheet Title C0.0 COVER SHEET C2.0 OVERALL EXISTING CONDITIONS C3.0 PHASE I EROSION & SEDIMENT CONTROL PLAN C3.1 PHASE II EROSION & SEDIMENT CONTROL PLAN C3.2 EROSION CONTROL NOTES & DETAILS C3.3 EROSION CONTROL NOTES & DETAILS C3.4 EROSION CONTROL NOTES & DETAILS C6.3 STORM SEWER PROFILES C6.4 STORM SEWER PROFILES C6.5 STORM SEWER PROFILES C6.8 INLET DRAINAGE AREA MAP C6.9 STORM SEWER CALCULATIONS C6.10 STORM SEWER CALCULATIONS C7.0 OVERALL SWM PLAN C7.1 PRE -DEVELOPED HYDROLOGIC CONDITIONS C7.2 POST -DEVELOPED HYDROLOGIC CONDITIONS C7.3 SWM CALCULATIONS C7.4 SWM CALCULATIONS C7.5 SWM NOTES & DETAILS C7.6 SWM NOTES & DETAILS L1.5 AQUATIC SHELF LANDSCAPE PLAN BREEDEN CONSTRUCTION 560 LYNNHAVEN PARKWAY VIRGINIA BEACH, VIRGINIA 23452 TELEPHONE: (757)-486-1000 FAX: (757)-463-9164 CONTACT: KEN OWEN EMAIL: KENNETHO*BREEDENCONSTRUCTION.COM LANDSCAPE ARCHITECT TIMMONS GROUP 1001 BOULDERS PARKWAY, SUITE 300 RICHMOND, VA 23225 CONTACT: ELIZA MACHEK TELEPHONE: (804) 200-6478 FAX: (804) 560-1464 E-MAIL: ELIZA.MACHEK*TIMMONS.COM ARCHITECT HOUSING STUDIO 333 WEST TRADE STREET, SUITE 300 CHARLOTTE, NC 28202 CONTACT: CHAD ASKEW TELEPHONE: (704) 333-7862 E-MAIL: CASKEWsHOUSINGSTUDIO.COM UNDERGROUND UTILITIES MAY BE IN THE CONSTRUCTION AREA. THE CONTRACTOR SHALL CALL MISS UTILITY AT 1-800-552-7001 48 HOURS PRIOR TO THE START OF EXCAVATION. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND UTILITIES IN AREA OF CONSTRUCTION PRIOR TO STARTING WORK. SITE PLAN LEGEND PROPOSED CURB PROPOSED CURB AND GUTTER DETECTABLE WARNING SURFACE X PROPOSEDFENCE �- SIGN - -200- EXISTING CONTOUR 200 PROPOSED CONTOUR CURB & GUTTER STORM SEWER Q DRAINAGE MANHOLE d C2, CURB INLET QS SANITARY MANHOLE 0 CLEANOUT SAN- SANITARY SEWER W WATER LINE 4 REDUCER ® GATE VALVE IM-0- FIRE HYDRANT FDC - ------- WATER METER IT --I T E E FT WATERLINE BENDS E CAP - UFO- - UNDERGROUND FIBER OPTIC LINE - UGP - UNDERGROUND POWER LINE - UGC - UNDERGROUND TELEPHONE - UTL - UNDERGROUND UTILITY LINE OHP/T/F OVERHEAD POWER / COMMUNICATIONS OHP/F OVERHEAD POWER / FIBER OPTIC - - - RPA- - - RESOURCE PROTECTION AREA (RPA) QUALITY ASSURANCE STATEMENT A Quality Control and Assurance review has been performed on this document in accordance with the Tirmons Group Quality Plan. The undersigned states that this document has been checked and reviewed in a manner commensurate with the level of detail for the type of submittal indicated below. MITCH BOWSER Project Contact WPO SUBMISSION FOR APPROVAL 04/16/20 Type of Submittal Date COUNTY APPROVALS APPROVED by the Albemarle County Community Development Department Date 4-17-2020 File WP0201900052 p;I.Ti 6, C,N Lk. l' o. 050951 % 4116120 S, ems. OVAL Ln E rV p N U rn N C Q o > E w -6.E E 3 Q UJ u p U E 1.0 UJL_ --i LLO o 0 w Uj rn o C) 0- a Ln (3 W 5 o zOunm i�:W rax O 3 U Y C)f° o aLn = Ln ID � v o -o 0 5 N o mo 1-1 co O J o � CL 0 Z 0 z O 0� U 11 w U') U*) z O w O O Q a a O o U a a j LU LU 2 2 Z U) �: W W W Z C4 ck� U� un un rn o 0 0 0 *� N N N N w Q O O O O DATE 81912019 DRAWN BY C. MORGAN DESIGNED BY C. MORGAN CHECKED BY M. BOWSER SCALE NONE 1 Zz LLB G > z U w LU J Q Q LU LU = UJ m Q I..L i LLJ U > 0 U 0 J Q w a LU m JOB NO. 42297 SHEET NO. C0.0 co I1 0 a m U T a 0 0 N O N v 0 0 2 0 d 0) 3 a DIR ONL Y _ TOP=555.60 \ \ UNDERGROUND UTILITIES UPTOWN VILLAGE, LLC INV. IN(N)=541.52 I I TBMD MAY CONSTIN THE RUCTION AEA. % MON/F DB. 3323, PG. 740 /NV. IN(E)=541.41 PARCEL ID: 03200-00-00-05600 INV. OUT=541.30 I I I SPIKE IN 18"DECIDUOUS TREE / g SP / \ CONTRACTOR SHALL CALLS PRIMARYZONING. R15 RESIDENTIAL I _ / \ \ \ \ ' ELEV.=528.39 / / "MISS UTILITY" AT TOP=527.28 ,�/ 24" CMP RISER 1-800-552-7001 48 HOURS PRIOR TO THE / / / TOP=528.39 \ \ START OF EXCAVATION. CONTRACTOR SHALL INV.=546.05 DIR ONLY I INV.=541.13 ASSUMED LOCATION INV. 1N=519.97 / / /NV. 15" CMP UNOBSERt25%14NN \ DIR ONL Y N I ASSUMED LOCATION INV.= 553.37 INV.=545.06 z INV.=539.21 ; RIP -RAP INV. OUT=519.89 / � \ VERIFY LOCATION AND ELEVATION OF ALL TOP=544.39 3 DIA. DECIDUOUS a OF EX. WA TER L lNE W/ 4 " MTL PlPF , INV. =OF EXWATERLINE TOP=553.95 /NV.=546.06 UNDERGROUND UTILITIES IN AREA OF INV. lN(W)=53751 TREE TOP=53763 NOT FIELD -VERIFIED TOP=531.27 PLASTIC / i� NOT FIELD -VERIFIED INV. 1N=543.36 / \� \ \ CONSTRUCTION PRIOR TO STARTING WORK. INV. IN(N)=53735 SHRUB INV. IN(W)=531.84 APPROXIMATE LOCATION ; I ; INV. 1N=520.77 SHED sP Ip INV. OUT=543.21 a INV. OUT=53728 ()- 20 WATER LINE EASEMENT Q / \ \ Q � O CREPE I� INV. INN-531.75 ; _ /NV. OUT=520.56 / 10" DIA. DECIDUOUS Q MOBILE HOME co W MYRTLE INV. OUT=531.63 (SCALED) / \ - _ _ INV.=518.23- _ cq II_ MOBIL HO II, = II; Q = II MOB/LE HOME /- Q II- TREE II W II TRAILER Y II DB. 1907, PG. 587 Q - _ _ r 5-- TBMA _ \ / - / ' - - TRA ER INV.=545.36 I I \ _ 1149E 8 ;7�f1 'WOOD SHED- =,� d ' _ -ni - / // / \ I �/ -525 _ =^^ - SPIKElN12" / -/ - _, -- - - -- - - - - - - - - 55 ; - / - -�] ' _ II _ _Q S67°07 4 ' E / ; ' - __.��vt/F DECIDUOUS TREE , -_ ' - - - - ' ' I _ =5 8.00' / _ , l _ 19.45 I _ _ _ _ / _ 15' ROAD ` T ELEV.=55710 -� J DB. 185, PG. 487 \ T h`14"344.53 I I I I �II --`I / srr sAav - - -� r / - 1A7 ,7�U0 RIP -RAP \1// "v `!' / y \ _ / / - - /! i - / '_- _ - - G�RAl7EL_ / / -\ \ / / \11II I I I / I I IIII � 1i _ 48" RISER 550 `I' .1r/ \L / ;V_ � / I 30� _ _ _ 1 " 6/A. DEC/ U� 525 I I / I _ �1I11 \ \�G \V ;� / (fi US.I/ � / / 1 / \ / j= ry`.�i- i i, i ' I 'i I � 1' - - - TOP=526.80 mil/ = ` \`V/ / \ \LTRLdE / I � q>v \V / / \�/ 4l ( \ Z \� / \ I `I���� ��f �' w `D -��\ \ i 111 � `3Yi" CAI �,� / _ \ rr �' ` \ \tr \►� �' y� N Rr S E EA�ENP�N' ' �, / �, ,l, \I� J �, �, \ / / , _ _ I = - \ W/ 15 HOLE KNOCKED IN SIDE AT ELEV 516.05 I `� I / / \� \ �� MANE SAFE- � III h � h -- - - - \ _ \ r _�-I `I' \1/ Qg' 19,+�7 l��i8� \1/ /\1, \V `V `V ► \ \V .`I< / _ \ \ I , I I I I I I , I , , I i IN, ,\ 4 METAL PIPE INV.=519.68 \ - i \ i \ \ _ -r \ \ \1/ �/� �/ \\\il/ 1 C f�EK _ - , / �/ \ di \1/ / I 1611- \ \1/ / �`�� edl�/ 1 t/ Z \`J� `,�✓' / �/ \I/ \j, / �/ \L , \V�\\ / )�/- - _ _ - - `\ ` \ ` \ \ ` \ ` ` \� \1/\ `� \ �\✓r/ \I/ \1/ �/ - '=/ / �/\ll� \� I \!r �\1/ \1/ w \ _ .!1 L/ \j/ I �i \1/ \1% _ _ _ ` \ \ \ \ - - - - - _ , - _ �� j I I 11 I I I I I \ \ _ •5 - \ \ \ y = / / \ ` \ - - - - \ \ ` \ \ ` \ \ ✓ \�/ 1 .1r \L _ _ I I I I _ _ _ \I/ � \V �, \!r \V JV � 1 � I \V \L / _ // 4, \ll \V / \ \ \ \ _ - - - - - - � ' I ` � _ _ � MANAGED STEEI- \--- _ 47 _�/ 'u', _ fly V � w&.1 _ _20 \ \ \ -SLOPES OVERLAY � � � SS \ \ \ \ �'\ `L \ \ \j'i \ \ \ \Y\� �1e/-� / / \l' �/ _\lam mil/ \1/ / / / / \ \ \ _ _ _ _ _ _ \ \ DISTRICT (TYP.) \� / I \ \ `I' 100''l lW �L- 5 / , /I _ _ \ \ \ \ APPRO�C AT Lb A'FlON \ \ ----\ \ N. \ \ \EX,,WtT�LANDS \ \ f\ \ \ \ \ \ N. \ \ / - - - - - \ \ \ \ _ �EI%llEs(�Ifi \ \ \ \ \ ` ` � \V N. N. N. N. NNI \\ \ \\`\\ \ \\\\aS`]\`i\ DB79Q7 G58 \\\�\\`\`\\\`\\\ \ N. N. \ \N. - - - - - N. if SAS\ \\ \ \ \ \ UPTOWN VILLAGE, LLC I N. \ \ \ \ \ N. \ ` \ \ \ \ 40 N. ` \ \ \ - - - - - _ - - \ ,g \ \ \ \ - -_ 6" DIA. DECIDUOUS DB.: 03 0- 700 \ ` / / / / \ \ ` \ PARCEL ID: 03200-00-00-05200 \ \ \ \ \ \ \ \ \ \ \ \ \ \ _ \ \ \ `SS _ _ / / / \ \ \ \ d, \ \ \ \ \ \ \ - - / \ \ 1 \ \ TREE N. \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ - - - - - \ \ _ _ - _ _ - \ \ \ \ \ \ \ \ \ \ ` \ \ \ \ \ PRIMARYZONING: RURAL \�IOVt/Al (i�tLA'C�LL-G \ / / - \\\ \\\�, \ \ \ h \ 10"DIA. DECIDUOUS I \ \ \ \ TREE \.-------------'-pAR \L 2 aQi7011��08 \ ir \ \ \ \ \ \ \ \ \ \ I I \ \ _ _ _ / _ _ \ \ ` \ \ \ \ \ \ \ \ \ \ I 20"DIA. DECIDUOUS �_ �R%lGl.> Y ZC3A J1gG�: - � R4ES1DEj1 7AL _ _ \ \ I TREE \ N. \\ \ \ \ \ \ \ \ \ \ \ \ I \ \ \ -- \ ` \ `------' \ \\ \\ \` \ \\ \\ \ \\ \ \ 1 1 1 1 1 \\ \ \ _----- \\73�A�QESz-;\\;\ \ N. �Q \ �Z\ \ \ \ \\ \ I I I \ \ \ 1 1 1 1 1 1 \ \\ \ _-,,,- - -- \` N. \ ---- \ \ \ I \ 1 1 _ - - - ` \ \ ` N. ` ` I I 1 \ \ 1 20" DIA. DECIDUOUS I K00Z� / \ \ 1 1 \ \I 1 I 1 1 1�1 \ \ \\\\ \ �___`\ \ \ \ I I I \� 1 TREE L I C. V% // / I I I I / \ I 1 I 1 1 1 \ � � - - \ \ \ \ - \ \ \ \ o/� ZLpj� �j°dN // // I II I \ _ - J _/ �1 i 1 I I I\ \\ \ \\ - - - -' / - - 570 \ \ \ \ N. J%' � O Z 2 I I \ \ - -_ 10 DIfZ/T ROAD 'B1J\L9/l REyV1 ANTS tV - / r =m��/ I I \ \ - \ \ \ \ \ \ \ - - - ---- \ \ \ I\\ \ 5Q2 EPHOkE \ \\ \ \ \\ I I I I I I I I N. 24" DIA. DECIDUOUS � I I I � I ROD/F I / / ' /' I I / I I \ `� - \ \ \ I ` \ N. \ \ \ \ \ \ N. I I I X TREE I UNSPECIFIED WIDTH VIRGINIA -574 / / l / I \ \ 1 \ I / / I 1 1 ) ; ( ELECTRIC AND POWER COMPANY POLE LINE EASEMENT I 1 / DB. 755 PG. 41 if W / '� / / / ' / ' / / /' 1� ' ' ' ' ' / ' / - -y / / IIYT ROAD p?/ I �s M p / / / / / / / I 1 I / ' / N ' I I I / / / EX. INLETS DRIVE EXPANSION PLANS. _ _ / , \ _ _ - LISTS OF�tMET�r?Y SCALED FROM PLAN SHEET /GRAVE MARKER (Typ) PIN FLAGK77- /' ,/ // h0 / // / I I I / / / ✓l ODIF Lam/ THESE TWO SEGMENTS I J PIN FLAG ` - - - -' / _ _ / ' / / / l SCALED FROM PLAT ® Q / IN DB. 755, PG. 41 �� T�M G l I l PlN FLAG D 1 / / / / / /SPN4E IN 12" H/T� OAK N54° �LEV/=549.95 _ S�Z9'ROD/F - - - - - - ' ' / / / / / l I / / i l l / / / Q► 565 / --- - - - - _ / - - _ _ - 1 DIA. DEC DUOUS�h� UPTOWN VILLAGE, LLC / _ ® / / / 1 I / / I ,I , / / / TREES 03 --- --- -- _ / C/LIOLD R AD tD DB. 3323, PG. 740 / 1 PARCEL ID: 03200-00-00-05800 FIELD LOCATED - - ----_- _ � � I/ � / , � / `kv 11z, Q 12 WOODS ROAD _ ------ -_ ;-- 1p3g 3S, / / / / / / / / /l / R 15 �� I )( 1 ) I S54 SOS I �I II c , , / / / / , �'� PRIMARYZONING: RURAL / TBM$ \ \ / ' / /VAN SPIKE IN 24 OAK / UNSPECIFIED WIDTH AREA OF/UNDETERMINED OWNERSHIP DESIGNATED AS I �P II ELEV.=573.$0 / ' ,RIGHT OF WAY PER AS DESIIGNATED ON PLAT REFERENCED R/W PER PLAT DB 91 PG 396 HER N SEE NOT #8 /N DB 569 PG 32 - _ IR/F ROAD ✓�% I \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ < < // �� OV - (NO INDICATION OF OLD � \ - --I-- - j \ \ \ N \ \ \ I f \R • /F / / / ' ROAD OBSERVED IN FIELD) � --- _ _ -_-c _ [lj� \ \ \ \ \\ \ \ <,, \ \ \ \ / -- ' 7 UPTOWN VILLAGE, LLC UNSPECIFIED WIDTH DB. 3323, PG. 740 R/W PER HAND NOTE IN \ / / PARCEL ID: 03200-00-00-05300 (IN PART) DB. 155, PG. 424 / 12' ROAD LEE \ �\\\ \\ �1 I j ON RETE CU B . , . � DB158PG111 PRIMARYZONING: RURAL / 8.5X7' CONCRETE , \ \ \ \ \ \ \� l/llll// 0N 2"DIA. DE IDUOUS / WELL OR SEPTIC BOX TREE v BUILDING REMAINS FOUNDATION ��/ I NOTE: / Zo, /i,/,�, / ASPHAL T CONCRETE CURB EXISTING CONDITIONS SHOWN ON THIS PLAN / / / �� �� ARE BASED ON AN TOPOGRAPHIC SURVEY �o� PERFORMED BY TIMMONS GROUP ON 03/15/2 9. / VOOTPERMANENT DBAINAGE EASMENT 4752, PG. 3 2 SCALE 1 "=50' / I0 50' 100' Ti op��} 0 a Lis;.l' o. 050951 1.16'e,, 4116120 OVAL -A Lo E N N uU ro V, > E Lu-a E ~ E � Q W p U Lu - LL o a0� -' Lu Lu 11- CD aOG a) Lo �0ul80, >x <1O 3u- p U i o o aLn _ �ko _0 CD 75 N O ,tj- mo �m O J (D Lu q H U) M O 2 O 2 p W w m U a z O U) M O z O a U U) w O w ooQaa U U Q OO OO ti ti � »UDODO WLLWWZ)Z) Q� cl� U) U) U) d) 0000 ^+NNNN \\\\\ L Q N O N N � O\ \\\\ N N M �1- "0000 DATE ,•0 DRAWN BY C. MORGAN DESIGNED BY C. MORGAN CHECKED BY M. BOWSER SCALE 1 50' V 1 zz wiz > O Z1 ^Q °Lu 0 z 1..� Q Q U w (D Lumz J Q U X Q � W � J Q J W I) w Q O MLu W JOB NO. 42297 SHEET NO. C2.0 0 0 0 m 0 Q N M 0 N O N 0 a 0 CL DlR ONL Y _ I TOP=555.60 UNDERGROUND UTILITIES I UPTOWN VILLAGE, LLC / MAY T IN THE ' INV. lN(N)=541.52 I I ,� P�\ / \ \ � CONSTRUCTION AREA. THE / MON/F DB. 3323, PG. 740 /NV. IN(E)=541.41 s / CONTRACTOR SHALL CALL PARCEL ID: 03200-00-00-05600 INV. OUT=541.30 \ \ \ PRIMARYZONING: R15 RESIDENTIAL I MISS UTILITY AT I I TOP=527.28 / 24" CMP RISER 1-800-552-7001 48 HOURS PRIOR TO THE INV.=546.05 I INV.=541.13 I I INV. 1N=519.97 / /�/ TOP=528.39 \ \ START OF EXCAVATION. CONTRACTOR SHALL I 3 I DIR ONLY DlR ONLY ASSUMED LOCATION I I / / INV. 15" CMP UNOBSERV� E \ VERIFY LOCATION AND ELEVATION OF ALL N I ASSUMED LOCATION INV.= 553.37 /NV.=545.06 z INV.=539.21 ; RIP -RAP INV. OUT=519.89 / � \ N I TOP=544.39 3"DIA. DECIDUOUS ¢ OF EX. WATER LINE , I / / / W/4"MTL PIP NV.= 525. 4\ \ UNDERGROUND UTILITIES IN AREA OF d OF EX. WATER LINE I I TOP=553.95 /NV.=546.06 /NV. lN(W)=537.51 TREE `� TOP=537.63 NOT FIELD -VERIFIED NOT FIELD -VERIFIED ; ; INV. IN=543.36 ; TOP=531.27 PLASTIC / �\ / \ CONSTRUCTION PRIOR TO STARTING WORK. I ti INV. IN(N)=537.35 SHRUB INV. IN(W)=531.84 APPROXIMATE LOCATION ; I ; INV. 1N=520.77 SHED / g 5P \/ I INV. OUT=543.21 U I\ INV. INN-531.75 ' ' Q / \ \ CL INV. OUT=537.28 CREPE () 20' WATER LINE EASEMENT ; ; Z /NV. OUT=520.56 / Z \ 10" DIA. DECIDUOUS Q MOBILE HOME W MYRTLE INV. OUT=531.63 (SCALED) I I / \ - _ - INV.=518.23 I Icq II__ MOBIL HO II: = 11` Q = II I I� MOBILE HOME � � / \ _ - - � EROSION CONTROL LEGEND: TREE � DB. 1907, PG. 587 Q _ - -_- __ - - _- - - - _Q II II � I TRAILER `� II I - - - T - TRA ER INV.=545.36 I I _ _ Di_. 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SS F / `'L - \ "i: \.V\.V \\ - E INLET PROTECTION \ \ \ - _+\ `I \� \ \ \ \ \ \ \ \ \ \ W /�'i _ \ \ \ \ \ y� \,�` •lr -`1'- r �,\ �, 4� E'MFR�`,Ef�l a C 3P L AY` \ \ _ g _ \ \_ \ APPRO>`Cl�IA E LI-yo) ION \ _ SF \ \ ` \ \ ` `\6 �VAZr II ��EI�ICN \ \i\ _ _ _ \ \ \ \ \ \ \ \ \ \ \ \ I.V /�/ / TEMPORARY DIVERSION DIKE \ c \\ •� \ _ / / \ \ \\ \ \\ _ � \ \ \ \ \ \\ \\ \\\ \ \ \\\ \\ \` \ \\ `IIIs \ \\ I�\6$. �\\\\\ \\ \` ` \\\ \ \ ` \ \ \ \` `\ \--- --' , \ ♦ ` \ \\ ` \ `` \\ \ ^ \ 546 6'x6' CONCREIERI ER\ PG.587`\ \\ \ \ W/ TRASH RACK19Q7- \\ DD TEMPORARY ROW DIVERSION\L TOP:545.85 \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ _ - \ \ \ RWD \ \ \ \ \ - - \ \ \ \ � ' / / / ' 538 ♦ �O� \ \ ROCK CHECK DAM \ \LOD olQ - \ ♦ - _ _ / TEMPORARY SEEDING \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ _ _ \ TS \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ` \ / / TEMPORA 110 BAFFL� \ _ S� _ 1 �- TOP: 546.35 S S \ \ \ \ ' \ (ps PERMANENT SEEDING *3.01 SEE ALBEMARLE STD. DETAIL ON C3.2 *3.03 *3.05 *3.05 *3.07 *3.09 *3.11 *3.20 *3.31 *3.32 \ \ \ \ \ \ - \ \ _ / \ \ \ �r \\\ \\ \ \\ \ \ \ \ \ \\\\ \ \ \ \ \--------- \ \ `\\ \ -''/ /'////� ♦\ \ \ \ 6 DIA DECIDUOUS P \ \ \ \ \ \ \ \ \ \ \ \ \ D D \ \ � / \ \ ', TREE \ \ s \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ - - - \ •\ \ W \♦ \ \ \ \ \\\__-,__-___/ / � 5p$ \ \\ \♦ \ \, ' SOIL STABILIZATION MATTING *3.36 - _ - - - - - - - - - \ \ \ \ \ \ \ \ \ ` ' - / i / / _ \ \ \ \ ♦ ` \ \ (VD C-3) _ BM OT STD E 546 \ ♦ h \ 10" DIA. DECIDUOUS PARCEL 2 O�QO,011 �_8 - - \ \ \ \ ♦ \ \ TREE TREE PROTECTION � � � \-- SB1 55�/ \\ \` \ \`\ � n ' TP TP *3.38 20"DIA. 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DECIDUOUS o�4 ` \ 1 1 \ 1 11 I \ \\ - - \ \ \ ILAYDOWN AREA I I 1 \ I TREE DRAINAGE AREA Z � N I - - S,zg \ \ �BUIL9/1�2S REMNANTS \ \ \ \\ I\ ► 1 Wi�°'o?Z , / / ♦� I I I \� _.10'DlR/TROAD I \ \ \ --- / \\\ \ \ \ , \ i \ \ \ \ \ o I / VIRGINIA EROSION AND SEDIMENT Z ♦ - �_ ,< I \ \ \ \ \ \ i ` \ I \ \ \ \ ` \ SOIL I I = m p 1 �♦ I\ \ \\` \ \ \ \ \ \ \ \ \ _ - _ _ _ _ _ \ \ \ \ \\ 5 62€EP HOl\E \ \ \ \ STOCKPILE CONTROL HANDBOOK SPECIFICATION NUMBER I I / p �Q ; �' /' / /// `\♦'\\ \� \I \I I \\\`\\`\\\\\\-__ LAYDOWN AREA SF ♦ \ I \ I 24 TREE DIA DECIDUOUS ODIF' I / / / � ♦� I 1 I ` \ \ \ \ � \ \ \ \ \ � / / I I ' I �' " \ �\ \ SOIL STOCKPILE _ / / / ♦ I SF / / / / I \ 1 I I I ( \ \ I I' CHEMICAL/WASTE 446 \ \ / ► \ / / I I \ \ I I I I I \ 1 \ \ I DISPOSAL AREA ♦� UNSPECIFIED WIDTH VIRGINIA ' / �7 \ \ . / / ♦' / ) \ \ \ / I I I I I I 1 I DD / ELECTRIC AND POWER COMPANY DD /'% ♦ �\ �-��'_ / ��, I I / I I I I I I 1 z POLE LINE EASEMENT v Q ■ 1.57 AC I ° DB. 755, PG. 41 oQ::�, , mom LOD / I o .. / - / '1 - - - ♦ / / / / I I I I l l / / l / 1�' IPZT ROAD 04 0.90 AC CHAIN -LINK SAFETY FENCE ■' ♦♦ / / // / I I I / // �► / / ' ST1 _ _ _ _ _ _ _ _ �♦ CONCRETE/CHEMICAL WASH AROUND CEMETERY - _ ■ * h / / I I I / / / / ' EX. INLETS / ER BERKMAR ♦ I I _ - -�♦M �' // �♦ / l I I / /l l �l /� ' AND VEHICLE WASH/FUELING AREA DRIVE EXPANSION PLANS. W / / / / / / 1 - / �' / _ \ ' / LI47TS OF F� ?Y II I I / / // / / / / / (SCALED FROM PLAN SHEET) -� J • ••�,�� _ -----/ / // '� �' i ♦ '/ / '~��� l I I/ // / / //` // �/ SSF 68♦ 1� �. / �' / / / ' 1-1 TP LK �' / SSF / / // �/ 7- / STAGING AND % I' ' I PARKING AREA f / / / / \ �` ® / // // / D D / nc �E TWO SEGMENTS SF - - wam to - - - LOD _ _ - / // / / / l I �' l `l i SCALED FROM PLAT DISCHARGE FROM TIRE J DD ' / ' / / , - - _ -T O / / N ' _ SAF / / // / / / /� /P I l / WASHING AT CONSTRUCTION VDOT CLASS I / / • LOD /, ' ' - -s- - - / / I �) _ - - _ �' / / / / / / / / ' I' / / / / IN DB. 755, PG. 41 ENTRANCE TO DITCH/CHECK PIN FLAG D1 - ' / / / / ��``�/ l %; l / / DAMS/RIP RAP POCKET RAP RAP (TYP. FOR / / / ALL DD OUTFALL // 756� CD 1" IA. DECIDUOUS SF / UPTOWN VILLAGE, LLC CRS I I / TREES ♦ �/ / / / ----- DB. 3323, PG. 740 FIELD LO_ _ _---� C/LiOLD R�AD qkD / / I / DD CATED �� - - _ __ _ _ _ � PARCEL ID: 03200-00-00-05800 12' WOODS ROAD _ - - - ------------- PRIMARYZONING: RURAL CD / UNSPEbFIED WIDTH AREA OF/UNDETERMINED OWNERSHIP DESIGNATED AS RIGHT OF WAY PER AS DESIIGNATED ON PLAT REFERENCED R/W PER PLAT \ \ \ DB. 91, PG. 396 N, SEE NOT #8 IN DB. 569, PG. 32 CD (NO INDICATION OF OLD - --- i - - - l RWD \ \ \R /F / ROAD OBSERVED IN FIELD) HER DD \ / UPTOWN VILLAGE, LLC UNSPECIFIED WIDTH / / J �I, �1 y �. T \ \ \ I / / I I / I / SCALE 1 "=50' I0 50' 100' / DB. 3323, PG. 740 R/W PER HAND NOTE IN PARCEL ID: 03200-00-00-05300 (IN PART) DB. 155, PG. 424 / 12' ROAD � � � I / 4' DEEP PRIMARYZONING: RURAL DB, 158, PG. 111 \ �� CD DD 8.5X7' CONCRETE , \ CRS WELL OR SEPTIC BOX BUILDING REMAINS FOUNDATION / / J / / CE 20' ���iStrlfJ ASPHALT VDOT PERMANENT DRAINAGE EASEMENT DB. 4752, PG. 352 1� 2" DIA. DE m CONCRETE CURB & GUTTER 119 TIT opM ®0�°' Lis;. No. 050951 4116120 � 11 OVAL -A Lo ;_ N N uU M N w E c ~ E� Q W u p U w LL - ceLL o a0� -' w W o d W Ln �080, �x O 3 LL- p U i o o a � = In Iv o -a o 5 N o ,tj- mo �m O J o w z O a U U) w O w ooQaa U U Q OO OO j O O » U co co W W W Z) Z) ct� cr� U) U) U) rn0000 ^+NNNN \\\\\ L � \\\\\ O N N M �1- -I0000 DATE 81912019 DRAWN BY C. MORGAN DESIGNED BY C. MORGAN CHECKED BY M. BOWSER SCALE 1 50' V 1 Q 1 a z z J W (D 0 i � I z �z z)U O -_ az Q W w Wm J Q > Q W ~� U a U-)z 0 0 J H� Q ,^ M Q 0 w Q W 1..1� � W W Q W a JOB NO. 42297 SHEET NO. C3.0 0 c tn 2 U c 0 0 w co 0 a a T C a 0 c co tn co V_ co a `0 0 3 c �CL �0 CL z m0 0 c >. H coa a� 1= U) co U) CLaZ) c � 3 zN 0 �Q �X o w -c 0 a 0.0 > Y V7 � U 0 U U 2 (6 0 �a �a U � a� U �2 t N U 2 c N V 0 C (6 U o_ WLD �=E 0 0 co 0 Q M 0 N O N 0 0 a FL / \ DIR ONL Y / \ \ UNDERGROUND UTILITIES `v��,AL1IT 0p UPTOWN VILLAGE, LLC TOP=555.60 INV. IN(N)=541.52 / MAY BE IN THE DB. 3323, PG. 740 CONSTRUCTION AREA. THE INV. IN(E)=541.41 / S / \ \ CONTRACTOR SHALL CALL - PARCEL ID: 03200-00-00-05600 /NV. OUT=541.30 � � / �" L) �' �' ' -x :" ^d-)` s-E , PRIMARYZONING: R15 RESIDENTIAL I / \ \ "MISS UTILITY" AT TOP=527.28 / / /� 24 CMP RISER \ \ 1-800-552-7001 48 HOURS PRIOR TO THE Lip. x�ier. 050951 ' I INV.=546.05 rill V.=541.13 I INV. 1N=519.97 / / TOP=528.39 \ START OF EXCAVATION. CONTRACTOR SHALL P "a 4/16/20 3 DIR ONL Y DIR ONLY I ASSUMED LOCATION i / / INV. 15" CMP UNOBSERV� E C� ASSUMED LOCATION INV.= 553.37 /NV.=545.06 INV.=539.21 ; I � RIP -RAP INV. OUT=519.89 / � � \ pq VERIFY LOCATION AND ELEVATION OF ALL OF EX. WATERLINE TOP=544.39 OF EX. WATERLINE / W/ 4 " MTL P/P NV. = 525. TOP=553.95 /NV.=546.06 `4 UNDERGROUND UTILITIES IN AREA OF �'S�� NOT FIELD -VERIFIED ; INV. 1553.9 36 /NV. IN(W)=537.51 TOP=537.63 NOT FIELD -VERIFIED TOP=531.27 / / \ \ PRIMA o ®NAB, INV. IN(N)=53735 INV. IN(W)=531.84 APPROXIMATE LOCATIONIN / gP\� \ CONSTRUCTION PRIOR TO STARTING WORK. ; INV. OUT=543.21 � INV. 1N=520.77 / QL INV. OUT=537.28 /NV. IN(N)=531.75 20' WATER LINE EASEMENT - �► I _ INV. OUT=531.63 (SCALED) ; I INV. OUT=520.56 / / \ _ _ _ _ II_ _ INV.=518.23 i 4, II II -ws DB. 1907, PG. 587 ' - _ _ - = T / / \ -.525 - _ _ -L _� EROSION CONTROL LEGEND: N Lo E I INV.=545.36 I - _ _�-� - _ _ - - a ' - - ' I '!� _ _ , �% _ SAFETY FENCE N o _--_ s"sAro� *3.01 N I III/ �_ _ 15ROAD SAF Q o 7z, _ - - - - DB. 185, PG. 487 > E ` �V - _ \ - - - - - `^� �„ / / - _ _ = - i _ _ I \I \1i� I I Il�llll� e� - CONSTRUCTION ENTRANCE SEE MARLEw a `� _I 8" SAA/ - ��l I f / / - - ' / ' ' /� / I I III �/ �� �� CE �, / ' / 3p! _ ''- - , - - 5' �\4'�'�� / Ill I� IIII I III �' `I' / RIP -RAP W/ PAVED WASH RACK STDALB. DETAIL E \ �50 `I' j / �, �V / `I'_ 1� \ I '� - - - -�� _ T� - 52 / /,� ^ 48"RISER ON C3.2 a W - _ \ �I/ TJ .k .`�i `i \ .I, mil, .►v �L •V/ `!'� r1 '�'- - _ - - / / - I� I '� 1� - _ cn� TOP=526.80 \ / �, .V �V `I' `, / �J,/, `V , w �caV 40' WIDE ARMORED �V \`L �V Z / �v-� v �'' I i� o LL _ o \ ,v J, �, - \ .V •1, i .1/ �V �� \ 1 1 I I _ ,�, �I/_ CONSTRUCTION ROAD uj v /6►r\\\ 1 �, =`I' N RCS Ei�EA�EIIN' �, �, �1k\ �' `�,_ •tom / I =�_ -- - -\\ W/ 15 HOLE KNOCKED IN SIDEAT �� ` - -- _\ O P III b i� :b _ _ - \ _ , �y��/ fit% [ I �, I .1/ 197 �'� EMERGENCY SPILLWAY/ �,_ \ I I I II ,I i i _ _ \ �` 4 METAL PIPE INV.=519.68 CRS STABILIZATION 3.03 Q o z 'IV�� \I.V `V \ .v �' 'nV/ .V i `v - - \ WT ,V .V \ II II l \ __ _ - \` "' / �1 �T =`� �`�- �.� �l% / y VDOT CLASS I RIP RAP �' LOD `1/ `V I I I I I III I\ 5� \ \ \ \ �� w L o �V `1`o i / J/ -4/ / V � / / �/ /�L �/ ( \4/ `1/ \`v �/ V t - \ III I I I I III \ _ _ - \ \ - a H a� L q V\ -731 �,� •iZ �V �V/ `v /� �, �, / �, \`1' `I' I I .V �V' TOP: 546.20 _�, �V .V plc _.V I III 11 II I II _ - SILT FENCE +' a _ AREA CF�ORE'S_T/0P-E� ; � \� �,� y �/� � SSF `� \ �' � �, �, _ ,�- `�'�`V' �' `� `� ,V � AREA � �S � P N � � �`� / � ' � y � - - _ S _ _ - _ � �\f - _ - - (�F) *3.05 z p cn � oc \ �V `V/ `1' �V �V / I �.i, �; \ff OIIjIyiR�T �-\� - \Z„ .V `ti ` _ �, `L `�' uj `1/� �L�7y, j�'�� �,�,��M� �'_ /� `I' �/ �I�' `I' - _ -/� I _ _ - - MANAGED STEEP ���p Q cUn •d/- LL ,u, Cl/ �1/ `✓ �i �Vl - TP SSF - _ - - - - / _ SUPER SILT FENCE c♦ 0 cn WT .V \`L �� "� ' `V `�' �' - - - - - - �i0 = 520 \ ,SLOPES OVERLAY 0 3.05 ra o IIJ J ��_ i �/� / 5 - �� ���\`- -_- DISTRICT(TYP.) \\� 1 SSF * ao z ZZ QQ \ _ - '� \ '`1' -``, •y` V _1 H o O O 545 `�V ��V \ `V -4==V-� PS - - - S �: \��'�� \ INLET PROTECTION ao \� 3S *3.07 5 N w O O a a - I �' \ / � _ - `° 6 � � � o PS ly ,SA,TEMPORARY DIVERSION DIKE 00 o w Z Z m SF 575 \ PS - - 555 _ _ _ BM _ �,� /�y _ _ _ - - \ _ 6 x6 CONCRETE RISER W/TRASH RACK �; \ *3.09>>Ln >�c U U TOP: 545.85 \ ��ct� Q OO OO TEMPORARY ROW DIVERSION 3.11 a a o moo 54 _ \� M O 4� 1P W cfl cD �c9� �c�� IP _ - ` \ - / / \ \ ` ROCK CHECK DAM " $A - - \ \ \ - / TO ,�SWM FAMI'FY� - \ \ *3.20 U > U ao 00 W _ _ / _ACtSEMAnI�N N7�I�C\ \ \ �53\ \\ \ o 1 -OD\ \ \ - ' - - _cs`�; �j / '/ V<ETP01�0. _ _ \ TS TEMPORARY SEEDING 3.31 o rn o 0 0 0 _ / / \ \ \ \ w ti N N N N \ \CC) \\ \ \ \ �� 6, \ `� _ ��\ -- tq \ �\ _ ' ---� \ �� _ ` \ \ UPTOWN > w lj � \ ►n \ \ \ � � � 9 569 � \ - --- _ _ ���� \ \ \ DB.332 3.32 L o oNNM�1 \ \ \ \ 56 \ \ rl - __ _ _ \ _ * - - - - - _ - / OP2 �' PS PERMANENT SEEDING \ \ \ \ z \ \ \ \ \---- - - - - -- ' - \ �3g �\ sz� \ �\ PARCEL ID:03 Q +-i0000 \ \ \ \Q \ \ \ _ / \ O \ IN,\ \ \ � \ \ \ � � , _ / �� \ \ \ PRIMARYZ z PS \ \\ \\ \ \ - - - - - - - - - - - - - \ \ ~\ \ \\�� i / / - - \ \542 y \ \ \ \ \ _ \ a MU MULCHING *3.35 > DATE � 81912019 h 5 �. ' - �� - 55� \ \ \ \ \ \ SOIL STABILIZATION VDOT STDEC-3 MATTING *3.36 ( ) DRAWN BY TREE PROTECTION C. MORGAN I, PS - - - - 6 _ \ \ \ \ ` \ \ " \ TP *3.38 P \ \ \ \ \ TP DESIGNED BY \567 \ WETLAND TAPE cn Z\ \ I I \ 1 1 1 1 1 \ \ _ _ PS \ \ \ A- _N I WT WET • � oo � \ \ \ r I 1 \ \ I 1 \ \ \ \ _ _ _ -. � \ ►� C. MORGAN \ � � b" I • CHECKED BY Qq c� \I I /11 11 1 - _ _ _ _ h\ \ �\ PS _ \ \ \ \ \ \ \ \\ 11 1 II II II 1 - I 1 11 II LOD LIMITS OF DISTURBANCE Z `� / I II /Z 11 II I 11 \ - \ , \ \ \ \ \ \ \ 563 \ \ \ PS S \\ \ I I I 1 Q 1 a • M. BOWSER \ 60 \ \ I I I �� I I \ DRAINAGE AREA • SCALE ao 4 Z / / \ \ \ \ \ \ \ \ \ PS - - - - - \ \ I \ \ \ \ SOIL I I I I I / // 20' TEMPORARY A m 1" = 50' O � / / , PS \ \ 1 \ \ \ \ - _ \ \ \ �l \ \ \ \ \ \ \ \ \\ �TOCKPIIIL I PRIVATE CONSTRUCTION VIRGINIA EROSION AND SEDIMENT O / I \ _ - _ \ \ \ •��0//j \ \ I I I I EASEMENT • Q 5 / ' / I I SF _ \ \ "/ \ \ \ \ // \ \ \ \ SF \ I I I I I I I IP % CONTROL HANDBOOK SPECIFICATION NUMBER I I I SOIL TOCI Flt CL I DISPOSAL AREA CHEMICAL/WASTE , I - - - - 11560 \ �I /l UNSPECIFIED WIDTH VIRGINIA I/ Q / / N / ► \ \ / 6� I I / �' l' ELECTRIC AND POWER COMPANY / / h W SA / \ \ 1 I DB. 755, PG. 41 POLE LINE EASEMENT I / m / / / / / / / \ 1P I I / J o s8z / / , / ' J I P / \ \ I ► / LOD I // Z Q J Joo,� AO co / I / IP / ; I PS O oo Z - - _ _ ` - CHAIN -LINK SAFETY FENCE / / / / / /'_ SSF J oo / / � _ _ / / AROUND CEMETERY CIS EX. // I s6O I I / / / CONCRETE/CHEMICAL WASH EX. INLETS lI'ER BERKMA . h // � DRIVE EXPANSION PLANS. , h^ � � O / AND VEHICLE WASH/FUELING AREA (SCALED FROM PLAN SHEET) ® z U �JQ �� / / ' _S _ / '/ /� - - - -- / J �� I / // IP �� ^�^ W Z STAGING AND , 1� L.L J - ;-- _ _ - SSF / / / PARKING AREA / 1 2: Zil-TE / / / THESE TWO SEGMENTS 1 LOD - / S LOD / / / / / / DISCHARGE FROM TIRE / , w i- 4 PRIVATE CONS UGTJQ= _ 6 - - - / / / /, / SCALED FROM PLAT I 0 m 5$ / / SF - EASEMENT - S\_ - ' _ / / / - _ _ SAF / / / / h� /' / / IN DB. 755, PG. 41 WASHING AT CONSTRUCTION VDOT CLASS I / , �0 Q UJ / / / / �r I I �� - - / / / / / �/ / / / ENTRANCE TO DITCH/CHECK RAP RAP (TYP. FOR � > w DAMS/RIP RAP POCKET U) ALL DID OUTFALL / PS / / ' // / / / 565 / / --- - _ _ - - - - _ / - - _ _ 555 5 // / / I / 6� I / / 1� / / 10' SWM FACILITY PS �Q hY ,� 06 / / 7 LLC - -_- 56\ / / I I / / / i ACCESS/MAINTENANCE UPTOWN VILLAGE, C / \ � / I / DB. 3323, PG. 740 �\ _ ----- _ - --�_ / I I 545 / / / EASEMENT hc�� ` / ♦ . �Q z PARCEL ID: 03200-00-00-05800 --------------- - I / , _ \ O PRIMARYZONING: RURAL / - _------_r, _ I' \ DD J ry h� / = ---- � / / I PAN Lr) O 530 J� / w UNSPECIFIED WIDTH / DESIGNATED AS 35 _ - - ���� _ / I P H -.1 RtGHT OF WAY PER / R/W PER PLAT - ' - ' - 5 '� / ' DB. 91, PG. 396 /N DB. 569, PG. 32 / �� w (NO INDICATION OF OLD i { �S\ Q i--1 \ \ ROAD OBSERVED IN FIELD) / - --- -_____ PS r�S� /^� !,� I --I / UPTOWN VILLAGE, LLC UNSPECIFIED WIDTH / / / ' �� S3 1 P _ / / Q� Lu / DB. 3323, PG. 740 R/W PER HAND NOTE IN PARCEL ID: 03200-00-00-05300 (IN PART) DB, 155, PG. 424 / 12' ROAD i h �� / \ '�� S3 /Lu PRIMARYZONING: RURAL ( S CRS S2 Q DB. 158, PG. 111 �� � B M 0 a MM � / W / 20' TEMPORARY \ \ \ \ `\ 0 s / CE / OHII i a P IVATE CONSTRUCTION MU / // EASEMENT / I � I/ 1 / PS / IP 20 / VOOT PERMANENT JOB No. DBA4�52, PG. 352 AGE MENT 42297 SCALE 1 "=50' / / SHEET NO. NOR 0 50' 100, / / �v C3. 1 SILT FENCE STD. & SPEC. 3.05 - VA. EROSION AND SEDIMENT CONTROL HANDBOOK (1992) NO WIRE BACKING WITH WIRE BACKING I 16// - 4// 6 MAX 16// 10/ MUE MESH F�O - ...... l 4 EE PROVIDE I" TUCK OR SUITABLY REINFORCED TOP END SECTION -�S4EE EMBED 8" OF FILTER CLOTH IN TRENCH TO ANCHOR BOTTOM OF CLOTH. COMPACT THOROUGHLY FLUIW � 4 EE PROVIDE I" TUCK OR SUITABLY REINFORCED TOP END SECTION EMBED 8" OF FILTER CLOTH IN TRENCH TO ANCHOR BOTTOM OF CI OTH C(IMPACT TH(1R(HI(;HI Y MESH SHALL BE A MINIMUM OF 14 GUAGE AND SHALL HAVE A MAXIMUM MESH SPACING OF 6". Albemarle County Design Standards Manual - Engineering I STONE 70' MIN. CONSTRUCTION ACCESS 3" SM-2A ASPHALT TOP COURSE EXISTING - 2% PAVEMENT a 6" MIN. 2•A AGGRLGAI_ BASE PROFILE 70' MIN. STONE CONSTRUCTION ASPHALT PAVED r ACCESS A WASHRACK EXISTING 2% 2% PAVEMENT 2% 12' MIN.* POSITIVE DRAINAGE *MUST EXTEND FULL WIDTH A TO SEDIMENT OF INGRESS AND EGRESS TRAPPING DEVICE OPERATION PLAN 12' MIN. POSITIVE DRAINAGE TO SEDIMENT 2% TRAPPING DEVICE FILTER CLOTH SECTION A -A A 1111111 11u11 Water tap Of 1 nlcll 1111ISt be nlstalled NNith a inininiu ll 1 filch ballcock shutoff valve supphils a Leash ho. e NNith a cGameter of 1.5 nIches for adequate constant pressure. `''ash water must be carried away fi-om the entrance to an approved settWi.g area to remove se&uent. All se(Wnent shall be prevented from enteii..s stone chants, ditches or watercourses. PAVED WASH RACK 11C/ SCA_L Page 8 of 23 Mimi" \11'C1�1�.�\1'� 101\ 1111121: STD. & SPEC. 3.09 - VA. EROSION AND SEDIMENT CONTROL HANDBOOK (1992) PROVIDE SEEDING AND MATTING ON DIVERSION SLOPES COMPACTED SOIL 18" MIN. FLOW 4.5' SIDE SLOPES MUST BE 1.5:1 OR FLATTER TEMPORARY OR PERMANENT SEEDING AND MULCH MUST BE APPLIED IMMEDIATELY UPON CONSTRUCTION SILT FENCE DROP INLET PROTECTION STD. & SPEC. 3.07 - VA. EROSION AND SEDIMENT CONTROL HANDBOOK (1992) FRAME - GATHER EXCESS AT CORNERST ELEVATION OF STAKE AND DROP INLET FABRIC ORIENTATION WITH GRATE 2 x 4 WOOD TrRHI'IC 1. 5' MIN. STAKES BURIED FABRIC FILTERED WATER ~0 0 3' MIN. SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE THE INLET DRAINS A RELATIVELY FLAT AREA (SLOPES NO GREATER THAN 5%) WHERE INLET SHEET OR OVERLAND FLOWS (NOT EXCEEDING I CFs ARE TYPICAL. THE METHOD SHALL NOT APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS IN STREET OR HIGHWAY MEDIANS. BLOCK AND GRAVEL CURB INLET SEDIMENT FILTER STD. 8 SPEC. 3.07 - VA. EROSION AND SEDIMENT CONTROL HANDBOOK (1992) CURBINLET WIRE SCREEN CONCRETE BLOCK - GRAVEL FILTER * GRAVEL SHALL BE VDOT #3, #357 #5 COARSE AGGREGATE RUNOFF WATER OVERFLOW FILTERED WATER WITH SEDIMENT SEDIMENT �l WIRE SCREEN 2" x 4" CURB INLET WOOD STUD SPECIFIC APPLICATION THIS METHOD OF INLET PROTECTION IS APPLICABLE AT CURB INLETS WHERE AN OVERFLOW CAPABILITY IS NECESSARY TO PREVENT EXCESSIVE PONDING IN FRONT OF THE STRUCTURE. FE-CL NOTES: SEE GENERAL NOTES -FENCING FOR ADDITIONAL DETAILS ATTACH FENCE FABRIC AND INSTRUCTIONS TOP AND BOTTOM TO TENSION WIRE WITH HOG -RINGS APPROX. A MOISTURE -EXCLUDING CAP IS REQUIRED ON TUBULAR SELVAGE TO BE TENSION WIRE #7 GAUGE 24" C-C POSTS. BARBED. GALVANIZED COIL SPRING MATERIAL FOR CAP SHALL CONFORM TO THE ALLOWABLE WIRE STRETCHED TAUT 5 ± 1 TYPES FOR OTHER LISTED FITTINGS. CORNER BRACE - TO BE USED WHEN HORIZONTAL ALIGNMENT CHANGES 1Y OR MORE. *9 GAUGE WIRE BRACE LINE BRACE - TO BE USED WHEN VERTICAL ALIGNMENT TIES OR CLIPS #11 GAUGE X 1" CHANGES 151 OR MORE TO BE USED TO BEVELED GAL- - END/ CORNER POSTS SHALL BE USED WITH ALL LINE ATTACH FABRIC VANIZED STEEL AND CORNER BRACES TO POST. BMA WITH c (6 PER POST) BOLT & NUT. BRACES SHALL BE INSTALLED HALF THE HEIGHT ABOVE THE GROUND LINE OF THE POST WHEN A TOP RAIL IS USED, OR END/CORNER TWO THIRDS THE HEIGHT ABOVE THE GROUND LINE WHEN A POST TENSION WIRE IS USED IN LIEU OF A TOP RAIL. 3/e" MIN. TRUSS ROD WITH CHAIN LINK FENCE GREATER THAN 6 FEET IN HEIGHT GROUND LINE TRUSS ROD TIGHTENER o io SHALL BE SUBMITTED TO THE STANDARDS &SPECIAL DESIGN SECTION FOR APPROVAL. LINE POST LINE POST END/CORNER POST ro 10'-0" 10.-0.. GATE POST 1" MIN. O.D- GATE POST CONCRETE FOOTING TYPICAL SPACING BETWEEN ALL LINE POSTS. GROUND 500' POSTTYPE MINIMUM PIPE SIZES O.D. LINE POST 2.375" END/CORNER POST 2.875" GATE POST (SINGLE SWING) w <- Eft. 2.875" GATE POST (SINGLE SWING) w > 6ft. 4.00" GATE POST (DOUBLE SWING) 2.875" BRACE 1.66" GATE FRAME 1 1.90" io o %" MIN. i° ROUND ROD- GROUND LINE VAR. 3' 5'.6',8' 10' :U CONCRETE • �.-14" 14"-.,{ FOOTING SINGLE SWING GATE GATE wk-}M GROUND LINE O "I II�.'. T E O I FOOTING ROUND ROD ALTERNATE ANCHOR DEVICES 0 •. _ MAY BE USED IN LIEU OF SETTING POST IN CONCRETE. Ij�I I VAR. 10',12',14' 1 DEVICES SHOWN ARE d I� , • 1 IIL_- REPRESENTATIONAL ONLY. SEE GENERAL NOTES. DOUBLE SWING GATE ALTERNATE ANCHOR (TO BE USED WHERE SWINGING CLEARANCE IS LIMITED) DEVICES STANDARD FENCE SPECIFICATION ROAD AND BRIDGE STANDARDS REFERENCE SHEET 1 OF 1 REVISION DATE CHAIN LINK 242 503.04 7/11 VIRGINIA DEPARTMENT OF TRANSPORTATION 507 AL LI LI aLL1 LI LI STANDARD ORANGE VINYL OR PLASTIC CONSTRUCTION FENCE LL Li Lill ATTACHED TO POSTS (PRE -WEATHERED WOOD, GALVANIZED STEEL, IRON OR THICK PVC PLASTIC), AT LEAST 40" ABOVE FINISH GRADE WITH SPAN BETWEEN POSTS NO GREATER THAN 6' ON CENTER. EVERY NINTH POST SHALL CONTAIN A WARNING SIGN THAT CLEARLY IDENTIFIES THE FENCE AS A TREE PROTECTION FENCE. TP TREE PROTECTION FENCE 3.38 TEMPORARY FILL DIVERSION STD. & SPEC. 3.10 - VA. EROSION AND SEDIMENT CONTROL HANDBOOK (1992) PROVIDE SEEDING AND MATTING ON DIVERSION SLOPES EARTHEN RIDGE FLOW I= I I II-11 2� II-III-III-III-III-11 THE DIVERSION SHALL BE AT LEAST 2' INSIDE OF THE TOP EDGE OF FILL THE SUPPORTING RIDGE SHALL BE CONSTRUCTED WITH A UNIFORM HEIGHT ALONG ITS ENTIRE LENGTH TO PREVENT BREACHING. 1992 3.11 TEMPORARY RIGHT-OF-WAY DIVERSIONS VDOT #1 COARSE AGGREGATE lg' MIN• MINIMUM TYPICAL GRAVEL STRUCTURE COMPACTED SOIL --------------- g' MINIMUM TYPICAL EARTHEN STRUCTURE Source: Va. DSWC Plate 3.11-1 III - 62 0 NOR ooiiii o[IN M mom o�■� 0 PERSPECTIVE VIEW PERSPECTIVE VIEW PLASTIC FENCE FILTER CLOTH CHAIN LINK FENCE EX. GROUND FLOW �� FILTER CLOTH -� EMBEDDED A MIN. OF 6" INTO EX. GROUND SSF PERSPECTIVE VIEW METAL FENCE sAF SAFETY FENCE 3.01 NO SCALE 2 1/2" DIAMETER GALVANIZED OR ALUMINUM POSTS 10' MAXIMUM CENTER TO CENTER SPACING 0 NOR ooiiii o[IN M mom o�■� 0 PERSPECTIVE VIEW PERSPECTIVE VIEW PLASTIC FENCE FILTER CLOTH CHAIN LINK FENCE EX. GROUND FLOW �� FILTER CLOTH -� EMBEDDED A MIN. OF 6" INTO EX. GROUND SSF PERSPECTIVE VIEW METAL FENCE sAF SAFETY FENCE 3.01 NO SCALE 2 1/2" DIAMETER GALVANIZED OR ALUMINUM POSTS 10' MAXIMUM CENTER TO CENTER SPACING 14TAVA11 oifA;' � AVIT ►► ��� ����p�i • ►o�pOi i ����00 ♦ OA�pA�00� pi�i�i �► ♦ i FAX VA NO TES: 1. FASTEN CHAIN LINK FENCE SECURELY TO FENCE POSTS WITH WIRE TIES OR STAPLES. 2. FASTEN FILTER CLOTH SECURELY TO CHAIN LINK FENCE WITH TIES SPACED A MINIMUM OF 24" ALONG POST. J. EMBED FILTER CLOTH A MINIMUM OF 6" INTO EXISTING GROUND. 4. OVERLAP AND FOLD ADJOINING SECTIONS OF FILTER CLOTH. SUPER SILT FENCE DETAIL NO SCALE O 5 SEDIMENT TRAPS Wet Storage Dry Storage i * Qj �L Q1LA r c,� E O o - O �s 03 �,. -0 o �� o d lJ O 0) z ice N -0 > +' N O E: � +' J N +' �- �- (d +' Ut X C3 d : > :5 :5 > > � ° °> 0) L d Or� O O pi O O 0-W a- " A N i0)U > L U W 1 0) L) > L U W 4--'0 W O A Q ST-1 1.57 105.2 108.9 571 105.2 127.3 572 10 570 573 3 30'X 90, SPACING BETWEEN CHECK DAMS L = THE DISTANCE SUCH THAT POINTS A AND B ARE OF EQUAL ELEVATION II I� A L B - Source: Va. DSWC Plate 3.20-2 STD. & SPEC. 3.13 - VA. EROSION AND SEDIMENT CONTROL HANDBOOK (1992) VARIABLE -1 I.0' EXIST. DRY STORAGE VARIABLE GROUND EXIST. ELEV. 4" MAX. WET STORAGE GROUND FILTER FABRIC ELEV. SEDIMENT CLEANOUT CLASS I RIP RAP AT 112 OF WET COARSE STORAGE VOLUME AGGREGATE ** OUTLET CROSS-SECTION LENGTH ON 6 X DRAINAGE AREA (IN AC.) ` COARSE AGGREGATE **/ FILTER � FABRIC EXCAVATED AREA COARSE AGGREGATE SHALL BE VDOT #3, #357, OR #5 OUTLET (PERSPECTIVE VIEW Lic. No. 050951 e,, 4116120 o :0NA_L Ln E N N OU ro (n N O 0 > E LU - E = c H E Q W p U 0 w LL - rH t a0w o o -' LU LU O a a ' Ln CD oG Z3 z 0 Lr) E01 �x <0 3LL 0 U i o (n O a Ln (� Q)o -a O 5 fV O � m O _q00 O J (D W ,--I I.- Z O H I- CL U U) w O w ooQaa O of-0 Dr Dr U U Q OO OO j O O okk ooZ�� ��0�� »(DODO LU LW W Z) Z) CCaCtnU)U) rn0000 ^(NNNN LU \\\\\ �1- +� 0000 DATE 81912019 DRAWN BY C. MORGAN DESIGNED BY C. MORGAN CHECKED BY M. BOWSER SCALE NTS V zaJ U J Q > I LU r 0 z o6 O V / LLJ W J Q < 0 wz LU m J J > U [-.- 0 � J U LU az Q 0 ,0/ a LU UJI W JOB NO. 42297 SHEET NO. C3.2 6 C O) tn U c a) > (D 0 W m t 0) U) 0 Q C a T C 0) O a 0) (1) O c c6 tn co C a 0 3 c 0CL =5O � CC 2 Ur CL 2Z 0) 0 -02 0 c 2i T F- m `o a � CN 0_ O O c � 3 Z w O 2 `p �a) 0 w V_ 0 0) 0 aw 0 -3 0.0) d c > Y V7 � U N 0) O O) U 2 OS 0 c a 0 E a U (6 a 6 �0 Tz U 0 C m co U -2 c N ns N 0 c co 0 o_ 0a 1992 3.14 1992 3.14 1992 3.14 1992 3.14 TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET 8. Total available basin volume at crest of riser* = 2100 cu. yds. at 16. With emergency spillway: Anti -Seep Collar Design elevation 545.85 . (From Storage -Elevation Curve) 1 (with or without an emergency spillway) Assumed available head (h) = ft. (Using Q2) 23. Depth of water at principal spillway crest (Y) = 8 ft. * Minimum = 134 cu. yds./acre of total drainage area. h = Crest of Emergency Spillway Elevation - Crest of Riser Elevation Slope of upstream face of embankment (Z) = 3 :1. Project BERKMAR DRIVE APARTMENTS 9. Diameter of dewatering orifice = 8 in. Slope of principal spillway barrel (Sb) = 14 �/o Basin # SB1 Location NORTHEAST CORNER OF SITE Without emergency spillway: 10. Diameter of flexible tubing = 10 in. (diameter of dewatering orifice N/A Length of barrel in saturated zone (LS) = 110 ft. Total area draining to basin: 9.00 acres. plus 2 inches). Assumed available head (h) = ft. (Using Q25) 24. Number of collars required = 2 dimensions = 7.75' x 7.75' h = Design High Water Elevation - Crest of Riser Elevation Basin Volume Design Preliminary Design Elevations (from Plate 3.14-12). 17. Riser diameter (Dr) = 72 in. Actual head (h) = ft. Wet Storage: 11. Crest of Riser = 545.85 Final Design Elevations (From Plate 3.14-8.) 1. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). Top of Dam = 548 25. = Top of Dam 548 Note: Avoid orifice flow conditions. 67 cu. yds. x 9.00 acres = 603 cu. yds. Design High Water = 546.40 Design High Water = 546.40 18. Barrel length (1) = 110 ft. 2. Available basin volume = 1440 cu. yds. at elevation 542 (From Upstream Toe of Dam = 538 Emergency Spillway Crest = 546.20 storage - elevation curve) Head (H) on barrel through embankment Principal Spillway Crest = 545.85 3. Excavate cu. yds. to obtain required volume*. Basin Shane (From Plate 3.14-7). Dewatering Orifice Invert = 542 * Elevation corresponding to required volume = invert of the dewatering 12. Length of Flow L = 19. Barrel diameter = 24 in. orifice. Effective Width We 0'5 Cleanout Elevation = 541 (From Plate 3.14-B [concrete pipe] or Plate 3.14-A [corrugated pipe]). 4. Available volume before cleanout required. If > 2, baffles are not required Elevation of Upstream Toe of Dam 20. Trash rack and anti -vortex device or Excavated Bottom of "Wet Storage 33 cu. yds. x 9.00 acres = 297 cu. yds. If < 2, baffles are required 110' BAFFLE Area" (if excavation was performed) = 538 Diameter = 72 5. Elevation corresponding to cleanout level = 541 Runoff . REFER TO PERMANENT TRASH RACK Height = 20 inches. (From Storage - Elevation Curve) 13. Q2 = 2.3 Cfs (From Chapter 5) DETAIL ON SHEET C7.5 (From Table 3.14-D). 6. Distance from invert of the dewatering orifice to cleanout level = 1.0 ft. 14. Q25 = 38.2 cfs (From Chapter 5) (Min. = 1.0 ft.) Emergency Spillway Design Principal Spillway Design Dry Storage: 21. 35.9 Required spillway capacity Qe = Q25 - Qp = cfs. 15. With emergency spillway, required spillway capacity QP = 02 = 2.3 cfs. 7. Minimum required volume = 67 cu. yds. x Total Drainage Area (acres). (riser and barrel) 22. Bottom width (b) = ft.; the slope of the exit channel (s) _ ft./foot; and the minimum length of the exit channel (x) _ 67 cu. yds. x 9.00 acres = 603 cu. yds. Without emergency spillway, required spillway capacity QP = Q25 = N/A cfs. ft. (riser and barrel) (From Table 3.14-C). III-112 III-113 III-114 III-115 I 111ayle STD. & SPEC. 3.14 - VA. EROSION AND SEDIMENT CONTROL HANDBOOK (1992) RISER CREST EMERGENCY I/ F- 0,5/ SPILLWAY EXISTING GROUND ELEVATION DRY STORAGE WET STORAGE DEWATERING DEVICE OUTLET PROTECTION SIZING SIZING FOR S131 AND WET POND OP1: do=2' 3do = 6' La = 14' W=La+do=16' SIZE (d50 = 0.75') OUTLET PROTECTION SIZING OP2: do=3' 3do = 9' La=20' W=La+do=23' SIZE (d50 = 0.75') NOTE: BOTTOM LENGTH OF OUTLET PROTECTION TO BE INSTALLED FLAT. 1992 SEDIMENT BASINS Wet Storage Dry Storage L C BAFFLE BARREL w p�ti C U) a? E Cu E � O UE- C �- E CE. cu O Oyy 0E -0 . L U E. E�� E-� E.2> '> O N a) o > > a) .cL > o > O>- 0 Cam._ O- a� Q_- m DS (6 CI � 7 7 p 7 7' j O O 7 7 7 p 7 7 0 0� m W W Of i a) a) U a) a) ,U a) , W a) E fn ELI '+J a) C U Q N O W Q> O 2 `� Q_' m a) Q O m J N E D_ > N > < >ECU >aU 0) >�U >�U Cn0 iY > a) 0 > m Ln N LLI < > a) O J c o 0 0 0 to SB1 9.00 603 1440 603 2100 538 545.85 72"x72" 542 8" 546.40 546.20 72"x72" 548 10, 110, 546.35 120' 24" 538 526 3.18 PIPE OUTLET CONDITIONS A A 'IPE OUTLET TO FLAT .REA WITH NO DEFINED 'HANNEL L a 0 % > TPI I - I� �d SECTION A -A FILTER CLOTH KEY IN 6"-9"; RECOMMENDED FOR ENTIRE PERIMETER - T__ 3do (MIN.) 'IPE OUTLET TO WELL IEFINED CHANNEL I d SECTION A -A T 7- FILTER CLOTH KEY IN 6"-9 RECOMMENDED FOR ENTIRE PERIMETER NOTES: 1. APRON LINING MAY BE RIPRAP, GROUTED RIPRAP, GABION BASKET, OR CONCRETE. 2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES 3.18-3 AND 3.18-4. 3. d = 1.5 TIMES THE MAXIMUM STONE DIAMETER, BUT NOT LESS THAN 6 INCHES. Source: Va. DSWC Plate 3.18-1 1992 DETAILS OF CORRUGATED METAL ANTI -SEEP COLLAR NSALL COLLAR WRH CORRUGATIONS VERTICAL COLLAR TO BE OF SAME GAGE AS THE PIPE WITH WHICH IT IS USED CONTNUOl15 WELD 1 JT X 2' SLOTTED HOLES FOR 127 MIN. 3/9' DUO.IETER BOLTS. e e T B o e BAND SLOTTED HOLES CONTINUOUS WELD AT a C.C. SECTION B-B KE WELD BOTH SIDES CORRUGATED METAL SHEET WELDED TO CENTER OF BAND 3.14 ELEVATION OF UNASSEMBLED COLLAR 3. UNASSEMBLED COLLARS SHALL BE MARKED BY PAINTING OR TAGGING TO IDENTIFY MATCHING NOTES FOR COLLARS: PARS. 1. ALL MATERIALS TO BE IN ACCORDANCE WITH 4. THE LAP BETWEEN THE TWO HALF SECTIONS CONSTRUCTION AND CONSTRUCTION MATERIAL AND BETWEEN THE PIPE AND CONNECTING BAND SPECIFICATIONS. SHALL BE CAULKED WITH ASPHALT MASTIC AT 2. WHEN SPECIFIED ON THE PLANS, COATING OF TIME OF INSTALLATION. COLLARS SHALL BE IN ACCORDANCE WITH 5. EACH COLLAR SHALL BE FURNISHED WITH TWO CONSTRUCTION AND CONSTRUCTION MATERIAL 1/2" DIAMETER RODS WITH STANDARD TANK SPECIFICATIONS. LUGS FOR CONNECTING COLLARS TO PIPE. DETAIL OF HELICAL PIPE ANTI -SEEP COLLAR WELD 1 1J8' X 1 1/8' X 1 1/8' ANGLES TO COLLAR OR BEND A 90' SIZE AND SPACING OF SLOTTED ANGLE 1 IleWIDE AS SHOWN IN DRAWING. OPENINGS SHALL BE THE SAME NOTE FOR BANDS AND COLLARS: AS SHOWN FOR CM COLLAR. MODIFICATIONS OF THE DETAILS USE RODS AND LUGS TO CLAMP SHOWN MAY BE USED PROVIDING BANDS SECURELY TO PIPE. T 1J� EQUAL WATERTIGHTNESS IS MAINTAINED AND DETAILED If MIN. DRAWINGS ARE SUBMITTED AND \ APPROVED BY THE ENGINEER PRIOR TO DELIVERY. BAND OF HELICAL PIPE •1 ISOMETRIC VIEW J� i'EAIED METAL COLLAR SHALL BE CUT TO FT OUGATIONS OF HELICAL BAND, AND ROD AM LUG WITH A CONTINUOUS WELD. NOTE: FOR DETAILS OF FABRICATION DIMENSIONS, MINIMUM GAGES, SLOTTED HOLES, AND NOTES, SEE DETAIL ABOVE. METAL COLLAR TO BE NOTE: TWO OTHER TYPES OF ANTI -SEEP COLLARS ARE: WELDED TO CENTER OF HELICAL PPE BAND 1. CORRUGATED METAL, SIMILAR TO UPPER, EXCEPT SHOP WELDED TO A SHORT (4-FT.) SECTION OF THE PIPE AND CONNECTED WITH CONNECTING BANDS TO THE PIPE. PARTIAL ELEVATION 2. CONCRETE, SIX INCHES THICK FORMED AROUND THE PIPE REF. ENGR. FIELD MANUAL WITH #3 REBAR SPACED IS- HORIZONTALLY AND VERTICALLY. Source: USDA-SCS III - 109 Plate 3.14-13 1992 3.14 RECOMMENDED DE RYA TERING SYSTEM FOR SEDIMENT BASINS PROVIDE ADEQUATE STRAPPING POLYETHYLENE CAP DEPTH TACK WELD VARIES AS PERFORATED POLYETHYLENE* REQUIRED -- FOR' DRY DRAINAGE TUBING, DIAMETER " STORAGE VARIES (SEE CALCULATIONS IN APPENDIX 3.14-A) WET " FERNCO-STYLE " COUPLING STORAGE DEWATERING ORIFICE, SCHEDULE 40 STEEL STUB 1-FOOT MINIMUM, DIAMETER VARIES (SEE CALCULATIONS IN CORRUGATED METAL RISER APPENDIX 3.14-A) NOTE: WITH CONCRETE RISER, USE PVC SCHEDULE 40 STUB FOR DEWATERING ORIFICE *DRAINAGE TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 Source: Va. DSWC Plate 3.14-15 Ti OCP��} ®0�°' awslm Lic.l' o. 050951 1.16'e,, 4116120 06.A : ONAL - !,tX Lo E N N UU M Ln N , 0 > E LU-6 E ,_ E� Q w U p U LULL-� Q� LL CD aOo -I C:)LU LU C:) aa) Ln �0C ccx p U � L L _ fuo a C:, Ln _ �ko -a CD 5 fV o � mo �00 O J (D LU -I I.- (A Z 0 O H U W O „LU ooQCL aa > > > �: �: OOLn�� U U Q OO OO j O O O k k c) »Ueno0 LLI LLI LLI Z) Z) CCCC(f)U)U) a,0o00 ^1NNNN LU \\\\\ < N O N N �I D \ O \ N \ N \ M \ �1- "0000 DATE 81912019 DRAWN BY C. MORGAN DESIGNED BY C. MORGAN CHECKED BY M. BOWSER SCALE NTS zaJ > W 0 0-6 ■ T z O V / LU LU J Q O LU z LU m J > 0 UDC 0 F; 00 U az Q � 0 U V l 0 22 LU W C0 JOB NO. 42297 SHEET NO. C3.3 MINIMUM STANDARDS MS-1. Permanent or temporary soil stabilization shall be applied to denuded areas within seven days after final grade is reached on any portion of the site. Temporary soil stabilization shall be applied within seven days to denuded areas that may not be at final grade but will remain dormant for longer than 14 days. Permanent stabilization shall be applied to areas that are to be left dormant for more than one year. MS-2. During construction of the project, soil stock piles and borrow areas shall be stabilized or protected with sediment trapping measures. The applicant is responsible for the temporary protection and permanent stabilization of all soil stockpiles on site as well as borrow areas and soil intentionally transported from the project site. MS-3. A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. Permanent vegetation shall not be considered established until a ground cover is achieved that is uniform, mature enough to survive and will inhibit erosion. MS-4. Sediment basins and traps, perimeter dikes, sediment barriers and other measures intended to trap sediment shall be constructed as a first step in any land -disturbing activity and shall be made functional before upslope land disturbance takes place. MS-5. Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after installation. MS-6. Sediment traps and sediment basins shall be designed and constructed based p g upon the total drainage area to be served by the trap or basin. a. The minimum storage capacity of a sediment trap shall be 134 cubic yards per acre of drainage area and the trap shall only control drainage areas less than three acres. b. Surface runoff from disturbed areas that is comprised of flow from drainage areas greater than or equal to three acres shall be controlled by a sediment basin. The minimum storage capacity of a sediment basin shall be 134 cubic yards per acre of drainage area. The outfall system shall, at a minimum, maintain the structural integrity of the basin during a 25-year storm of 24-hour duration. Runoff coefficients used in runoff calculations shall correspond to a bare earth condition or those conditions expected to exist while the sediment basin is utilized. MS-7. Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. Slopes that are found to be eroding excessively within one year of permanent stabilization shall be provided with additional slope stabilizing measures until the problem is corrected. MS-8. Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel, flume or slope drain structure. MS-9. Whenever water seeps from a slope face, adequate drainage or other protection shall be provided. MS-10. All storm sewer inlets that are made operable during construction shall be protected so that sediment -laden water cannot enter the conveyance system without first being filtered or otherwise treated to remove sediment. MS-1 1. Before newly constructed stormwater conveyance channels or pipes are made operational, adequate outlet protection and any required temporary or permanent channel lining shall be installed in both the conveyance channel and receiving channel. MS-12. When work in a live watercourse is performed, precautions shall be taken to minimize encroachment control sediment transport and stabilize the work area to the greatest extent possible during construction. Nonerodible material shall be used for the construction of causeways and cofferdams. Earthen fill may be used for these structures if armored by nonerodible cover materials. MS-1 3. When a live watercourse must be crossed by construction vehicles more than twice in any six-month period, a temporary vehicular stream crossing constructed of nonerodible material shall be provided. MS-14. All applicable federal, state and local requirements pertaining to working in or crossing live watercourses shall be met. MS-15. The bed and banks of a watercourse shall be stabilized immediately after work in the watercourse is completed. MS-1 6. Underground utility lines shall be installed in accordance with the following standards in addition to other applicable criteria: a. No more than 500 linear feet of trench may be opened at one time. b. Excavated material shall be placed on the uphill side of trenches. c. Effluent from dewatering operations shall be filtered or passed through an approved sediment trapping device, or both, and discharged in a manner that does not adversely affect flowing streams or off -site property. d. Material used for backfilling trenches shall be properly compacted in order to minimize erosion and promote stabilization. e. Restabilization shall be accomplished in accordance with this chapter. f. Applicable safety requirements shall be complied with MS-1 7. Where construction vehicle access routes intersect paved or public roads, provisions shall be made to minimize the transport of sediment by vehicular tracking onto the paved surface. Where sediment is transported onto a paved or public road surface, the road surface shall be cleaned thoroughly at the end of each day. Sediment shall be removed from the roads by shoveling or sweeping and transported to a sediment control disposal area. Street washing shall be allowed only after sediment is removed in this manner. This provision shall apply to individual development lots as well as to larger land -disturbing activities. MS-18. All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization or after the temporary measures are no longer needed, unless otherwise authorized by the VESCP authority. Trapped sediment and the disturbed soil areas resulting from the disposition of temporary measures shall be permanently stabilized to prevent further erosion and sedimentation. MS-1 9. Properties and waterways downstream from development sites shall be protected from sediment deposition, erosion and damage due to increases in volume, velocity and peak flow rate of stormwater runoff for the stated frequency storm of 24-hour duration in accordance with the following standards and criteria. Stream restoration and relocation projects that incorporate natural channel design concepts are not man-made channels and shall be exempt from any flow rate capacity and velocity requirements for natural or man-made channels: a. Concentrated stormwater runoff leaving a development site shall be discharged directly into an adequate natural or man-made receiving channel, pipe or storm sewer system. For those sites where runoff is discharged into a pipe or pipe system, downstream stability analyses at the outfall of the pipe or pipe system shall be performed. b. Adequacy of all channels and pipes shall be verified in the following manner: (1) The applicant shall demonstrate that the total drainage area to the point of analysis within the channel is one hundred times greater than the contributing drainage area of the project in question; or (2) (a) Natural channels shall be analyzed by the use of a two-year storm to verify that stormwater will not overtop channel banks nor cause erosion of channel bed or banks. (b) All previously constructed man-made channels shall be analyzed by the use of a ten-year storm to verify that stormwater will not overtop its banks and by the use of a two-year storm to demonstrate that stormwater will not cause erosion of channel bed or banks; and (c) Pipes and storm sewer systems shall be analyzed by the use of a ten-year storm to verify that stormwater will be contained within the pipe or system. c. If existing natural receiving channels or previously constructed man-made channels or pipes are not adequate, the applicant shall: (1) Improve the channels to a condition where a ten-year storm will not overtop the banks and a two-year storm will not cause erosion to the channel, the bed, or the banks; or (2) Improve the pipe or pipe system to a condition where the ten-year storm is contained within the appurtenances; (3) Develop a site design that will not cause the pre -development peak runoff rate from a two-year storm to increase when runoff outfalls into a natural channel or will not cause the pre -development peak runoff rate from a ten-year storm to increase when runoff outfalls into a man-made channel; or (4) Provide a combination of channel improvement, stormwater detention or other measures which is satisfactory to the VESCP authority to prevent downstream erosion. d. The applicant shall provide evidence of permission to make the improvements. e. All hydrologic analyses shall be based on the existing watershed characteristics and the ultimate development condition of the subject project. f. If the applicant chooses an option that includes stormwater detention, he shall obtain approval from the VESCP of a plan for maintenance of the detention facilities. The plan shall set forth the maintenance requirements of the facility and the person responsible for performing the maintenance. g. Outfall from a detention facility shall be discharged to a receiving channel, and energy dissipators shall be placed at the outfall of all detention facilities as necessary to provide a stabilized transition from the facility to the receiving channel. h. All on -site channels must be verified to be adequate. i. Increased volumes of sheet flows that may cause erosion or sedimentation on adjacent property shall be diverted to a stable outlet, adequate channel, pipe or pipe system, or to a detention facility. j. In applying these stormwater management criteria, individual lots or parcels in a residential, commercial or industrial development shall not be considered to be separate development projects. Instead, the development, as a whole, shall be considered to be a single development project. Hydrologic parameters that reflect the ultimate development condition shall be used in all engineering calculations. k. All measures used to protect properties and waterways shall be employed in a manner which minimizes impacts on the physical, chemical and biological integrity of rivers, streams and other waters of the state. I. Any plan approved prior to July 1, 2014, that provides for stormwater management that addresses any flow rate capacity and velocity requirements for natural or man-made channels shall satisfy the flow rate capacity and velocity requirements for natural or man-made channels if the practices are designed to (i) detain the water quality volume and to release it over 48 hours; (ii) detain and release over a 24-hour period the expected rainfall resulting from the one year, 24-hour storm; and (iii) reduce the allowable peak flow rate resulting from the 1.5, 2, and 10-year, 24-hour storms to a level that is less than or equal to the peak flow rate from the site assuming it was in a good forested condition, achieved through multiplication of the forested peak flow rate by a reduction factor that is equal to the runoff volume from the site when it was in a good forested condition divided by the runoff volume from the site in its proposed condition, and shall be exempt from any flow rate capacity and velocity requirements for natural or man-made channels as defined in any regulations promulgated pursuant to § 62.1-44.15:54 or 62.1-44.15:65 of the Act. m. For plans approved on and after July 1, 2014, the flow rate capacity and velocity requirements of § 62.1-44.15:52 A of the Act and this subsection shall be satisfied by compliance with water quantity requirements in the Stormwater Management Act (§ 62.1-44.15:24 et seq. of the Code of Virginia) and attendant regulations, unless such land -disturbing activities (i) are in accordance with provisions for time limits on applicability of approved design criteria in 9VAC25-870-47 or grandfathering in 9VAC25-870-48 of the Virginia Stormwater Management Program (VSMP) Regulation, in which case the flow rate capacity and velocity requirements of § 62.1-44.15:52 A of the Act shall apply, or (ii) are exempt pursuant to § 62.1-44.15:34 C 7 of the Act. n. Compliance with the water quantity minimum standards set out in 9VAC25-870-66 of the Virginia Stormwater Management Program (VSMP) Regulation shall be deemed to satisfy the requirements of this subdivision 19. E&S SEQUENCE PHASE 1. A PRECONSTRUCTION CONFERENCE IS MANDATORY BEFORE ANY WORK IS DONE AT THE SITE. THE CONTRACTOR IS RESPONSIBLE FOR ARRANGING A MEETING WITH THE OWNER AND COUNTY INSPECTOR. 2. INSTALL PAVED CONSTRUCTION ENTRANCE WITH WASH RACK AND CONSTRUCTION ROAD STABILIZATION AS SHOWN ON THE E&S PLANS. INSTALL DITCH WITH CHECK DAMS AND RIP RAP OUTLET FOR TRAPPING DISCHARGE FROM THE CONSTRUCTION ENTRANCE. 3. CLEAR AND GRUB ONLY AS NECESSARY WITHIN THE PRELIMINARY LIMITS OF DISTURBANCE TO INSTALL PERIMETER EROSION CONTROL MEASURES. INSTALL SILT FENCING, TREE PROTECTION, INLET PROTECTIONS, AND WETLAND TAPE. 4. CONSTRUCT SEDIMENT BASIN, SEDIMENT TRAPS, AND ALL DIVERSION MEASURES AND OUTLET PROTECTION. ENSURE DRAINAGE PATTERN TO BASIN IN FILL AREAS. RUNOFF WILL BE DIVERTED TO SEDIMENT BASINS AND TRAPS WITH DIVERSION DIKES. 5. SEDIMENT BASIN AND FUTURE WET POND SHALL HAVE THE EMBANKMENT CONSTRUCTED PER THE FINAL DESIGN, INCLUDING RISER STRUCTURE, BARREL, CLAY CORE, AND ARMORED EMERGENCY SPILLWAY. 6. INSTALL EC-3 MATTING ON ALL DISTURBED SLOPES GREATER THAN 3:1. 7. ALL DIVERSIONS, SEDIMENT BASINS, AND SEDIMENT TRAPS MUST BE SEEDED AND MULCHED IMMEDIATELY UPON CONSTRUCTION. 8. AFTER PERIMETER EROSION CONTROL MEASURES ARE BUILT AND WITH APPROVAL OF EROSION CONTROL INSPECTOR, CLEAR AND GRUB OTHER PORTIONS OF THE SITE AS INDICATED ON PLANS. 9. THE CONTRACTOR SHALL INSPECT ALL E&S CONTROL MEASURES REGULARLY AND AFTER EACH SIGNIFICANT STORM EVENT AND REPAIR / REPLACE IF NECESSARY. PHASE II 1. BEGIN SITE GRADING AND STORM SEWER INSTALLATION, PLACING INLET PROTECTION AT EACH DRAINAGE INLET. MAINTAIN TEMPORARY DIVERSIONS AND PIPES TO SEDIMENT TRAPS AND BASINS, AS WELL AS ALL PERIMETER MEASURES, THROUGHOUT ALL UPSTREAM GRADING. 2. BEGIN FINAL GRADING, CURB CONSTRUCTION, AND PAVING. 3. ONCE STABILIZATION IS ACHIEVED WITHIN THE ULTIMATE DRAINAGE AREA TO THE SEDIMENT BASIN/WET POND, MUCK OUT THE BASIN AND ADJUST GRADES AS NECESSARY TO MATCH THE SHAPE/SIZE OF THE PERMANENT POND. PLANT THE AQUATIC SHELF PER THE PLANS ON L5.1. INSTALL OUTLET PROTECTION, GABION WALLS AND ALL REMAINING ELEMENTS OF THE POND AS SHOWN ON THE PLANS AND VERIFY RISER/OUTLET STRUCTURE IS CONSTRUCTED PER THE FINAL DESIGN AND DETAILS. 4. FOLLOWING EACH SIGNIFICANT STORM EVENT PERFORM INSPECTION OF ALL EROSION CONTROLS AND MAINTAIN ALL EROSION AND SEDIMENT MEASURES BY REMOVING ACCUMULATED SEDIMENT AS DIRECTED IN THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK OR BY THE COUNTY INSPECTOR. 5. ANY STORM SEWER LEFT EXPOSED AT THE END OF DAILY OPERATIONS SHALL BE PROTECTED WITH A RING OF SILT FENCE AT THE OPEN END OF THE PIPE. CARE SHOULD BE TAKEN TO PREVENT SEDIMENT FROM ENTERING ANY PARTIALLY COMPLETED STORM SEWER. 6. APPLY PERMANENT OR TEMPORARY SOIL STABILIZATION WITHIN SEVEN DAYS AFTER FINAL GRADE IS ACHIEVED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO ANY DENUDED AREAS THAT MAY BE AT FINAL GRADE BUT WILL REMAIN DORMANT FOR LONGER THAN THIRTY DAYS. THE SEEDED AREAS SHALL BE CHECKED REGULARLY TO ENSURE THAT A GOOD STAND IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RE -SEEDED AS NEEDED. 7. ALL PERMANENTLY STABILIZED AREAS GREATER THAN 3:1 SLOPE SHALL HAVE LOW MAINTENANCE VEGETATED GROUND COVER. 1992 3.31 Mulching 1. Seedings made in fall for winter cover and during hot and dry summer months shall be mulched according to MULCHING, Std. & Spec. 3.35, except that hydromulches (fiber mulch) will not be considered adequate. Straw mulch should be used during these periods. 2. Temporary seedings made under favorable soil and site conditions during optimum spring and fall seeding dates may not require mulch. Re -seeding Areas which fail to establish vegetative cover adequate to prevent rill erosion will be re- seeded as soon as such areas are identified. TABLE 3.31-B ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS "QUICK REFERENCE FOR ALL REGIONS" Rate Planting Dates Species (lbs./acre) Sept. 1 - Feb. 15 50/50 Mix of Annual Ryegrass (Lolium multi-florum) & 50 - 100 Cereal (Winter) Rye (Secale cereale) Feb. 16 - Apr. 30 Annual Ryegrass 60 - 100 (Lolium multi-florum) May 1 - Aug 31 German Millet 50 (Setaria italica) Source: Va. DSWC III - 287 EROSION CONTROL (ONLY) SEEDING & FERTILIZING SEEDING SHALL BE DONE IN CONFORMANCE WITH SECTION 603.01 THROUGH 603.04 OF V.D.O.T. SPECIFICATIONS. THE AREA TO BE SEEDED SHALL FIRST BE FERTILIZED WITH COMMERCIAL 10-10-10 FERTILIZER AT THE RATE OF 30 LBS. PER THOUSAND SQUARE FEET AND TREATED WITH AGRICULTURAL LIME AT THE RATE OF 100 LBS. PER THOUSAND SQUARE FEET. THESE SHALL BE UNIFORMLY WORKED INTO SURFACE TO A MINIMUM DEPTH OF ONE INCH. 3. SEEDING SHALL BE DONE ONLY BETWEEN THE DATES OF FEB. 15 AND APRIL 15 OR BETWEEN SEPT. 15 AND NOV. 15, EXCEPT AS MAY BE OTHERWISE DIRECTED BY THE ENGINEER. 4. SURFACE SHALL BE RAKED AND SMOOTHED TO ELIMINATE RIDGES AND DEPRESSIONS. 5. AFTER PRELIMINARY RAKING, THE SEED SHALL BE SOWN AT THE RATE OF FOUR LBS. PER THOUSAND SQUARE FEET AS FOLLOWS: 20% PERENNIAL RYE 35% KENTUCKY 31 FESCUE 30% CREEPING RED FESCUE 15% REDTOP (ALL PERCENTAGES ARE BY WEIGHT) 6. SURFACE SHALL THEN BE LIGHTLY RAKED IN ORDER TO COVER SEED NO DEEPER THAN 1/4 INCH AND THEN SPRINKLE WITH WATER. THE SEEDED SURFACE SHALL BE COVERED WITH STRAW OR HAY TO PREVENT EROSION AND TO PROTECT SEEDING. THE ENTIRE SEEDED SURFACE SHALL BE ROLLED WITH A CORRUGATED ROLLER AFTER SEEDING AND BEFORE COVERING WITH STRAW. CONTRACTOR SHALL PROTECT SEEDED SURFACES UNTIL A GOOD STAND OF GRASS IS OBTAINED. 7. THE "HYDRO -SEEDING" METHOD OF SEED APPLICATION MAY BE USED, PRO- VIDED THE SEED RATE PER SQUARE FOOT IS THE SAME AS HEREIN BEFORE SPECIFIED. THE MULCH RATE SHALL BE SUCH AS TO PROVIDE PROPER SEED PROTECTION AND PREVENT EROSION. IF, IN THE OPINION OF THE INSPECTOR OR ENGINEER, THE MULCH RATE USED (AS EVIDENCED BY SLOPES AFTER SPRAYING) IS NOT SUFFICIENT, THE CONTRACTOR SHALL BE REQUIRED TO IN- CREASE THE AMOUNT OF MULCH IN THE MIX. NO EXTRA WILL BE ALLOWED FOR ANY REQUESTED INCREASE. ADDITIONAL NOTES: • ALL VEGETATIVE AND STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATION 9 VAC 25-840-40. • THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND AFTER EACH RUNOFF PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. • ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES Al ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. • ALL SLOPES STEEPER THAN 3:1 SHALL HAVE VESCH STD. 3.36 SOIL STABILIZATION BLANKETING (VDOT STD. EC-2) INSTALLED FOR THE LENGHT OF THE SLOPE. • THE CONTRACTOR IS RESPONSIBLE FOR THE INSTALLATION OF ANY ADDITIONAL EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS DETERMINED BY THE ENVIRONMENTAL ENGINEERING DEPARTMENT. • NO E&S CONTROLS SHALL BE REMOVED WITHOUT APPROVAL OF THE COUNTY ENVIRONMENTAL INSPECTOR. • ANY EXCESS SOILS TO BE REMOVED FROM THE SITE MUST BE TAKEN TO AN APPROVED PERMITTED WASTE SITE. • ALL OFFSITE DRAINAGE EASEMENTS MUST BE RECORDED PRIOR TO ISSUANCE OF A LAND DISTURBANCE PERMIT FOR THIS PROJECT. • ALL ONSITE DRAINAGE EASEMENTS INCLUDING STORMWATER/BMP DRAINAGE EASEMENTS MUST BE RECORED PRIOR TO THE ISSUANCE OF A BUILDING PERMIT FOR THIS PROJECT. TABLE 3.32-D (Revised June 2003) PERMANENT SEEDING SPECIFICATIONS FOR PIEDMONT AREA SEED' LAND USE SPECIES APPLICATION PER ACRE Tall Fescue' 95 - 100% Minimum Care Lawn Perennial Ryegrass 0 - 5% (Commercial or Residential) Kentucky Bluegrass' 0 - 5% TOTAL: 175 - 200 lbs- High - Maintenance Lawn Tall Fescue' TOTAL: 200 - 250 lbs Tall Fescue' 128 lbs General Slope (3:1 or less) Red Top Grass or Creeping Fescue 2 lbs Seasonal Nurse Crop 20 lbs TOTAL: 150 lbs Tall Fescue' 108 lbs Low -Maintenance Slope Red Top Grass or Creeping Fescue 2 lbs Seasonal Nurse Crop2 20 lbs (Steeper than 3:1) Crownvetch3 20 lbs TOTAL: 150 lbs 1 - When selecting varieties of turfgrass, use the Virginia Crop improvement Association (VCIA) recommended turfgrass variety list. Quality seed will bear a label indicating that they are approved by VCIA, A current turfgrass variety list is available at the local County Extension office or through VCIA at 804-746-4884 or at http://sudan.cses.vt.edu/html/Turf/turf/publications/publications2.html 2 - Use seasonal nurse crop in accordance with seeding dates as stated below February 16th - April ..................................... Annual Rye May 1th - August 15th.................................. Foxtail Millet August 16th - October .................................. Annual Rye November - February 15th ........................... Winter Rye 3 - Substitute Service Lespedeza for Crownvetch east of Granville, VA (May through September use hulled seed, all other periods, use unhulled Sericea). If Flatpea is used, increase rate to 30 lbs/acre. If Weeping Lovegrass is used, include in any slope or low maintenance mixture during warmer seeding periods, increase to 30 - 40 FERTILIZER & LIME • Apply 10-20-10 fertilizer at a rate of 500 lbs / acre (or 12 lbs / 1,000 sq ft) • Apply Pulverized Agricultural Limestone at a rate of 2 tons/acre (or 90 lbs / 1.000 sq ft) NOTE: - A soil test is necessary to determine the actual amount of lime required to adjust the soil pH of site. - Incorporate the lime and fertilizer into the top 4 - 6 inches of the soil by disking or by other means. - When applying Slowly Available Nitrogen, use rates available in Erosion &sediment Control Technical Bulletin #4, 2003 Nutrient Management for Development Sites at http://www.dcr.state.va.us/sw/e&s.htm#pubs Summary of Fertilizer Specification Revisions for Establishment of Turf 2003 Urban Nutrient Management Technical Standards & Specifications Bulletin 3.31 Emory Seeding 10-10-10 fertilizer applied at a rate of 450 lbs. / acre or 10 lbs / 1,000 ft2 Mixed Grasses & Legumes 10-20-10 fertilizer applied at a rate of 500 lbs. / acre or 12 lbs / 1,000 ft2 Apply the equivalent of 100 lbs. of phosphate Legume stands only (P2 OS) and 100 Ibs. of Potash (K20) per acre. 3.32 Permanent Seeding NO NITROGEN (N) Grass stands only 10-20-10 fertilizer applied at a rate of 500 lbs. / acre or 12 lbs / 1,000 ft2 10-10-10 fertilizer applied at a rate of 450 lbs. / acre or 10 lbs / 1,000 ft2. NOTE: For cool season 3.33 Sodding grasses apply fertilizer in fall or spring. For warm season grasses apply the fertilizer in late spring or summer only. 10-10-10 fertilizer applied at a rate of 500 lbs. / acre or 12 lbs / 1,000 ft2. Apply additional 3.34 Bermuda grass & aOYSIA GRASS Establishment phosphorus and potassium 30 - 60 days later based on the soil test. Apply an additional equivalent of 1 Ib./1,000 ft2 of nitrogen when the P & K are applied. 2016 ROAD & BRIDGE STANDARDS EC-3 TOOF FILL SLOPE SECTION SLOPE LINING - WET CUT SLOPE CUT SLOPE WATER SEEPAGE SOIL �11 DROP STD EC-3 _ MATERIAL VERTICALLY - WHEN WATER SEEPAGE IS PRESENT IN A _ SLOPE THAT REQUIRES INSTALLATION OF DOWNSLOPE EC-3 THE FOLLOWING DETAIL MAY BE USED WITH THE APPROVAL OF THE DISTRICT MATERIALS ENGINEER.STID i ram' / TYPE E3 3 I� 5' III= VDOT No.3 AGGREGATE N NON WRAPIN GEOTEXTDILE FABRIC OEX ENDED Sr 12" ABOVE SOURCE OF WATER -_ oti 0s ROLL ERTERMINAL ��` ER TAB1-E � 4o BOTTOM OF CUT SLOPE 4-_ „ 2'-0" - W I 12" DEPTH N TOP OF CUT SLOPE SOIL SHALL BE SOIL TAMPERED PRIOR TO LAYING TOP LAP OVER SLOPE LINING - DRY CUT SLOPE I' I' TOE OF FILL BERM 2'-0" MAINTAIN SLOPE ANGLE TRENCH INTO BERM AND I' PROGRESS DOWNSLOPE STD EC-3 r TYPE 3 I NOTES: rI. Ir 1, SLOPE SURFACE SHALL BE SMOOTH AND FREE OF ROCKS, LUMPS OF DIRT, GRASS, AND STICKS. MAT SHALL BE PLACED FLAT ON SURFACE FOR PROPER SOIL CONTACT. 2. STAKES SHALL BE WOOD OR METAL AS RECOMMENDED BY THE MANUFACTURER AND SHALL BE A MINIMUM OF 1B INCHES IN LENGTH. BOTTOM OF FILL SLOPE 3. EC-3 MATERIALS SHALL BE IN ACCORDANCE WITH THE APPROVED PRODUCT LIST. 4. FOR SQUIRES OF APPROVED MATERIALS SEE VDOT'S APPROVED PRODUCTS LIST FOR BOTTOM OF CUT SLOPE-� ST'D. EC-3, TYPE 3 MATERIALS. 5. SLOPES SHALL BE SEEDED IMMEDIATELY PRIOR TO INSTALLATION 4'-0" OF ST'D. EC-3 TYPE 3 MATERIAL. OR SHOULDER A COPY OF THE ORIGINAL SEALED AND SIGNED DRAWING IS ON FILE IN THE CENTRAL OFFICE. BREAK POINT SPECIFICATION REFERENCE ROLLED EROSION CONTROL PRODUCT NVDOT SOIL STABILIZATION MAT ROAD AND BRIDGE STANDARDS 244 REVISION DATE SHEET 3 OF 3 606 (PERMANENT SLOPE INSTALLATION) VIRGINIA DEPARTMENT OF TRANSPORTATION 07/16 113.05 2016 ROAD & BRIDGE STANDARDS �.1 r op gal r' R A!. N-)WSEi . y, Lip;. No. 050951 �., �a 4116120 Ln E [V O N U N � Q o > E w -� E = 1= E 3 Q LU u p U E 1.0 LULL-_1 a LLO CDCDLU LU O (3 IW o z0V� �W rax O 3 U L O f° CDaLn = v1 1�10 v O -o O 5 N o 4 CID CD _1Go O J O Ui 0 Ll z O a U w o O z W z W Q > Q > w O O Q a a IY >_ �: �: O O U OU OU CL a j � � 2 2 Z U O Z W W W Z) Z) C4 ck� U� un un a,0000 LU \\\\\ l­_ Q N O N N ^I '- Oo00 DATE 81912019 DRAWN BY C. MORGAN DESIGNED BY C. MORGAN CHECKED BY M. BOWSER SCALE NTS VLJ 1 z-Jz W(D~ > UJ 0 z 06 O w w J g LU z UJco J > 0 U DC 1..1 to C) O J U � z 0 c.!) 2:O W UJ W JOB NO. 42297 SHEET NO. C3.4 a .� Lip. No. 050951 4116120 , oo `�1®IrTl�S, V Cs ;UN y,,� LnE 590 N o rn N � a O > E LU�E 2 a LU u P. p U LU LL — CD a LL z ,,,., W OM O O 00 a- 00a a a o z p U X Ln aLU ra o o z Z Z Q Q Ln "' O W W > > v o �_ z z O O a oN > O O Q a a co GCD o k Q Q Lo Lo > > > OOv��� �cU L20O Ln O O Z ti ti ti ti O »UDODO O W W W > > � � Ln Ln Lo 0 0) OOOO w -4 N N N N w w \ \ = a Q �0000 Cal F- z O cn DATE 0 8/9/2019 } DRAWN BY C. MORGAN • DESIGNED BY Lo • C. MORGAN • CHECKED BY • M. BOWSER 550 • • SCALE 1 " = 50' V 1 Z a z w� 0 L > 1 }}' Z w LO Nt IJ-I Lo It O LL �` w O -0+50 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 << 2 a STORM 31 TO 5 PROFILE w co HORIZ SCALE: 1 "=50' ui J w VERT SCALE: 1 "=5 5 � U w H �C Q� C 0 p�QO 0 50 < H PROFILE SCALE a o �c LU m JOB NO. 42297 SHEET NO. C6.3 O M � lf') N O � � � � � M 6� O 585 � � 6' o Lfl O � M� z lf') z O O�� � MOz Z COS � P OPOSED � � z z � 580 GRADE � � 00 � > > � o NOz - - MCflCD � .off � EXISTING ri `n `n H � z z � � c�i co � � � � \�\ GRADE > � zz0 �apzz z N O Z z Z °0 575 � � � z� 30 � �Oz z CO � S� OFram- �� o O LC) O ��o '' N \l z Z co M� O 1 � . � � � LS7 565 �' � � � .-. HGL o z_zzZ �"R6OF Cp CD CD 560 0 � O�> � N 24 \ ��z 136.54' F 18„ RC 1.50° 12 22 O � N � � o��� `.M oor� � cow 18' .71'OF RCP \ �n`nz � �r, z - O �� ry � � `� � 'IT rn O 555 \ \ Z z Z "'z 0 M �z � O ��' � 0% 0 28. 24" — — \ �> oz > z �- z �nz O 8"SANI ARY C°PF 1g ��z �,�z z 1 � 24" RCP 16 — 24" RCP O @ 1.50 % 14 106 g6, F 27" R I — @ 2.21 1 545 ° 90• 03' ASS IV RCP 10 @ 1.7 % 149.85' OF 30" CLASS IV 8 RCP OF 8" SANITARY @ 1.10% 30" LASS IV RCP 540 1.10% 6 .54' OF 30" RCP 8" SANITARY 8" SANITARY @ 1.10% 8" SANITARY 535 530 O � (9 � � � Lf) N O O� � M �O � �F M � O 00 � Cp O � � O M (D O � � (D � °0 � f� M � f� � M O O M LC) M �o � O cd M � Nni � � (fl � (fl N � N o � COO oo Cp � co CO � CON COO COO � � �ci � N � � � o lid O o lf� 0) � 0) � d� o � d� 0 � °� LC) Lf7 LC) LC) LC) LC) LC) LC) LC) LC) Lf7 LC) LC) LC) LC) LC) LC) LC) LC) LC) LC) LC) LC) LC) LC) LC) Ln Ln Ln E CD N m N N v (M O M m c m 21 0 I= 0 a) E m U Q 0 N O N v 0 0 0 a a N �(0 Lo r- -10 a0 - �i­- Ir Jl J 012, CD Cfl � Lf ) 00 (o Lo Ln Lo Lo H Lo Z O 570 >> _ _ co- - \ Lo O z z N M O \ PROPOSED Lo o(6 Lo L M N o GRADE � r--� � ::D CD - 00 \ � Cfl LLo a Z 0 M 00 cy) O t rn � r-O > > co O "t M Lo 565 LI)Lo Zmi Lo Lo D N p - CNO LC) L( ) O - O Ln N z a » �0 ��� N Lo-ZZO co 0 Lo Lo Lo Lo CO 00 co Lo Lo ti lzt Z Z Z Lo Ln cflr` aLo z O L6 ? 6 Lo z C°� ��z > LLo 560 �LL S" OF O z > > Ln z (,.) 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M"" m . 0 O d � � 00 �o I� f� �o I� � I� III (h CO Ln 00 CO (D CO co Ln CO � M Ln CO O Ln (D d� O Ln Lo d� O Ln Lo 00 a Ln Ln F- N C) Lo L() Lo L() Lo C) Lo O 1� Lo � Ln L() 1� Lo I� Lo 00 1� LC) I� nl 1� Ln Ln L() Ln Ln Lo Lo Ln Lo Ln Lo Ln Lo Ln Lo Ln Lo Ln Lo Lo Ln Lo Ln Lo Ln Lo Ln Lo Ln Lo Ln V) Ln V) Ln Ln V) Ln -0+50 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 STORM 57 TO 3 PROFILE HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 2016 ROAD & BRIDGE STANDARDS EW-1,1A SHAPE TO BE BEVELED r--------- WITH MORTAR I Fy x c DO NOT - ---------- -- BEVEL B INVERT F �1 NOTES: I. "H" MAY BE REDUCED UNTIL "X" REACHES A MINIMUM OF 4" WHERE ENDWALL WOULD PROTRUDE ABOVE SHOULDER LINE. 6.BEVEL EDGE IS REQUIRED ON THE HEADWALL AT THE MET END OF THE IN NO CASE SHALL TOP OF ENDWALL PROJECT ABOVE FILL SLOPE, CULVERT (WHERE THE FLOW ENTERS THE CULVERT). DITCH SLOPE, OR SHOULDER. 7. HEADWALL AT THE OUTLET END OF THE CULVERT MAY BE EITHER SQUARE 2. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. EDGE OR BEVEL EDGE. 3. ALL CAST IN PLACE CONCRETE TO BE CLASS A3.FOR PRECAST SEE S. ON SHALLOW FILLS WHERE ENDWALLS ARE 1'OR LESS BELOW SHOULDER SHEET 101.02. LINE, THE TOP OF fFE ENDWALL SHALL BE CONSTRUCTED PARALLEL TO THE GRADE OF THE ROAD. 4. THIS STANDARD TO BE USED WITH STRAIGHT CROSSINGS AND ALL SKEWS(0• TO 45' ). 9. Y4" CHAMFER MAY BE PROVIDED ON ALL EDGES AT MANUFACTURER'S OPTION. S. HEADWALL TO BE BEVELED IN ALL AREAS EXCEPT WHERE A CONFLICT WITH INVERT OR WINGWALLS OCCUR EW-1 EW-1A ENDWALL FOR CIRCULAR PIPE DIAMETER OF PIPE CULVERT 12" 15" 18" 21" OR 24" 7" OR 30' " OR 38' A 0'-6" 0'-8" 0'-9" 0'-11" 1'-0., 1'-0.. B 0'-11., 1'4" V-3" V-6" 1'-9" 2'-0" C V-4" V-7" T-9" 2'-2" 2'-6"P4`9" D 1'-0" V-3" P-6" 2'-0" 2'-6" F 0'-8„ p,_8„ O.-B.. O,_g„ 0,_g„ H 2'-3" 2'-11" 3'-2" 3'-9" 4'-3"L 4'-0" W-O" W-0" 8'-0" 10'-0"a 0'-1/4 0'-1y4" 0'-2" 0'-2%=" O'-31/4' b W-1" O'-}/4" 0'-1/2" 0'-2" O'-2%2' 0'-3" CUBIC YARDS OF CONCRETE CONC. PIPE 0.241 0.492 0.697 1.319 2.067 2.947 C.M. PIPE 0.257 0.521 0.739 1.398 2.198 3.145 ENDWALL FOR ELLIPTICAL PIPE SIZE OF ELLIPTICAL PIPE CULVERT (SPAN x RISE) 23'.04" 30"x19" 34"x22" 38"x24" 42"x27" 451lx29" 49"x32" 53"x34" A 0'-8" 0'-9" 0'-10.. 0'-11.. 0'-11., B V-2" T-5" 1'-6" 1'-8" 1'-9" 1'-10" 1'-11" 1'-11" C 1'-8" 1'-11" 2'-1" 2'_4" 2'-5" 2'-7" 2'-8" 2,_g„ D V-2" P-7" 1'-10" 2'-0" 2'-3" 2'-5" 2'-8" 2'-10" F 0,_8„ 0,_8„ 0,_g„ 0,_g„ 0,_g„ 0,_g„ O,_g„ O,_g„ H 2'-10" 3'-3" 3'-7" 3'-9" 4'-0" 4'_2" 4'-5" 4'-7" L 5'-5" 7'-2" 8'-8" 9'-2" 10'-2" 10.-11.. 12'-1" 12--11" S 1'-11" 2'-8" 2'-10" 3'-2" 3'-8" 3'-9" 4'-1" 4'-5" a O'-2%2' 0'-31/4' W-31/2" 0'-4" 0'-4%2' 0'-4�4' 0'-5" O'-5%2' b 0'-2„ O,_2YZ„ 0,_2;.4„ 0,_3„ 0'-31/z" 1 O,_3)4„ 1 0,_4„ 0,_4Y2„ CUBIC YARDS OF CONCRETE CONC.PIPE 1 0.502 0.855 1.238 1 1.500 1 1.811 1 2.101 1 2.512 2.801 REFERENCE STANDARD ENDWALL FOR PIPE CULVERTS `"`DGE ROAD AND BRIDGE STANDARDS 105 12" - 36" CIRCULAR AND 23" x 14" - 53" x 34" ELLIPTICAL PIPES REVISION DATE SHEET 1 OF 1 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 101.01 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS PLAN VIEW L- G S30 G I 1 FRONT VIEW FOR CONCRETE PIPE D G S S30 L30 CONCRETE IN ONE DOUBLE ENDWALL CUBIC YDS. INCREASE FOR EACH ADDITIONAL PIPE CUBIC YDS. a b 12" 2'-0" 1'-10" 21- 8'-1%" 0.336 0.101 0'-11 " O'-1" 15" 2'-6" 2'-3" 2'- a., 7'-7 g. 0.688 0.207 O'-1 " O'-1 41. 18" 3'-0" 2'-8" 3'-1" 9.4. 0.962 0.283 0'-2" 0'-1 " 21" OR 24" 4 _0" 3'-6" 4'- „ 12'- x" 1.794 0.512 0'-2 " 0'-2° 27" OR 30" 5'-0" 4`4" 5'-0" 15'-0" 2.769 0.765 0'-3 " 0'-2 " 33" OR 38" 6'-0" - 2" 5'- " 17'-11 3.895 1.048 0' 3 0'-3" EW-85 NOTES 1. QUANTITIES GIVEN ARE FOR ONE ENDWALL. PLEASE REFER TO STANDARD EW-1, SHEET 101.01 FOR ALL DIMENSIONS NOT GIVEN IN TABLES. 2. FOR DETAILS OF BEVEL SEE STANDARD EW-2, 2A, SHEET 101.03. 3. THIS ITEM MAY BE PRECAST OR CAST IN PLACE. 4. ON SHALLOW FILLS WHERE ENDWALLS ARE T OR LESS BELOW SHOULDER LIE THR TOP OF THE ENDWALL SHALL BE CONSTRUCTED PARALLEL TO THE GRADE OF ROAD. 5. ALL CAST IN PLACE CONCRETE TO BE CLASS A3. FOR PRECAST SEE SHEET 101.15. 6. IN NO CASE SHALL TOP OF ENDWALL PROJECT ABOVE FILL SLOPE, DITCH SLOPE, OR SHOULDER. 7. THIS STANDARD TO BE USED WITH SKEW ANGLES FROM 15' TO 37' 30'. B. HEADWALL TO BE BEVELED IN ALL AREAS EXCEPT WHERE A CONFLICT WITH INVERT AND WINGWALLS OCCUR. 9. BEVEL EDGE IS REQUIRED ON THE HEADWALL AT THE INLET END OF THE CULVERT (WHERE THE FLOW ENTERS THE CULVERT). HEADWALL AT THE OUTLET END OF THE CULVERT MAY BE EITHER SQUARE EDGE OR BEVEL EDGE. 10. ZQFH;2fURR'SYOPTION PROVIDED ON ALL EDGES AT II �aRTM BEVELED Mf RT SIDE VIEW FOR CORRUGATED METAL PIPE D G S S30 L30 CONCRETE IN ONE DOUBLE ENDWALL CUBIC YDS. INCREASE FOR EACH ADDITIONAL PIPE CUBIC YDS. a b 12" 2'-0" P-7" T-10" W-10" 0.354 0.100 " 15" 2'-8" '-1 ' 2'- ' 7'- 0.714 0.201 "18" 3'-0" 2'-4" 2'-8 ' 8'-8 " 1.005 0.278 "24" *40--3--" 4'-0" 3'-1" 3'- ' 1T-8 1.882 0.510 "27" OR 30" 5'-0" 3'-10" 4'- 14'- " 2.929 0.775 "36" 6'-0" 4'-7" 5'- ' I7'- 2" 4.153 1.075 " 2i'PiRiN69" STANDARD ENDWALLS FOR MULTIPLE PIPE CULVERTS ROAD AND BRIDGE STANDARDS 105 12" - 36" CIRCULAR PIPES WITH 300 SKEW REVISION DATE SHEET 1 OF 2 302 VIRGINIA DEPARTMENT OF TRANSPORTATION 101.13 2016 ROAD & BRIDGE STANDARDS /l rI L. I t'M CTC Tl1 P9 ^r' \A/AI I . LLA Gn Tl%YY !\r \A/AI I . LLA LA NU I E: HEADWALL AND GULVEK 15 ARE I U MEE I ALL MATERIAL, STRUCTURAL, AND DIMENSIONAL STANDARDS OF VDOT STDS. EW-1 AND EW-6 AS APPLICABLE PER VDOT SPECIFICATIONS. INU I t: tNUVVALL AINU UULVEK 15 AKE I U IVltt I ALL MATERIAL, STRUCTURAL, AND DIMENSIONAL STANDARDS OF VDOT STDS. EW-1 AND EW-6 AS APPLICABLE PER VDOT SPECIFICATIONS. U F\�. r- I U F\%.,r- I U F\%.,r- INV 549.80 INV 549.80 INV 549.80 EW-6 CULVERT HEADWALL DETAIL (INLE NOT TO SCALE T ll r-) !lC \A/AI I . GGn 0'n TlI r-) !1C \A/AI I . GGn cn to ll 1. Il�1-1rTr INV 548.10 INV 548.10 INV 548.10 EW-6 CULVERT ENDWALL DETAIL (OUTLET NOT TO SCALE 11+75 4o , 1r�os r' Li(;. lio. 050951 a 4116120 S, Ln E [V O N u rn (n N � E Lu c +� 0 Q W u Q U E LuLL-'19 LL a0� �z Lu W d Q Q) Ln Ln d o - z0�O0 U ro X Q U) Lu O I- C)J J a Ln O W W j j v CD cn O O aoN > mo Lu Q Q G O O Ln U U Q OO OO Ln a QLu Lu - j 0 Z 0 Lu Lu LW Z) Z) 0 cz ck� U7) V1 V1 0 Ol O O O O w Lu �nn��o- Z101 = Q N O N N ^I Q C) 0 0 0 z O cn DATE 81912019 0 } DRAWN BY C. MORGAN • DESIGNED BY • C. MORGAN • CHECKED BY • M. BOWSER • • SCALE • 1 " = 50' • • • Zz Lu W z J O W \\\wO Lu LLJ m J W H v W � V7 p�JLu U LuLu W JOB NO. 42297 SHEET NO. C6.4 oo -- ® co Soo � aIt � � tea a Lo o Lic.lio.0509°51 0- 4116120 585 585 570 570 _ Z 550 550 1. ` - OINAL . A EXISTING GRADE N M N � .� ti Lo E 580 _ / � � M 580 N o �-� �� MLfl00 LLL- Lo u() N c Lo Lo O Lo CO Cfl O) ( L() L0 Lr) Z Z Z O W "a d N�00 co LozZ O \\ L(jOZZZ Z O 575 rl- co Lo Lo Ln O z>> 575 0 CD U F — — — W LL _ o Lozz0 " O z z z PROPOSED a C O o z "' ~ - - - GRADE a ~ a,'m a W LY M O O -� 4 570 570 Q O cc a U) w �UaLn O aC) HGLI 04 > OO�QQ m o U U a s 565 565 ,1 � p p o� »>�� OOv)�� U U Q OO OO 36 0 vi ��j00 33.22' OF 18" 34 5 560 RCP 98.86' OF 560 O O O z ° 18"RCP 4jOUmm @ 1. 50 % 0 W W Lu Z) Z) 19 � � � U) U) Lo 00 00 Lo CD LL o rn0000 0 0 50 555 555 11 Lu ^+NNNN Lr = Q N O N N PROFILE SCALE �N �O 0(D �M NM a �0000 d� O a � N CL O Lo Lo NLO Lp LaLo ILO Lo U) DATE > 81912019 -0+50 0+00 1+00 2+00 3+00 -0+50 0+00 1+00 1+50 � DRAWN BY STORM 37 TO 25 PROFILE STORM 39 TO 13 PROFILE HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 VERT SCALE: 1 "=5• DESIGNED BY • C. MORGAN • CHECKED BY • M. BOWSER 60 • SCALE 560 N 560 • 1" = 50' N O� Lo 00 N 00 O �~ Lo Lo Lo Lo Lo Lo Lo Lo Lo Lo Lo Nt �O z -0+50 0+00 1+00 2+00 3+00 4+00 5+00 5+25 560 L()cy)~ — 560 STORM 69 TO 20-7 PROFILE 00 HORIZ SCALE: 1 "=50' �+ Lo Lo VERT SCALE: 1 "=5 I--� 77 Zz 0 _q W� CLAY CORE REQUIRED n/ w GRADE l'BELOWI�12'�I CL OR CH MATERIAL IN ACCORANCE LLLL Z) J WITH ASTM D-2487 /� O LL 5;1 < v LL w O 3. PROPOSED GRADE 0 POND 1' MIN 2•� Ll Q a w 3 � ui m 3'MIN ---- � Q w u L u %�I 6' MIN F� EX. GRADE Q 0 CLAY CORE DETAIL NO SCALE Q a � V) 1..1� � LuLu 00 W -0+50 0+00 0+75 -0+50 0+00 1+00 2+00 3+00 3+50 STORM 59 TO 3 PROFILE STORM 5 TO POND OUTFALL PROFILE HORIZ SCALE: 1 "=50' HORIZ SCALE: 1 "=50' VERT SCALE: 1 "=5 VERT SCALE: 1 "=5 JOB NO. 42297 SHEET NO. C6.5 N � o 00 N (0_, N N Lf ) 00 LL� � � 555 Lin z z � 555 MOZ Z Z Z 550 550 545 545 58 16. 4' OF 540 15' RC 540 . 00 535 535 530 530 Ln 565 565 00 ap � O co `-' M °0 f� Lo 560 L" 00 i° L" ? O z 560 Lo �z � ��z M � z z PROPOSED EXISTING _ GRADE GRADE 555 HGL� 555 550 38 550 80.68' OF 545 18" RCP @ 0.50% 545 8" SANI ARY 540 540 c� ri Lo � �z O z ��z 555 .-. N � 555 Lf) °� 0p N � c�i N N � � 6'x6' CONC TE RISER � � � o W/TRASH tCK � ? z z p (`? � TOP: 545.8 , O z z z z �� 12 WIDE EMBANKMENT 550 — Lo z TOP: 547.80 550 \ � � z EMERGENCY SPILL AY \ TOP: 546.20 _ \ �100Y WSE: 546.71_ PROPOSED _h9�Y WSE: 545.80 GRADE 545 — — I` — —� — AREA OF FILL MATERIAL; 545 � \� CLAY CORE AND ANTI- EEP ERM. POOL COLLARS REQUIRED; EE DETAILS 4 _ ELEV_542_00 I� ON C3.3 AND C7.5 2 4 OF \ � 540 48.39' QF � EMERGENCY SPI LWAY 540 30' RCP \ \� BOTTOM @ @ 1.00% � \ I SEDIMENT FOREBAY EXISTING GRADE GABION BASKETS; 535 TOP: 543.00 SEE DETAIL ON C7.5 � 535 \ \II 1.0' CLAY LINER REQUIRED BELOW PERMANENT POOL ELEV. � CL OR CH MATERIAL IN 12" DIP POND DRAIN SEE DETAIL ON C7.5 530 ACCORDANCE WITH ASTM D-2487 530 24" RCP OUTFACE PIP INV. IN: 538.0 INV. OUT: 526.0 525 525 520 520 �°° �� �°° �� MLn Noo 545 � 545 \ PROPOSED 540 � GRADE 540 \ O � ti 535 � (9 °r° °r° 535 N �ZZ \ O» � z \ 530 �,6, \ 530 3p \ EXISTING 75,; \ GRADE o � 525 _ 525 o O 75,, B,�Q �)�CA \ � LOf) LLO �Zz �o � Cfl pp% \ � � � Lo � _O � 520 >_ z z O 520 Ln \ \ ��z z_ r� \ \ � Z HGL� 515 \ _ J 515 \ � 0,10 pp% 510 510 62 li 64.6g' OF 505 15 RCP 505 11 .6� 15" RCP @ 1.71 % 500 500 �(V �O MCO M� MCO N� N� �i0 �Ln Ln c m rn 0 0 a) E U v 6i 0 N O N v c 0 a 0 0 a 3 a O a z 0 N n U m E iv m N N N v M 0 M m I 4 /- I '- I -IIII � it i IIIII' -530 -_ - - - - - - - - - = JI / _ / _S54 I - ' - - - ' / / / 1 / I \\� / J " / / / / / / / ' /' / ' \ / ' ' / / /' - � -/ - - - - r I11` / //\\�\ ,' /' I I /- /' /-�,-'i _- /52y�''�\\,� \v / / III / IIIII IIIIIIIIII 10_ 48"RISER �y _ = TOP=526.80 5" HOLE KNOCKED /N SIDE AT ELEV 516.05 \ \ \ 4 METAL PIPE INV.=519.68 \ \ \\\\ \ \ \\ \\ \\�\_\_ III►I III IIIIIIII 6O 30\�5515 \\\ \ ~ �' ,�� \ I �\ 1 b I - /_--- / II _� _ _ - '1 III - �MANAGEDSTEEP \ \ M I __�_ _ /i 30 _ _ 5 5 \ \ \ \ , J .,� - / - _ - - - - II -520 -SLOPES OVERLAY 5 DISTRICT TYP. \\ \ \--- '- \\\ \\� \\ ` '$SS 545 _ B6\\ W9 \'\- \B-W g '5\6T\4SOs\E7\'q 567 \ 51 0853 0.85 \ Lo\ 0.42 A < 1915�\ 47 0.85 \gQ5655 `1\ 69. B539.O�W.\\SFO 3\5693 5b9 0'kv AC 4 450 57 .1-57$. � / / // 569L71' ` 0.68 AC \ 45 085 �55. \ _t$_4 S°4_ 6 S\- ♦ - \0 rn.0\9 \.A \ \\C T-w 6 3 7 0.16 AC g AC \560.1 \ \ \\ \\\ \ \ \\ \ \\ \\\ \\\ \\ \ \\ \\ \ \ \\ \\\\\ \\ � \ \ I I I I \ c I I \\�\�� I 1 \ \ 1 I 1 I \ \ \ ---_ h0�� \ \ \\\\TW 0 cco / I I \\\,_I I/ \\ I I-1JII-- _- \\ \ �\ \ \\\ \_ s6562. TIW BW,I\ _I / I I I II I \ I\ \ BW \ ` ` 563 \ BW 1 \ \ $60 TW / \ �� \ \ \ \ \ \ \ TW R5� ti \ \ T 5 / 562.25' I I h / / 1 \ \ \ \ \ B0. �76. 576_61' _ -y7�� - - - - - - - - _ _ _ _ �'' \�� \ / I � \ \ \ \ \ \ \ 41 0.85 70`00' \ \ \ \ \ �\ -1t \�\ \ \ \ ` \ 0.33 AC I I 1 I ► I / / I / B - - - - - 5662 9' \B l� \ \0.85 _ ' 2 TW I - I1N - 566 0 \ ( I 1 \ \ / \ \ \ I I I 1 I I \ 5$ / w - �, J J� \ I 0.28 AC / /582.71' /1/ 571.83 00 1.- I - I _\ 576.60' 11 \ \ \ \ / 1 /35 �O I / / , // - - 23 0.85 ., /25.\ \ \I \I Bv� \ // / '� ♦ \ I II I I I 1 l (�I - _ \`I I �'\\ I III I I R49 0.85 0.09 AC -585- 1 AC 21 0.85 35 0. - - - - - .0 ? 0.�AC /\ 042 A , // 1 I I I ♦ I I I \ BW - 31 0.85 / I' / , �'� / 19 0.85 I T -- 0.37AC 3 0.25A 1 4111 $0 F 51 / R43 I - / �' I \ \ \ I 13 0.85 I I II I 4' / / ,' T / 19 - ' 1 / \\ 15 0.85 I 0.11 AC \ / 57 BBC 5 _ fw.4T / ^ / ' 1 /1 ,/ // / 0.43 AC I I 1 1 / 6 B W /� / ,I' � 56T 566.63' 75 � 575.90' 58 71' ' / / W BW 567. 0' \ _ 576T1, ' T ' j /� - s ^ , I 39 0.85 1 / 0.32 � li 580 If BW 3 2 5�5 565.63' - �4N �572.1.1' / / / / ' - - - - - - - , / / / I 0.18 AC / // // I i / / _ 5 I 1 Lo / / l 11 - - �1 -c/ / / / / / / / , - - - - - - - _ s / / I 63 s�� IT 5w/20 h / / // o / T 5�/5. / , _, , _ / , / _ / `J6 / 57 � 566 - 56 5' A O 0 , 33 0.85 , � 5�0 / / �'�`'/ / _ - - - - - `" '�`_ _ / 5613 3. gW8.05' T 0.12AC ' / / '/ _--- ----_ / \-561:05 TW / / / w / I 1 I j� 564- - / ' W.11' / ' / / 56 80' / 554.5 TW M.553.33_ 562-- ---- 562M �� / / /TW 56 553.33' 12 6' / 5 - - - - - 59 ,563 BW / U. AC 1 // / / / / / 10' SWM FACILITY / / _ , -561 - - SS / / 552.�3 / 55 '` I p � I / / / / / / - - S6 I / / i ACCESS/MAINTENANCE / 575 �y�8 I 1, 1// /-0 S57 / ' ' / /% EASEMENT 0.85 65 0.85 , a _ - - - 558-' - �_ = = S 1 0.15 AC h� �,' , 0.11 AC 535 I I \ \ \ 'c ,5, / 2 10 ' / - - S5 / I /5' X0/ '\ ___ \ 525�' \ / / r - - - - h - / �44 S4S\ 71 0.85 M \ \ \ \ 63 0.85 \ s3$ 73 0.85 ` S / OT . a ` 3° sso s�� ENTRA CF R 11 I E FqT \ L ���� o / M / / NOTE: A RUNOFF COEFFICIENT OF 0.85 IS ASSUMED FOR ALL STORM / SEWER CAPACITY CALCULATIONS. A TIME -OF -CONCENTRATION OF 5 / MINUTES IS ASSUMED AT THE UPSTREAM END OF EACH PIPE RUN / UNLESS OTHERWISE SHOWN ON THE CALCULATIONS. DRAINAGE AREAS TO EACH INDIVIDUAL YARD DRAIN IS SHOWN AND ACCOUNTED FOR IN THE STORM SEWER CAPACITY CALCULATIONS. / SEE SHEET C6.9 FOR STORM SEWER CALCULATIONS. \ I Vic, 4\, A V o / h cl)c 2 SCALE 1 "=50' 0 50' 100, / op R '.. ,max _BIOWSER > Lic. No. 050951 4116120 , IllkZVNINAL LnE r,4 O N u rn (n N � 0 > E 6 E w c +� ~ E � Q W v p U E Lu LL - z aLL OoCD Lu Lu O Q) L a H a o z p vj c ra X Q U � �oa� "' z O zz ¢¢ v o L UU z z >> O O 5 oN > O O Q a a m CD Q.CL K K CO OOv�o;o; O O � 0 j ti O (3 »UDODO � U U W > O 0 � � � � � o w rn0000 -4 N N N N NONN*� \ \ \ \ \ 0 0 0 0 0 z O DATE cn 0 81912019 DRAWN BY C. MORGAN } • DESIGNED BY • C. MORGAN • CHECKED BY • M. BOWSER • • SCALE 1 " = 50' • Z a Z uj > a G z Qua ° Lu 0. W aJ a a W Lu WJ m a i F- ~� UU) i--i H Q I..L Lu aw J Uz C U) I --I o Lu JOB NO. 42297 SHEET NO. C6.8 -0a Z) �O O Ur Z Qo =2 02 c � T m o a c m m N a o U 3 Z O O 2 Q g x H N w N o w r 0 0 oY 2 >c L� Nx O O Y i m c Y U � o E C o m a m �0 m � 0 4 O C m o 0. U -0 cN m c 0 0 O U @ O Q.. L Y H ca E Y a� m N N N v M 0 M m PIPE NO FROM POINT TO POINT DRAIN. AREA "A" Acre (3) RUNOFF COEFF. "C" (4) CA TOTAL INLET TIME Minutes (7) RAIN FALL In/Hr (8) RUNOFF Q CFS (9) INVERT ELEVATIONS LENGTH of Pipe Ft. (12) SLOPE Ft./Ft. (13) SIZE (Dia. Or Span/Rise) In. (14) SHAPE Capacity CFS (15) Friction Slope Ft./Ft. VEL Vn Ft/Sec (16) FLOW TIME Sec. (17) REMARKS (18) INCRE- MENT (5) ACCUM- ULATED (6) ADDTL CA UPPER END (10) LOWER END (11) REFERENCE (1) STA. REFERENCE (2) STA. 68 69 67 0.150 0.850 0.128 0.128 0.000 5.000 6.542 0.834 530.588 528.480 30.108 0.070 15.000 Circular 17.086 0.000 7.219 0.070 66 67 65 0.130 0.850 0.111 0.238 0.000 5.070 6.519 1.552 528.377 518.730 137.808 0.070 15.000 Circular 17.086 0.001 8.673 0.265 70 71 65 0.120 0.850 0.102 0.102 0.000 5.000 6.542 0.667 519.330 518.730 30.009 0.020 15.000 Circular 9.133 0.000 4.349 0.115 64 65 63 0.110 0.850 0.094 0.434 0.000 5.334 6.434 2.789 518.631 508.600 143.296 0.070 15.000 Circular 17.086 0.002 10.282 0.232 72 73 63 0.170 0.850 0.145 0.145 0.000 5.000 6.542 0.945 509.324 508.600 36.188 0.020 15.000 Circular 9.133 0.000 4.817 0.125 62 63 61 0.110 0.850 0.094 0.672 0.000 5.567 6.361 4.271 508.504 507.210 64.689 0.020 15.000 Circular 9.133 0.004 7.334 0.147 60 61 20-7 0.100 0.850 0.085 0.757 0.000 5.714 6.316 4.778 507.109 505.100 100.428 0.020 15.000 Circular 9.133 0.005 7.543 0.222 1,req04 STRM1 PROJECT: BERKMAR DRIVE APARTMENTS Designed by: CDM 10 -10 0, STRM2 PROJECT: BERKMAR DRIVE APARTMENTS Designed by: CDM STORM SEWER DESIGN COMPUTATIONS LOCATION: STORM SEWER DESIGN COMPUTATIONS LOCATION: COUNTY: ALBEMARLE Checked by: 'all `�� �a z�� COUNTY: ALBEMARLE Checked by: STORM FREQUENCY 10 YEAR q" C.7 STORM FREQUENCY 10 YEAR UNITS ENGLISH Lip. No. 050951 UNITS ENGLISHP r 'a 4116120 , Ln E [V p N CJ N Q o > E w _ +� E � Q LU u pU tY� LULL- ', a0CD-i z w W o o O a s Q) L a o z p 0 U � X U Q oo z Z Z Q Q "' O W W > v o V) O O a o 1-4 � O O Q a a m o k Q Q Go �� »>�� OOv��� �oUC00O0O � a a O O O 0 � Z ti ti ) �V:) » U m O W W W > 0 � � (n V) V) 0 010000 w -4 N N N N w W ~ NONN*� = a \ \ \ \ \ Q �0000 z O cn DATE 81912019 O } DRAWN BY C. MORGAN • DESIGNED BY • C. MORGAN • CHECKED BY • M. BOWSER • • SCALE NTS • V / z a Z WV/ ~z O Z O W J , <12< v a J W Q Wm� \ a � I -I v W ~ W J a W O t Q V/ O DC W JOB NO. 42297 SHEET NO. C6.9 ILU Ln ID 0 > F- < < P 0 M PIPE NO FROM POINT TO POINT DRAIN. AREA "A" RUNOFF COEFF. "C" CA TOTAL INLET T RAIN FALL RUNOFF Q INVERT ELEVATIONS LENGTH of Pipe SLOPE SIZE (Dia. Or SHAPE Capacity Friction Slope VEL Vn FLOW TIME INCRE- MENT ACCUM- ULATED ADDTL CA UPPER LOWER REFERENCE STA. REFERENCE STA. ROUTE PROJECT BERKMAR DRIVE APARTMENTS XLTi OP��} ®0�°' m 21 0 E M LO 6 0 N O N (fl v 0 0 0 a DESIGNER: C. MORGAN CHECKED: DATE 4/16/2020 UNITS :NGLISH INLET Z O ¢ W ca d E E con o > o ✓ U o n U a 0.4 CG Oa w CA W E� 3 W U w G � A A w w a W a '�° w a o z c a O o o Sag Inlets Only x W W W ¢ Q x o o 11 DI-3C 6.000 0 0 0.68 0 0.0100 0.0200 3.470 2.000 0.57637 0.0833 4.165 3.52 Back/Lt. 0 0 0.68 0 Ahead/Rt. 1.360 0.0100 6 1.360 1.870 0.160 0.01333 12.003 3.870 7.791 Weir Flow 13 DI-3C 6.000 0 0 0.23 0 0.0450 0.0100 1.192 2.000 1.67785 0.0833 8.33 3.76 Back/Lt. 0 0 0.23 0 Ahead/Rt. 0.460 0.0450 6 0.460 0.907 0.080 0.00667 11.994 2.907 7.562 Weir Flow 15 DI-3C 6.000 0 0 0.91 0 0.0250 0.0300 2.621 2.000 0.76307 0.0833 2.77667 3.28 Back/Lt. 0 0 0.91 0 Ahead/Rt. 1.820 0.0250 6 1.820 2.271 0.240 0.02 12 4.271 6.308 Weir Flow 19 DI-313 8.000 0 0 1.06 0 1.060 0.0200 0.0150 4.335 2.000 0.46136 0.0833 5.55333 0.950 3.64 0.1516 0.1591 7.758 8.000 1.031 1.000 1.060 0.000 2.419 21 DI-3C 6.000 0 0 0.51 0 0.0300 0.0200 1.733 2.000 1.15407 0.0833 4.165 3.52 Back/Lt. 0 0 0.51 0 Ahead/Rt. 1.027 0.0300 6 1.027 1.550 0.160 0.01333 12.003 3.550 6.460 Weir Flow 23 DI-313 6.000 0 0 0.38 0 0.380 0.0080 0.0100 1.988 2.000 1.00604 0.0833 8.33 1.000 3.76 0.1566 0.1666 3.725 6.000 1.611 1.000 0.380 0.000 1.987 25 DI-3C 6.000 0 0 0.21 0 0.0450 0.0100 1.152 2.000 1.73611 0.0833 8.33 3.76 Back/Lt. 0 0 0.21 0 Ahead/Rt. 0.420 0.0450 6 0.420 0.854 0.080 0.00667 11.994 2.854 7.116 Weir Flow 3 DI-3C 6.000 0 0 0.34 0 0.0170 0.0200 1.655 2.000 1.20846 0.0833 4.165 3.52 Back/Lt. 0 0 0.34 0 Ahead/Rt. 0.680 0.0170 6 0.680 1.178 0.160 0.01333 12.003 3.178 4.907 Weir Flow 31 DI-3C 6.000 0 0 0.79 0 0.0100 0.0300 3.350 2.000 0.59701 0.0833 2.77667 3.28 Back/Lt. 0 0 0.79 0 Ahead/Rt. 1.580 0.0100 6 1.580 2.067 0.240 0.02 12 4.067 5.740 Weir Flow 33 DI-3C 6.000 0 0 0.25 0 0.0300 0.0150 1.327 2.000 1.50716 0.0833 5.55333 3.64 Back/Lt. 0 0 0.25 0 Ahead/Rt. 0.500 0.0300 6 0.500 0.959 0.120 0.01 12 2.959 5.329 Weir Flow 35 DI-3C 6.000 0 0 0.89 0 0.0100 0.0275 3.772 2.000 0.53022 0.0833 3.02909 3.34 Back/Lt. 0 0 0.89 0 Ahead/Rt. 1.780 0.0100 6 1.780 2.238 0.220 0.01833 12.00218 4.238 6.780 Weir Flow 37 DI-3C 8.000 0 0 0.72 0 0.0150 0.0200 2.991 2.000 0.66867 0.0833 4.165 3.52 Back/Lt. 0 0 0.72 0 Ahead/Rt. 1.440 0.0150 8 1.440 1.712 0.160 0.01333 12.003 3.712 7.134 Weir Flow 39 DI-3C 6.000 0 0 0.38 0 0.0450 0.0150 1.438 2.000 1.39082 0.0833 5.55333 3.64 Back/Lt. 0 0 0.38 0 Ahead/Rt. 0.760 0.0450 6 0.760 1.268 0.120 0.01 12 3.268 7.046 Weir Flow 41 DI-3C 8.000 0 0 0.7 0 0.0200 0.0200 2.432 2.000 0.82237 0.0833 4.165 3.52 Back/Lt. 0 0 0.7 0 Ahead/Rt. 1.400 0.0200 8 1.400 1.680 0.160 0.01333 12.003 3.680 7.001 Weir Flow 45 DI-3C 8.000 0 0 0.6 0 6.0000 0.0175 0.683 2.000 2.92826 0.0833 4.76 3.58 Back/Lt. 0 0 0.6 0 Ahead/Rt. 1.200 6.0000 8 1.200 1.516 0.140 0.01167 11.99657 3.516 7.220 Weir Flow 47 DI-3C 6.000 0 0 0.81 0 0.0070 0.0250 4.172 2.000 0.47939 0.0833 3.332 3.40 Back/Lt. 0 0 0.81 0 Ahead/Rt. 1.620 0.0070 6 1.620 2.101 0.200 0.01667 11.9976 4.101 7.004 Weir Flow 51 DI-3C 6.000 0 0 0.7 0 0.0250 0.0250 2.062 2.000 0.96993 0.0833 3.332 3.40 Back/Lt. 0 0 0.7 0 Ahead/Rt. 1.400 0.0250 6 1.400 1.906 0.200 0.01667 11.9976 3.906 6.354 Weir Flow 53 DI-3C 8.000 0 0 1.38 0 0.0300 0.0300 3.370 2.000 0.59347 0.0833 2.77667 3.28 Back/Lt. 0 0 1.38 0 Ahead/Rt. 2.760 0.0300 8 2.760 2.642 0.240 0.02 12 4.642 7.340 Weir Flow 57 DI-3C 8.000 0 0 1.49 0 0.0180 0.0300 4.184 2.000 0.47801 0.0833 2.77667 3.28 Back/Lt. 0 0 1.49 0 Ahead/Rt. 2.980 0.0180 8 2.980 2.781 0.240 0.02 12 4.781 7.725 Weir Flow 59 DI-3C 6.000 0 0 0.19 0 0.0100 0.0150 1.470 2.000 1.36054 0.0833 5.55333 3.64 Back/Lt. 0 0 0.19 0 Ahead/Rt. 0.380 0.0100 6 0.380 0.799 0.120 0.01 12 2.799 4.438 Weir Flow 63 DI-313 10.000 0 0 0.47 0 0.470 0.0900 0.0200 1.368 2.000 1.46199 0.0833 4.165 1.000 3.52 0.1466 0.1666 8.419 10.000 1.188 1.000 0.470 0.000 1.367 65 DI-313 10.000 0 0 0.47 0 0.470 0.0900 0.0200 1.368 2.000 1.46199 0.0833 4.165 1.000 3.52 0.1466 0.1666 8.419 10.000 1.188 1.000 0.470 0.000 1.367 67 DI-313 10.000 0 0 0.55 0 0.550 0.0800 0.0200 1.483 2.000 1.34862 0.0833 4.165 1.000 3.52 0.1466 0.1666 8.682 10.000 1.152 1.000 0.550 0.000 1.483 69 DI-313 10.000 0 0 0.64 0 0.640 0.0800 0.0200 1.570 2.000 1.27389 0.0833 4.165 1.000 3.52 0.1466 0.1666 9.252 10.000 1.081 1.000 0.640 0.000 1.569 71 DI-3B 10.000 0 0 0.51 0 0.510 0.0900 0.0200 1.410 2.000 1.41844 0.0833 4.165 1.000 3.52 0.1466 0.1666 8.713 10.000 1.148 1.000 0.510 0.000 1.410 73 DI-313 10.000 0 0 0.72 0 0.720 0.0900 0.0200 1.605 2.000 1.24611 0.0833 4.165 1.000 3.52 0.1466 0.1666 10.071 10.000 0.993 1.000 0.720 0.000 1.604 9 D1-3C 6.000 0 0 0.6 0 0.0100 0.0300 2.715 2.000 0.73665 0.0833 2.77667 3.28 Back/Lt. 0 0 0.59 0 Ahead/Rt. 1.190 0.0100 6 1.190 1,711 0.240 0.02 12 3.711 4.751 Weir Flow PROJECT BERKMAR DRIVE APARTMENTS SHEET UNITS OF ENGLISH CULVERT DESIGNER: REVIEWER: DESIGN '. MORGAI FORM LD-269 DATE: DATE: 8/9/2019 ROAD FIRE ACCESS COUNTY Albemarle (Zone 1) CULVERT I VA NOAA Station Charlottesville HYDROLOGICAL DATA Method: RATIONAL Drainage Area: 7.6 Acres Time of Concentration 25 Minutes DESIGN FLOWS Shldr. Elsf- Eli= L- S= SKEW- Elev. Lt. = ELHW& 551.80 0.00 ft 549.80 ft 65 It 2.62% 300 Roadway Width 20 ft ROADWAY ft ft--------- - -------------------------------------------------- Hwi --------- -'_________________ DEPRESSION 3 in. "n" Bed 0.013 ELEVATION 555.00 ft ---------- Stream Bed -`----- Elo= Road Length 20 Freeboard- Shldr. Elev. Rt. J-- H TW DEPTH TW TW VEL. Channel Inv.E1.. 548.10 ft Suface Type #VALUE! 1.90 0.00 548.10 PAVED ft ft f fps ft R.I. (years) FLOW (efs) 10 Design 20.64 2 Check 15.48 100 Max. 34.78 CULVERT DESCRIPTION: TYPE: Single/Multiple Conforming Inlet Edge Description: Square edge w/headwall TOTAL FLOW Q CIS FLOW PER BARREL Q/N efs HEADWATER CALCULATIONS CONTROL HEADWATER ELEV ft OUTLET VEL fps MINIMUM SHOULDER ELEV. fl COMMENTS INLET CONTROL OUTLET CONTROL Single / Multiple Conforming / Broken Back Culverts HWi/D HWi ft FALL ft ELHWi ft TW ft de It (dc+D)/2 It ho 11 ke H ft ELHWo ft MATERIAL SHAPE Size (in) N Mannings n Concrete Circular 18 3 0.01 20.64 6.9 1.33 1.75 0.00 551.55 1.90 0.88 1.19 1.90 0.50 0.84 551.34 551.80 8.87 15.48 5.2 0.83 1.00 0.00 550.80 1.13 1.90 0.50 0.47 550.97 551.05 8.19 34.78 11.6 2.27 3.15 0.00 552.95 EL75 1.32 1.90 0.50 2.38 552.88 553.20 10.06 Broken Back Culvert TAILWATER DATA: TAILWATER RESULTS: ROADWAY DATA: ROADWAY OVERTOPPING: LENGTH Flee. SKEW ° Channel Shape "n"= 0.035 Discharge cfs Elevation ft Flow depth ft Velocity fps Shear force PSF Roadway Width, ft 20 Discharge CA e Overtopping Discharge CIS Overtopping Elevation ft Bottom Width, ft Side Slope Lt: (H:1 V) Side Slope Rt: (HAV) Channel Slope, ft/ft 0.00 Surface Type PAVED 0.00 Design 550.00 1.90 0.00 0.00 Top of Road Elevation, ft 555 Design 0 0.00 0.00 Check 550.00 1.90 0.00 0.00 Length of Road, ft 20 Check 0 0.00 0.0100 Max. 550.00 1.90 0.00 0.00 Max. 0 0.00 Distance Elevation "n" - TECHNICAL FOOTNOTES: (1) USE Q/NB FOR BOX CULVERTS (4) ELhi = HWi + ELi (INVERT OF INLET CONTROL SECTION) (6) ho = TW or (de + D/2) (WHICHEVER IS GREATER) (2) HWi/D = HW/D OR HWi/D FROM DESIGN CHARTS (5) TW BASED ON DOWNSTREAM CONTROL OR FLOW (7) H = [I + ke + (29n'L)/R1 ']v'/2g (3) FALL= HWI - (ELHWd - ELst); FALL IS ZERO FOR CULVERTS ON GRADE DEPTH IN CHANNEL SUBSCRIPT DEFINITIONS: COMMENTS / DISCUSSION: CULVERT BARREL SELECTED HWd DESIGN HEADWATER i INLET SIZE: n: HWi HW IN INLET CONTROL o OUTLET SHAPE: MATERIAL: HWo HW IN OUTLET CONTROL sf Streambed ENTRANCE: @ culvert face CULVERTSOFT by ENSOFTEC, INC. Lic.1'io. 050951 4116120 O' ONAL -A Lo E N O N U ro N N O 0 > E LU- E LU c E Q W U p U W M - Q LL o a0C -' LULU O toD. d ) Ln O O 00 3: x O 3 � 0 Uru i o U) CDa Ln _ tD -a o O fV 04 m o 00 O J O LU,--I I- to 0 0 W W_ U Q Z O U) 0 ►13 Z 0 H _a U U) W O LLLILU >j LU ooQaCL a OOv��� U U Q OO OO a CL j O O Q � Z ti ti 0�� »UDODO W W W Z) Z) Q� Q� U) U) U) d) 0000 ^INNNN LU \\\\\ Q � N � O � N O N O '~ O N N M d\ +� 0000 DATE 81912019 DRAWN BY C. MORGAN DESIGNED BY C. MORGAN CHECKED BY M. BOWSER SCALE NTS V / zz LU ~z 0 z � Z) Q Q Ov J n LU QQ J w Q LU m U > Q H� ~ LU 0 V) J Q W O a coW JOB NO. 42297 SHEET NO. C6.10 I I I I I � I I �54 - I554 \\ \ \ \_ 6$_ \\ \ (Qk it -57 -SPACE1EZA EM / ` \ ``5, ` \ oco 1 \ y aftmw < < \ \ I\ \ -j 1 I I o \ \ \ I 1 /y09 Lo LO STORMWATER MANAGEMENT NARRATIVE THE PROJECT INTENDS TO MEET THE APPLICABLE STORMWATER MANAGEMENT REGULATIONS BY IMPLEMENTATION OF A WET POND, HYDRODYNAMIC SEPARATOR, AND PURCHASE OF OFFSITE NUTRIENT CREDITS. STORMWATER QUANTITY REQUIREMENTS ARE MET FOR THE 4 POINTS OF ANALYSIS DEPICTED ON THESE PLANS (REFER TO C7.1-C7.2). THIS IS PRIMARILY ACCOMPLISHED VIA STORMWATER DETENTION IN THE PROPOSED WET POND FOR ANALYSIS POINT A, AND REDUCTION OF DRAINAGE AREAS TO THE OTHER 3 POINTS OF ANALYSIS. REFER TO C7.2 AS WELL AS DETAILED CALCULATIONS UNDER SEPARATE COVER FOR FULL QUANTITY ANALYSIS. STORMWATER QUALITY IS PRIMARILY ACHIEVED THROUGH USE OF THE PROPOSED HYDRODYNAMIC SEPARATOR AND DOWNSTREAM WET POND. THESE PRACTICES REMOVE OVER 75% OF THE REQUIRED PHOSPHORUS LOAD REDUCTION, ALLOWING THE REMAINING REMOVAL REQUIREMENT TO BE ACHIEVED VIA PURCHASE OF OFFSITE NUTRIENT CREDITS. REFER TO C7.3 AND C7.4 FOR A COPY OF THE VRRM SPREADSHEET DETAILING THE STORMWATER QUALITY ANALYSIS. s SCALE 1 "=60' NOR 0 60' 120' I � / -585 / 50 co U) 580CD co i I / 40' WIDE ARMORED �co EMERGENCY SPILLWAY / co (VDOT CLASS 1 RIP RAP) �A J --- - g _-� �- ❑ �/--—�-,�;/� _ -530� — — — — — — - - �, 8„ N _ _ — — J / / _ _ / / /%;\\\till �C550u, .v/ "V �V `V 30s = _ = _ - _ �� y2y; / / / l h / �I�I11I ��� qV `Y �/ �r GA /y eV \� lV / V w. •- _ _ / / / H-— Illli �I1/y �/ I'Vi — .V �I/ , y �V Jv V V / V V / •�i — o n � e �V �V �V /y' � � \.V .V 1 �w i`�� \`,�� �'�,�� �� �, �, ,� / .V ���. 6 x6 RISER/OUTLET ,� .V \ u,� j.�,� \ I*PAEAI�FE ,,.v V •v /•v r.V ..V �V 's \ I II'I I'I \ 510_' \ \ .V }' �' V �V / `I( �' - \ \ �yco�. .V `V > \ III I III I I \ - = - - - \ \ / ����,��,�,v� h CONTROL STRUCTURE AND ' - �, _ I �. `I I IIIII \ 1 DRAINAGE AREA TO �, I V 'Jn 24 RCP DISCHARGE PIPE WET POND = 13.15 AC �' '-.� �. y ��' W - _ - 6p y � 5¢g.V \.V \•v / � .V •v I .V Tl 6 \ \ _y \ y �`V ��' \,V .v \.� - �' �� /w .�V /.v' v �' .�' �, / !, 535 - - _ -sP ESE I � 5207 \ \ J \ \ \ \ �V `Y `Y ` \ — _ Ir `V �V —�1�- ,i' ` 5550 0 \ �,� _ 5 � I 545 555-, I � —542 541 Lo O ACi LIyy, \ \ \ \\ \ \ \ \ \ \ \ \ \ � � � \— --�-1 \ \ � \ \ \ \ \ \ \ \ `SQS \ \ � \ � _ _ _ / / CEPS/N1'AINTCNA'NCE EAll S�ME'NT \ Ssi9\ \565 WET POND .� 567 S , _ _ — — SS _ _ _ _ — _ _ _ / , / / 1*1 \ • \ � _ HYDRODYNAMIC SEPARATOR 66. \ ` 539 �� \ \ (CONTECH CASCADE SEPARATOR) 569 I 563 San DRAINAGE AREA TO , ► I h / ,' SEPARATOR = 7.75 AC \ \ \ N\\ \ \ \ /\Si 1 \ \ \\ \ ` \ \ \\ I I I I I I loll) LoI AZ \ / / 1 I 10' SWM FACILITY ACCESS/MAINTENANCE EASEMENT ko/ CO _ _ _ — ___ �_ / //'/ /•-__—__ � � /, / / ,6'� I I I l �l l i�Ica /Mto cS6, / 4j / �� 63 1 / h�i / / / / f / Ln 565 /J ' — / , / l 1 / / I �y(o 564 i -562__ / / l l - - x / / / / / / �1666 -- = I_ �� l / I 11 / �(/ / 10' SWM FACILITY ^co 565 / -< -_ ---- -5s�-• `55 , / / 5 I � / h 575- / / / / / / / / / / I I r 1' 1 / / ACCESS/MAINTENANCE I ------------S57 % I I ► 545 / EASEMENT �vO ---------- � - � \ _ _ / SSS / / 540 \ I I I II . 'l 10 520 sss, / / / / / / / / S26 \eo \ \ I N N 1p / / / / / / SLTi opi� ®0�°' OWSER Lic. lio. 050951 4116120 + ixo : 0NAL Lo ;_ N O N U M N N O Q O > E w - E E Q W u p U � w LL aoc�' W YJ O C) z O c �x O 3 p U i o O o a Ln = L �o a o � N O � Co p _q00 O J ow U) M O c� O p w w_ U Q Z 0 U) M O z O 1--1 I— U w 0(30 w ooQaa 000o U U Q OO OO oo O k k »UDODO WLLWWZ)Z) ct� ct� U) U) U) rn0000 ^+NNNN Lu \\\\\ �1- �0000 DATE 81912019 DRAWN BY C. MORGAN DESIGNED BY C. MORGAN CHECKED BY M. BOWSER SCALE 1 60' V / za z ui 6 DC ? z o Q w a J Q < w Lu m Q VJ� I —I u J cp Q 0 � (n w 0 \ oCJO Q w oC MLu W JOB NO. 42297 SHEET NO. C7.0 0 2 U d 0 .4 co 0 0 ;s C o_ > c O a 0 c co s to c m C a `o 0 3 c c co 21 0 c 0 cu U T 75 Q 6 0 N O N V 0 0 0 l � YY ►yYY yY � YYYy Y ► y�, y yyYy Y Y yYYy yYYY , I � � ,'� , � � , ' ,' - �\ , \ \ �� / ,YyY�yYyY \� YYy YYYYYyy 1 IY <� I � YYI YYy YY iY y yYYY Yy yYYy YYYY w y i I r \►\ \ Z ���_\ \ I YYY yY yYYY �Y : y YY y Yy yY yY + � / \ <1l>'n \ \ � \\tea� / r Yy Y yY YYY YY yy yyY YY YY . '� /yYYY Yy yy ,� /YY l l � � � � � I� ' ' • , \ v \ � \\ \\ � � l � \ � � � \ YY'Y 1 � �� ��Y�;� � � y� yYYY=Y yy yY yYYY yy YYYY yYY 'YYYy yY , I ,� � - � ,' , ► ', � � 4 � � � ,� � l� � 1� y / � � Y ` y y, � y Yy Y Y yY y Yy Y � ! yYYY yy YY � , �, / � , I � I I► I ' y I � � 1 � \\ 1 Y,y✓ley Y,� y Y yY yY Y , r � / I \ I � ) � I / 1 � - / _ y��C� �-yYYyYYy YyyYYYYYYyyyY YYYyYy YYYY -� / OFFSITE DATO Y ly N uiY 'y�Y1 y�°Yy� Y y y ,Y Yy yYYY Y yYYy YY y�Y.� y YI�YI p YyY'Y Y y ANALYSIS POINT A yYy YY YYYYY y yYYY Y yY y yY y y y Y yY YYYY - yy � � � y Y Y Y-lY ^/' 22.35 AC Y/ 4 4 J Y -a ��y� = Y y y Y y Y Y ' - YJ Y Y.� YYy yY Y yY y y a-Y Y IYY yYYY yyyYYY Y - i - f YyYyY Yyi�iy�y,Y�Y m m;yYyYYYyYYYYYYyYYY / , yY YYY y Y=`""yYYY y y - Y r � / ' Y y Y YYYY � YYYY �Y YY �= Y - �, �� LY,y/Y�y�YyYY y y Y Y YY,Y,Y�Y YY y Y YY Y YY Y Y Y Y Y Y Y Y y Y y Y y Y y Y Y Y Y yam, Y y Y Y y Y Y Y Y Y Y y y Y y y Y Y Y y Y Y YY y Y Y Y YY y y y � l Y F I/ /� �Y� � Y� � YY y` YYYY y 1yY yY \ Yy Y y yYYY y y�Y� Y YYY yYYY ✓y YYY Y Y Y Y yY y YY yYYY yYYy yYY yYYY YYYyYY yYYY YYYYYy yYYY YY YY YyyYY �y yyyyYYY yyYY y yyYYY yy yY y YYYy Y YY YYYYYy yyyYYY YYYy Y yY YY YYYy Y YYYY YyYyy=YYy yYYYYYYYYYy y y Y YY y y Y y Y Y YY y yYYY Y YY y yYYYYYYYY yYYY YYYy yYYYYY YYYy yYYYY �i / , Y/yY y Y y YY ;yYYYY yY yYY: Yy YY YYYY Y yYYY YYYy : = YY Y Y Y yY YYYY Y yy yY YY YYY yy=YYYY; Y YYYY yy yY Y YYYY yy yy Y YYYY yy yy Y YYYY y yY Y YYYY y yY Y YY Y y ;yyY.- y--;-;.,Y Y' �"`y Y y y y - y y Y Y y y YY Y YY y ANALYSIS POINT A 7) IMPERVIOUS �� , Y !YyyY yyY::Y,Y�y �Y : yyy y y y, y Y yY Y y Y yy Y Y y Y y�! yy Y y YY y Y- ,-.`�~,� y- -,� IYY Y yy yYYY YY y`YY Yyy yYYy YY yYYy YyyY yyyYYY YYYY yyyYYY YYYY yy yY,Y'' yYYY YyYY yy yYYy Yy yY y yYYY YYYY yyyYYY YYYY y Y Y yy yY yYYYY yy yYYYYYY YY yy yYYYY TOTAL DA = 34.30 AC COVER "/ y �Y Y y\.,. Y Y Y Y y Y Y y� Y �- Y "�, Y y Y Y Y Y Y Y Y Y Y Y Y y Y Y YYYY YyY YY yY yYy yy Yyy YY yYY Yy yy YYY YY yYY Y Y y Y Y / 7 Y �, \ Y �' y yY Y .IYY y y'�'�'' � _ _ � Y "` y�.Y Y Y y yY Y YY YY y yY � yY y yY Y Y yY yy yY Y Y yY y y Y Y yY y yY Y Y yY y � � -r� Y y Y Y Y YY y yY Y Y y yY yY Y yY y yy Y Y Y y� Y '� YyYyy yY y YY YY yy yY y YY yY yy yY y Yy yY y yY y Yy YY y y YY YY y yY y YY YY yy yY y YY yY yYYYY yy yY y Y y y y yyy \ 'Y Y�yY.rYYYY� Yam= =Y_"TY=yam\yYY YYYyy YY yy YYyYyy YYyYyy YYyYyy YYyYyy YYyYyy YY-�=.�.,�y Y y�,Y_.r-��YY�YYY YyY Yyy yY Yyy yY Yyy YY Yyy YY \y YY Yyy YY Yyy Yyy YY yyy YY yy / / � 1 //�I � YYY Yy Y y y yY Y y yy y� ;` y yYy T Yy YYy , � y\ Y YY y yY y YY Y yyYy �''Y y YyYY Y YY y Yy yy Y YY y yy yy Y YY y Yy yY y YY y Yy yy Y YY y YY Y yY yy Y YY Y y =•YYy Y Y -;`. y Y �Y yy YYYY Y yY yy YYYY Yy yY yy YYYY Y yY yy YyYY Y yY yy YYYY y yY yy YyYY y YY yy YyYY y yy y yY Yy Yy yy y yY YyYY y yYYy YyYY y YYYy Yy yY y YYYy / yYY YYy Y y yYYy y yYY \YYY Y yYYy y Y\Y yYYy YYY yYYy YYYY 'YYYy YYYY y yYYy y yy Y yYYy Y YY Y yYYy Y YY Y yYYy Y YY Y yYYy Yy Y yYYy yyYY Y yYYy yy yY Y yYYy Y YY Y yYYY Y YY Y yYYy YY yy Y yyYY Y yy Y yyYY Y yy Y yyYY Y yy Y yyYY Y yy Y yyYy Y yy Y YyYy Y Yy Y yyYy yYYy y Y y Y Yy y Y Yy yy Y Yy Y Yy yy Y Yy Y yyYY +'YyY Y yy I \ \ \ / / l Y ;Y�yYYYY y Y y YyY yYy YYYYY yYYYYYYY yYYYYYY yYYYYYY yYy YyyY "YYYyYY y yYYYY yYYYYYY yYYYYYY yYy YyyY yYy yyYY yYy yyYY yYYYYYY yYyYYYYyYyyYyY yYy YyyY yYYYYYY yYYYYYY "YyYYy �Y�-YYY YYY yYYYYYY yYYYYYY yYYY _-- - �_J yYy y\Y yYy y��YY Y�Y y Yy y YYYy yY yYy yY yyy yY yyy yY yYy yY yYy yY yYy yY yyy yy yYy yY yYy yY yYy yY YYy yY yYy yy yYy yy YyyY YyyY Yy yY Y yy Yy YYy YyyY Yy yY fi� �-_ \�___ / - Yy "YyYy y YyYyY y y YYYy YYYy YYYy YYYy YyYy YYYy YyYy YYYy YyYy Y Yy YyYy Y_ Yy Yy Yy Yy Yy yyYy YyYy YYY Yy Yy yy Y Yy .IYY YyYy yy\Y Y _, - __� \ \ \ \ �Y Yy yY y ' ;y Yy yY YyY Y" yY Y yYYYYY YY yY yyY yYl�y yY YyyYYYy YYy yY YyYYy yy YYY yY YyYYy yYYYY yyyyYYY YY YYYYYYyY yY yy yYYYYYyy yy yy YYY yY Yyy Yy yy yY" yYy SITE DA TO yy yY YYY YYYY yyYY yYY yyYy YY Yy YYY yYYy YY YyYYy yY Yy yY Y Y Yy yYYYYYYYYYy yYYY yYYYYYY YY yy YYY yY Yy YY Yy Y Yy Y Y Y y �y Yyy ` �Y -may - - - - - ' --! - - - - �-\ \ yyYyY�y �, YYYyYy "YyYYy Yy�,,y Yy Yy yYy Y yy Yy yYy Yy yyy YyYyy" YYYYYy YYANALYSIS POINT AYyYy "YyYYy "YyYYy yyyyYy yy yyYyyYy yYYYYY yYYYYY yyyYYY YyYYy �YYYY`y�yYy YYy - - �' WOODED COVER y/Y YYY Yy yY\Yy yYY Yy y YY Yy YY Yy yY Yy yY Yy Y Yy YY Yy YY Yy yY Yy Y Yy yY Yy yY Yy y y yY Yy yY Yy YY Yy yY Yy yY Y YY -- �-, Y y y Y yY Yy\YyY YY\Y yY Yy Y yyYY yYYY Y.�y yYYy Y YyYY yY Yy Y YYYY yY Yy Y YYYY yYYy Y YyYY yYYyYYy YyY y Y yYYy Y Yy yY yYYyYYy yY yYYy+ 11.96 AC Y Y yyy YYy yYYY YYYyYy yy yY yYYYYY yy YP�P Y YYy Y YY yY yYYy yy yYYY yYYy yy yYYY yYYy yY yYYY Yy yyYY YY yYYY YY Y Y yY Y y y y Y Y _ _ - _ _ , - \ YYY Y yY y Y Y Y y\ yY y Y Y y Y y y yY y Y Y y yY y Y Y y YY y Y Y y YY y Y Y y YY y Y yyY Y YyY Y y YY y Y Y y YyY Y y yYy Y Y yYy Y y y Y YYY y Y YyY y O\� Q�gy y YY y Y YYy y Y YYY y Y Yyy y Y Yyy y Y y y`YYYy ANALYSIS POINT A ANALYSIS POINT C Y YyY y y YYy Y� yY Yy Y yy yY Yy yY Yy yY Yy yY Yy yY yy yY yy Y Yy yY Yy YyY Yy YyY Y yY Y yY Yy yY Yy y� Yy yY Yy yY Yy yY Yy yY Yyy yY yY yY yY \ y \ yY - SITE WOODED COVER - 11.75 AC WOODED COVER - 1.65 AC O / YyY /Y YY Y yY Y y y. y y Y Y YyY YyY Y Y DY y Y yY Y yY y y yy Y yY y y yY Y yY y Y yY Y yY y Y yY Y yY y Y YY Y yY y Y y y Y yY y Y y" Y yy y Y Y"YyYyY Y Y Y y Y YY Y y Y Y yYY S Y y" Y y Y Y yY y Y Y Y yY y Y YYyYyy YYY yt �1yY y Y yY y YyYy YYYyy Y Y Y yyY y - --- \ SITE TURF COVER - 0.00 AC TURF COVER - 0.00 AC / YYY YIYyYYYyyYyY\YyYYyY YY Y YYYY YyY yY yY yY yY yY yY yY yY yY yY yY yY yY yY yY yY Y y Y y yY yY yY yY YY yY YY yY YY yy yY yy YY yY yY y Y YYYyYy �YYYyy�yYYYy`yYY ��\ \ SITE IMPERVIOUS COVER -0.20AC IMPERVIOUS COVER-0.00 / Y Y y� yY y YyYyYyY�y yYy Y Y y yyY Y y yyY Y y Y y YyYY Y YYY Y y yYY Yy yYY Yy Yy YyYy Y YYY Y y Y y yY Yy YYY Y y YYY Y Yy YYYYYy yYYYYY yYYYY yYYYY YYYYY YYYY .� yyyYYY\ Y yY �Y --, \\ l I Y YY YY Y YY YY yY Yy\Y Y YY yYY yy yy Y Y y Y Y Yy yy Yy YY YY yYy YY YY YY YY yYy YY YY YY YY yYy YY YY YY YY yyY yy yY YY YY yyy yy YY YY Yy yyy Yy YY YY YY yYY YY YY YY Yy yYY YY YY YYY YY YY yY YY YYY Yy yyy YY YY yYy Yy yyy YY YY yYY YY yYY YY "Y YYY YY yYY YY YY Yyy YY yyY YY YY Yyy Yy yY YY YY Yyy Yy yY YY "Y Yyy YY yY YY "Y YYY YY yY YY YY yYY YY yY Yy yy YY yY YY yy y �Y Y Y Yy Y Y \ YY YY�\Yy Y YY yY y \ \ \ � � \ \ - _ OFFSITE WOODED COVER - 8.30 AC Tc - 0.25 HR / y y yyyyYy y YYy "YyYYy yyyYYY yyyYYY "YyYYy yYYYYY yYYYYY YYYYYy yyY YYYyYy Yy yYY Yy yYY Yy yYY Yy yYY Yy yYy Yy yYy Yy yYY Yy yYY Yy yYy Yy yY y yYyYY�YyYyYYyY�YYYYyY: yY \ OFFSITE TURF COVER -9.00AC l� YyYY YyY Y y YY y Y Y y Yy y Y Y y Yy Y Y Y y YY Y Y Y y Yy Y Y yY y yY y Y yY y yy y Y yY y Yy y Y yY y YY Y Y yY y YY Y Y yY y yY Y Y yY y yy Y Y yY y Yy y Y yy y YY Y y YY Y YY Y y YY Y YY Y y yy y YY Y y Yy y YY Y y Yy Y YY Y Y YY Y y YY Y \Y Y y yy y Y y� y yyYY � \ OFFSITE IMPERVIOUS COVER - 5.05 AC TOTAL Q1 = 0.27 CFS i� Y YyYyY y Y yy YY Y Yy Y yY YY Y YY Y yY YY Y Yy Y yY Yy Y Yy Y y YY Y Yy Y y YY Y yy Y y YY Y YY Y y YY Y YY Y y YY y yy Y y YY y yy Y y Yy y Yy Y y YY YYYYyYY Y YY Y y Yy y YY Y y Yy y yY Y y Yy y YY Y y YY Y YY Y y YY Y YY YY Y YY Y y Yy YY �Y Y y Yy Y y Y \ l _ y y Y yyY y Y Y Y yyY Y Y Yyy y Y YyY y Y YyY y Y YyY Y Y YyY Y Y yY y Y y Y yY y Y y Y yY y Y y Y yy y Y y Y yY y Y y Y yY y Y y Y yY y Y y Y yY y Y y Y yY y Y Y Y yY y Y YYyYyy Y Y yY y y Y yY y y y Y y Y Y Yy \ \ \ TOTAL RV = 1,628 CF Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y y y Y Y Y Y Y y Y IYY Y y/YY y Y Y ya Y� y� ` SITE Tc - 0.33 HR, OFFSITE Tc - 0.50 HR TOTAL Q10 = 2.61 CFS - _ J l �, yY Yyy Yy yYY YY YY y Y y Y y yy YyY YY YY yY Yyy YY yYY YY YY YYY YY yYY YY YY YyY YY yYy YY yy Yyy YY yYY YY yy Yyy YY yYY Yy YY YYY YY yYY YY YY YYY YY yYY Yy YY YYY YY yYY yY yy YyY YY yYy yy yy YYY YY yYy yy Yy YYY YY yYy yY YY YYY YY yYy YY YY YYY YY yYy YY yy YYY YY yyy yy yY YYY "Y Yyy yyY YY YY yy yy YY y yYYY YY YY y j y Y YY yy Yy y j yY YYY yy Y y YY y YY Y yY YY y Y yY YY Y YY Y yY y y Yy Y yY y y Y / J / \ OFFSITE Q1 = 4.04 CFS ANALYSIS POINT D / YyY yY, Yy YY yY Yy yy Y YY yYYY Y y YY yY y yy Yy YY yY y yy Yy YY yYYYYYY YY yY y YY YY YY yY y YY YY YY yy y yy YY YY yy y yY YY YY yy Y YY YY YY yy Y YY YY YY yy Y YY YY YY yY y YY YY Yy yy y YY YY yyyyYYYY y Y Y Y ! Y�Y yY y Y YY Yy Y/yyYYY yY y Y, yY y YY YY yY y YY y YY yY y YY yYy y y Yy yY yY Yy y YY yY yY Yy Y Y ' SITE Q1 = 0.04 CFS ��---I- / yy�� y Y y Y y Y y Y y IYY y Y Y y YY y Y Y y YY y Y Y y YY y Y Y y Yy y Y Y y Yy y Y Y y YY Y Y Y y Yy Y Y Y y yY Y Y Y y yy y Y Y y Yy y Y Y y Yy Y Y Yy Y y Y yY y Y y Y yYYy y YyY y/Y yYYy,Yy Y yY y Yy y Y =y��Y: y" �Y Y Y yY y Y YY:Y yYY' , SITE RV=1,451 CF WOODED COVER -1.45AC �\+\_ �� �� YYY"`YYYYY yyyyyYYYYYyyYyYYYYYyY YYY yYy yYYY yYyyYyYyYyYYyYyYyYYYYyYyYYYYYyYYYyYyYyYYyYyYyYYyYyYyYYyY Yy y Y�YY00yYYYyyYyYYyYyYyYYy yYy YYIY a y Y�YYfYYYYYyyYY:\%yY ,' TURF COVER - O.00AC v , Y y �.•YY Y y Y YyyY Y y y` Y y Y y y Y y Y Y y Y Y y Y Y y y Y y y Y y Y Y y Y y y Y YyY y Y YyY Y Y YyY YYY y y OFFSITE DA TO Y y y Y y Y Y y y Y y I TOTAL Q1 = 4.04 CFS IMPERVIOUS COVER - 0.05 YYYYY _ � - - y yy y Y yyy YY � Yy YyYy yYYY" yY yy yY • Y " � y y YyY yy Yy Y YY yY yYYYYYY yY yY yY Y YY yY yY yY Y YY yY yy YY Y Yy yY yy YY y Yy yY yY YY Y YY yY YYY '" y "Y yYYYY y y YY Y y yy Y YY YY y yY Y YY YY y yY y YY YY y Y yY yYYYY YY yY Yy YYY YY yY Y yy Yy � TOTAL Q 10 = 33.76 CFS Y Yy�1 Y YYy yYY Yy yy YYyYyy YyyY YYy yY YYyyy YYy yy YYy yY YYy yY YYy yY YY �!"Yy yY YyYyY YYy yY Yy yYY Yy yYY y ANALYSIS POINT B YyYy Y y YyY / \ - - l Y Yy yY Y YY Yy yY Y YY YY YY yy Y yY y Yy yy Y YY Y YY yY Y Y YYYYY YY yY Y YY Yy Yy yY Y Yy Yy yy yY Y yy YY Yy yY Y YY YY YY yY Y yy YY YY yY Y yy y Y y!y Yy Y yY Y yy YY YYyYYyYYY YY yY Y YY YY YY yY y yY YY Y yY y yy YY Y \r,YyY Y.36 AC .� y Yy yY yy YY yYY Y yYY ,y _ _ Tc - 0.25 H R Y 4 Y Y �Y Y Y Y YYY Y y Y Y Y y Y Y Y Y Y Y Y y Y Y Y Y Y Y Y Y Y Y Y Y Y y Y I y Y Y Y y Y y Y y �-" :Y ANALYSIS POINT B - \\ Y Yy Y \yYy Y YyY y YY Y YY Y i YYY y YYY Y Y Y Y Y Y Y Y Y y '"YYY y YYYY YY yYYYYY• YY yY y YY YY yy Yy y YY yy yy Yy y YY yy Y yY y Y Y �Y Y yY y Y Y Y yY YyYY 1 Y yy Y yY Y Y Y Q� �� YYYY yYYY TOTAL Q1 0.31 CFS Y Y y y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y y Y y "Yyy yYy �y yY Yy.. YY Yy.. YY Y YY YYY yyYYYYYyYYY Y yY=Y Y yNova yY Yy YY YyYYYYYYYy YYyYyy YYyYyy YYyYyy YYyYyy YYyyy ylYyyyYYyy�yYYYY\\YYyYyYYL\YyYyYYY�YyY ,�-Yy��QyYy YYY y SITE WOODED COVER -2.86AC TOTAL RV=1,637CF YYyYYyYYY YSITE DATO y!yY Y y�Y y YyY Y Y y yY Yy yYYy YY yY YY yY Yy YYYy YY Yyy YY Yyy y Y yY Y yYY yY yyY yYYYY YY , Y y Y �Y y Y y Y y Y Y y Y Y y Y Y y Y y Y Y Y Y"> p` Y Y SITE TURF COVER - 0.42 AC TOTAL Q10 = 2.53 CFS _ _ YYYYYYy yYY yYYyYYy .ANALYSIS POINT C yYYy-YYY YY y Yy YYYYYyyyyYyyYyy yyYyYYYYYYYYYySITE DATOY Y Y y .YYYY yy YYYY yYYYYYY"yYYY "YYYyYY"yYYYYyyyYyYyYYYY=� YYYYyYyyY .YyYYfiYY"yYYYY yYYy yYYyyYYY�\\YyYYyYYy\�YYyYYyYYYyYY�Y-�o` \YYyyYYyY�y yyy' �\ SITE IMPERVIOUS COVER-0.12AC °YYY.1.65AC Yy YyYY•YyYyYYYY Yy'�y YYyYyy yY y Y Y YYYY yY Y YYY YYY YYYY y�Y yy YY Y y Y Y a Y y Y y Y y Y Y y '� Y y .ANALYSIS POI NT D, .. y Y Y y Y Y y y Y Y y OFFSITE WOODED COVER - 3.39 AC Y Y Y y Y Y y Y Y iY Y y Y iYY Y y y Y YYy OFFSITE TURF COVER - 0.72 AC \ \ yYYYY yYYy "yYYYYY yYYy yyYYyYY� YYYYY yYYY yyyyYYY yyYY yYy yYYy yYYYYYY yYYy yYYYYYY yYYYYYY yYYY y Yy y'! Y41.50 AC Y - Y Y - y yYYYY�yyyy4YYYYYYYyy4 yYYY SITE DA TO yYY YY yYY Y yY Y Y /YyY Y yY y yyy yY yYYy ;'� Y yyy 1 yY Y yy iYY l / - OFFSITE IMPERVIOUS COVER - 0.25 AC YyY Y y � Y y YyY Y Y Y YyY Y y YyY Y y Y y Y Y y Y y Y� y Y Y y Yy Y Y YY y Yy Y y yY y Y Y Y y Y y YYy y yYy Y y YyY y Y y Yy i y Y y Yy y Y / Y l / / \' �-- \ \ YyYyY y YY Y yY y Y YY Y yY yyY �," yYYyYYyYy yyY Y Y Y Y yYYy Y YYYY yYYy yY yyYY yYYy"yYYYYY yY �Y Y Y yYYYYY yyYY y YyYY YYYYYy Yy yY Y YYYYYyYYy yY ANALYSIS POINT B YYYYyyYY yYYy yYY /YY yYYy YYY yY /yyyYYY yYYYY yyYY YY IYY yYYYYY f'rYyYYY Y l Y / / / / \ \ SITE Tc - 0.33 HR, OFFSITE Tc - 0.25 HR \ \ Y Y YyY Y y yYY Y y Y ` Y y Y y Y y y y �Y y Y y Y YYY YY YY yY Y Y \ \ / yYYY YYYYYy Yyyy YYYYYy YyyY YYYYYyYYy� yYY y Y y Y yyYYY" YyYY yYYY y Yy�YyYY yy YyYY yyyYyy YyYY yyyYyy yyYYY" YyYY yy yY yya 3y40YAC Y YY Y Y Y Y yY Y Y YYy yyYYY Y Yy y� y YYYY Y yY yid Y Y yY y YYYY Y Y/ YY yY Y yY Y.+Y Y / / l \ \ TOTAL Q10 = 11.65 CFS \ `,/ YYYyYy YYYyYY YyYyY -� -,- Y', Y yYYY y Y yYYYY Yyyy Y YYyyy Y yYYY YyYyY Y y YyYYy Y yYYY Y .� Yyy Y"YyYy Y yYYY `yYYYY Y y, Y Y Y ® � ' l \ /^\ Y yYYYYYY yYYYYYYyY _---�� - -`` Y y Y yYYY y Yy y yYYyYYyY yyyyYYY yYYYYY yY "YyYyY yY yYYYYY yy Y y YY��yYyY Y_ Yy y yy_YJYYY y yYY yY Y y�Y // / /�- --,\\ YyyY YYyYyy YY Y _ - yy YYY yY yYYY yY yYYY yY yY yy yY yY yy yY yYY YYYy _yY yY "YyYY Y / y�f IYy,Y i Y y Y Y ``� __ YyyY yYYY y I _-__-- ' yYy YY yYY yYYy"YyyY yYY YyyyYyyYYy Y y yYY'"'`yyyy�Y ANALYSIS POINT B y Yy y�Y yyy Y y � y = \\ J _ y yYYYY \Y yyYyyYy Y y �/ TOTAL DA 7.76 AC \ ANALYSIS POINT C - - - \ / ANALYSIS POINT D ` --� - \ TOTAL DA = 1.65 AC TO T pF Y Y Y y y YYYY YY yy y Y Y ` TAL DA - 1.50 AC _ � \ _ Y Y y Y 1\ NOTE: SEE CALCULATIONS UNDER SEPARATE COVER FOR DETAILED ANALYSIS. Lis;. lio. 050951 4116120 l�xs.,� : 0NA_L LnE N N Ov M N > >_ w - E C a ~ E Q W u W LL _ �LL o a0-11 W YJ c) Lu o 00 �x <1O 3U- p U i o fuo aLn �o O N 04 CD p �00 O J (DW -I l.- z O H U U) W (30 w ooQaa 0(3v0 ct� cll U U Q OO OO �C�'L.�oo okk ooZ�� »UDODO WLLWWZ)Z) ct� cj� U) U) U) rn0000 ^+NNNN Lu \\\\\ �1- +-i0000 DATE 81912019 DRAWN BY C. MORGAN DESIGNED BY C. MORGAN CHECKED BY M. BOWSER SCALE 8 10 rI � z zQ0 z LU C) 'z 0 z U Z) Q ° U U i--� LuJ Q � O W Lu 0 co Q U // �_T� cp i c.!) Q W J ^ 0 Q W J cn \ Q/ W � W Lu oC m m JOB NO. 42297 SHEET NO. C7.1 a tn U C 0 O w co 0 a C a T C O a a c cu s tn co C o_ `o 3 C d d �O O O CL 2Z 0o 22 O c >, H (6 Q a� c m Cow d oZ) °� C� 3 Z w O � a zc g x H o o 0 V_0 a 0.0) Y V7 cu U C o d U i C =a �a U a Tz U O th N O N U 2 C N '0 C U 0_ W m co 21 0 0 m U T Q O 0 N O N V 0 0 0 CL 0) 3 a d 0 WOODED COVER ANALYSIS POINT A Y Y Y Y Y Y Y Y Y TOTAL DA - 39.10 AC /lYY�Y Y �Y:YYYY �YYY _�`Y�Y�YY YYY .YYYYYYYYY YY YYYYYYYY Y Y YYYYY Y.17.75 AC YY YY YY YYY Y Y (BYPASS POND) Y YYYYY YY YY YYY YYYYY YYY YY Y Y Y Y Y Y Y Y Y Y Y Y YY YY YYYYY YYY YY YY YYYYY YYY YYY YY YYYYYYYYYY Y Y Y YY YYYY YY YY Y YY Y Y Y Y 'LY _ Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y Y /\ ANALYSIS POINT A ANALYSIS POINT C Y YY Y I Y YYYY�YY��=_ YY�"TY>YYy�YYY YYYYYYYYYYYYY YYYYYYYY�YYYYYY Y YYY='`��YY YYYY YYy�.4.60AC .YYYYYYYY �Y YYYYYYYYYY YYY Y YYYYYY YYYYYY YYY �'' � YY YY YY Y YY Y YY Y YY Y YY Y Y Y Y Y Y _ Y YY YY YY Y YY YY YY YY YY Y � �� '�Y, Y Y Y Y Y Y Y Y Y Y Y Y Y I Y Y \ Y Y Y YY Y Y Y Y YY Y Y YY Y Y Y YY Y Y Y Y YY Y Y j- WOODED COVER TO POND - 0.80 AC WOODED COVER - 0.00 AC Y� qYY YYY YY YY, YYYYYYYYYYY YYYYYYY YY YYY Y Y Y YY Y4...YYYYYYYYYYY Y Y Y Y Y Y Y Y Y , / YY�YY,YYYYY Y Y YY Y Y Y Y Y Y Y Y Y Y YY Y Y Y Y YY Y Y Y Y YY Y Y Y Y YY \ TURF COVER TO POND - 4.40 AC TURF COVER - 0.40 AC Y Y �Y� ` YYYY YYYY\Y Y Y Y yY y Y YYY Y YY YYY Y YY Y YY Y Y YYYY Y YY Y YYYY Y YY Y YYYY Y Y _ IMPERVIOUS COVER TO POND- 7.95 AC IMPERVIOUS COVER - 0.00 AC Y � Y�YYY Y� YY YY YY Y�YY YY YY YY YY - � � _ /_ Y Y\ Y Y YY \Y Y ' fi �-- - - - - BYPASS WOODED COVER - 2.85 AC Tc - 0.08 HR BYPASS TURF COVER - 1.70 AC BYPASS IMPERVIOUS COVER - 0.05 AC TOTAL Q1 = 0.17 CFS TOTAL RV = 529 CF Y/Y YYYYYYY Y�YY YY YY YYYYYYYYYYYYYYYY�Y YYYY�YYY ��___ ��--- __ ��---��� OFFSITE WOODED COVER -7.45AC TOTAL Q10 = 0.97 CFS Y Y Y Y Y Y\ Y Y Y Y \YY Y Y Y Y Y YY Y Q�P Y Y Y �'~Y\YY " Y :Y Y y\ YY OFFSITE TURF COVER - 9.00 AC YYY Y YY YY Y Y Y\YY "Y Y �� YY Y YY `� Y Y y Y YY ---- Y^\MPERVIOUS COVER - 4.90 AC --�- OFFSITEO FFSITE ANALYSIS POINT D YY YYY YYYY \YYYY Y�YYYYYYYY SO Q YY YY YY Y YY `--� \ Y Y Y /YYYY YY Y Y Y� Y YY Y Y Y �Y Y YY Y YY �o��� Y Y YY Y YY x". Y YY Y Y Y" Y YY - SITE Tc - 0.18 HR, OFFSITE Tc - 0.50 HR WOODED COVER - 0.10 AC y Y Y" Y Y Y YY �\YY TURF COVER - 0.00 AC �Y YYYY Y YY Y Y Y\ Y Y YY Y Y Y Y Y " YY Y d YY Y YY +.Y Y Y Y\Y YY \ OFFSITE Q1 = 3.86 CFS IMPERVIOUS COVER - 0.00 AC / 1 Y Y Y /� YY YY YY YY YYY YY YY Y\ �YY YY YY YY Y Y Y YY YY YY YY Y YY YY YY Y Y Y Y� y YYY Y, \ \ SITE Q 1 = 0.24 CFS 7�7/ Y " Y Y Y YY Y YYY Y YY Y Y Y Y Y YY Y YY �Y YY Y YY Y Y Y Y Y Y Y Y _ _ _ \ SITE RV = 10,301 CF Tc - 0.08 HR I /Y YY�YY YY YY Y YY Y YY YY Y YY � YY Y ! DATOWET POND Y YYY YYY�\YYY YYY�Y YyY; \ YY Y Y Y Y Y Y Y YY Y\Y Y Y Y \ \ \ \ \ \ TOTAL Q1 = 4.05 CFS TOTAL Q1 = 0.03 CFS 13.15 AC ' --- Y Y Y Y Y Y YYY�Y Y Y Y Y� \ \ TOTAL Q10 = 33.70 CFS TOTAL RV = 99 CF CJ_7' / `\ YYY YYYY YY Y Y Y IYY Y Y Y Y Y YY YY Y/YYYY YYYYYY YYYYYY YYYYY� \ \ i ANALYSIS POINT B TOTAL Q10 = 0.20 CFS ✓� , J Y " Y _ J Y Y YY YYYY YYYY YYYY YYYY Y Y Y Y Y Y Y Y YY Y Y Y YY Y YY Y Y I , Y Y �YYT - Y"►YYYY�YYYYY► Y\Y YYY YYYYYYYYi ) I ,�\�\ \ �i �� I /� I IYYIY YY '� "Y Y�T�YY Y� \\ \ I // _�' // / / /, �' // �/ \ 1 I \ 1 I►I I I lr < 1 1 \ YYIYYYYYYYYiY�YYYYYYYYY!YYYyY Ql\ \ '� �4 1 YY YYYYYY Y YY i \ I , V ,I \ w Y, YY YYYYYY�YYY Y�rYYYYYY � �, � 1\ I \ \ \ � \ \ \\\\ \ YrYYYYYYYY Y� YYYYIYY Y YY Y� l \ \ \ 1 \ \ \\\\ I YYY YY YY YY �Y y y YY Y YY YY YY +\\�\\ �YY YY7 .�YYYY YYYY YYYYYY YY YYYY YY Y � l \ ` `��'��A < I I � iYr�!YYY YYYYYYYYYYYYYY Y Y YYYY YY/Y � � � � \ � A� 6' 1 I I �/ \ � n\ ► \ \\ \ \ �. ` \ ` � � \\ \ \ �' � \ \\ > Y/ % / f ` •.Y� Y YY y Y YY Y YY YY Y YY YY I Y Y YY , , I ' � �' ' � ' � i 1 ► I � � � � � I �' \ � ' '1 - / 4�YYYYYYY YYYYYY�'Y Y Y Y Y� / • � � � / / � -� I I � , � / � � i �� I \ 1 Y. YY, Y/ Y Y YY �\YY Y . A ••Y ; � Y YY Y YY Y � /Y , / ' , ,' � , % , � II I' \ I � I \� 1 1 I 11 Y,Y✓�Y Y,� Y Y YY YY Y , , I / I \ I � ) � I / 1 � Y/�, y YYY Y YY YY YY Y;ly YY Y � / , ► I 1 � I Y Y��C �l Y�YY YY Y YYYY Y YYYY Y Y YY Y Y YY Y =Y�Y YYYYYY - �� OFFSITE DA TO fill, �� \� \\\ IMPERVIOUS YIN oYYYYYYYYY=-�YYYY YY YY �Y�Y-YYYY , ANALYSIS POINT COVER Y��YYYY},o� ��YYYYY YYYYYYYYY Y�YYYYYYYYY 21.35AC Y / l -p . y YY YY Y YY Y YY YY Y9-y-Y YY YYYI YY YY Y YY Y _ -Y� y Y / ' ' � ' YY Y YY Y YY - Y� � • ."� Y y - Y YY Y ' 1 / , / � � �� \ \ \ � \ mM. Y Y Y YY Yt=YY YY / Y YY YY-YY YY Y Y YY \ �- /,l l6� �/Y YIYYYY � YYY� "`Y�YYYYYYYYYYYYYYYY YYYYYY YY Y I / Y� Y YY YY YYJYYY YY- Y, YYY Y - - - - - \- � \ �.1"�"�Y�Y�YYYYY�YY YYYYYY�.yYYYYYYYYYYY Y Y YYY Y YY YYY YYYYYY '_Y _Y _Y Y YY YYYY _YY YY yY . _Y YY _YY YY YY..�'YYYYYYYYYYYYYY Y YY YYJY Y YYYYYYYYYYYYYYYYYYYYYYYYYYYYYY YYYYYYYYYYYYYYYYYYYY � � � 1 I / ��� � YY; YYY�YYY � YYY YY �.� YY YY YY;iY YYYYYY YYY YY YYY YY YYY YY YYYYYY YY Y YY Y_YY YY YY Y YY Y YY YY YY YY YYY Y YY Y Y YY YY YY YY YY Y YY YY YY YY � �,' Y/ Yl Yi YY Y`Y� YYY� Y y yY\YYYYYYYY : YYY YYYYY YYYYYYYYYY YYYYYYYYYYYYY YY YYYYYYYYYY SITE DA TOYYYYYYYYYYYYY y S ITE DA TO YYYYYYY=YYYY- YYY Y YYYYYY Y YYY%�YYYY YYYYY% y=- = = YYYY YYYY Y YY Y Y YYYYYYYYYYYYYYYYYYYY ANALYSIS POINT A / /YlY YY �Y Y .Y YYY YYYYYY YYYYYY YYY YYYYYY YYYY - Y Y YY YYYY YYYYYY�YY YYYYYYY YYYYY YYY YY YYYYYY YY Y YYYYY YYYYY YYYYY ANALYSIS POINT A SITE WOODED COVER -0.00AC YYYY Y YYYY YYYY Y�YYYY YYYY Y/YYYY YY Y YYYY YYYYYY YYYY YYY YYYY Y Y Y Y YYYY YYYYYY YYYY YY Y Y ' / I SITE TURF COVER - 0.88 AC SITE IMPERVIOUS COVER - 0.50 AC Y Y Y OFFSITE DA TO / Y j'Y YYYY Y Y YY YYYY Y Y"YY� YYYY Y YY Y Y Y Y Y YY Y YY / / / // OFFSITE WOODED COVER - 3.39 AC Y Y j' ANALYSIS POINT B _ OFFSITE TURF COVER - 0.72 AC Y' YY 1 YY\YYYYYY YYYYYYYYY YJ �Y' YYY Y �YYYYYYYi Y - - / OFFSITE IMPERVIOUS COVER - 0.25 AC Y 4.36 AC .�t Y Y 0 Y f/ I:YYYYYY Y� YYY Y Y Y \ Y Y+YY Y YY YY 1 Y Y YY Y Y \ Y Y YYYYQ� Q-'YYYYY YY�Yy Y'Y SITE Tc - 0.25 HR, OFFSITE Tc - 0.25 HR -- - J �� YYYYY YYYYYYYY YY YYY\ YYYYY YY LY YYYYYYYYY : �' 4tZ YYYYYYYYY YYY" 0 YYY Y YY YY\Y YY YY YY �Y YY Y Y ;Y YIY \" Y\" Y�YYY Y,L / TOTAL Q10=11.01 CFS Y r a Y' �Y YY YY YY Y YY YY YY YY Y Y YY YY \Y Y YY YY YY \ " Y YY YY YY YY�` �0 Y� Y YY IY Y Y Y YY Y Y Y l Y YY YY YY YY Y Y YY Y YY YY Y\ Y Y YY YY Y Y YY YY Y YY Y Y Y Y Y YY Yy STORMWATER QUANTITY ANALYSIS YYY".'`YYYY YY Yr/YY Y YYYY Y/" YYYYYY YYYY Y�YYY YYYYY�YY Y Y YY ,l / / \ \/ _ _ a J / CHANNEL PROTECTION - POINT B YyYYY YYYYYiYYYYYYY /YYYYY YYYY7Y YY �YYY Y/Y / , \ PRE Q10-11.65CFS, POST QIO-11.01CFS �� YY YY YY Y �Y YY YY YY IYYfY / \ POSTQ <PREQ 10 10 '--���,,yYYYYYYY/YYYYYY-,YYYYYYYYYYY�YYYYYY� YYY / \, ENERGY BALANCE - POINT A POST Q< 0.8 * PREQ * RV / RV + Q YYY Y Y YY Y Y Y Y � JY YY Y YY Y �Yi" Y Y�Y 1 - 1 PRE POST OFFSITE ;!Y Y Y YY��YYYY YY Y Y� YrY ,~ 4.05 < 0.8 * 0.04 * 1451 / 10,301 + 4.04 Y Y Y YY Y YY� y y Y YY YY YY YY i` Y YYp /Y YYY 4.05 5 4.05 ' ENERGY BALANCE -POINT C ANALYSIS POINT B YY�YYYY� POST Q1 <- 0.8 * PRE Q1 * RVPRE / RVPOST - - - - ` SITE DA TO Y Y , / TOTAL DA = 5.74 AC 0.17 < 0.8 * 0.27 * 1628 / 529 ANALYSIS POINT B / - 0.1750.66 J _ 1.38 AC _ \ � � �' � ENERGY BALANCE -POINT D ANALYSIS POINT C \ \ �` - - - - _ _ _ _ POST Q1 < 0.8 PRE Q1 RVPRE / RVPOST \ \ / / ' \ - �� \ \\ 0.03<0.8*0.31*1637/99 TOTAL DA = 0.40 AC ANALYSIS POINT NT D _ - , , \ \ so,� Typ / / - \ , - - \ 0.1754.10 \ \ \ TOTAL DA = 0.10 AC NOTE: SEE CALCULATIONS UNDER SEPARATE COVER FOR DETAILED ANALYSIS. STORMWATER QUALITY NOTE: SEE VRRM RUNOFF REDUCTION SPREADSHEET ON C7.3-C7.4 FOR QUALITY ANALYSIS. Lis;. lio. 050951 4116120 +�xo : ®1\TAL _a Lo E N N Ov M N > >_ Lu - E C a ~ E Q W u W LL �LL o aoc�' LuYJ O ttD. _N Lo � 0 'o ccx o 3 u- p U i o fuo aLn _ �ko �o O N 04 CD p �00 O J (D Lu��- z O H I- U U) W O(30 w ooQaa o (3 U U Q EEL?OO �C�,L.�oo O k k »UDODO WLLIWZ)Z) ct� cj� U) U) U) a,0000 ^+NNNN Lu \\\\\ �1- +-i 0000 DATE 81912019 DRAWN BY C. MORGAN DESIGNED BY C. MORGAN CHECKED BY M. BOWSER SCALE NTS JOB NO. 42297 SHEET NO. C7.2 0 tn U N 0 0 w co 0 a C a T C a a 0 m s tn co a `o 0 3 C d d 00 o Ur CL z �0 O c � T H coa a� coU) co U)d o Z) 0� CO 3 zN 0 � a g x o o w V_ 0 a a3 Y V7 � U C o � U 2 (6 0 =a ;= a U 0 d � cu� U 0 m N U 2 �N V o C U 0_ W m Pond Treatment Volume Summary Proposed Wet Pond Project Name: Berkmar Drive Apartments Timmons Group Project No. 42297 Date: 02/07/2020 Calculated By: Cameron Morgan Stormwater Treatment Parameters 00 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Data Input Notes and Descriptions Water Quality Rainfall Depth, P 1.00 inches Precipitation depth for water quality storm On -site Drainage Area, ATR (for treatment credit) 537,970 SF 12.35 AC On -site area draining to pond, counted towards treatment credit On -site Impervious Area (for treatment credit) 346,300 SF 7.95 AC On -site post -development impervious area received by pond Percent Impervious 64.4 % Weighted Runoff Coefficient, Rv 0.68 See derivation below Time of Concentration, Tc 11 minutes 0.18 hours Weighted Runoff Coefficient (Rv) Derivation Forest/Open Space Managed Turf Impervious Cover Weighted; Rv HSG SF Acres Rv HSG SF Acres Rv HSG SF Acres Rv A 0.02 A 18,730 0.43 0.15 A 39,200 0.90 0.95 B 0.03 B 172,940 3.97 0.20 B 307,100 7.05 0.95 0.68 C 0.04 C 0.22 C 0.95 D 0.05 D 0.25 D 0.95 Treatment Volume Calculation Data Input Notes and Descriptions Treatment Volume, Tv, Required 30,532 CF P (i.e. Wet Storage) 0.70 AC -FT T„ - ATR * Rv * (12 in/ft/I Treatment Volume, Tv, Provided 46,500 CF (i.e. Wet Storage) 1.07 AC -FT Water Quality Peak Flow Computations Hydrodynamic Separator Project Name: Berkmar Drive Apartments Timmons Group Project No. 42297 Date: 01 /20/2020 Calculated By: Cameron Morgan Drainage Area Conditions Water Quality Rainfall Depth, P 1.00 in Total Area, A 7.25 acres Impervious Area 5.00 acres Percent Impervious 69.0 % Treatment Volume (per VRRM), Tv 21,215 cf Cure Number (CN) 98 Time of Concentration, Tc 10 min Unit Conversions Area, Am (mil) 0.0113 mil Tc (hours) 0.17 hours Derived Values Runoff Volume, Qa 0.81 in Potential Maximum Retention, S 0.25 in Initial Abstraction, la 0.05 in la/P 0.05 Use 0.10 Unit Peak Discharge, qI, (ref. Exhibit 4-II of the TR55 Manual; see next page) qU = 850 csrdin Water Quality Storm Peak Flow, Qwo QWQ = 7.76 cfS 00000 TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. Hydrologic Equations T S=1CN -10 Qa=A Ia = 0.2S QwQ = q,AmQa Water Quality Peak Flow Computations Hydrodynamic Separator Project Name: Berkmar Drive Apartments Timmons Group Project No. 42297 Date: 01 /20/2020 Calculated By: Cameron Morgan '. i I 1 B.o i�� >... , .+i. �. } ,� _ j.•i:: I dia i[' 1I ., .fi l i:. Imic- of conc>:titratloa rI j. (hours) TIMMONS GROUP YOUR VISION ACHIEVED THROUGH OURS. DEQ Virginia Runoff Reduction Method Re -Development Compliance Spreadsheet - Version 3.0 G 2011 BMP Standards and Specifications ❑ 2013 Draft BMP Standards and Specifications Project Name: Date Site Information Berkmar Drive Apartments 4/16/2020 Linear Development Project? No Post -Development Project (Treatment Volume and Loads) Enter Total Disturbed Area (acres) 3 18.44 Pre-ReDevelooment Land Cover (acres) A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed, protected forest/open sace or reforested 5.93 11.97 17.90 Managed Turf (acres) -- disturbed, graded for yards or otherturf to be 0.04 0.15 0.19 Impervious Cover (acres) 0.11 OZ4 0.35 18.44 Post -Development Land Cover (acresl A Soils B Soils C Soils D Soils Totals Forest/Open Space (acres) -- undisturbed, protected forest o en space or reforested 2.36 0.25 2.61 Managed Turf (acres) -- disturbed, graded for yards or otherturf to be 1.49 5.74 7.23 Impervious Cover (acres) 2.23 6.37 8.60 Area Check OK. OK. OK. OK. 18.44 * Forest/©pen Space areas must be protected in accordance with the Virginia Runoff Reduction Method Constants Annual Rainfall (inches) 43 Target Rainfall Event (inches) 1.00 Total Phosphorus (TP) EMC (mg/L) 0.26 Total Nitrogen (TN) EMC (mg/L) 1.86 Target TP Load (Ib/acre/yr) 0.41 P1 (unitless correction factor) 0.90 Runoff Coefficients (Rvl Check: BMP Design Specifications List: 2011 Stds & Specs Linear project? No Land cover areas entered correctly? V Total disturbed area entered? V A Soils B Soils C Soils D Soils Forest/Open Space 0.02 0.03 0.04 0.05 Managed Turf 0.15 0.20 0.22 0.25 Impervious Cover 0.95 0.95 0.95 0.95 ,-liq iiiii�• Land Cover Summary -Pre Pre-ReDevelopment Listed Adjusted' Forest/Open Space Cover(acres) 17.90 9.65 Weighted Rv(forest) 0.03 0.03 % Forest 97% 95% Managed Turf Cover (acres) 0.19 0.19 Weighted Rv(turf) 0.19 0.19 % Managed Turf 1% 2% ImperviousCover (ac-es) 0.35 0.35 Rv(impervious) 0.95 0.95 %Impervious 2% 3% Total Site Area (acres) 18.44 10.19 Site Rv 0.05 0.06 Treatment Volume and Nutrient Load Pre- ReDevelopment Treatment Volume (acre-ft) 0.0705 0.0517 Pre-ReDevelopment Treatment Volume (cubic feet) 3,072 2,250 Pre-ReDevelopment TP Load (lb/yr) 1.93 1.41 Pre-ReDevel opment TP Load per acre (lb/acre/yr) 0.10 0.14 Baseline TP Load (lb/yr) (0.41 Ibs/acre/yr applied to pre -redevelopment area excluding pervious land proposed for new impervious cover) 4.18 Adjusted Land Co ver Su m m o ry: Pre ReDevelopment land cover minus pervious fond cover (forest/open space or managed turf) acreage proposed for new impervious cover. Adjusted total acreage is consistent with Post-ReDevelopment acreage (minus acreage of new impervious cover). Column i shows food reduction requriement for new impervious cover (based on new development load limit, 0.41 ibs/acrefyear). Land Cover Summary -Post (Final) Land Cover Summary -Post Post ReDev. & New Impervious Post-ReDevelopment Forest/Open Space Cover (acres) 2.61 Forest/Open Space Cover (acres) 2.61 Weighted Rv(forest) 0.02 Weighted Rv(forest) 0.02 % Forest 14% %Forest 26% Managed Turf Cover 7.23 Managed Turf Cover 7.23 Land Cover Summary -Post Post -Development New Impervious (acres) (acres) Weighted Rv (turf) 0.19 Weighted Rv (turf) 0.19 39% % Managed Turf % Managed Turf 71% Impervious Cover (acres) ReDev. Impervious Cover (acres) 0.35 New Impervious Cover (acres) 8.60 0.95 Rv(impervious) Rv(impervious) 0.95 Rv(impervious) % Impervious %Impervious 3% 47% Final Site Area (acres) Total ReDev. Site Area (acres) 10.19 18.44 Final Post Dev Site Rv ReDev Site Rv 0.17 0.52 Treatment Volume and Nutrient Load Final Post- Development Treatment Volume (acre ft) 0.7997 Post- Re Development Treatment Volume 0.1466 (acre-ft) Post -Development Treatment Volume (acre-ft) Final Post Development Treatment Volume (cubicfeet) 34,834 Past Re Development Treatment Volume 6,384 (cubic feet) Post Development Treatment Volume (cubic feet) ,� 21.89 * Post-ReDevelopment Load (TP} �•Q1 (Ib/yr)*L[ Post -Development TP I Load (lb/yr) Final Post- Development TP Load (Ib/yr) Final Post -Development Post-ReDevelopmentTP TP Load per acre 1.19 Load per acre 0.39 (Ib/acre/yr) (lb/acre/yr) lax. Reduction Required (Below Pre- 20% ReDevelopment Load) TP Load Reduction * Required for Redeveloped Area -0.17 (lb/yr) * Reduction below new development load limitation not required Nitrogen Loads (Informational Purposes Only) Pre Re Development TN Load Final Post -Development TN Load 13.81 (Post-ReDevelopment& New 156.57 (Ib/yr) Impervious) (lb/yr) 8.25 0.95 0.6531 28,450 17.88 TP Load Reduction Required for New Impervious Area 14.49 (lb/yr) OP Lic. lio. 050951 'a 4116120 � 11 , Lr)E N N UU M N N , 0 > E w -� E = c F- E Q W U 0 U F w LL U. CD a- O CD '-I d P a O o 3:W ccx � O 3 0 U i o V) o a In L %.0 a) o -a CD 75 rV o 4 mo _q00 O J ow u7 M O 2 C7 O 2 0 w > w U Q z O U) > M O 0 Ll O H a U V) w O Lu O O Q a a U U Q Q »>� O0�nct� ct, � � O O OO j O O O k k »UcocO WLLIWZ)Z) CCCC�nLnLn rn0000 ^INNNN �i��� L Q N O N N �I 0 0 N N M +� 0000 DATE 81912019 DRAWN BY C. MORGAN DESIGNED BY C. MORGAN CHECKED BY M. BOWSER SCALE NTS V / zz W� > U) aoz w O < QW LU Ib Z) Q \ J U / J �UQ ,._4 U I- V) 0 IJJ L0 0 UJ W JOB NO. 42297 SHEET NO. C7.3 0 c Zn U c d 0 co 3 m 0 0 a C o_ T c 0 a m c co tn c V_ m a `o m 0 3 c Drainage Area A Drainage Area A Land Cover (acres) Rivanna River Nutrient Bank March 18, 2020 Berkmar Apartments, LLC Att: Brian Revere 560 Lynnhaven Parkway Virginia Beach, Va. 23452 757-486-1000 brianr@thebreedencompany.com Project Name: Berkmar Drive Apartments WP0201900052 Location: Albemarle County Tax Map/Parcel ID: 003200-00-00-05400 Owner: Berkmar Apartments, LLC Att: Brian Revere 560 Lynnhaven Parkway Virginia Beach, Va. 23452 Credit Amount Desired: 3.43 lbs. Project HUC: 02080204 Application: VSMP/WP0201900052 Dear Brian, Certificate No. James-039 This letter is to confirm the availability of authorized Nutrient Credits sufficient to meet your projects requirements of 3.43 Nutrient Credits at our above referenced nutrient offset credit bank facility (the "Bank"), which is registered with the Virginia Department of Environmental Quality (DEQ. These Nutrient Credits are generated and managed under the terms of the Reduction Implementation Plan for the Bank dated November 2017, which was authorized by the Virginia Department of Environmental Quality (DEQ) on September 5, 2018. The Bank has been authorized to provide Nutrient Credits for use in the James River watershed. These credits are transferable to those entities regulated under DEQ's Storm Water Management program in accordance with VA Code 62.1-44.15:27. If we can provide further assistance please feel free to contact our office. Hotel Street Capital, LLC, Bank Sponsor By Its Manager Thomas James Ross II 540-687-0171 Rivanna River Nutrient Offset Trading Bank, 31 Garrett Street, Warrenton, Virginia 2018 A Soils B Soils C Soils D Soils Totals Land Cover Rv Forest/Open Space (acres) 2.36 0.25 2.61 0.02 Managed Turf (acres) 1.49 5.74 7.23 0.19 Impervious Cover (acres) 2.23 6.37 _E 8.60 0.95 Total 18.44 Stormwater Best Management Practices (RR = Runoff Reduction) Total Phosphorus Available for Removal in D.A. A (lb/yr) 21.76 Post Development Treatment Volume in D.A. A (ft) 34,636 --Select from dropdown lists - Runoff Managed Impervious Volume from Runoff Remaining Total BMP Phosphorus Phosphorus Untreated phosphorus Remaining Load from Phosphorus Downstream Practice to be Practice Reduction Turf Credit Cover Credit Upstream Reduction Runoff Treatment Removal Removed By Phosphorus Credit / (%) (acres) Area acres Area acres (acres) Practice ft ( 3) (ft3) Volume (ft3) Volume (ft3) Efficiency (%) Upstream Load to Practice Practice (lb) Load (lb) Employed practices (lb) (Ib) 713.a. Wet Pond #1 (Spec #14) 0 2.30 2.25 21,137 0 30,480 30,480 50 10.61 5.86 8.24 8.24 13.b. Wet Pond #1 (Coastal Plain) (Spec #14) 0 0 0 0 0 45 0.00 0.00 0.00 0.00 13.c. Wet Pond #2 (Spec #14) 0 0 0 0 0 75 0.00 0.00 0.00 0.00 13.d. Wet Pond #2 (Coastal Plain) (Spec #14) 0 0 0 0 0 65 0.00 0.00 0.00 0.00 14.a. Manufactured Treatment Device- 0 1.90 5.75 0 0 21,137 21,137 20 0.00 13.27 2.65 10.61 13.a. Wet Pond #1 Hydrodynamic 14.b. Manufactured Treatment Device -Filtering 0 0 0 0 0 40 0.00 0.00 0.00 0.00 14.c. Manufactured Treatment Device -Generic 0 0 0 0 0 20 0.00 0.00 0.00 0.00 TOTAL IMPERVIOUS COVER TREATED (ac) 8.00 AREA CHECK: OK. TOTAL MANAGED TURF AREA TREATED (ac) 4.20 AREA CHECK: OK. TOTAL PHOSPHORUS REMOVAL REQUIRED ON SITE (lb/yr) 14.33 TOTAL PHOSPHORUS AVAILABLE FOR REMOVAL IN D.A. A (lb/yr) TOTAL PHOSPHORUS REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) TOTAL PHOSPHORUS REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) TOTAL PHOSPHORUS LOAD REDUCTION ACHIEVED IN D.A. A (lb/yr) TOTAL PHOSPHORUS REMAINING AFTER APPLYING BMP LOAD REDUCTIONS IN D.A. A (lb/yr) 21.76 10.89 0.00 10.89 10.87 SEE WATER QUALITY COMPLIANCE TAB FOR SITE COMPLIANCE CALCULATIONS NITROGEN REMOVED WITH RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 0.00 NITROGEN REMOVED WITHOUT RUNOFF REDUCTION PRACTICES IN D.A. A (lb/yr) 41.05 TOTAL NITROGEN REMOVED IN D.A. A (lb/yr) 41.05 Site Results (Water Quality Compliance) Area Checks FOREST/OPEN SPACE (ac) IMPERVIOUS COVER (ac) IMPERVIOUS COVER TREATED (ac) MANAGED TURF AREA (ac) MANAGED TURF AREA TREATED (ac) AREA CHECK D.A. A D.A. B D.A. C D.A. D D.A. E AREA CHECK 2.61 0.00 0.00 0.00 0.00 OK. 8.60 0.00 0.00 0.00 0.00 OK. 8.00 0.00 0.00 0.00 0.00 O K. 7.23 0.00 1 0.00 0.00 0.00 OK. �_4.20 0.00 0.00 0.00 0.00 OK. OK. OK. OK. OK. OK. Site Treatment Volume (ft) 34,834 Runoff Reduction Volume and TP By Drainage Area RUNOFF REDUCTION VOLUME ACHIEVED (ft3; TP LOAD AVAILABLE FOR REMOVAL (Ib/yr; TP LOAD REDUCTION ACHIEVED (Ib/yr TP LOAD REMAINING (Ib/yr; D.A. B_]I D.A. C D.A. D D.A. E TOTAL 0 0 0 0 0 0 21.76 0.00 0.00 0.00 0.00 21.76 10.89 0.00 0.00 0.00 0.00 10.89 10.87 0.00 0.00 =1 0.00 11 0.00 10.87 NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 41.05 0.00 0.00 0.00 0.00 JE: 41.05 Total Phosphorus FINAL POST -DEVELOPMENT TP LOAD (Ib/yr) 21.89 TP LOAD REDUCTION REQUIRED (Ib/yr) 14.33 TP LOAD REDUCTION ACHIEVED (Ib/yr) 10.89 TP LOAD REMAINING (Ib/yr): 11.00 REMAINING TP LOAD REDUCTION REQUIRED (Ib/yr): 3.43 PROJECT INTENDS TO MEET REMAINDER OF Total Nitrogen (For Information Purposes) REMOVAL REQUIREMENT VIA PURCHASE OF POST -DEVELOPMENT LOAD (Ib/yr) 156.57 OFF -SITE PHOSPHORUS NUTRIENT CREDITS. PROJECT PROPOSES 3.43 LBS TO BE PURCHASED NITROGEN LOAD REDUCTION ACHIEVED (Ib/yr) 41.05 REMAINING POST -DEVELOPMENT NITROGEN LOAD (Ib/yr) 115.52 �� IePXTz OPT 0 .�.� ^A Lic.1'io. 050951 1.16 , 4116120 @ vo s, 7 Ln E N O N U M N N O Q O >E w E ~ E� Q uJ U 0 U E w LL - �LL o a0C-' W YJ M C1 d ) Ln 0 sn �W ccx C< 0 3 u- 0 U i o fuo a Ln _ U)k.0 Q)o _0 CD O N O mo _ICID O J (DW U) M 0 (D 0 0 w > w_ U a Z 0 U) M 0 �i Z 0 ►7 Z 0 a U Ln w 11 Z U') U-) 0 w ooQaa cc OOVnct� CII � O OO OO j O O O OO p en en W W W Z) Z) ct� cr� �nU)U) a,0000 ^+NNNN w ����� Q N O N N 0 O N N M -,0000 DATE 81912019 DRAWN BY C. MORGAN DESIGNED BY C. MORGAN CHECKED BY M. BOWSER SCALE NTS U') z w Q a a w oC 0 Q z U ty- Z Z) 0 w J w m J Q U o- 0 J Q w a O JOB NO. U] z 0 Q J U J Q U 42297 SHEET NO C7.4 MAIN I tNANCE UI- Wt I PUNU: First Year Maintenance Operations: (6 E N m N N N v 1h 0 M PLAN VIEW Ty 7� 4 A, 3 2 TYPICAL CULVERT I ROUND OR SQUARE 12" MAX. I OR 6" MIN. OPENING THROUGH THE WALL 2016 ROAD & BRIDGE STANDARDS DIA. X 6" LG.ADHESIVE BOLTS W/FLAT WASHERS AND SELF LOCKING NUTS TYPICAL 8 PLACES PLAN VIEW (TRASH RACK NOT SHOWN) TRASH RACK (SEE STD. SWM-DR) -SEE NOTE 6 METAL PLATE r DEBRIS RACK 2 E SWM-1 NOTES: 1. COST OF TRASH RACK AND DEBRIS RACK ARE TO BE INCLUDED IN THE BID PRICE FOR THE STORMWATER MANAGEMENT DRAINAGE STRUCTURE. 2. STRUCTURE MAY BE PRECAST OR CAST IN PLACE. SEE SHEET 2 OF 3 FOR DETAILS ON PRECAST STRUCTURE, 3. WEEP HOLES SHALL NOT BE PROVIDED. 4. STEPS ARE TO BE PROVIDED WHEN HEIGHT OF STRUCTURE IS 4'-0" OR GREATER ABOVE INVERT OF OUTLET PIPE, FOR STEP DETAILS SEE STANDARD ST-1. 5. FOR DETAILS ON METAL PLATE, DEBRIS RACK AND TRASH RACK SEE STANDARD SWM-DR. 6, MARK HEIGHT OF STRUCTURE IN BLACK, WITH 4" HIGH NUMERALS AND 1" WIDE HORIZONTAL ST§IPES AT 1' INTERVALS FROM INVERT OF WATER QUALITY ORIFICE (ALL VISIBLE SIDES). 7. THE PERMANENT STORMWATER MANAGEMENT DRAINAGE STRUCTURE, STANDARD SWM-1 MAY BE MODIFIED WHERE THE STORMWATER MANAGEMENT BASIN IS TO BE USED AS A TEMPORARY SEDIMENT BASIN DURING PROJECT CONSTRUCTION. SEE STANDARD SWM-DR, SHEET 1 OF 5, FOR TEMPORARY MODIFICATION DETAILS. 8. THE SIZE OF THE WATER QUALITY ORIFICE SHALL BE SPECIFIED ON THE PLANS. ADDITIONAL OPENINGS IN THE STORMWATER 1 MANAGEMENT DRAINAGE STRUCTURE TO BE PROVIDED WHEN SPECIFIED ON THE PLANS, SEE NOTE 6 WATER QUALITY ORIFICE SEE NOTE B BOTTOM OF STORMWATER MANAGEMENT BASIN INVERT OF OUTLET PIPE. APPROXIMATE QUANTITIES FRONT VIEW CAST -IN -PLACE CLASS A-3 CONCRETE TO BE USED. SIDE VIEW (DEBRIS RACK NOT SHOWN) MAXIMUM DEPTH (H) TO BE 12' 8". SWM DRAINAGE STRUCTURE PIPE SIZE 12" 15" 18" 24" 30.. 36" 42" MINIMUM DEPTH H 5'-0" 5'4/4" 5'-6'/2" 6'4' 6'-71/2" 7'-2" CU. YDS. CONCRETE 2.665 2.773 2.878 3.078 3.624 3.437 3.598 INCREMENT PER FOOT OF ADDITIONAL DEPTH "H" - 0.461 CU. YDS. SPECIFICATION CAST IN PLACE STORMWATER MANAGEMENT `VDOT REFERENCE ROAD AND BRIDGE STANDARDS DRAINAGE STRUCTURE 302 REVISION DATE SHEET 1 OF 3 VIRGINIA DEPARTMENT OF TRANSPORTATION 08/10 114.01 SWM-DR 2016 ROAD & BRIDGE STANDARDS NOTE: SEE DETAIL ON THIS SHEET FOR SPECIFIC RISER STRUCTURE DIMENSIONS AND ORIFICE LOCATIONS/SIZES �y NONE;■■■■ NEE■BEEN 2016 ROAD & BRIDGE STANDARDS TYP. §EEL BAR TYP. 1 IA STEEL/Y sQ. 5'-4" SO. PLATE �' ' IE DIA X 8" LG. .I IIESWE BOLTS W/FLAT WASHERS AND SELF LOCKING NUTS TYPICAL 8 PLACES-EOUALLY SPACED ON AN "E" DIA B.C. NOTE-. AJNGED, LOCKABLE ACCESS DOOR WITH A MINIMUM 2' x 2' CLEAR OPENING SHALL BE PROVIDED ON ALL TRASH RACKS. HIGH DENSITY POLYETHYLENE METAL (STEEL) APPRox. APPROX. WT. (LBS.) WT. (LBS.) 188 95 vooT STORMWATER MANAGEMENT DETAILS TRASH RACK Sf�FERENNCEN ROAD AU BRIDGE STANDARDS F SHEET 5 OF 5 REVISION DATE OR SWM DRAINAGE STRUCTURES 302 114.08 VIRGINIA DEPARTMENT OF TRANSPORTATION 2016 ROAD & BRIDGE STANDARDS 2016 ROAD & BRIDGE STANDARDS SWM-DR 11 1 ,11 1. COST OF DEBRIS RACK, METAL PLATE, AND DEBRIS 14 2 " RACK HOLDER TO BE INCLUDED IN THE BD PRICE 3:' DIA. HOLE FOR THE SWM DRAINAGE STRUCTURE. BOLT 2• RIS RACK MAY BE F/PPoCATED FROM WELDED DIAMETER BARS OR % " THICK HIGH DENSITY i� YETHYLENE. METAL Cd6P0)ENTS OF DEBRIS A RACK MUST NOT BE GALVANIZED. METAL PLATE S 3.DEBRIS RACK TO BE HINGED AS SHOWN OR R /411 CONTRACTOR AS APPROVED BY THE EANGINEEEER ABLE 4.THE LOCATION OF THE DEBRIS RACK HOLDER f MAY BE ADJUSTED FOR VARIABLE CONDITIONS. PPLLAETNE HOLM. T L�" D�IATBOLT�LENGTTH �IS THEMETAL SIDE VIEW OF BOLT WELDED FRONT VIEW REDUCED/ LG. AND WELDED TO THE PLATE. ON TO METAL PLATE DEBRIS RA) HOLDER AND ALL HARDWARE IS SIDE VIEW TO BE GALVINIZED. DETAIL FOR DEBRIS RACK HOLDER Z St 7 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ TOP VIEW :9 ❑❑❑❑❑❑❑ TOP TO BE HINGED TO ALLOW 13 A ❑ ❑ ❑ ❑ ❑ ❑ ❑ (ACCESS SEE HHOLDER DETEAI EVE) ORIFICE 111113130 ❑ ❑ TOP TO BE HINGED TO ALLOW ACCESS TO WATER QUALITY y ORIFICE (SEE NOTE 3)DIA. BARS ❑ ❑ ❑ ❑ ❑ ❑ 5T ❑� ❑❑❑❑❑❑❑ ❑❑❑ SEE NOTE 2 ❑❑❑ ❑ c ME ❑ ❑ ❑ ❑ 3 DIA, HOLES ❑ ❑ ❑ ❑ ❑ (SEE NOTE 2) N 1 ❑ 110 ❑ 1111 1'-0" MIN. L 1'-01/2" MIN. -I FRONT VIEW SIDE VIEW HIGH ENSITY POLYETHYLENE METAL DETAIL FOR DEBRIS RACK (FOR WATER QUALITY ORIFICE) S�RI� STORMWATER MANAGEMENT (SWM) DETAILS 1`00T DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE ROAD AND BRIDGE STANDARDS 302 (FOR SWM DRAINAGE STRUCTURES, SWM RISER PIPES AND SWM DAMS) REVISION DATE SHEET 2 OF 5 VIRGINIA DEPARTMENT OF TRANSPORTATION 114.05 2016 ROAD & BRIDGE STANDARDS NOTE: DEBRIS RACK FOR 2.5" WATER QUALITY ORIFICE SHALL HAVE NO LARGER THAN 1.5" SPACING BETWEEN EACH BAR The Wet Pond shall be inspected atleast twice after storm events that exceed 1/2 -inch of rainfall for the first six months after construction. Spot reseeding shall be completed as necessary to ensure complete coverage in the contributing drainage area and area of the Wet Pond. Maintenance Inspections: During construction, inspections should be conducted regularly to ensure that the extended detention pond is properly constructed. An inspection is required during the following stages of construction: - Pre -construction meeting - Initial site preparation (including installation of E&S controls) - Excavation/Grading (interim and final elevations) - Installation of the embankment, the riser/primary spillway, and the outlet structure - Implementation of the pondscaping plan and vegetative stabilization - Final inspection (develop a punchlist for facility acceptance) Maintenance inspections shall be conducted annually and the required maintenance of the extended detention pond will be driven by the condition and performance of the pond at the time of the inspection. Ongoing Maintenance: The constantly changing water levels in the pond will make it difficult to mow or manage vegetative growth. The bottom of the pond may become soggy, and water -loving trees such as willows may take over. Periodic mowing of the stormwater buffer is required along the embankment. A shoreline cleanup is required at least once a year to remove trash and floatables that accumulate in the forebay and on the bottom of pond. Removal of excess sediment in the forebay is required every 5 years or when the annual inspection indicates that 50% of the forebay capacity has been filled. The excess sediment should be disposed of at an approved landfill location. Construction and Maintenance of the Wet Pond shall be per Section 9 of Specification No. 14 of the Virginia Stormwater Design Specifications TRASH RACK, SEE DETAIL THIS SHEET TOP ELEV=545.85 ELEV=544.70 (1) 6"x32" RECTANGULAR ORIFICE W/ TRASH RACK ELEV=542.00 (1) 2.5" CIRCULAR ORIFICE W/ METAL PLATE AND DEBRIS RACK - 6'x6' RISER (INSIDE DIMENSION) 24" RCP OUTFALL PIPE TOP OF BASE=536.00 FILL WITH CONCRETE • TO ELEVATION 538.00 18 84" DIAMETER CONCRETE BASE, z RISER SHALL BE EMBEDDED 6" INTO THE CONCRETE 6'x6' CONCRETE RISER STRUCTURE DETAIL NO SCALE SWM-DR $ 0 r - - I WATER QUALITY ORIFICE. (SEE FLOW I I FOR SIZE) (4) " OIA SWM DAM METAL PLATE DETAIL (NOT GALVANIZED) CONC.SWM DAM ROUND OR SQUARE 12" MAX. 6" MIN. OPENING THROUGH SWM DAM. ADAPTER FOR REMOVABLE TURN HANDLE. INSTALL UP TO THE TRASH RACK. MANHOLE STEPS GATE VALVE STEM (VDOT STD. ST-1) STEM GUIDES ANCHORED TO WALL OF RISER STRUCTURE. SPACING TO BE DETERMINED BY MANUFACTURER GATE VALVE CONNECTED TO 12" DIP DRAW DOWN. MINIMUM 15' UNSEATED HEAD PRESSURE RATING (PTO REMAIN CLOSED UNDER NORMAL OPERATIONS) 90° ELBOW a ° RCP 12" DIP DRAW DOW 4 JOINTS AROUND PIPE TO ° BE SEALED WITH A - WATER TIGHT MATERIAL POND DRAIN GATE VALVE IN OUTLET STRUCTURE NOT TO SCALE TOP ELEV.jT PER PLAN - TYPE 304 STAINLESS STEEL WIRE MESH FOREBAY BOTTOM (SLOPE VARIES) GROUT IN GABION WALL ADJACENT TO FOREBAY 8 POND BOTTOM POND BOTTOM (SLOPE VARIES) GABION BASKET DETAIL N.T,S, 1 GABION BASKET NOTES: 1, INSTALL GABIONS IN ACCORDANCE W/ MANUFACTURER'S SPECIFICATIONS. 2. GABION BASKETS MUST MEET ASTM A974-97. 3. GABION BASKET WIRE MESH MUST BE TYPE 304 STAINLESS STEEL GAUGE 11 OR LOWER 11 4- CONTRACTOR TO PROVIDE SHOP DRAWINGS FOR APPROVAL PRIOR TO INSTALLATION- 5. FILL GABION BASKETS WITH 4" TO 8" STONE D50 = fi" CLAY CORE REQUIRED .I, RA ATyrIAI I.I AA K �i 6' MIN EX. GRADE CLAY CORE DETAIL NO SCALE 2016 ROAD & BRIDGE STANDARDS N )K >K } 1/12 D C D '/4 D CONCRETE CRADLE PPE SIZE INCHES CRADLE BOTTOM WIDTH (INCHES) CRADLE HEIGHT (INCHES) CRADLE TOP WIDTH (INCHES) INCREMENT IN CUBIC Y;hbS, PER LINEAR FOOT OF PPE 12 34 14 32 0.093 15 38 15.75 35.5 0.110 18 42 17.5 39 0.129 24 50 21 48 0.168 30 58 28 53 0.233 38 66 31 60 0.307 42 74 38 87 0.390 0 0 I I I CONCRETE SHALL BE CLASS A3 I >x BUT NOT LESS THAN 6" o I o OFTEN )K )K IF THE PIPE IS LAD IN AN EXCAVATED TRENCH, THEN THE SIDE WALLS MAY CONFORM TO THE TRENCH SHAPE _ _ _ _ _ _ _ _ _ - UE THE TRENCH MAY BECOME THE CRADLE FORM). DE AIL FOR METAL PLATE AND SIDE VIEW OF SWM CONCRETE CRADLE Is TO BE INSTALLED UNDER THE ENTIRE WATER QUALITY ORIFICE DAM WITH DEBRIS LENGTH OF CULVERT AT EACH STORMWATER MANAGEMENT BASIN. CONCRETE CRADLE IS TO BE PAID FOR AS MSCELLANEOUS TYPICAL SWM DAM CONCRETE AND SUMMARIZED IN CUBIC YARDS FOR EACH PIPE LOCATION METAL PLATE MUST BE CURVED TO FIT CIRCULAR ROUND OR SQUARE CONC. SWM RISER UNITS WHERE APPLICABLE. PPE OR SWM 12" MAX. 6" MIN. DRAINAGE OPENING THROUGH WALL STRUCTURE VARIES 2Y" IRACK 2Y AD SIVE I > I I II II I I I I A�FESIVSELF • � • I - o -WATER m r LOCKING FLAr �' I / \ I BOTTOM 4" QUALITY W WASHERS OF BASIN F \ / (SEE PLANS I I I \ _/ I I I - - - - r-Ir�METAL - / FOR SIZE) PLATE -� (4)3':'DIA JJ. -LL L_---_-J_J N HOLES DETAIL FOR METAL PLATE AND SIDE VIEW WITH DEBRIS RACK METAL PLATE DETAIL WATER QUALITY ORIFICE (NOT GALVANIZED) TYPICAL SWM DRAINAGE STRUCTURE x�=T STORMWATER MANAGEMENT (SWM) DETAILS SPECIFICATIONRNE ROAD AND BRIDGE STADARDS DEBRIS RACK, METAL PLATE, WATER QUALITY ORIFICE, CONCRETE CRADLE SHEET 3 OF 5 REVISION DATE (FOR SWM DRAINAGE STRUCTURES SWM RISER PIPES AND SWM DAMS) 302 114.08 VIRGINIA DEPARTMEN( OF TRANSPORTATION 2016 ROAD & BRIDGE STANDARDS 40 WIDE ARMORED rt/� �k _ tb \ \ s� \L \1/ ��b` _ \ \ l I 13.-- =-510 - \1/i \j/ \4/11 `L EMERGENCY SPILLWAY , �i \D• - - \ \ �/ \ ��S \U��\!r \1/ _ (VDOT CLASS I RIP RAP) _� - h� TOP: 546.20 _ - f530 \ - - S. 24" RCP OUTFACE--5�_5. / _ _T \ _ _ - INV. IN : 542.00 40,"/ \ -530 ' - I NV. OUT: 526.00 41 540, 547 \ �Gp 54�80 \ 542 - - \ 10 AQl7ATTIC BENC�1 541 537.80 539 - \ / / \ 10' SWM F\ACILI� A,,,CCS/MAIAITETbANC 54,5538 \EA-S€ME\ \ 5,38.20'�� FOREBAY ` OF TV) ` 538. Q: -GABION 538.50' I 6'x6' Cb•NCRE-TE \ ` \ `BASKETS- ,RISER STRUOTLIR[so, `TOP: 543.00 W/ TRASH RA61� \ to \ \ \ \ -TOP: 545.85 \ \ ` ` \539.00' \ \ \ �39 �NGN L 01 - T11�P,E fi - - 542 _ FIFE -555-22 24 UNITS 314SPL'hT- 1 12 GARAQE`S- \ _ F-FE =566-00- \ \ _ I \\ \ \ \ 1 \ \ \ 563 I ` /a%/ >1 POOL 1 ' 1,930 S I 1� S60 \ \ 561 \ \ \ I / \ I i `0 \ \ Nw- Terra Aqua Gabion Unit Standard Sizes: Custom Jumbo Sizes Available Gabion Unit Size Capacity Cubic Yards Capacity Cubic Yards 6x3x3 2 2 9x3x3 3 3 12x3x3 4 4 6x3x1.5 1 2 9x3x 1.5 1.5 3 ] 2x3x ] .5 2 4 6x3xl .666 2 9x3x1 1 3 12x3xl 1.33 4 Tolerances: All gabion dimensions shall be within a tolerance limit of plus or minus 5% of the manufacturers stated dimensions. Minimum Strength Requirements for Gabions Test Description Galvanized/Galfan Gabions PVC Coated Gabions Tensile strength of mesh parallel to wire 3500 Ibs/ft 2900 lbs/ft twist: Tensile strength of mesh perpendicular to 1800 lbs/ft 1400 Ibs/ft wire twist: Connection to selvedges: 1400 lbs/ft 1200 Ibs/ft Panel to panel: 1400 lbs/ft 1200 Ibs/ft Punch strength of mesh: 6000 lbs/ft 5300 lbs/ft Material Data: PVC coated galvanized steel wire: mesh opening 3 1/4 by 4 1/2 inches • diameter of mesh core wire: 0.1063 inches • diameter of mesh core wire plus PVC coating: 0.146 inches • diameter of selvedge core wire: 0.1338 inches • diameter of re i w core e served l g plus PVC C coating: 0.173 inches + diameter of lacing core wire: 0.091 inches • diameter of lacing core wire plus PVC coating: 0.127 inches • Zinc coating of wire- finish 5 class 3 zinc coating - ASTM A-641 tested in accordance with ASTM A370-92. • tensile of wire: soft temper in accordance with ASTM A-641-92 • weight of zinc coating of wire: shall be determined by ASTM A-90 • core wire for mesh: 0.85 ozJsf of zinc • core wire for selvedge: 0.90 oz/sf • core wire for lacing: 0.80 oz/sf • grade of zinc coating of wire: high grade or special high grade in accordance with ASTM B-6, Table ] + uniformity of coating: shall be determined by ASTM A-239 • elongation: not less than 12%" in accordance with ASTM A-370-92 • nominal thickness of PVC coating: 0.0216 inches not less than 0.015 inclies Ail of the above wire diameters are subject to tolerance limit of 0.004 in accordance with ASTM A-641, Polyvinyl Chloride Coating (PVC) Data: WET POND EXHIBIT a ce ► 1 - _� 1 1 (4.0 ' I LL BUIL DING 5 1 / TYPE Il C-) 24 UNITS Ln I I 3/4)SPLIT I� ' 12 G.4RAGES I NOTE POND EMBANKMENT REPORTS WILL BE REQUIRED PRIOR TO RELEASE OF THE FACILITY. CONTRACTOR SHALL NOTIFY ESC INSPECTOR AT THE START OF EMBANKMENT CONSTRUCTION. A GEOTECHNICAL ENGINEER SHOULD BE PRESENT DURING AND AFTER CONSTRUCTION OF THE EMBANKMENT TO MONITOR, REPORT, AND VERIFY STABILITY AND COMPACTION OF DAM. Scope: This specification data sheet covers the use of PVC coated steel double twisted hexagonal wire mesh baskets tilled with stone used for various- applications including but not limited to retaining wails, mechanically stabilized soil retaining structures, stream and river bank protection, slope paving, outfall structures, weirs and drop structures etc. Definition: • Gabions are defined as double twisted woven wire mesh box shaped baskets of various sizes and dimensions. • The selvedges of the gabion baskets are the thicker perimeter and edge wires to which the wire mesh is secured as to withstand sudden or gradual stress from any direction. • Reinforcing wires are the thicker wires incorporated into the netting during fabrication. • The diaphragms are internal wire mesh partitions which divide the gabions into cells. • Lacing or tie wire is the wire used to assemble and join the gabion units. • Connecting -wires are the internal wires used to prevent the gabions fi-orn bulging. • Alternative fasteners arc ASTM approved wire fasteners used in lieu of facing wire. Fabrication: Double Twisted Hexagonal Steel Wire PVC Coated Mesh Gabions. Gabions shall be fabricated in such a manner that the sides, ends, lid and diaphragms can be assembled at the construction site into rectangular baskets of the sizes specified and shown in the drawings. Gabions shall be of single unit construction: the base, lid, ends and sides shall be either woven into a single unit or edge of these members connected to the base section of the gabion in such a manner that strength and flexibility at the connecting point does not compromise the engineered structural design of the gabion. Where the length of the gabion exceeds one and one half its horizontal width, the gabion shall be divided by diaphragms of the same mesh and gauge as the body of the gabion, into cells whose length does not exceed the horizontal width. The gabion shall be furnished with the necessary diapltragtns secured in proper position on the base in such a manner that no additional tying is required at this juncture. Mesh Formation: The double twisted hexagonal wire mesh shall have deforTnability sufficient to permit minimum of mesh elongation equivalent to 10% of the unstretched length of the mesh test section without reducing the gauge or the tensile strength of the individual wire strands to values less than those for similar wire, one gauge smaller In diameter. Non -raveling: Tl1e wire mesh is to be fabricated in such a manner as to be non raveling. This is defined as the ability to resist pulling apart at any of the twists or connection,,, forning the mesh when a single wire strand in a section of mesh is cut. Gabion Fill: The stone fill material used for filling the gabion units shall be clean, hard stone with pieces ranging from 4-8 inches on the greatest dimensions. Stone filling shall not exceed 24 inch vertical drop above the gabion basket. All effort shall be made to ensure that the stone fill material utilized in the design of the structure match the stone fill used in constructing the gabion structure. Assembling and placing: • Each gabion shall be assembled by tying or fastening all untied edges. The binding wire shall be tightly looped around every other mesh opening along the seams in such a manner that single and double loops are alternated. Alternative fasteners may be used in lieu of lacingwire_ The alternative t ve wire fasteners shall be applied at approximately 4" to 6" intervals on all vertical seams. No less than 3 fasteners per one foot on any given vertical or horizontal seam. • A line of empty gabions shall be placed into position according to the contract drawings. Lacing wire or alternative fasteners shall be used to secure each unit to the adjoining one along the vertical reinforced edges and the top selvedges. An approved corner closure tool shall be used to adjoin adjacent gabions to insure a tight, neat seam and minimize gabion wire joint defonuation. The base of the empty gabions placed on top of the filled line of gabions shall be tightly wired or fastened to the latter at front and back. The lid shall be secured with an approved closure too] to insure proper closure without excessive mesh deformation. • To achieve optimum alignment and finish for retaining walls, a minimum amount of stretching may be required. • Connecting wires shall be inserted during the filling operation as follows: install according to manufacturer's instructions every 1' vertical lift ofthe gabion unit. OP )? A'y ' ',�� , Id:)��TSER y Lic. No. 050951 P� 4116120 , in E rV N N � > E LU E C a-'- ~ E � Q LU u p U i Y LU LL - LL o a00,i Uj MJ O (7 W o z0�� � W ra < <0 3- U Y o f° o d in = U) l(] AID o -o CD - N o m o _1Go O J O � Ln IY 0 _ 0 _ 0 LU > U Q z 0 U7 > 0 Z O IY U to - 0 W W w ooQa IY U U ak Q Q O O v1 1Y lY U U Q O O CL CL O O V O »UDODO W W W > �cr_(nLnLn rn0000 4 N N N N Lu \\\\\ Q NONr.4 \\\\\ -10000 DATE 81912019 DRAWN BY C. MORGAN DESIGNED BY C. MORGAN CHECKED BY M. BOWSER SCALE NTS V 1 z a z W� H� r Jz D I --I <oa LU W Q a 0 W 06 Wco ,,^^ Q V/ I w p��0 DUz HH LU 6 2: 1--I cac G O LU JOB NO. 42297 SHEET NO. C7.5 0 c m U c ar 0 0 0 d m 0 2- 0 0- T c 0 a m 0 0 c m rn a c (0 r m f? c 0 4) 0 C 3 C mZD a � O -0 Df O Ur 2 Z ID og c � T � O -0 C m (0 rn 0 0 Z) c v7 3 Z rn O m o. g x I- 0 w � 0 w r 5 0 4) Y 0 - C 3 a rn w 0 0 o Y 2 m rn (a = Y U � o E c 0 f0 -000 m m `0 f0 -0 •U -0 0 c 0 0 CU a c rn u) to 0 C 0 Qo t E H 0 N N INLE LOCA VARY\ CONTRACTOR TO GROUT TO FINISHED GRADE GRADE RINGS/RISERS TOP OF CENTER CHAMBER (EXTENSIONS AVAILABLE AS REQUIRED) INLET PIPE (MULTIPLE INLET PIPES B MAY BE ACCOMMODATED) PERMANENT POOL ELEVATION FIBERGLASS INTERNAL COMPONENTS SOLIDS STORAGE SUMP C=::NTECH® ENGINEERED SOLUTIONS rOP SLAB ACCESS ;SEE FRAME AND COVER DETAIL) A FLOW j 20" [3048] I.D. MANHOLE STRUCTURE PLAN VIEW B-B NOT TO SCALE ELEVATION A -A NOT TO SCALE CASCADE separator' CASCADE SEPARATOR DESIGN NOTES THE STANDARD CS-10 CONFIGURATION IS SHOWN. ALTERNATE CONFIGURATIONS ARE AVAILABLE AND ARE LISTED BELOW. SOME CONFIGURATIONS MAY BE COMBINED TO SUIT SITE REQUIREMENTS. INTERNAL COMPONENTS WILL BE FIELD INSTALLED. CONTACT YOUR CONTECH REPRESENTATIVE FOR ADDITIONAL INFORMATION. CONFIGURATION DESCRIPTION GRATED INLET ONLY (NO INLET PIPE) GRATED INLET WITH INLET PIPE OR PIPES CURB INLET ONLY (NO INLET PIPE) CURB INLET WITH INLET PIPE OR PIPES Cascade SeparatorTMI Inspection and Maintenance Guide L CASCADE separatorT FRAME AND COVER (DIAMETER VARIES) NOT TO SCALE SITE SPECIFIC DATA REQUIREMENTS STRUCTUREID WATER QUALITY FLOW RATE (cfs [L/s]) PEAK FLOW RATE (cfs [L/s]) RETURN PERIOD OF PEAK FLOW (yrs) RIM ELEVATION PIPE DATA: INVERT MATERIAL DIAMETER INLET PIPE 1 INLET PIPE 2 OUTLET PIPE NOTES / SPECIAL REQUIREMENTS: GENERAL NOTES 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. FOR SITE SPECIFIC DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT, PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. www.ContechES.com 3. CASCADE SEPARATOR WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT. 4. CASCADE SEPARATOR STRUCTURE SHALL MEET AASHTO HS20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 2' [610], AND GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITH THE CONTECH LOGO. 5. CASCADE SEPARATOR STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C478 AND AASHTO LOAD FACTOR DESIGN METHOD. 6. ALTERNATE UNITS ARE SHOWN IN MILLIMETERS [mm I. INSTALLATION NOTES A. ANY SUB -BASE, BACKFILL DEPTH, AND/OR ANTI -FLOTATION PROVISIONS ARE SITE -SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CASCADE SEPARATOR MANHOLE STRUCTURE. C. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. D. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT INLET AND OUTLET PIPE(S). MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. ALL PIPE CENTERLINES TO MATCH PIPE OPENING CENTERLINES. E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TO FLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED. Maintenance The Cascade Separator' system should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the system collects sediment and debris will depend upon on -site activities and site pollutant characteristics. For example, unstable soils or heavy winter sand- ing will cause the sediment storage sump to fill more quickly but regular sweeping of paved surfaces will slow accumulation. Inspection sl in Inspection is the key to effective maintenance and is easily per formed. Pollutant transport and deposition may vary from year to year and regular inspections will help ensure that the system c is cleaned out at the appropriate time. At a minimum, inspec- e tions should be performed twice per year (i.e. spring and fall). o However, more frequent inspections may be necessary in climates a where winter sanding operations may lead to rapid accumula- a tions, or in equipment wash -down areas. Installations should also it be inspected more frequently where excessive amounts of trash le are expected. c t A visual inspection should ascertain that the system components s are in working order and that there are no blockages or obstruc- tions in the inlet chamber, flumes or outlet channel. The inspec- tion should also quantify the accumulation of hydrocarbons, a trash and sediment in the system. Measuring pollutant accumu- a lation can be done with a calibrated dipstick, tape measure or p other measuring instrument. If absorbent material is used for D enhanced removal of hydrocarbons, the level of discoloration of s the sorbent material should also be identified during inspection. It is useful and often required as part of an operating permit to in keep a record of each inspection. A simple form for doing so is b provided in this Inspection and Maintenance Guide. s a Access to the Cascade Separator unit is typically achieved through one manhole access cover. The opening allows for inspection and cleanout of the center chamber (cylinder) and sediment storage sump, as well as inspection of the inlet chamber and slanted skirt. For large units, multiple manhole covers allow access to the chambers and sump. The Cascade Separator system should be cleaned before the level of sediment in the sump reaches the maximum sediment depth Ce tei and/or when an appreciable level of hydrocarbons and trash has accumulated. If sorbent material is used, it must be replaced when significant discoloration has occurred. Performance may be Outle impacted when maximum sediment storage capacity is exceeded. Outlet Pipe Contech recommends maintaining the system when sediment level reaches 50% of maximum storage volume. The level of sediment is easily determined by measuring the distance from the system outlet invert (standing water level) to the top of the sedi- ment pile. To avoid underestimating the level of sediment in the Outl chamber, the measuring device must be lowered to the top of the sediment pile carefully. Finer, silty particles at the top of the Drain pile typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile. Once this measurement is recorded, it should be compared to the chart in this document to determine if the height of the sediment pile off the bottom of the sump floor exceeds 50% of the maximum sediment storage. :leaning UNDERGROUND STORMWATER MANAGEMENT NOTES 1. THE UNDERGROUND STORMWATER MANAGEMENT SYSTEM(S) SHOWN ON THE DRAWINGS SHALL BE TREATED AS THE BASIS OF DESIGN FOR THE STORMWATER MANAGEMENT SYSTEM(S). THE DESIGN PACKAGE PROVIDED BY CONTECH IS CONSIDERED A PART OF THE CONTRACT DOCUMENTS. CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING THE COMPLETE DESIGN PACKAGE FROM CONTECH. 2. IF CONTRACTOR INTENDS TO SUBMIT ALTERNATE MANUFACTURERS FOR PRODUCTS SPECIFIED IN THE PLAN SET, THOSE ALTERNATE SUBSTITUTES SHALL MEET THE BASIS OF DESIGN PRESENTED ON THE PLANS. ALTERNATE MANUFACTURED SYSTEMS PROPOSED BY THE CONTRACTOR SHALL BE PREVIOUSLY ACCEPTED FOR USE BY THE LOCALITY AND AUTHORITIES HAVING JURISDICTION, AND DRAWINGS SHALL BE PREPARED AND SEALED BY A REGISTERED ENGINEER LICENSED IN THE JURISDICTION OF THE PROJECT. ADEQUATE TIME FOR REVIEW SHALL BE PROVIDED BY THE CONTRACTOR FOR ALL ALTERNATE PRODUCTS PROPOSED BY THE CONTRACTOR. 3. ALL SYSTEMS INCLUDED ON THIS PLAN SET SHALL BE CONSTRUCTED IN ACCORDANCE WITH ALL THE MANUFACTURER'S SPECIFICATIONS, BULLETINS, WHITEPAPERS, INSTALLATION GUIDELINES, AND MANUALS. 4. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE REQUIRED BASE STONE THICKNESS BENEATH ANY UNDERGROUND STORMWATER MANAGEMENT SYSTEM WITH THE PRODUCT VENDOR AND THE OWNER'S GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION. CONTRACTOR SHALL PROVIDE ALLOWANCES FOR ADDITIONAL STONE AND ADDITIONAL UNDERCUT RELATIVE TO THE UNDERGROUND STORMWATER MANAGEMENT SYSTEM AS PART OF THE BASE BID. 5. A STORMWATER MANAGEMENT PRE -CONSTRUCTION MEETING SHALL BE COORDINATED BY THE CONTRACTOR PRIOR TO BEGINNING THE EXCAVATION FOR UNDERGROUND STORMWATER MANAGEMENT SYSTEMS AND PRIOR TO DELIVERY OF CONTECH PRODUCT. THIS PRE -CONSTRUCTION MEETING SHALL INCLUDE THE OWNER, TIMMONS GROUP, AND A REPRESENTATIVE FROM CONTECH. 6. AT THE PRE -CONSTRUCTION MEETING THE CONTRACTOR SHALL PROVIDE A DETAILED SCHEDULE TO THE OWNER AND TIMMONS GROUP FOR THE UNDERGROUND STORMWATER MANAGEMENT SYSTEM TO INCLUDE EXPECTED DATES FOR THE FOLLOWING ACTIVITIES AS NECESSARY: DELIVERY OF PRODUCTS, EXCAVATION COMPLETION, SUBGRADE INSPECTION & APPROVAL, BASE STONE INSTALLATION, SYSTEM INSTALLATION, BACKFILL, AND ESTABLISHING FINISHED SUBGRADE ABOVE THE SYSTEM. 7. CONTRACTOR SHALL BE RESPONSIBLE FOR PROTECTING AND MAINTAINING THE UNDERGROUND STORMWATER MANAGEMENT EXCAVATION AND PROTECTING AND MAINTAINING THE INSTALLED UNDERGROUND STORMWATER MANAGEMENT SYSTEM UNTIL THE SYSTEM HAS BEEN ACTIVATED AND ACCEPTED BY THE ENVIRONMENTAL INSPECTOR AND THE OWNER. CONTRACTOR SHALL DELIVER A CLEAN SYSTEM FREE OF SEDIMENT AND CONSTRUCTION DEBRIS PRIOR TO FINAL ACCEPTANCE. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR PHOTO DOCUMENTATION OF UNDERGROUND STORMWATER MANAGEMENT SYSTEM INSTALLATION AT THE FOLLOWING INTERVALS: EXCAVATION COMPLETION, SUBGRADE PREPARATION & APPROVAL, BASE STONE INSTALLATION, SYSTEM INSTALLATION, SYSTEM BACKFILL, AND ESTABLISHING FINISHED SUBGRADE ABOVE THE SYSTEM. CONTRACTOR SHALL PROVIDE 72-HOUR NOTICE TO TIMMONS GROUP PRIOR TO BEGINNING SYSTEM BACKFILL. 9. ELEVATIONS AND BENCHMARKS USED FOR THE UNDERGROUND STORMWATER MANAGEMENT INSTALLATION SHALL BE ESTABLISHED BY A LAND SURVEYOR LICENSED TO DO BUSINESS IN THE LOCATION OF THE PROJECT. ANY ELEVATION CONFLICTS BETWEEN THE CONTECH DOCUMENTATION THE TIMMONS GROUP PLAN SET SHALL BE CLARIFIED BY THE CONTRACTOR PRIOR TO INSTALLATION THROUGH THE RFI PROCESS. 10. CONTRACTOR SHALL BE RESPONSIBLE FOR CONDUCTING AN AS -BUILT SURVEY OF THE INSTALLED SYSTEM. THE AS -BUILT SURVEY ELEMENTS AND REQUIREMENTS SHALL BE APPROVED BY TIMMONS GROUP AT THE PRE -CONSTRUCTION MEETING AND PRIOR TO COMMENCEMENT OF SURVEY. THE AS -BUILT SURVEY AND SHALL BE COMPLETED BY A LAND SURVEYOR LICENSED TO DO BUSINESS IN THE LOCATION OF THE PROJECT AND PROVIDED AS A SEALED SURVEY FOR THE OWNER. COST OF AS -BUILT SURVEY SHALL BE INCLUDED IN CONTRACTOR'S BASE BID. eaning of a Cascade Separator system should be done during y weather conditions when no flow is entering the system. The se of a vacuum truck is generally the most effective and con- ?nient method of removing pollutants from the system. Simply move the manhole cover and insert the vacuum tube down (rough the center chamber and into the sump. The system )ould be completely drained down and the sump fully evacu- :ed of sediment. The areas outside the center chamber and the anted skirt should also be washed off if pollutant build-up exists these areas. n installations where the risk of petroleum spills is small, liquid ontaminants may not accumulate as quickly as sediment. How- er, the system should be cleaned out immediately in the event f an oil or gasoline spill. Motor oil and other hydrocarbons that ccumulate on a more routine basis should be removed when an ppreciable layer has been captured. To remove these pollutants, may be preferable to use absorbent pads since they are usually ss expensive to dispose than the oil/water emulsion that may be reated by vacuuming the oily layer. Trash and debris can be net- ed out to separate it from the other pollutants. Then the system hould be power washed to ensure it is free of trash and debris. Manhole covers should be securely seated following cleaning ctivities to prevent leakage of runoff into the system from above nd to ensure proper safety precautions. Confined space entry rocedures need to be followed if physical access is required. isposal of all material removed from the Cascade Separator ystem must be done in accordance with local regulations. In many locations, disposal of evacuated sediments may be handled the same manner as disposal of sediments removed from catch asins or deep sump manholes. Check your local regulations for pecific requirements on disposal. If any components are dam- ged, replacement parts can be ordered from the manufacturer. Ar rtwer Inlet Pipe 460 3er tder In Cascade Separator"' Maintenance Indicators and Sediment Storage Capacities Ac89 COUNTY OF ALBEMARLE g M Department of Community Development W rjRG1- Construction Record Drawings (As -built) for VSMP The following is a list of information required on construction record drawings for stormwater facilities (reference Water Protection Ordinance 17-422). It is preferable that the construction record drawing be prepared by someone other than the designer. Please do not provide design drawings as construction record drawings. Model Diameter Distance from Water Surface to Top of Sediment Pile Sediment Storage Capacity Number ft m ft m y3 m3 CS-4 4 1.2 1.5 0.5 0.7 0.5 CS-5 5 1.3 1.5 0.5 1.1 0.8 CS-6 6 1.8 1.5 0.5 1.6 1.2 CS-8 8 2.4 1.5 0.5 2.8 2.1 CS-10 10 3.0 1.5 0.5 4.4 3.3 CS-12 12 3.6 1.5 0.5 6.3 4.8 Note: The information in the chart is for standard units. Units may have been designed with non-standard sediment storage depth. A Cascade Separator unit can be easily cleaned in less than 30 minutes. A vacuum truck excavates pollutants from the systems. A. A signed and dated professional seal of the preparing engineer or surveyor. B. The name and address of the firm and individual preparing the drawings on the title sheet. 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: 1. Inspection Records and photographs for pipe trenches and bedding, including underdrains. 2. Video Pipe Inspection for any pipes which are not accessible or viewable. 3. Updated Location with geo-coordinates of all facilities. 4. Verified Drainage Area maps for the drainage area treated, and for drainage to the facilities. 5. Current physical and topographic survey for all earthen structures. Ponds should include a survey of the pond bottom. Surveys should verify pond volumes are per design. Corrections may be required for alterations from the design. 6. Plants, location and type. 7. Plans and profiles for all culverts, Pipes, Risers, Weirs and Drainage Structures - Display the installed type of drainage structures, culvert/pipe size, weirs, materials, inlets or end treatment(s), inlet and outlet protection, alignment and invert elevations compared to design. 8. Computations: For significant deviations from design, provide sealed computations verifying that the as -built condition is equivalent or better than design. 9. Ditch Lines - Display the constructed location of all ditch lines and channels, including typical sections and linings. 10. Easements - Show all platted easements with dead book references labeled. Facilities and drainage must be within platted easements. Provide copies of recorded documents. 11. Guardrail, fences or other safety provisions - Display the constructed location of all safety provisions; fences, guardrail, including the type, length and applied end treatments, compared to design. 12. Material layers - biofilter media, stone layers, sand layers, keyways and cores must be verified as to material types and depths. Include inspection reports, boring or test pit reports and materials certifications. Biofilter media must be an approved state mix. 13. Access roads - show location of access roads, surface treatment, drainage, etc, as applicable. 14. Compaction reports are required to verify fill compaction in dams. 15. Manufacturers certifications for proprietary BMP's certifying proper installation and functioning. Cascade Model: Location: Date Depth Below Invert to Top of Sediment' Floatable Layer Thickness' Describe Maintenance Performed Maintenance Personnel Comments 1. The depth to sediment is determined by taking a measurement from the manhole outlet invert (standing water level) to the top of the sediment pile. Once this measurement is recorded it should be compared to the chart in the maintenance guide to determine if the height of the sediment pile off p 9 9 the bottom of the sump floor exceeds 50% of the maximum sediment storage. Note: to avoid underestimating the volume of sediment in the cham- ber, the measuring device must be carefully lowered to the top of the sediment pile. 2. For optimum performance, the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness. In the event of an oil spill, the system should be cleaned immediately. SUPPORT • Drawings and specifications are available at www.ContechES.com. • Site -specific design support is available from our engineers. ©2019 Contech Engineered Solutions LLC, a QUIKRETE Company Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. Contech's portfolio includes bridges, drainage, sanitary sewer, stormwater, and earth stabilization products. For information, visit www.ContechES.com or call 800.338.1122 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH'S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COWCOS) FOR MORE INFORMATION. Cascade Separator Maintenance 11/19 C=: NTECH ENGINEERED SOLUTIONS 800.925.5240 www.ContechES.com XLTI opM ®0�°' Lie. No. 050951 e,, 4116120 LnE N p N U ro 1n N , 0 > ;_ w - E = c H E Q w 0 U rr w LL _4 U. O a0�-! w YJ O c:) d ) Ln � 4 0 U) 80, �= ccx Q U w m0 a C:, In _ U)k.0 ~ 0) O "a O 75 rV o tj- m O , -I 00 O J Ow -I I- z O F-1 a- U Ln w O W W > j LU ooQaa [) 0 cc cl� U U Q OO O C) C) O Q � Z ti ti ti ti Q »UDODO www» cc� cj�U)U)U) 0 0 0 0 0 ^1NNNN LU ����� Q N � O � N � N � �I O O N N M +� 0000 DATE 81912019 DRAWN BY C. MORGAN DESIGNED BY C. MORGAN CHECKED BY M. BOWSER SCALE NTS V/ z_a z Uj C) Jz Z) I --I ^< 0 Q � W Q Q in Lu 0-6 Uj co Q V W �U� 0 D�z 0 LU H-I a Uj co JOB NO. 42297 SHEET NO. C7.6 STORMWATER MANAGEMENT AQUATIC BENCH PLANTING NOTES: 1. QUALITY ASSURANCE: 1.A. NOMENCLATURE: PLANT NAMES SHALL CONFORM TO THE LATEST EDITION OF "STANDARDIZED PLANT NAMES" AS ADOPTED BY THE AMERICAN JOINT COMMITTEE ON HORTICULTURAL NOMENCLATURE. 1.B. SIZE AND GRADING: PLANT SIZES AND GRADING SHALL CONFORM TO THE LATEST EDITION OF AMERICAN STANDARD FOR NURSERY STOCK AS PUBLISHED BY THE AMERICAN NURSERY & LANDSCAPE ASSOCIATION, INC. ANLSA 1.C. NURSERY SOURCE: OBTAIN FRESHLY DUG, HEALTHY, VIGOROUS, PLANTS NURSERY GROWN UNDER CLIMATIC CONDITIONS SIMILAR TO THOSE IN THE LOCALITY OF THE PROJECT. PLANTS SHALL HAVE BEEN LINED OUT IN ROWS, ANNUALLY CULTIVATED, SPRAYED, PRUNED, AND FERTILIZED IN ACCORDANCE WITH GOOD HORTICULTURAL PRACTICE, HELDED IN PLANTS AND PLANTS FOR COLD STORAGE ARE NOT ACCEPTABLE. 1.D. SUBSTITUTIONS: DO NOT MAKE SUBSTITUTIONS OF PLANT MATERIALS. IF REQUIRED LANDSCAPE MATERIALS IS NOT OBTAINABLE, SUBMIT PROOF OF NON -AVAILABILITY AND PROPOSAL FOR USE OF EQUIVALENT MATERIALS. WHEN AUTHORIZED, ADJUSTMENTS OF CONTRACT AMOUNT (IF ANY) WILL BE MADE BY CHANGE ORDER. 2. SEEDING & PLANTING SEASON AND TIMING CONDITION: 2.A. UNLESS OTHERWISE DIRECTED IN WRITING, SEED STORMWATER MANAGEMENT BASIN AREA FROM APRIL 15TH TO JUNE 15TH, AND FROM AUGUST 15TH TO OCTOBER 15TH. 2.B. UNLESS OTHERWISE DIRECTED IN WRITING, THE PLANTING OF PLUGS SHALL BE FROM APRIL 15TH TO JUNE 15TH. 2.C. PROCEED WITH AND COMPLETE SEEDING AND PLANTING AS RAPIDLY AS PORTIONS OF THE SITE BECOME AVAILABLE, WORKING WITH THE SEASONAL LIMITATIONS FOR EACH KIND OF LANDSCAPE WORK REQUIRED. 2.D. PROVED TEMPORARY ANNUAL RYEGRASS COVER FOR SEEDING OUTSIDE PERMITTED SEEDING PERIODS. SEED AT THE RATE OF 3 TO 4 LBS PER 1,000 S.F. 3. PRODUCTS: 3.A. IMPORTED TOPSOIL: PROVIDE TOPSOIL CONFORMING THE FOLLOWING: 3.A.1. ORIGINAL LOAM TOPSOIL, WELL DRAINED HOMOGENOUS TEXTURE AND OF UNIFORM GRADE, WITHOUT THE ADMIXTURE OF SUBSOIL MATERIAL AND FREE OF INVASIVE WETLAND SPECIES SEEDS OR ROOTS, DENSE MATERIAL, HARDPAN, CLAY, STONES SOD OR OTHER OBJECTIONABLE FOREIGN MATERIAL. 3.A.2. CONTAINING NOT LESS THAN 5% OR MORE THAN 20% ORGANIC MATTER IN THAT PORTION OF A SAMPLE PASSING A 1/4" SIEVE WHEN DETERMINED BY THE WET COMBUSTION METHOD ON A SAMPLE DRIED AT 1050 C. 3.A.3. CONTAINING A PH VALUE WITHIN THE RANGE OF 6.5 TO 7.5 ON THAT PORTION OF THE SAMPLE WHICH PASSES A 1/4" SIEVE. 3.A.4. CONTAINING THE FOLLOWING WASHED GRADATIONS: SIEVE DESIGNATION % PASSING 1" 100 1/4" 97-100 NO. 200 20-65 (OR 1/4" SIEVE 3.B. SEED: PROVIDE FRESH, CLEAN, NEW -CROP SEED MIXED IN THE PROPORTIONS SPECIFIED FOR SPECIES AND VARIETY, AND CONFORMING TO FEDERAL AND STATE STANDARDS. PROVIDE THE FOLLOWING MIXTURES: 3.B.1. WITHIN THE STORMWATER BASIN: BASIN SLOPE UPLAND MIX SUPPLIED BY PINELANDS NURSERY & SUPPLY TOANO, VA PHONE 800-667-2729 WEB ADDRESS: WWW.PINELANDSNURSERY.COM AT A RATE OF 15 LBS PER ACRE. 3.13.2. OUTSIDE STORMWATER BASIN: USE LAWN SEED AT THE RATE OF 5 TO 8 LBS PER 1,000 S.F. 3.C. FERTILIZER (TO BE USED ON SEEDED LAWN AREAS OUTSIDE THE BASIN ONLY): 3.C.1. FOR SPRING SEEDING: COMMERCIAL STARTER FERTILIZER, GRANULAR, NONBURNING PRODUCT CONTAINING 10% NITROGEN, 6% AVAILABLE PHOSPHORUS, AND 4% WATER SOLUBLE POTASH (10-6-4). 3.C.2. FOR FALL SEEDING: COMMERCIAL STARTER FERTILIZER, GRANULAR, NONBURNING PRODUCT CONTAINING 5% NITROGEN, 10% AVAILABLE PHOSPHORUS, AND 5% WATER SOLUBLE POTASH (5-10-5). 3.C.3. FOR FINAL FERTILIZING: IF APPLIED IN SPRING SEASON, SHALL BE SLOW RELEASE COMMERCIAL FERTILIZER GRANULAR, WITH HIGH NITROGEN, 38% URAMITE OR APPROVED EQUAL. IF APPLIED IN FALL SEASON, SHALL BE AS SPECIFIED IN (3.C.2) ABOVE. 3.D. MULCH: 3.D.1. LAWN AREAS OUTSIDE STORMWATER BASIN: HYDROSEED OR USE OAT OR WHEAT STRAW FREE OF WEEDS. 3.D.2. EROSION CONTROL/RESTORATION MIX AREA WITH BASIN: HYDROSEED ONLY. DO NOT USE OTHER MULCH WITHIN THE BASIN. 4. EXECUTION: 4.A. PLANTING WORK SHALL BE UNDERTAKEN AS SOON AS SITE AREAS ARE AVAILABLE. 4.B. THE BASIN MUST BE DRAINED AND FINE GRADED TO FINISHED ELEVATION PRIOR TO PLANTING. PLANTING AREAS SHALL BE GRADED TO SMOOTH EVEN SURFACE, FREE OF DEPRESSIONS OR RIDGES WITH A UNIFORM LOOSE FINE TEXTURE. 4.C. THE FINISHED ELEVATION IS TO BE EXCAVATED FROM THE BMP PRIOR TO APPLICATION OF TOPSOIL, SO AS TO ENSURE THAT THE VOLUME OF THE BMP DOES NOT CHANGE. ENSURE THAT TOPSOIL MIXTURE IS PROPERLY INSTALLED TO PREVENT SOIL FROM FLOATING AWAY. 4.D. CONTRACTOR SHALL EMPLOY APPROPRIATE SEDIMENT CONTROL MEASURES TO ASSURE WATER DRAINED FROM THE BASIN SHALL BE FREE FROM SEDIMENT PRIOR TO DISCHARGE TO RECEIVING CONVEYANCE SYSTEM. 4.E. TOPSOIL SHALL BE SPREAD NO LESS THAN 3" THICK EXCEPT 6" THICK OVER THE AQUATIC BENCH. 4.F. THE TOPSOIL SHALL BE TESTED FOR PH AND LIME ADDED IF NECESSARY TO AMOUNT RECOMMENDED FOR EACH PLANT SPECIES. ALL AMENDMENTS SHALL BE CHECKED AND APPROVED BY LANDSCAPE ARCHITECT BEFORE AMENDMENTS ARE MADE. 4.G. ALL NEWLY SEEDED ARES SHALL BE KEPT MOIST BY WATERING UNTIL VEGETATION COVERS ARE WELL ESTABLISHED. CONTRACTOR SHALL KEEP PLUG ROOTS MOIST UNTIL SUCH TIME THAT THE PERMANENT WATER SURFACES IS REACHED WITHIN THE BASIN. 4.H. THE WATER IN THE BASIN SHALL BE ALLOWED TO RISE TO ITS PERMANENT POOL LEVEL WHEN THE AQUATIC BENCH HAS BEEN PLANTED AND ONLY AT A RATE THAT WILL NOT DISTURB THE NEWLY PLANTED PLUGS. 4.1. PLANTINGS ARE NOT TO BE PLACED OVER TOP/IN FRONT OF INLET PIPE STIR. 4-1 & 4-11. 5. WARRANTY 5.A. VEGETATIVE AREAS ARE TO BE WARRANTED UNTIL THEY HAVE BECOME ESTABLISHED, AND NOT LESS THAN 60 DAYS AFTER COMPLETION OF ALL WORK AND FINAL ACCEPTANCE. (18) CEP OCC (6) PAN VIR r �I \(104) SAG LAN (195) PON COR / (45) SCI PUN ,N v IUM / i55� INSTALL SHRUBS SO THAT THE TOP OF THE ROOTBALL IS AT THE SAME GRADE AS ORIGINALLY GROWN OR 1-2" ABOVE IN POOR DRAINING SOILS. DO NOT COVER THE TOP OF THE ROOTBALL WITH SOIL REMOVE ALL STRING, — WIRE, AND BURLAP FROM TOP %3 OF BALL I —I ill — _III II B&B CONTAINER BACKFILL PLANTING PIT WITH NATIVE SOIL. INCORPORATE SLOW -RELEASE GRANULAR FERTILIZER SCARIFY BOTTOM AND SIDES OF PIT (8) ARO RED (11) ROS PAL J 39 (97) SCI VAL (95) PON COR (57) SAG LAN _ SWM FACILITY ACCESS/MAINTENANCE EASEMENT REMOVE ALL DEAD, BROKEN, DISEASED, AND WEAK BRANCHES AT TIME OF PLANTING — 2-3" MULCH LAYER, KEEP AWAY FROM TRUNK - 1" COMPOST LAYER PROVIDE MULCH UP AND OVER SAUCER 6" SAUCER REMOVE CONTAINER. SCARIFY PERIMETER ROOTS SHRUB PLANTING DETAIL NTS 329333.13-10 EDGE OF BUILDING, WALK OR STRUCTURE VOIDS MULCH LINE PLANT UNDER DRIP LINE OF LIMBED UP SHRUBS & TREES TRIANGULAR INFILL SPACING PLANT PERIMETER AT INDICATED SPACING PLANT UP TO EDGE OF SHRUBS UNLESS OTHERWISE NOTED PLANT 2-3" MULCH LAYER 1" COMPOST LAYER AMENDED PLAN VIEW SOIL MIX UNDISTURBED EARTH GROUNDCOVER PLANTING DETAIL NTS z_ N WET POND (284) PON COR (15) CEP OCC (80) SAG LAN ,h��n (53) PON COR / n m„dh (51) SCI VAL (6) PAN VIR (28) SAU CER i I � \ \ Sq0\ - \ 1 \ LIMITS OF DISTURBANCE (TYP) \ \ \ \S4S (4) PAN VIR \ (31) SCI PUN \ c' (40) SCI VAL \ (6) ARO RED \ \ (48) PON COR \ \ - (22) SAU CER \ (5) ROS PAL \ (71) SAU CER \ (61) PON COR a \ (14) CEP OCC v (56) SCI VAL I v III I 0 20' 40' PLANT SCHEDULE - AQUATIC SHELF LANDSCAPING SHRUBS QTY BOTANICAL NAME COMMON NAME MIN. INSTALLED SIZE ROOT SPACING ARO RED 19 ARONIA ARBUTIFOLIA RED CHOKEBERRY 24" HT./SPRD. CONTAINER 5' O.C. CEP OCC 47 CEPHALANTHUS OCCIDENTALIS BUTTONBUSH 18" HT./SPRD. CONTAINER 4' O.C. PAN VIR 16 PANICUM VIRGATUM 'SHENANDOAH' SWITCH GRASS 3 GAL. CONTAINER 2.5' O.C. ROS PAL 27 ROSA PALUSTRIS SWAMP ROSE 24" HT./SPRD. CONTAINER 4' O.C. GROUND COVERS QTY BOTANICAL NAME COMMON NAME MIN. INSTALLED SIZE ROOT SPACING PON COR 736 PONTEDERIA CORDATA PICKEREL WEED 2" PLUG CONTAINER 18" O.C. SAG LAN 241 SAGITTARIA LATIFOLIA LANCE -LEAFED ARROWHEAD 2" PLUG CONTAINER 18" O.C. SAU CER 146 SAURURUS CERNUUS LIZARDS TAIL 2" PLUG CONTAINER 18" O.C. SCI PUN 130 SCIRPUS PUNGENS THREE SQUARE BULRUSH 2" PLUG CONTAINER 18" O.C. SCI VAL 254 SCIRPUS VALIDUS GREAT BULRUSH 2" PLUG CONTAINER 18" O.C. ih 1.2 STAPLES/ SQ. YD. TYPICAL STAPLE PATTERN USING 6" STAPLES FROM 11 GAUGE GALVANIZED WIRE STAPLE PATTERN STAPLE ADJACENT TO TERMINUS TAMP FIRMLY TAMP FIRMLY STAPLE ACROSS MATERIALS _ a a � 4" OVERLAP DIG TRENCH FOR TERMINUS TRENCHED TERMINUS w > O TYPICAL MATERIAL/ INSTALLATION ON ABOVE SLOPE TRENCHED LAP JOINT INTERFACE WITH UPHILL MATTING OR FABRIC PLANT ONLY WITHIN COIR MATTING INSTALLED FLAT BENCH LENGTHWISE ALONG BENCH PLANT WITH CROWN AT FINAL GRADE SLIGHTLY ABOVE GRADE TYPICAL STAPLE PATTERN y n CUT THROUGH err _ = ==ii=liTiii.i1li=iTiii.rlli 1i- ili 1i li - MATTING AT ROOT BALL WIDTH _ - 1 AQUATIC BENCH PLANTING DETAIL r STAPLE THROUGH BOTH MATERIALS TAMP FIRMLY LAP JOINT TRENCHED TERMINUS/LAP JOINT 12" 4" OVERLAP �OVALTH of U Lwo LTZA A KCE MACHE Lic. No. 001682 03/26/2020 IF AR� Ln E N N 0 N � > E w - E E� < Lu U p U � � � L� — ,19 a-000 w LU CD Q)Ln (3w o zo�00 �x O 3 � p U Y O f° o a � _ U)ID v o _0 0 5 N 0 Co p _1 CO O J o Lu Ln 0 0 0 w > w_ U Q z O 0 w Q DATE 01 /22/2020 DRAWN BY B. DAVIS DESIGNED BY B. D./E. M. CHECKED BY E. MACHEK SCALE 1"=20' U) J Q w 0 z a 06 z Vj U (!) � w O p�zz O ^ U z li J Q Q J a m w w Q 1 a H U 0 H Doz Q J a� vw TZ �Qz I..L LJJ ui 0o a V Q JOB NO. 42297 SHEET NO. L1.5 as =5o 20 a)U) z �0 -2 0g T � E_ 0-o of (� zN 0� 2Q g x H 0 0 o� � o 0- o .§ Q� > y x 0 0 a) U 2 `m 0 0 0 0 6 E:7a U � o 0 �s� � U -0-c w 0 V. N U -0 2 cN M� o U o_ o cpLp L E