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HomeMy WebLinkAboutWPO200800060 Calculations Stormwater Management Plan 2008-06-03 WATER QUALITY ANALYSIS FOR RIVANNA PLAZA June 3, 2008 LOCATION: Tax Map 45, Parcel 109 &112C1 Albemarle County, Virginia OWNER: Rivanna Plaza LLC 109 Robinson Woods Charlottesville, Virginia 22903 DEVELOPER: Rivanna Plaza LLC 109 Robinson Woods Charlottesville, Virginia 22903 PREPARED BY: Dominion Development Resources 172 South Pantops Road Charlottesville, VA 22911 434.979.8121 (F) 434.979.1681 The performance-based water quality criteria states that for land development, the calculated post-development non-point source pollutant runoff load shall be compared to the calculated pre-development load based upon the average land cover condition or the existing site condition. This approach requires the designer to calculate the pollutant load to be removed, implement a BMP strategy, and then calculate the performance of that strategy, based on the effectiveness or pollutant removal efficiency of the selected BMP(s). The simple method was used in determining the required pollutant removal for Rivanna Plaza. The percent imperviousness for the pre-developed condition is 13% putting the project in the New Development category. The parcel in question is not in a drinking water watershed or other rural lands. The post-developed condition adds 101,898 SF of new impervious surfaces while removing 18,053 SF of the existing impervious surface. The resultant removal rate for New Developments in Development Areas is 66%. The BMP proposed for removing pollutants from the drainage area is a treatment train consisting of a combination of an in-line hydrodynamic separator in conjunction with an off-line filtration system. Both structures are Contech Stormwater Solution products and have been sized accordingly (See Sizing Summary). The hydrodynamic separator has a capacity to treat 20% of the required removal rate for Rivanna Plaza while the Stormfilter system has the capacity to treat 50-65% of the required removal rate. Runoff from nearly 100% of the new impervious surface is captured and routed through the treatment train. These two BMP's in series will remove 60-72% of the pollutants thus meeting the 66% requirement. • Short Version BMP Computatioror Worksheets 2- 6 `".'r" Albemarle County Water Protection Ordinance: Modified Simple Method Plan: Rivanna Plaza Water Resources Area: Development Area Preparer: Domininon Development Resources Date: 3-Jun-08 Project Drainage Area Designation Site L storm pollutant export in pounds, L=[P(Pj)Rv/12][C(A)2.72] Rv mean runoff coefficient, Rv=0.05+0.009(1) Pj small storm correction factor,0.9 I percent imperviousness P annual precipitation,43"in Albemarle A project area in acres in subject drainage area, A= 3.32 C pollutant concentration, mg/I or ppm target phosphorus f factor applied to RR ✓ required treatment volume in cy,0.5"over imperv.area= A(I)43560(0.5/12)/27 RR required removal, L(post)-f x L(pre) %RR removal efficiency, RR100/L(post) Impervious Cover Computation(values in feet&square feet) Item pre-development Area post-development Area Roads Length Width subtotal Length Width subtotal 0 0 0 0 0 0 0 0 0 0 0 18053 0 0 Driveways Length Width no. subtotal Length Width no. subtotal and walks 37 5 1 185 0 14 9 1 126 0 0 0 0 0 0 311 0 8548 Parking Lots Area 1 Area 2 Area 3 Area 4 Area 1 Area 2 Area 3 Area 4 0 0 0 61250 0 61250 Gravel areas Area 1 Area 2 subtotal Area 1 Area 2 subtotal 0 0 0 x 0.70= 0 0 0 0 x 0.70= 0 Structures Area no. subtotal Area no. subtotal 390 1 390 12500 1 12500 0 0 0 14800 1 14800 0 0 0 390 4800 1 4800 32100 Actively-grazed pasture& Area Area yards and cultivated turf x 0.08= 0 x 0.08= 0 Active crop land Area Area 0 x 0.25= 0 0 x 0.25= 0 Other Impervious Areas Area 1 Area 2 Area 3 Area 1 Area 2 Area 3 0 0 0 0 0 Impervious Cover 13% 70% I(pre) ((post) Rv(post) V 0.68 157.3 New Development(For Development Areas,existing impervious cover<=20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 1.00 20% 0.23 4.69 13.94 9.26 66% Development Area 0.35 1.00 0% 0.17 1.70 6.97 5.27 76% Drinking Water Watersheds 0.40 1.00 1% 0.17 1.94 7.97 6.03 76% Other Rural Land *min.values Redevelopment(For Development Areas,existing impervious cover>20%) C f I(pre)* Rv(pre) L(pre) L(post) RR %RR Area Type 0.70 0.90 20% 0.23 4.69 13.94 9.72 70% Development Area 0.35 0.85 0% 0.17 1.70 6.97 5.53 79% Drinking Water Watersheds 0.40 0.85 1% 0.17 1.94 7.97 6.32 79% Other Rural Land rev.30 May 2002 JMK srORMWATER Sizing Summary �- 5 LUTIONS.. Rivanna Plaza — updated 6/3/08 Stormwater Treatment System/Design Summary Albemarle County, VA Information provided: • Total Area (A) = 2.76 Acres • 90% Impervious (C-factor= 0.85) • Presiding agency = Albemarle County Assumptions: • Flow-based sizing • WQ Design storm = Modified Rational method • Rainfall intensity (I) = 0.35in/hr(Accepted by the VDCR) • Media = Zeolite/Perlite/GAC • See additional sizing assumptions on attached calculations page Size estimates: The Stormwater Management StormFilter® is a passive, siphon-actuated, flow-through stormwater filtration system consisting of a structure that houses rechargeable, media-filled filter cartridges. The StormFilter works by passing stormwater through the media-filled cartridges, which trap particulates and adsorb pollutants such as dissolved metals, nutrients, and hydrocarbons. The StormFilter system is VDCR verified and as a result has received approval for 80% TSS and 50-65% TP removal. This site utilized a flow-based sizing which requires calculation of the peak water quality flow rate associated with the design storm. The water quality flow rate was calculated using the Modified Rational Method assuming a rainfall intensity of 0.35 inches per hour. This flow rate is then divided by the per cartridge flow rate to determine the required number of filter cartridges (N) rounded up to the nearest whole cartridge number. The per cartridge flow rate is derived from the specific flow rate associated with each cartridge and the filter surface area of each cartridge See the sizing calculations below for further details. • The recommended StormFilter size for this system is an 8'x16' precast StormFilter vault with (17) 27" ZPG filter cartridges. A CDS PMSU 30_20 is recommended upstream of the StormFilter as a pretreatment device The CDS can accommodate higher flows and may be placed on-line. The StormFilter should be placed in an off-line configuration. Please discuss with CONTECH Stormwater Solutions Stormwater Design Engineers the details of designing this bypass structure, typically designed as a weir structure. ©2006 CONTECH Stormwater Solutions 521 Progress Drive,Suite H,Linthicum,MD 21090 TS-B025 contechstormwater.com Toll-free:866.740.3318 Fax:866.376.8511 A��I%►�TCAU� STORMWATER . Sizing Summary --""SOLUTIONS., Maintenance: The CDS-StormFilter treatment train requires regular maintenance to operate effectively. The expected maintenance interval for systems in Virginia is 18-24 months, but may vary depending on weather and site conditions. CONTECH Stormwater Solutions Inc. offers full maintenance services to all of our clients, as well as a cartridge exchange program to facilitate owner provided maintenance. Please contact CONTECH Stormwater Solutions or navigate to contechstormwater.com for more information in this regard. Thank you for the opportunity to present this to you and your client. System Specifications: Cartridge Specific Flow Rate: 2 gpm/sf of filter surface area Cartridge filter surface area: 11.25 sf of filter surface area (27" cartridges) Cartridge Media: ZPG (Zeolite-Perlite-Granular Activated Carbon) Sizing: Number of Cartridges (N) = C x I x A (Qx A )/449 Where C= Weighted C factor /= Water Quality storm rainfall intensity (per VDCR) = 0.35"/hr A = Contributing drainage area asp= Cartridge specific flow rate = 2 gpm/sf A0= Cartridge filter surface area = 7.5 sf 449 is conversion factor(449 gpm per cfs) StormFilter: Drainage Area (A) = 2.76 acres Weighted C factor= 0.85 N- 0.85x0.35x2.76 _16.3 - 17 (2 x11.25)/449 • 8'x16' precast StormFilter vault with (17) 27" ZPG filter cartridges CDS: The water quality flow rate corresponding to (17) 27"ZPG cartridges is 0.82 cfs. To pretreat this flow rate, CONTECH Stormwater Solutions recommends the CDS PMSU 30_20 which will treat up to 2.0 cfs before internal bypass. ©2006 CONTECH Stormwater Solutions 521 Progress Drive,Suite H,Linthicum,MD 21090 e �� ������ TS-B025 contechstormwater.corn Toll-free:866.740.3318 Fax:866.376.8511 N.✓ PEAK FLOW OUTLET IPS (SEE NOTE 4) WIDTH LENGTH (SEE NOTE 2) —' INLET PIPE (SEE (SEE NOTE 4) NOTE 2) r. • w WATER QUALITYi•�1111.1.1.1-11-M11.1.11 �� FLOW OUTLET PIPE (SEE NOTE 4) A \ ORIFICE PLATE 1 (IF REQUIRED) STEPS ALTERNATE PIPE LOCATION (SEE NOTE 4) STORMGATE VAULT - PLAN VIEW 0 24"0 FRAME AND COVER(STD) GRADE RING (TYP) 311 \—,7:`1" iii1601 STORMGATE ADJUSTABLE WEIR(SEE DETAIL I/2) STORMGATE VAULT - SECTION VIEW A 1 ©2006 CONTECH Stormwater Solutions _ _V® STORMGATE VAULT HIGH FLOW BYPASS DRAWING �� _ ��'� PLAN AND SECTION VIEWS 1 STORMWATER SOLUTIONS. STANDARD DETAIL 1/2 contechstormwater.com DATE:09/29/05 I SCALE:NONE I FILE NAME:SG-VT-DTL I DRAWN:MJW I CHECKED:ARG GENERAL NOTES I) STORMGATE BY CONTECH STORMWATER SOLUTIONS; PORTLAND, OR(800) 548-4667; SCARBOROUGH, ME (877) 907-8676; LINTHICUM, MD(866) 740-3315. 2) PRECAST VAULT TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C857 AND C858. DETAIL DRAWING REFLECTS DESIGN INTENT ONLY. LENGTH AND WIDTH OF VAULT WILL VARY DEPENDING ON PIPE DIAMETER AND ORIENTATION. PLEASE CONTACT CONTFCH STORMWATFR SOLUTIONS TO DETERMINE VAULT SIZING AND AVAILABILITY. ACTUAL DIMENSIONS AND CONFIGURATION WILL BE SHOWN ON PRODUCTION SHOP DRAWING. 3) STRUCTURE AND ACCESS COVERS TO MEET AASHTO H-20 LOAD RATING. 4) INLET AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. PRECAST STORMGATE VAULT EQUIPPED WITH EITHER CORED OPENINGS OR KNOCKOUTS AT INLET AND OUTLET LOCATIONS. 5)CONTRACTOR TO ADJUST WEIR TO DESIGN ELEVATION SPECIFIED IN DATA TABLE BELOW. DO NOT EXCEED 5.0 FT-LBS TORQUE WHEN TIGHTENING SCREWS ON WEIR FRAME. SEAL WEIR TO FRAME WITH RTV SILICONE SEALANT AFTER FINAL ADJUSTMENT. STORMGATE VAULT DATA STRUCTURE ID XXX 4"MIN WATER QUALITY FLOW KATE (cfs) X.XX PEAK FLOW RATE, Qpeak(cfs) X.XX • B 4 VAULT LENGTH XX' VAULT WIDTH XX' EWA © RIM ELEVATION XXX.XX' SET SCREWS (T1 P) PIPE DATA: I.E. MATERIAL DIAMETER (SEE NOTE 5) INLET PIPE#I XXX.XX' XXX XX" INLET PIPE #2 XXX.XX' XXX XX" WATER QUALITY XXX.XX' XXX XX" WEIR DETAIL - PLAN VIEW 1 PLOW OUTLET PIPE l\2/J PEAK FLOW OUTLET PIPE XXX.XX' XXX XX" ORIFICE TYPE(PIPE, CAP, PLATE) XXXXX ORIFICE DIAMETER(in) XX" WEIR CREST ELEVATION XXX.XX' WEIR FRAME WEIR WALL ELEVATION XXX.XX' I+ 3' ►I HEAD OVER WEIR, H (ft) X.XX' ADJUSTABLE WSE at Qpeak XXX.XX' WEIR PLATE FLOOR ELEVATION XXX.XX' 2 2 ' • /�� (SEE NOTE 5) NOTES/SPECIAL REQUIREMENTS: MIN i •I/�/�L//�/AW/�/AI��/AMA• . r/� • EMBEDMENT ANCHORS i.l I• I 4'MIN I i*•� Y ••' •i':. 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CO'N1ECti. J —�— - s�onMaAhn — -L -I -- v\ "=)g,o mw , OUTLET / (86")O.D. 72"I.D.MANHOLE PLAN LAN VIEW CONTRACTOR TO GROUT TO FINISHED GRADE GRADE RING/RISERS RIM ELEV.XXX' ,_1 1 1/ , —MMUMIFIVIS —MMIENNEMINNI FIBERGLASS SEPARATION CYLINDER&INLET X'-X" PERMANENT I B POOL ELEV. B L (4') b \__- ' --......,,_ 1 INLET INV.ELEV.XXX' -IOUTLET 1 IL OUTLET PIPE INV.ELEV.XXX' INLET PIPE 0XX"MAT'L 0XX"MAT'L ___//2._7° u I OIL BAFFLE a j' (5-3") 1--"'— —"--1 SEPARATION z SCREEN 2 s o Y . N 8 - a 0 SOLIDS STORAGE CONCRETE DIMENSIONS WILL BE 1 PROVIDED BY THE PRECASTER z SUMP PRIOR TO INSTALLATION SECTION A-A C N PRELIMINARY OTHIS PRODUCT MAY BE PROTE 0 FOLLOGING U.S.PATENTS:5,7 U RELATED FOREIGN PATENTS, Now "woe FIBERGLASS INLET AND CYLINDER CENTER OF CDS STRUCTURE, SCREEN AND SUMP OPENING 1111k Q Q FLOW t Q X N J Z QUO EQwz N Z I- - co > OO SECTION B-B 2 = I= a 0 (,) MATERIALS LIST-PROVIDED BY CONTECH SITE DESIGN DATA COUNT DESCRIPTION INSTALLED BY WATER QUALITY 2.0 cfs 1 FIBERGLASS INLET&CYLINDER CONTECH FLOW RATE PEAK FLOW 15.0cfs `ooNt co,E`o RATE Nm�� '�•3 � m 1 2400 MICRON SEP.SCREEN CONTECH RETURN PERIOD e-- 'g"-6 OF PEAK FLOW 10 yrs E 0 S'm .V U 0 ='3 am'a n"'c 5 2NU" m n o1 SEALANT FOR JOINTS CONTRACTOR o o E c ' € oo 'o - GRADE RINGS/RISERS CONTRACTOR -- EC-a d=3 m Ea m mE Vd ° a a _ 1 030"x 4"FRAME AND COVER CONTRACTOR ot°" 0 cm S o N a c o m Wc m m�--= ,t,..31-1q dEoo 0oUo i'1me GENERAL NOTES %.20 ,12(43INC 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. -,,,,z12 - ,14L) 3 2. DIMENSIONS MARKED WITH()ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. t 2, m '6t 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE o CONTACT YOUR CONTECH STORMWATER SOLUTIONS REPRESENTATIVE. www.contechstormwater.com Y 4. CDS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION 'C1 CONTAINED IN THIS DRAWING.5. STRUCTURE AND CASTINGS SHALL MEET AASHTO H2O LOAD RATING. t�II = o'' crIZ- EINSTALLATION NOTES Jd1. ANY SUB -BASE,BACKFILL DEPTH,AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN PIM GO E CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. 'Ijr) I `c 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND .. Q SET THE CDS MANHOLE STRUCTURE(LIFTING CLUTCHES PROVIDED). ° 3. CONTRACTOR TO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS,AND ASSEMBLE '�A1i,Ir� STRUCTURE. P 0 4. CONTRACTOR TO PROVIDE, INSTALL,AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN. to Vf� H/ 5. 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. BASE FILE NAME: PMSU3020m-SUB.DWG STRUCTURE WEIGHT SCALE: APPROXIMATE HEAVIEST PICK=TBD LBS. NONE )Se DESIGNED: DRAWN: ATM N/A DATE: 3V ONE OR MORE CF THE 05/27/08 6,641,720:6,511,595,5,561,783: REV: ER PATENTS PENDING. Berkmar Drive North Extension Existing "Kegler's" Detention Basin Btormwater Analysis l I ' It _ + lll� 9,� lrj��y1Q' Prepared By: Albemarle County Engineering Department Jack M. Kelsey, Chief of Engineering March 30, 1994 I SKI VIA(1 CI S :A r\ • M:1:**** ********.T.**M****.***Ile*******:!:**Wel:**:*:•e********_____*:**a:********ms** sT w=teCTvi : 6 W* P?vv-+v- tr, kma7.. D •xv. 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