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Report / & /8S sit.) /es _ i Oak Tree Apartments Tigard, Oregon Final Storm Drainage Report 1, Prepared for: OT2 LLC D`k 5437 Rosalia Way, Suite 100 f � � o � Lake Oswego, Oregon 97035 � "� 1 DO Prepared by: ' ' W&H Pacific 9755 SW Barnes Road, Suite 300 V Portland, Oregon 97225 Design Engineer: Doug Peppmeier, P.E. (<51 PRope ' � + co � 14 6IN F� cc, 57871P f EG N ? O� GC)q'' 14 :1°- 4� ,<4; 'EXPI RES: A. Pti RECEIVED 1 EXPIRES: a J3 /O# SEP 0 2 2flf4 ' Original: May 14, 2004 CITY OF T!:4RD Revised: August 23, 2004 BUILDING' I: \Projects \Dick Ossey \31655 Oak Tree Apartments \Offce \Word \Final Storm Report.doc PACIFIC Oak Tree Apartments — Final Storm Drainage Report TABLE OF CONTENTS PROJECT LOCATION AND DESCRIPTION 1 ' EXISTING CONDITION HYDROLOGY 1 ' DOWNSTREAM ANALYSIS 1 PROPOSED CONDITION HYDROLOGY 1 ' WATER QUANTITY DESIGN 2 WATER QUALITY DESIGN 2 CONCLUSIONS 2 ' REFERENCES 2 1 APPENDIX 1 — Existing Conditions Plan and Vicinity Map ' APPENDIX 2 — Existing Drainage Tributary Photos ' APPENDIX 3 — Drainage Basin Plan APPENDIX 4 — Composite Utility Plan APPENDIX 5 — Pipe Sizing Calculations APPENDIX 6 — Water Quality Calculations 1 Oak Tree Apartments — Final Storm Drainage Report PROJECT LOCATION AND DESCRIPTION The site is located in Tigard, Oregon, at the intersection of SW Durham Road and SW 108 Avenue. The property is bordered to the north by SW Durham Road, to the east by SW 108 Avenue, to the ' south by the Rebecca Park subdivision, and to the west by the existing Oak Tree Apartments. An unnamed tributary of the Tualatin River flows southwest through the property, dividing the 6.1 acre site in two. The tributary terminates at the Tualatin River, which is located approximately 1900 ft. downstream of the property. Site grades generally range between 2 and 10 percent, but grades adjacent to the tributary range between 25 and 50 percent (see Appendix 1). There are several large trees and thick vegetation adjacent to the tributary. There is a single residence, garage, and some small out buildings that currently occupy the site. The proposed development will consist of 108 new dwelling units, a clubhouse, garages, and carports. The proposed project will develop both the east and west sides of the property with a ' pedestrian/maintenance vehicle bridge connecting the two. All of the existing buildings will be removed as part of the proposed development. The purpose of this report is to provide an analysis of the drainage impacts of the proposed development. This report will discuss how the requirements of the local regulatory agency (Clean Water Services) will be met and how the proposed system will function in order to meet these design standards. EXISTING CONDITION HYDROLOGY As previously mentioned, a majority of the existing site is characterized by grades between two and ten percent. The property generally drains to an unnamed tributary which flows in a southwest ' direction and from north to south through the site. The property is located at the bottom of a larger drainage basin (approx. 100 acres) which drains to the Tualatin River (see Appendix 3). ' DOWNSTREAM ANALYSIS As a requirement under section 3.05.3 of the Clean Water Services (CWS) design standards, a review ' of the downstream capacity of any existing storm facilities has been completed. After a thorough site visit and review of all available as-built drawings we have determined that there are no storm facilities between the proposed development and the tributary discharge point, which is the Tualatin ' River. See Appendix 2 for photos of the existing drainage tributary. PROPOSED CONDITION HYDROLOGY ' The conveyance piping system has been designed to convey the peak runoff from the 25 -yr. design storm, per CWS design standards. The peak runoff flows will be conveyed to on -site water quality treatment facilities (see Appendix 4) and then discharged into the drainage tributary which runs through the property. When storm water flows exceed the water quality design flow, the additional runoff will bypass the water quality treatment facility and be discharged directly into the tributary. - 1 - Oak Tree Apartments — Final Storm Drainage Report ' WATER QUANTITY DESIGN ' The overall drainage basin (see Appendix 3) was delineated from a map obtained from the ArcView Geographic Information System. The existing basin was determined to have an approximate area of 99.2 acres. The proposed development is at the bottom of the drainage basin and is 6.1 acres. As ' discussed, a downstream analysis was conducted and no downstream deficiencies were determined to exist. ' We believe that the construction of on -site detention facilities would have an adverse effect upon the drainage tributary in the event of a flood. By detaining the stormwater runoff, these flows would then be released and added to upstream flows, thus adding to the likelihood or severity of flooding problems downstream of the site. By releasing the stormwater runoff undetained, you allow the flow to be released before additional upstream flows reach the downstream portions of the drainage basin. WATER QUALITY DESIGN This development proposes to use Stormwater Management "Stormfilters" (see Appendix 6) as its ' means of complying with the CWS storm water quality treatment requirements. The east side of the site will use an offline 6' x 12' "PreCast Stormfilter" vault to treat the water quality design flow. A flow control manhole will be constructed upstream of the "Stormfilter" to control the amount of flow that will be treated. When the storm water flows exceed the water quality design flow, the additional flow will bypass the water quality facility and be discharged directly into the drainage tributary. The City of Tigard did not require a storm water quality facility as part of the public improvements. ' However, an additional cartridge was added to the on -site water quality facility to provide additional water quality treatment. ' The west side of the site will use an online Stormwater Management Catch Basin "Stormfilter" to treat the water quality design flow. This facility has an internal weir overflow capacity of 1.0 cfs and the estimated peak runoff from the 25 -yr. design storm is only 0.65 cfs. ' CONCLUSIONS ' The proposed development will provide water quality treatment per the Clean Water Services design requirements. On -site storm water detention will not be required because of the adverse effect that such a facility would have on the drainage tributary. ' REFERENCES ' 1. Clean Water Service Design Standards (March 2004) 2. 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Zia - ! �Y � 150 _`- - ___'_ _ .�_� 120 CO ! -....MILielltoria • OAK TREEIARCMAP02.MXD 1 "=400' 04/21/04 ARA ?WA CIE bA 5 iN 'CM IN lat MN IOW MEND ASS filla '' M a ■ a ss arT eroo txr 1 DURHAM PARK APARTMENTS — I F I .. _.<, -- < _ _- e, .,- c., _. .ter»-- . ..� ._T —.__ C ,. _ s,, \`- S.W. 108TH AVENUE — ,. I c • I I i L1 MWMIG G irialiaiN F.14 �iiiiC i I ra5i i iiTiiiC ∎iTall - - •+ i- --- - P ik 3 . m m° 4 ° ° 3 i $ q e .--- lipliti CI Pi 1 C Mill 0 li _L ilq `� ., ,. � - Al, 4 iir . , \ lt, FO -1l I ,LEW �-, � = F G- 1TY.0°� = 1� , E ' J �'= FCi=1B _ ' pm ■ o L 3' " + � � � �� r i ce\ ti . I t ® 1 � EN " e rATRID l'n1 -- '0 I N-N. N::. s " hilL ii 1 r L Ai'1111 - 0 ' 1 1 laoP 1111111 1 1111111 1 111111 Aid C ,.., , . r i_ co . 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M - � i I /, O , EXISTING BLOB — • — • ■ • — PUB ILA PUBLIC STORM TIC W c Y -�- r �� PRIVATE DOMESTIC WATERLINE PUBLIC DOMESTIC WATERLINE `: I� / SCALE jilt I O� . - - FW — DED ICATED FIRE UNE _kb *�' /�\ j DEDICATED FDC LINE .30 V 7$ 30 EO -'� >r i PRIVATE SANITARY SEWER a 4 ' 1 FEET t , , �� 1 PUBLIC SANITARY SEWER c ) a ^ i ..� ��,�,,�� \�I • \ ,,,, 30 FT m m o & � � o _, �(— �� E' OVERHEAD POWER LINE o ' P 50' WETLAND BUFFER I INCH m m • I E. � - i. � .,..-7,•• / WETLAND BOUNDARY l :,I_ • 4 . ---- - - -,-,K: . .{`�y7K CENTERLINE _ I i — ` , - , /. BOUNDARY - - ¢, o ` EXISTING BLOC - - PR OPERTY LINE - - I 01( TREE • • RTM - PHASE I t .� o z i )1\44 .\ l I II r / 7%� .om�mcoo.. RETAINING WALL W j A SAWCUT LINE = Q a W FA L-..; ,, , • WATER METER CONSTRUCTION NOTES: H GATE VALVE M FIRE E E HYDRANT XS `o I a FIRE DEPARTMENT CONNECTION ff' P_ O CONNECT TO EXISTING STORM DRAIN MANHOLE. OS 6'x12' STORM WA TER MANAGEMENT 'PRECAST STORMFIL TER' ® WATER QUALITY FLOW CONTROL MANHOLE c SANITARY SEWER MANHOLE ,5! o o 1. O RAIN DRAIN CONNECTION POINT. O STORM WATER MANAGEMENT 'CATCH BASIN STORMFIL TER' STORM DRAIN MANHOLE Ia c '&' c m ' - t • SANITARY / STORM SEWER CLEANOUT m c 4 O LANDSCAPING AREA DRAIN O7 STORM DRAINAGE OUTFALL • AREA DRAIN / CATCH BASIN i i W m I S L UTILITY POLE •0 in Li- c J o O4 STORM DRAIN CATCH BASIN STORM DRAIN OUTFALL a J � � DRAINAGE ARROW d -. it�� j EXISTING TREES TO REMAIN SHEET 1/1 1i; , p 4 I I 25 YEAR EVENT - RATIONAL METHOD HYDROLOGY Project: Oak Tree Apartments - East Side I Client: OT2 LLC Job No.: 31655 IMPERVIOUS C = 0.90 STORM 2 C.W.S. 25 -YR Orig: 30- Jun -04 Design: J. Truong PERVIOUS C = 0.30 DEFAULT n = 0.013 Rev: 30 -Auq -2004 Rational Hydrology Pipe Sizing (via Manning's equation, full flow) I Pipe Upstream Downstream Initial Total I A A PERU. C'A r. ToC *tal CIA Q U p stream Downstream Len. Slope Dia. n O Cap. V Flow This Reach's Tc Node Node Subarea Tc in/hr IMPERV. IncA in Time at Downstream _ Tc Elevation Elevation Node I (min) (min) (in/hr) (acre) (acre) (acre) (acre) (cfs) (ft) (ft) (ft) % (in) (cfs) (fps) (min) (min) E1 _ E2 5.00 3.40 0.04 0.08 0.06 0.06 0.20 160.85 _ 159.64 - 97.16 1.25 6 0.013 0.63 3.19 0.51 5.51 OK I i 2 E2 E3 5.51 3.33 0.02 0.04 0.03 0.09 0.30 159.64 158.10 122.93 1.25 6 0.013 0.63 3.19 0.64 6.15 OK I 3 E4 E3 5.00 3.40 0.34 0.02 0.31 0.31 1.05 159.32 158.01 34.91 3.75 8 0.013 2.34 6.70 0.09 5.09 OK 4 E3 E5 6.15 3.22 0.40 1.29 158.01 157.64 29.31 1.25 8 0.013 1.35 3.87 0.13 6.27 OK I 5 E6 E5 5.00 3.40 0.28 0.02 0.26 0.26 0.89 159.22 157.64 89.98 1.75 8 0.013 1.60 4.58 0.33 5.33 OK I 6 E5 E7 6.27 3.18 0.66 2.11 157.31 157.20 _ 22.00 0.50 12 0.013 2.52 3.21 0.11 6.39 _ - OK 7 E7 E8 6.39 3.18 0.29 0.05 0.27 0.93 2.98 157.20 156.72 60.20 0.80 12 0.013 3.19 4.06 0.25 6.64 OK I 8 E9 E8 5.00 3.40 0.22 0.19 0.19 0.66 160.00 157.22 122.12 2.28 6 0.013 0.85 4.31 0.47 5.47 OK 9 E8 El0 6.64 3.11 0.04 0.04 1.13 3.51 156.59 156.08 128.19 0.40 15 0.013 4.08 3.33 0.64 7.28 _ OK 10 El6 E15 5.00 3.40 0.02 0.04 0.03 0.03 0.09 165.40 162.99 _ 120.37 2.00 4 0.013 0.27 3.08 0.65 5.65 OK I 11 E15 E14 5.65 3.29 0.20 0.11 0.21 0.24 0.79 162.91 161.07 92.09 2.00 6 0.013 0.79 4.04 0.38 6.03 OK I 12 E18 _ E17 5.00 3.40 0.01 0.06 0.02 0.02 0.08 168.50 - 167.03 73.54 2.00 4 0.013 0.27 3.08 0.40 5.40 r OK 13 E17 E14 5.40 3.36 0.05 0.01 0.05 0.07 0.24 167.03 161.23 172.36 3.36 4 0.013 0.35 4.00 0.72 6.12 OK I 14 E14 E13 6.12 3.22 0.30 0.06 0.29 0.60 1.93 160.90 156.68 74.75 5.65 8 0.013 2.87 8.22 0.15 6.27 OK III 15 E22 E21 5.00 3.40 0.06 0.02 0.06 0.06 0.19 173.65 169.89 187.87 2.00 4 0.013 0.27 3.08 1.02 6.02 - OK 16 E23 E21 5.00 3.40 0.20 0.01 0.18 0.18 0.62 172.80 169.73 85.47 3.60 6 0.013 1.06 5.42 0.26 5.26 OK 17 , E21 E20 6.02 3.22 0.09 0.02 0.08 0.32 1.03 169.56 167.98 78.99 2.00 8 0.013 1.71 4.89 0.27 6.28 OK 18 E20 E24 6.28 3.18 0.32 1.02 167.98 163.86 103.00 4.00 8 0.013 2.42 6.92 0.25 6.53 - OK I 19 E24 El0 6.53 3.15 0.21 0.01 0.20 1.12 3.51 163.78 156.08 122.32 6.29 10 0.013 5.49 10.07 0.20 6.74 OK I 20 E10 E11 7.28 3.00 2.24 6.74 155.88 152.17 17.04 21.77 15 0.013 30.13 24.55 0.01 7.29 OK 21 El1 E12 7.29 3.00 2.24 6.74 151.92 151.50 94.53 0.44 18 0.013 7.00 3.96 0.40 7.69 OK I I 1111 5*°° MI MI MO In ME MP 1111111 i MO MI lb 11.11 [ IIMI ° 7 r ' , . I I • I 1 J 3 k �r III!•iM 9ir111 5 1 . ®` ,' tt-' V 1247 p}t 1 144 '5"fr ....) �° I / ) I ; E 22 so / ` 5 FF 19.°0 41r / iii y i III "! l imn i, II ( N I E f F 176.70 E5858 sqft I I I I F0■178. 1 � 35 sgft E'- , I I I 1 .. dalimel edeliFogii. a. am se di' �2 E ( I ' I .qn l 1 t I 1 I Ilij t I - Ewa! 5.2.0 fL —- - � � I� — r —1 I ilmill 1 1° 1 i I i 11,,,\HI le . •� aa a a i a � a � . ! . a E :.::._1 1 1 i ( i 8 n 1 1 I 3eoa pit i I 4 ..... ,., wq li I. 1 1 . \ iii I I ti I I �° a I : I I L — —� — M �� — 41I ' i Itilf — - — ■ o ( ' r .24 � ' E-- �;� I I r I 1 f r I I,a I h ' i I .'�** -- tt.... FF 172• 11 - + I ; __. It .a : 1 : I 1 : I t I .....W. / __ I I I . ... E 2517 pn I I I. & -� ft FF E!6 , 1 1 I / I t I� Fc■169. , N k S ti um= f d mill p o' a5t Sit , o I r E. I ' 14a9t�plt 7278 I IN ta II I E ll; I 8 e / I � !d I 7983 ft 14 re —__ f� � ; la I 1 111E1 W r it ' , H3 )gn E p I i ill/ . NI I 1 11 FF fay. i fll�lb ®`1MIII FL-164 • 1 E FC_18 y0 / / : r x (11 q � i I y / Ftitif ao ... a — — —� — — 2 662 ft 111 - p j $ FF 18 00 ft ass FG∎16 50 .3 a fil �_ I � I111 at / 1 3 [ , E 111�1�11�111 d I 7:, \ I ,� _.( 13743 �qft w I ' 4 _ t ' mow 8874 pill �_ * 1 I :.__... � y 1 °° I 597 , ft I / p n I i E 6 , I . 1g.5 / r° pill r " I $ S , I I i EX' --- N., to o 1 I . I \ —L-- I I I I ) -?-' — 1 25 YEAR EVENT - RATIONAL METHOD HYDROLOGY Project: Oak Tree Apartments - West Side I Client: OT2 LLC Job No.: 31655 IMPERVIOUS C = 0.90 STORM 2 C.W.S. 25 -YR Orig: 30- Jun -04 Design: J. Truong PERVIOUS C = 0.30 DEFAULT n = 0.013 Rev: 01- Aug -2004 Rational Hydrology - Pipe Sizing via anning s equation, u ow _ I Pipe Upstream Downstream Initial Total I A A C'A Total Q Upstream Downstream Len. Slope Dia. n Q V Flow This Reach's Tc Node Node Subarea Tc in/hr IMPERV. PERV. Incr. C'A CIA in Cap. Time at Downstream Tc Elevation Elevation Node (min) (min) (in/hr) (acre) (acre) (acre) (acre) (cfs) (ft) (ft) (ft) % (in) (cfs) (fps) (min) (min) 1 W1 W2 5.00 3.40 0.36 0.05 0.34 0.34 1.15 170.75 170.15 40.01 1.50 8 0.013 1.48 4.24 0.16 5.16 - OK 2 W2 W3 5.16 3.40 0.34 1.15 170.15 167.97 109.18 2.00 8 0.013 1.71 4.89 0.37 5.53 OK I 3 W3 W4 5.00 3.40 0.04 0.04 0.38 1.28 167.97 166.29 84.05 2.00 8 0.013 1.71 4.89 0.29 5.29 OK 4 W4 W5 5.53 , 3.33 0.22 0.03 0.21 0.58 1.94 165.70 164.95 16.65 4.50 8 0.013 2.56 7.34 0.04 5.57 OK I - ' I I I I I I I I I I I S S S S S S S S -- .._...S _____,__.. S S .. __�.... I _ 1 — • Iff - -r o -...— ® - — 1 . I 1_ 4_, ",- ,,,,, T - 1 I r { ° 7129 . 1 it 1 1 5.50 z I . t m l !/ 1 �` r f ~ �ff 1 i 0-* 7- -(i-:-- ii*.,' ■• , I r -- ! \ � \ :II4 8387 ` y 1 it 00 I / ' „ / 50 ///' 4 :..,, i kurear / >-1:: .,......, '' .....---- 1 , ir,. A I ��• 0 • r: . 8�8� egft �, ,� �•�� /� W ; I West Side \ � / m ' � / � _ I ' =. t,, • . g ..:: / f , ;.. 1 0782 pfE_' A 5 i ,. I w4 1 I 1 I w I I I • • • 1 I -- — X — , -x- • L - - - I l I / I MIK WO MOO dn. OW fil*1 IMO Sing ink NON NIB MOM SOO MO MI Agit INN rill# 1 ' I planners surveyors PACIFIC engineers landscape architects I A.i .R o.....w. INATR Q UP. L try CA LCULA T!OrvS EF"ST 5oE NEv fq tn/1' AREA c /U1 39 2 SF WAre,2 Qufar_rTY VOLUME = 0.3G (in) x 101392 (SF) _ 3042 FT 3 1 12(in144) v,IATe(L Q twPcLir`P F( ow _ 3042 F► _ 0,21 CFS /4,400 1 WEST" 51oC NE VV in4PCRVtouS AREA = 2 SF WATER c uAL,Ty VOLuA4E _ 0.3CA(1 x 263g5(S _ 7Z Fi i2(1 Fr) wicvrela QUAL rTy FLovv = 0.0G, c FS 1 /4, i 1 i 1 1 i Project Subject Sheet No. of Job No. Prepared by Date Checked by Date I planners surveyors PACIFIC engineers ' landscape architects S titFt 512.1 nlG � A Sr 51 DE N NCow — rest, l 449 'Pm /C f S / a 1 Ccw } ' Q.0. cot' 0,21 CF ' a GcUr'C : l S eg Pm r Car r Nato, = D,ZIc-FS x 449 arm /C-FS G 28 c4er ' 15 GPM / CA2-r U, 5E 8 CAi2TR I C6 E5 To A-CC 0T Fok. PtAguc- P2ovE:rkEuTS x 12 P2Eu r STo2' .1F( 7 w£ST S rl NPtow = 0.06 CFS X 44Sj crPM I CFS / 5 G1/ / MKT 1.79 CAe� _> uSE N _ z.© cw7R /o' —e3 E1EC e C-"TO +S /ni SrOkAiriLia. G3sr Z� 1 1 Project Subject Sheet No. of I Job No. Prepared by Date Checked by Date ' ' planners surveyors PACIFIC engineers ' landscape architects .1) el Q •{o/ J 'f/ +�eaf N Ttow rCw ` 917 V / FC / 62 &e ic,,.- Car'. ' f (ow 1 gait. Q {rew.t 4" e4/c6 / 15 N A' c 9.e3 0726F's Q Ifr..d = . z 1 c - f5 Project Subject Sheet No. of I Job No. Prepared by Date Checked by Date I Untitled I Haestad Methods FlowMaster I version 3.09 Circular Channel: Manning's Equation - water Quality II Comment: 4" Dia. Pipe to W.Q. vault I Solve For Actual Depth Diameter 0.33 ft Velocity 3.48 fps Slope 0.0200 ft /ft Flow Area 0.08 sf I Manning's n.... 0.013 Critical Slope 0.0193 ft /ft Discharge 0.27 cfs Critical Depth 0.29 ft Depth 0.28 ft Percent Full.. 85.00 Froude Number. 1.07 I Full Capacity. 0.26 cfs QMAX @.94D.... 0.28 cfs II 1 II II II II II 1 Page 1 II II Flow Control Structure - Orifice Diameter Worksheet Project Name: Oak Tree Apartments - East Side Date: 8/30/2004 W &H Project Number: 31655 Computed By: J. Truong Calculate the outlet orifice size. Orifice Equation: Q = CA(2gh) C = 0.62 Coefficient of Discharge g = 32.20 Accel. of Gravity (ft. /sec. /sec.) h = 0.39 feet (Height of bypass elevation to normal depth) Q = 0.27 cfs (Design Discharge) Orifice Area: A = 0.087458- sq. ft. A = Q /C(2gh) o5 A = pi *R R = 0.167 feet R = (A/Pi) Pi = 3.14159 D = 0.334 feet Orifice Diameter: D = 4.00 inches ' 1.5 h ..d =341 .f 2.8 =. ' 15" 5D � h 4 "40 (N. Q. -- ,I55.2.11 .28 ORIFCAL- EAST.XLS Page 1 I Selecting and Sizing your StormFilter Catch Basin Storm Filter r (et 0 r" kt,l, Pori , - r D ) x614 nw. C ars." Nun: ,..w19FY.X 0,,, .._.� - I Q.._ ._.., a;c »a te: ss =. «,. s c.. �Al p .d 1 rs-r# ) I .6 - n 10.41 DI tTMp7 /8 0.441.4) PAW CLVER "` ..7 aswii CATCH USN STORUIILTER PLAN VIEW 0 Overview I The Catch Basin StormFilter CBSF consists of a to the outlet pipe on the downstream side of the ( ) i PP multi- chamber steel, concrete, or plastic catch basin overflow weir and discharged. I unit that can contain up to four StormFilter When flows into the CBSF exceed the water quality cartridges. The CBSF is offered both as a standard and as a deep unit. design value, excess water spills over the overflow weir, bypassing the cartridge bay, and discharges to I The CBSF is installed flush with the finished grade the outlet pipe. and is applicable for both constrained lot and retrofit applications. It can also be fitted with an inlet pipe Applications for roof leaders or similar applications. The CBSF unit treats peak water quality design flows up to 0.13 cfs, coupled with an internal weir The CBSF is particularly useful where small flows are being treated or for sites that are flat and there is little available hydraulic head to spare. The unit is overflow capacity of 1.0 cfs for the standard unit and ideal for applications in which standard catch basins up to 3.0 cfs for the deep unit. are to be used. Both water quality and catchment issues can be resolved with the use of the CBSF. Design operation Retro - Fit I The CBSF is installed as the primary receiver of The retrofit market has many possible applications runoff, similar to a standard, grated catch basin. The for the CBSF. The CBSF can be installed by steel and concrete CBSF units each have a traffic- replacing an existing catch basin without having to I bearing, H -20 lid that allows the filter to be installed "chase the grade," thus reducing the high cost of in parking lots, and for all practical purposes, take up re- piping the storm system. no land area. Plastic Catch Basin units can be used in landscaped areas and for other non - traffic bearing Special Considerations I applications When designing the CBSF into your system, you The CBSF consists of a sumped inlet chamber and should consider the following: a cartridge chamber(s). Runoff enters the sumped • Additional information on the non - traffic bearing I inlet chamber either by sheet flow from a paved plastic Catch Basin units is available from the surface or from an inlet pipe discharging directly to Stormwater Management Engineering the unit vault. The inlet chamber is equipped with an Department. I internal baffle, which traps debris and floating oil and grease, and an overflow weir. While in the inlet • If an inlet pipe is used, a deep unit is chamber, heavier solids are allowed to settle into the recommended in order to minimize the effect of deep sump, while lighter solids and soluble standing water in the upstream system. I pollutants are directed under the baffle and into the • Standing water in the inlet bay may lead to cartridge chamber through a port between the baffle standing water in the inlet pipe. and the overflow weir. Once in the cartridge • Additional sorbent and oil treatment components I chamber, polluted water ponds and percolates are available for the CBSF. See the "Other horizontally through the media in the filter cartridges. Products" section for more information. Treated water collects in the cartridge's center tube from where it is directed by an under -drain manifold I T 800.548A667 F 800.561.1 :171 W st.ormwaterinc.com SF -33 I Selecting and Sizing your StormFilter Precast StormFilter I PRE -CAST CONCRETE VAULT 1 ���//��� .. ° ' /y 0/ t B' .IIIImIVii..I€IJ IIIVLJg9YLGJA196 . ��= - fy����� ~ //p�` Z` fi r - ' !i 1[...�i'II'.Pi.e T ;7 �NI11111 1 111 C r • T1 ���? ��' L7�uc :::�4naf(6GUIEffen�aY6lA lii� J -,..;J I P �d` Q I IGIIIIIII OUTLET _ mm�mu CARTRIDGE I O NLET PIPE 9A1• y l! � � _ — 111 I ��II INLET PIPE -2' �9I�� tf� �:. iw • I MP 1 0,N.tit I11 �liL•J'I[AVIII ADP 1 RADIAL W FLO CARTRIDGE (TU ) I 6'x12' PRECAST STORAIE'ILTER' PLAN VIEW 1 y SCALE N.T.S Overview Once in the filtration bay, the stormwater The Precast StormFilter can consist of one begins to pond and percolate horizontally or more precast concrete vaults ranging through the media contained in the filter I from 6'x8' to 8'x18' in size. These units treat cartridges. After passing through the media, peak water quality design flows up to 2.0 treated water that has collected in the cfs. Precast units can be placed in series or cartridge center tube is directed into the in parallel to treat higher flows if needed. outlet bay by an under -drain manifold. The The Precast units have an internal bypass treated water in the outlet bay is then capability of 2.2 cfs. If peak flows to the discharged through the single outlet pipe. system exceed 2.2 cfs, a high flow bypass is needed. See the "StormGate" section for Applications more information. The Precast StormFilter can be used for the Typically, a Precast StormFilter is installed following applications: I online with the storm system. It can be • Parking lots installed with a traffic- bearing lid for parking • Roadways lot applications, and it takes up no land area. • Residential developments • Retail /commercial developments However, if detention, pretreatment, or • Business /industrial sites bypassing is required, the StormFilter can • Maintenance facilities be installed offline of the storm system. For I examples of possible offline StormFilter Special Considerations configurations, see our web site at: stormwaterinc.com When designing the Precast StormFilter into t Design operation your system, you should consider the following: The typical precast StormFilter unit is • The base of the Precast StormFilter composed of three bays: the inlet bay, the should always be set level. filtration bay, and the outlet bay. • The single or series precast units should Stormwater first enters the StormFilter vault maintain 2.3 feet of drop from the invert of and the inlet bay through the inlet pipe. The the inlet to the invert of the outlet. I stormwater is then directed through a flow •stormwater Management recommends a spreader and over an energy dissipator into minimum of 4.5 feet of headroom inside the filtration bay for full treatment. The flow the vault for maintenance access. I spreader in the inlet bay acts as a baffle, trapping some floatables, oils, and surface • For depths greater than 12 feet, contact scum as the stormwater is directed towards Stormwater Management for information the filtration bay. on additional vault requirements. I T 300.54 .466;7 F 800.561.1271 W stormwaterinc.com SF -37