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CE ON NG SI UN LE TE INR G S 503.222.4453 VI. 1%1K �OISf/,jQ��jQ 503.248.9263 Q�9U,dQ vlmkevlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 6 g Inu l www.vlmk.com nr QE1Ala3j STORM WAT E R CALCULATIONS for TIGARD DISTRIBUTION CENTER 8001 SW Hunziker Road Tigard, Oregon for TIGARD DISTRIBUTION CENTER 8001 SW Hunziker Road Tigard, Oregon PROpe6,s IN Fq /62 6 27r 9 OFFICE COPY 9 �, ORE60N COD DAME I EXPIRES: 12/31/20 12- , VLMK Job Number: 210498 Issue Date: 27Jun11 Prepared By: Robert J. Leger, P.E. IStructural Engineering•Civil Engineering•Industrial Engineering•Planning•Studies/Evaluations•Entitlement Fle:G:\Acad2010\210498\Calcs\Civil\210498 Stormwater Report.docx Pnnted:July 27,2011 Tigard Distribution Center Storm water Calculations for TDC TABLE OF CONTENTS Page I. Site and Project Information 1 1. Site Vicinity Map 2 2. Project Information 3 - 4 3. Stormwater Narrative 4 - 6 II. Stormwater Analysis for TDC A. Site Analysis 7 1. Existing Conditions Map 8 2. New Impervious Areas Map 9 3. Drainage Basin Map 10 4. SBUH Calculations for 2-yr, 24-hr event 11 - 13 5. SBUH Calculations for 10-yr, 24-hr event 14 - 15 6. SBUH Calculations for 25-yr, 24-hr event 16 - 17 7. Extg. Water Quality/Quantity Control Pond Model 18 8. ROUTE Calculations - Existing Pond Model Routing 19 - 20 B. Stormwater Quantity Control 21 1. StormTech SC-740 Chamber Bed Model 22 2. ROUTE Calculations - System Model Routing 23 - 25 3. Storm Event Hydrographs 26 - 28 4. Facility Plan Detail 29 5. Facility Details 30 - 31 C. Water Quality Treatment 32 1. Water Quality Calculations 33 2. Water Quality Facility Plan & Details 34 D. Stormwater Conveyance 35 1. Site Utility Plan 36 2. Conveyance Calculations 37 File:G:\Acad2010\210498\Calcs\Civil\210498 Stormwater Report.docx Printed: July 20,2011 L Tigard Distribution Center Stormwater Calculations for TDC APPENDIX A. Soil Survey & Hydrologic Classification Al-A2 B. TR-55 Curve Number Table 2-2a B1 C. Design Storm Events Cl D. SBUH Conveyance Calculations D1-D5 ATTACHMENTS • StormTech "Thermoplastic Liners for Detention Systems" • StormTech Thermoplastic Liners for Detention Systems Technical Sheet # 2, Rev. 9/9/04 • Stormwater Management Facilities Operations & Maintenance (O&M) Plan for Tigard Distribution Center File:G:\Acad2010\210498\Calcs\Civil\210498 Stormwater Report.docx Printed: July 21,2011 LL Tigard Distribution Center Storm water Calculations for TDC Site & Project Information for Tigard Distribution Center File:G:\Acad2010\210498\Calcs\Civil\210498 Stormwater Report.docx Printed:July 20,2011 aE i TDC EXPANSION 210498 D E may.. G H ii "I I inARE3 i i. ';'• ' r i .k w i LEV1. 'gI N o io 2 - i h 9AYL•- I 9 - k 21 cs ,cam 8 h . CUM m 4 c- --=�!° DAR �� r • NUT . e f , ELau _n I C 1:)( N RROL ..,21- � i+Pi •EEgN• mO.. .:� $ .. ! _, , -e" _ .- . 1 ,,,-/<:, .4, .,, ',., , 11!" x.. ' --- ,T. '. 1 . 1 i ---- , r PARK �,J / •. 1 ab J �� ty YAWVSgj cP; G Q \ ' oMAf�4 t / I P pDOE'Wom R GINA ~�� SANOBIXZr S r HILLY _ ','+ i •, ;,, 4.-i � kii 1 CH CE o MCDON MERLVNE - •i $ .- .Fi{T�p s; f 11AE11DONH —_ m) -� _ r �. j 1 G F .. F G . H PROJECT SITE 1 SITE VICINITY MAP N.T.S. rpilcc __ 2_ Tigard Distribution Center Storm water Calculations for TDC PROJECT INFORMATION The TDC expansion development will consist of site development improvements in the onsite undeveloped areas adjacent to each building at 8001 SW Hunziker Road. This project proposes to build two new parking areas for employees, and modify existing parking areas. One parking area will be created on the south side of the southern building (Building B), and one parking area will be created on the north side of the northern building (Building A). Both parking areas will have access through the site to SW Hunziker Street. This report is for the site stormwater system, including necessary modifications/additions necessary to meet current CWS code. The survey information is from a topographic survey of Tigard Distribution Center - part of a tract of land in Section 1, Township 2 South, Range 1 West, Willamette Meridian, City of Tigard, Washington County, Oregon. Provided by: Weddle Surveying, Inc. (6950 SW Hampton Street, Suite 170, Tigard, OR 97223, Phone: 503-595-8702). Additional site background information is from the original design documents and as-built drawings for the existing building. The overall site area (for stormwater calculations) is 6.952 acres (302,798 sf) The actual property area (after ROW dedication) is 6.385 acres (278,151 sf) The existing Impervious Area is 4.889 acres (212,966 sf) The site area to be disturbed is approximately 1.2 acres New Impervious Area (previously Pervious Area): 0.93 acres (40,688 sf) New Pervious Area (previously Impervious Area): 0.11 acres (4,858 sf) Impervious Areas to be Redeveloped (remove old AC & repave): 0.06 acres (2,480 sf) This property is zoned as light industrial. The existing ground covers include landscaping, roof, pavement and gravel in developed areas, and grassy vegetation in undeveloped areas. The water quality/water quantity control calculations in this report cover the appropriate site areas as defined by the CWS code. An existing stormwater quality/quantity control pond for a small portion of the site will be removed. The runoff generated from these areas will be collected and routed to new water quality/water quantity control facilities per the current code. Runoff will be discharged to the existing stormwater system in SW Hunziker Road, directly south of the site. Water quality/water quantity control is achieved by routing all site runoff through underground facilities. All stormwater runoff enters the facilities prior to discharge to the existing stormwater system. The stormwater facility and conveyance systems for this development have been designed per Clean Water Services standard requirements. In order to retrofit the existing conveyance system with water quality and quantity control, the installation of a pump station is required. Additional design information used was obtained from: •The USDA SCS "Soil Survey of Washington County" •USDA SCS TR-55 "Urban Hydrology for Small Watersheds" (2nd Ed., June 1986) File:G:\Acad2010\210498\Calcs\Civil\210498 Stormwater Report.docx Printed:July 20,2011 ?ii-v,e_ 3 Tigard Distribution Center Storm water Calculations for TDC Software used in design: •King County 'HYD' program, version 4.21B •Haestad Methods 'FlowMaster' program, version 5 •Microsoft EXCEL 2007 •AutoCAD Civil 3D 2011 STORMWATER NARRATIVE Stormwater Facilities for TDC The new on-site area and existing site area storm runoff will be diverted to new water quality/water quantity control facilities. The first facility that stormwater will enter is an underground StormTech detention chamber system and control manhole. During storm events, the facility detains runoff and releases it at lower flowrates. Water quality control is achieved by diverting the first portion of all site runoff (up to 0.3 cfs) through a StormFilter manhole unit. StormFilter cartridges will continuously treat up to 0.12 cfs. Runoff is diverted to the StormFilter manhole from the detention control manhole. Flow rates above 0.3 cfs will be diverted to the high flow bypass line from the control manhole. Runoff will be discharged to the existing stormwater system in SW Hunziker Road, directly south of the site. All storm events have been calculated and are included in this report. Site Analysis The existing site has a small water quality/water quantity control pond that treats runoff from 0.31 acres of the site. This is equal to the new impervious areas added by the 1999 site improvements. In order to analyze the existing site as pre- and post- development, the existing site was analyzed as two sites, and the outflow hydrographs were combined to create one "pre-development" storm event for the 2, 10 and 25 year storm events. See the "SBUH Events - Pre & Post-Development" worksheets. The majority of the site area has no water quantity control, and is noted as "X-Yr. Pre- Developed (Undetained Site Area)". This hydrograph was created first, and the output file was designated with an "S" for Site. The small portion of the site with water quantity control is noted as "X-Yr. Pre-Developed (Detained Area to Pond)". This hydrograph was created next, and the output file was designated with a "P" for Pond. This hydrograph was then routed through a model of the existing pond and orifice system as designed (the existing pond model, and ROUTE calculations, are included with the "ROUTE Calculations - Existing Pond Model Routing" worksheets). The detained outflow hydrograph from this pond was created, and the output file was designated as a .RTE file. These hydrographs were combined using HYD. The result yields the pre-development runoff rates that we will meet after development. File:G:Wcad2010\210498\Calcs\Civil\210498 Stormwater Report.docx Printed:July 20,2011 AL—C Li. Tigard Distribution Center Storm water Calculations for TDC The StormTech facility was designed to detain the fully developed site and release runoff no faster than the existing (pre-developed) rates. Hydrographs for the post- development site were routed through the StormTech model, verifying that post- development runoff rates are equal to or less than the pre-development site condition. Water Quality Treatment Storm runoff from all paved areas, and some landscaping areas, is routed to "trapped" catch basins for pre-treatment prior to discharge to the facilities. The StormFilter facility is designed to filter and remove suspended solids in stormwater runoff prior to discharge from the site. The facilities have been designed to maximize removal of pollutants by routing all stormwater through the StormTech Isolator Rows prior to entering the Storm Filter manhole. As most pollutants (Phosphorous, Nitrogen, metals, etc.) sorb to suspended solids in runoff, the greater the amount of suspended solids that are removed, the lower the pollutant concentrations will be in the effluent. Water quality treatment areas include: all new impervious areas - 40,688 sf, and previous water quality treatment areas - 13,460 sf. New pervious areas created (4,858 sf) is greater than "redevelopment" areas (2,480 sf), bringing the redevelopment area to less than 1,000 sf. No additional treatment of "undisturbed impervious areas" is proposed. All flow up to about 0.3 cfs will be routed to the water quality manhole. Cartridges installed have capacity to treat up to 0.133 cfs continuously (0.113 cfs is required). Per the manufacturer, flows up to 1.5 cfs can be internally bypassed in the StormFilter manhole without stirring up trapped sediments. Flows above 0.3 cfs will begin to be bypassed upstream of the water quality manhole (at the quantity control manhole). Storm Quantity Control (Detention) Runoff will be discharged to a StormTech® SC-740 arch chamber underground quantity control system beneath the new parking area. Quantity control will limit post- development runoff rates to the pre-development runoff rates, up to the 25-year event. Outflow from the chambers (embedded in rock) will be restricted in a manhole control structure with a weir & orifice with overflow. The arched chambers are open at the base, and storage volumes include void space in the surrounding gravel, above and below the chambers. The system will be lined on the bottom and sides by an impermeable liner to create a watertight storage system. Available volume has been determined in Section II B of this report. The liner will extend at least 6" above the 25-year event elevation. Runoff enters the system through a connection at a maintenance manhole. This first "Isolator Row" of chambers is wrapped in filter fabric in order to trap sediment. Testing shows that the Isolator RowTM screens & removes 80% of sand size sediment larger than 110 microns. The filter fabric on the bottom of the Isolator Row allows for long term File: G:\Acad2010\210498\Calcs\Civil\210498 Stormwater Report.docx Printed:July 27,2011 S Tigard Distribution Center Storm water Calculations for TDC maintenance with jet-vac equipment without displacing the embedment stone. Trapping large sediment upstream of the StormFilter manhole will prolong the life of the filters and help them provide better treatment. Because of the high-inflow/high-outflow of this system, and the limited exfiltration rate of water through the rows, two parallel Isolator Rows are used and connected via a second maintenance manhole. These two rows will trap the first flush of stormwater, trapping most of the large sediment from the site runoff. If a surge reaches the system and the Isolator Rows cannot transport the runoff fast enough through the rock bed to the other chambers, a high flow bypass pipe connects the second maintenance manhole to the third and fourth StormTech chamber rows. These last 2 rows connect directly to the control manhole. A perforated underdrain is placed in the bedding rock and connected to the control manhole to allow the system to fully drain after storm events. A ROUTE data file was created using the StormTech layout (stage/discharge/storage). The post-development storm events have been modeled through the StormTech system using the HYD ROUTE Routine. Calculations and data are included in this report. Overflow The 25-year storm event will rise to elevation 148.40 in the chamber bed. The lowest catch basin elevation on site is 151.25. Overflow will occur at the control manhole by rising above the control weir structure (148.42). No ponding is expected to occur onsite. Conveyance The storm conveyance pipes have been designed to convey the 25-year event flowrate (3.90") as calculated using the Santa Barbara Unit Hydrograph (SBUH). Haestad Methods "Flowmaster" software was used for pipe flow/conveyance calculations. A Manning's coefficient (n) of 0.010 was used to size/verify the new and existing conveyance pipe capacity. Post-Development condition storms for water quality/water quantity control have been calculated using a minimum Time of Concentration value of 5.0 minutes. Onsite Conveyance Calculations have been calculated using a minimum Time of Concentration value of 5.0 minutes. All storm-water facilities and conveyance systems for this development have been designed per Clean Water Services Design and Construction Standards for Sanitary Sewer and Surface Water Management, dated June 2007. An Operations & Maintenance Plan for the stormwater management facilities is attached to this report. File: G:Wcad2010\210498\Calcs\Civil\210498 Stormwater Report.docx Printed: July 20,2011 ���� Tigard Distribution Center Storm water Calculations for TDC Stormwater Analysis for Tigard Distribution Center Site Analysis File: G:\Acad2010\210498\Calcs\Civil\210498 Stormwater Report.docx Printed:July 20,2011 NG S.- TDC EXPANSION -1049 5 A = 4'26'16" R = 170.00' / � 13.17 � •W C8 � N 37 . J/ a 131/ / R .'� ./�/� p '0.i O p3 oTco ) ,,coos) EXISTING BUILDING C // r O 0 (PINES / /� 1057 0000 41 // / / /, 000000 If,, /// / / // / III Ih II S 081.22-W 861.48' III RR swrcH ^ // /y / •• � /-- AaL )/'/ -1. -or711111.1......... ---- ' , m m m m m m m m m m ft _ �� ! ;; (/ ��•�, _._.ems, —r.�__ RR SCR / -- ,, e ,,./././../ ���� r ~' 1111 t l' l f 111 7 \ ' w y� R .s. \ . I III,, V �f �� ,� ,j,,,1 NTREATED/UNDETAINED 7r--- I - �� soar fff Q I III XISTING WQ/DETENTION DRAINAGE AREA TO SITE tit/�I 1 ' r--. I III POND FOR 13,460 SF A STORMWATER SYSTEM b;i ji I ;y� a I 11�' ♦ (0.31 ACRES) °2'4'30 (INCLUDING ACCESS ROAD): / o -� / ( 1'1 2.064 ACRES PERVIOUS ' / �, �, i„ , IMPERVIOUS AREA `` - } - I - i • ti i Na I. a tr w, II III 4.578 ACRES IMPERVIOUS t / • el ■ z .. /I III � / •f t � -- I'? ^� �- ---'_— '/I1r= RIM 1•• ' •,.w • '. ,u._ I Ire r A 0~% ' Z olcIV ,, — _ge? y �-. _ .. f� •.M''r•/ , WATER • .._ _— ..— Y •. './•111 ,•, � c�/, tl I - i c -••.•J• • • IH ' • L—.t._:^ '. — VAULT , /aV / CONCRETE CURS ,rC � I I I I I I I I I I "� J I — v._ N \,1 I I�I� I `. 6.'/ {` //41 �`�014`• h� I 1 I I I 'F1.E . I I I.344 t 1 -_. • - F...._'---l' _ ! .__ 1 ! , (GG - �. �{ I; 3G�q t— i_ - �L_ I I r' r..l I I I i I I I l l l A ST ,_ Fllr—._.._ — r _ --. _ r nv : i1f/ ,' 1p_ I ,�} .. . _Ia�L1�i�J_.J1�,�L . j ~ _.. .-... ._. _. -- 4 J " � •�i •i i i � — L� ' � I `S I / ---- I �- �: J O 08 22'W 600 6 J s1 rs 8 - — S '22' 3 _ 1 '`' 131.29 ST` ST EDGE ST ST-1' ST ST S ■ ST � N E Rai emu amen S 08'2 1106.33 v� _ 1E �-���-,'�����..„it, ��0 SS '°"' S Lo.rv4 ""' SS SSA Ira S cog f 14/— �� ' s/8'IRON R.. ��� °y S/6'uoN R J - -„ � 1 rel -c.SoUTM:TOP RIM '5284 OR 1 30 N ASPHALT ,51'3 t CONC._ 51bi 1-558 1 TTW � .`' 0i-) � S149.87 (S) E 144. S Q E 141.13 9 IE 103 a'fPVC 150 S7 (SE) Ry 150•E 10'P1R E 144.25 , E 141.E {ALT 1o'cv 14B f E eRVC(N) / Poy 15018 'E 10•� • Al RM 153• NORTH `Sos E%7RUOED CURB a 1 83�j 145 GEM V6 1 / / ' •• RAWP .......... 5004 /I WAIER___T ' EXISTING BUILDING X / .0! EXISTING CONDITIONS MAP = so' •I II 60 0 60 120 180 PAGE 8 TDC EXPANSION 210498 j ' WIDE POWER LINE 5,0 / ./ ." ', O D3S71NG BUILDING "•r6rgr / ,, 0000 N1 - -/ / ;// , o • O O 0 o� „ , , �� ; __ va. � , // , — ' /. ////// I (► n u∎ a u■u u u u��u u�u II u �� . i i i •/ �' y0/ i/ / II l 1 / \ 1 ------� / 00 1 e /' •/ /�'' -- II I EXISTING IMPERVIOUS AREA: I , *:• / ,!/ / ,� l i HI \ 212,966 SF / ,, �1. / / l f - 1 I1 { 1 WIDE EIFD IC 7 \-G To \� �\ ; / / / l i i I POWER IINE / \ on•w To�sr C J:, .. ,� 14111 ( ,� SLOPE l___ ) / #!t FEE l / i EASEi�I PACE 974 ,'� / AV . , t / .R'. ...,.:)N\ \ i , 1 13G —,4 • If, 3'I t 1 'EDEVELOPED euli 'D ' ``'° � �i 1 \ ' 1 II 1 eu*DHG IMPERVIOUS AREAS: { 7_:f ■ `I Pi i Ii 2480 SF (0.06 i / /�;% 1 1 1 it ACRES) TOTAL 9 s /lit / . ,.—_t- ____; ,i ; I I f l( EW IMPERVIOUS AREAS ) EW IMPERVIOUS AREAS e I e a� � --_41 BASIS OF ELEVATIONS (FORMERLY PERVIOUS): •, %457;st r;.• / s � —,— L688SFIOg3ACRES RMERLY PERVIOUS)• &FINISHED F.00R: 157.50(ASSUMED) tiei 'ts ; ! 49�i t /i ��M 40,688 SF (0.93 ACRES) MIL> > -- \ i_ 1 I ) N�, TOTAL _ / �'� _ � t1 TOT H■ ,� it III ' " - — _. ._ z v'C: �z tai r- • .. �.�*�•"� s. #..4 •r� v�V�� iiiumas_ - .- �10.ti-..-••.,. 4. .-""SCFN ! .� 2 �i y / iiii_ ■ 11111 � �.�. s.�► . .�.. ARE: _ _ - 3' t `• / / / / - I I _ _ _ _ 1.. — ;;►' (FORMERLY IMPERVIOU ,•, r ' _ (0 I � ,., . ::�� :4 i� 4.858 SF (0.11 ACRES) ; ��. 3! ' % a I!��� - ...'y — o _ — ,• TOTAL — ` _ +�� ,'•4� ■••••'4 - - - ../ O 0 , i a L—pJ z CI y - 4 ��JTIUTY SA OD- U IN _ fie/, \ - - ° XI /-1- 1G PAVEMENT: - - ,def o EASEMENT XI STING WQ/DETENTION 1,537 SF (0.035 ACRES) `� POND TO BE REMOVED, O = TOTAL ot WATER QUAUTY/ DETENTION .' % o AREA TO BE REPLACED: -_ 13,460 SF (0.31 ACRES) \ I -.h 7 ________\jt it D3S71NG BUILDING x / i'. --, M11111111111k ....... NEW PERVIOUS AREA NEW IMPERVIOUS AREAS MAP 1- - 60' ❖.••• (FORMERLY IMPERVIOUS) •• REDEVELOPMENT AREA 60 0 60 120 180 NEW IMPERVIOUS AREA PAGE 9 (FORMERLY PERVIOUS) A fk-21 aricv...-::4-, -. 4,----f----_, __ 0 : pf \ ..,,,, \ 4, � 11 i .� _ - \1 � \\\ �\ 1, \\\ CAS 1 r �,v � r a m.- \\\ �\ \ \\\\ D l ,� 153' i_ \ \ �.\\ \\ \\\\ Z i� I + y� o \ \\\ \\\\ Z J1 \ VA VA\�\ k 1 I ICReN N� \��\\ VAS ._ 1 • t \ T - �I ► ;% \ ,, ,e, II, .\ . DS 1 „- Ili AREA = 8085.00 SQFT 0.19 ACRES I'' i j . id I ' ?�\r4 DS 2 = If �'p AREA = 7980.00 SQFT 1.0.1‘,a 0.18 ACRES r I p0 I �� I DS 3 11 z ST 9.� , AREA0.1879ACRES SQFT I OO m I O O '� d `nG.', O illii �II I 0/1 m n DS 4 O � 1 ��cn m 14 AREA = 7965.00 SQFT P a 0.18 ACRES 1 T •'c,I m O �O1u II z L'''' w DS 5 riui1. 1 0 1 4 I III AREA0.1B 9ACRESSQFT iO PI _ _ _ �s _._ _ - 4 \ 11M11•111•1111111 . DS 6 �' O 1 N l I AREA = 5482.50 r '' O 0 .. -I 0.13 ACRES 1 I ; a , \ yJ -I > _ 1 � a ST DS 7 1 - + A AREA = 6929.74 SQFT i Z O> d■ o °i 0.16 ACRES ■ N > I N �fi.o� .� - \ a•� N O 0 0 1 D W°q►. n Ili o roc(n rn .r(t III 1.:f • DS 10 tD r l) ■ AREA = 8010.26 SQFT \ O IAN__ l ■Ailirs\ 0.18 ACRES O O 0• _, 1 0 ■ \ y m D I ■ SS 11 4 \ n •(n �` 6,th, AREA = 3915.00 SQFT N m O 0.09 ACRES _ (n1:1 co Z �� -gym ty. - � DS 12 mmZ K 1 AREA = 8910.00 SQFT 1� 5 D I 0.20 ACRES \ SO :3> N ! I 1 NN( _ t •• DS 13 O r . AREA = 6862.50 SQFT ' -- - - %111111 74 0.16 ACRES 1 D 73 O . ... \ \ 2 g 1 I . NatIIIIIIIMI g � � \ 1 DO , � _ g g ` I n O V .i?�Rae L ! \ fib Z \ I m \ • O ' in I I aI it, o, N ! AREA = 8I 14 0.12 SQFT. \ _ . 0.18 •CRES 40-1.of 'A I11 D DS 5 EH �� > AREA .1 804.00 SQFT i 0.18 ACRES �Nn ! I A M + N ANao gi 0 16 1� AREA = 4.90.90 SQF I I to) ∎4A. 0.11 ACRES N C _ _ _ 1 I \ �J� Dsi n r \ i D 1,1 AREA = 3794.10 SOFT ! II 1 ( 1 '/ - � - ■ - - - - - - - -1 I V ::� I DS 18 I 1 ,ar {-;r AREA = 1002.87 SQFT 1 a0.23 ACRES I CO � r I _ x CP I AREA = 559 • 7.02 SQFT Ll__. . 1 .i. }. - -� 0.13 CRES ti N •• ( m l _�08 4167 P R �nsse I■filill o. yy .____ 1\.1';04�sire ■�•�111. !!e v _ / - _ , 1_ 1. cl- T � d� �� 1 : Dpi -; ! Y! �*� %. 8101 • . der . '!: • //, 1 CONSULTING 503.222.4453 E N G I N E E R S 503.248.9263 vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 www.vImk.com TDC Expansion SBUH Events - Pre & Post-Development KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.21B 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - MODIFIED SBUHYD 4 - ROUTE 5 - ROUTE2 6 - ADDHYD 7 - BASEFLOW 8 - PLOTHYD 9 - DATA 10 - RDFAC 11 - RETURN TO DOS ENTER OPTION: 2 SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 2,24,2.50 2-YR. PRE-DEVELOPED (UNDETAINED SITE AREA) ******************** S.C.S. TYPE-1A DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2.50" TOTAL PRECIP. ******** ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 2.064,80,4.578,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 6.6 2.1 80.0 4.6 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 3.32 7.67 44395 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-2S.HYD ,Structural Engineering•Civil Engineering•Industrial Engineering•Planning•Studies/Evaluations•Entitlement Pile G\Acad2010\210498\Celts\Crvd\210498 SBUH Events docx Pale 1 of 7 Panted April 13,2011 ��� / TDC Expansion SBUH Events - Pre & Post-Development 2-YR. PRE-DEVELOPED (DETAINED AREA TO POND) ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , IC 0.000,80,0.310,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .0 80.0 .3 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .20 7.67 2555 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-2P.HYD 2-YR. PRE-DEVELOPED (DETAINED AREA TO POND) ROUTE THROUGH POND ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-2P.HYD INFLOW/OUTFLOW ANALYSIS: ALSO SEE "ROUTE PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) CALCULATIONS — .20 .06 2552 EXISTING POND INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) MODEL ROUTING" 149.90 8.33 152.01 FOR DETAILS ON PEAK STORAGE: 440 CU-FT THIS MODEL ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-2P.RTE E.G\Acad2010\210498\Cslcs\Civil\210498 SBUH Events.docs /J Pa e 2 of, Printed.April 13,2011 C � TDC Expansion SBUH Events - Pre & Post-Development 2-YR. PRE-DEVELOPED (COMBINED ROUTE AND UNDETAINED HYDROGRAPHS) ROUTINE FOR ADDING HYDROGRAPHS ENTER: [d: ] [path]filename[ .ext] OF HYDROGRAPH 1 C: \ODRAWING\210498\PRE-2S.HYD ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 5.0 ENTER: [d: ] [path]filename[ .ext] OF HYDROGRAPH 2 C: \ODRAWING\210498\PRE-2P.RTE ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 5.0 DATA PRINT-OUT: HYDROGRAPH 1 : PEAK-Q= 3.21 CFS T-PEAK= 7.83 HRS TT= 5 MINUTES HYDROGRAPH 2: PEAK-Q= .06 CFS T-PEAK= 8.50 HRS TT= 5 MINUTES HYDROGRAPH SUM: PEAK-0= 3.26 CFS T-PEAK= 7.83 HRS F DETENTION TARGET TOTAL VOLUME: 46932 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: 10DRAWING\210498\PRE-2C.HYD 2-YR. POST-DEVELOPED ENTIRE SITE ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0.990,80,5.906,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 6.9 1 .0 80.0 5.9 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 3.97 7.67 51876 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\2104981POST-2.HYD F■e G\Acad2010\210498 Wales\Cml\210498 SBUM Events.docx page 3 of 3 Panted April 13,2011 ?RIC— TDC Expansion SBUH Events - Pre & Post-Development 10-YR. PRE-DEVELOPED (UNDETAINED SITE AREA) S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 10,24,3.45 ******************** S.C.S. TYPE-1A DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 3.45" TOTAL PRECIP. ********* ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 2.064,80,4.578,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 6.6 2. 1 80.0 4.6 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 4.92 7.67 65418 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-10S.HYD 10-YR. PRE-DEVELOPED (DETAINED AREA TO POND) ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0.000,80,0.310,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .0 80.0 .3 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .28 7.67 3619 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-10P.HYD 10-YR. PRE-DEVELOPED (DETAINED AREA TO POND) ROUTE THROUGH POND 011kENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-10P.HYD INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) ALSO SEE "ROUTE .28 .20 3774 CALCULATIONS — EXISTING POND INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) MODEL ROUTING" 149.90 7.83 152. 15 FOR DETAILS ON PEAK STORAGE: 530 CU-FT THIS MODEL ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-10P.RTE He G.\Acad2010\210498\Cake\Cry r 210498 SBUH Events.dove � 4 of 7 aBa 1L 1y Panted.April 13,2011 r P(\ / I TDC Expansion SBUH Events - Pre & Post-Development 10-YR. PRE-DEVELOPED (COMBINED ROUTE AND UNDETAINED HYDROGRAPHS) ROUTINE FOR ADDING HYDROGRAPHS ENTER: [d: ] [path]filename[ .ext] OF HYDROGRAPH 1 C: \ODRAWING\210498\PRE-10S.HYD ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 5.0 ENTER: [d: ] [path]filename[ .ext] OF HYDROGRAPH 2 C: \ODRAWING\210498\PRE-10P.RTE ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 5.0 DATA PRINT-OUT: HYDROGRAPH 1 : PEAK-Q= 4.76 CFS T-PEAK= 7.83 HRS TT= 5 MINUTES HYDROGRAPH 2: PEAK-Q= .20 CFS T-PEAK= 8.00 HRS TT= 5 MINUTES HYDROGRAPH SUM: PEAK-Q= 4.92 CFS T-PEAK= 7.83 HRS (- DETENTION TARGET TOTAL VOLUME: 69149 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C:\ODRAWING\210498\PRE-10C.HYD 10-YR. POST-DEVELOPED ENTIRE SITE ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0.990,80,5.906,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 6.9 1 .0 80.0 5.9 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 5.70 7.67 74698 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: 10DRAWING12104981POST-10.HYD Poe.G\Acad2010\210498 Welts\Cm(\210498 SBUH Events.doca Printed:April 13,2011 `+/ Pace 5 of 7 Ls TDC Expansion SBUH Events - Pre & Post-Development 25-YR. PRE-DEVELOPED (UNDETAINED SITE AREA) S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 25,24,3.90 ******************** S.C.S. TYPE-1A DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 3.90" TOTAL PRECIP. ********* ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 2.064,80,4.578,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 6.6 2. 1 80.0 4.6 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 5.70 7.67 75591 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-25S.HYD 25-YR. PRE-DEVELOPED (DETAINED AREA TO POND) ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0.000,80,0.310,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 .0 80.0 .3 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .32 7.67 4124 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-25P.HYD 25-YR. PRE-DEVELOPED (DETAINED AREA TO POND) ROUTE THROUGH POND 11110 ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-25P.HYD INFLOW/OUTFLOW ANALYSIS: ALSO SEE "ROUTE PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) CALCULATIONS — 32 .21 4166 EXISTING POND INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) MODEL ROUTINGN FOR DETAILS ON 149.90 8.00 152.26 THIS MODEL PEAK STORAGE: 600 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-25P.RTE File G.\Acad2010\210498\Cake\Cm 210498 SBUH Events.docM Pap 6 of 7 Pnnted-.April 13,2011 ‘/Pi-(3E_ �1 TDC Expansion SBUH Events - Pre & Post-Development 25-YR. PRE-DEVELOPED (COMBINED ROUTE AND UNDETAINED HYDROGRAPHS) ROUTINE FOR ADDING HYDROGRAPHS ENTER: [d: ] [path]filename[ .ext] OF HYDROGRAPH 1 C: \ODRAWING\210498\PRE-25S.HYD ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 1 5.0 ENTER: [d: ] [path]filename[ .ext] OF HYDROGRAPH 2 C: \ODRAWING\210498\PRE-25P.RTE ENTER: TRAVEL TIME (MINUTES) OF HYDROGRAPH 2 5.0 DATA PRINT-OUT: HYDROGRAPH 1 : PEAK-Q= 5.51 CFS T-PEAK= 7.83 HRS TT= 5 MINUTES HYDROGRAPH 2: PEAK-Q= .20 CFS T-PEAK= 8.00 HRS TT= 5 MINUTES HYDROGRAPH SUM: PEAK-Q= 5.71 CFS T-PEAK= 7.83 HRS F DETENTION TARGET TOTAL VOLUME: 79752 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-25C.HYD 25-YR. POST-DEVELOPED ENTIRE SITE ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0.990,80,5.906,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 6.9 1 .0 80.0 5.9 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 6.52 7.67 85621 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\POST-25.HYD File G.\Acad2010\210498\Calcs\Civil\210498 SBUH Events.docx y Page 7 of 7� Printed.April 13,2011 ^lPage 7 o C O N S U L T I N G E N G I N E E R S 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 Job Name: TDC EXPANSION F 503.248.9263 E vlmk @vlmk.com Job No.: 210498 W www.vlmk.com Date: 12-Apr-11 v1,01 - Software Coovright 2009 VLMK Consulting Engineers. All Rights Reserved Extg. Water Quality/Water Quantity Control Pond Stage/Storage/Volume Summary Basin 1 (1st Cell) Stage Elevation Area Incr. Volume Storage (ft) (ft) (sf) (cf) (Ac-ft) (cf) 0.00 149.90 0 0 0.00 0 0.50 150.40 58 0 0.00 0 BOTTOM OF POND 1.10 151.00 196 76 0.00 76 LIVE STORAGE 2.10 152.00 535 366 0.01 442 LIVE STORAGE 2.60 152.50 737 318 0.01 760 PEAK 3.30 153.20 1018 _ 614 0.01 1,374 STAGE-ELEVATION FOR ROUTE CALCULATIONS: Elevation Stage 0.00 C.L. BOTTOM ORIFICE = 149.90 Stage 3.10 TOP OF LIVE STORAGE = 153.00 210498 Extg Pond Volume.xlsx PAGE `? VLMKCONSULTING 503.222.4453 E N G I N E E R S 503.248.9263 vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 www.vImk.com TDC Expansion ROUTE Calculations - Existing Pond Model Routing KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.21B 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - MODIFIED SBUHYD 4 - ROUTE 5 - ROUTE2 6 - ADDHYD 7 - BASEFLOW 8 - PLOTHYD 9 - DATA 10 - RDFAC 11 - RETURN TO DOS ENTER OPTION: 4 RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path]filename[ .ext] OF ROUTING DATA C: \ODRAWING\210498\POND1 .txt <-- EXTG POND SYSTEM CAPACITY ROUTING DATA (SEE "DETENTION STORAGE AND ORIFICE CALCULATIONS") : STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) ELEVATION .00 .00 .0 .0 149.90 .50 .02 .0 .0 150.40 1 . 10 .03 76.0 .0 151 .00 2. 10 .05 442.0 .0 152.00 2.20 .20 505.0 .0 152.10 2.30 .20 569.0 .0 152.20 2.40 .21 632.0 .0 152.30 2.50 .21 696.0 .0 152.40 2.60 .22 760.0 .0 152.50 2.70 .27 908.0 .0 152.60 3.30 .94 1374.0 .0 153.20 AVERAGE PERM-RATE: .0 MINUTES/INCH ' Structural Engineering•Civil Engineering•lndustrial Engineering•Planning•Studies/Evaluations•Entitlement Fda G.\Acad2010\210498\Calcs\Cml\210498 Route Cakulations Ertl Pond.dote / ' ;p of 2 1 o Printed April 13,2011 Y E- 1 TDC Expansion ROUTE Calculations - Existing Pond Model Routing 2-YEAR PRE-DEVELOPMENT STORM EVENT (DETAINED AREA TO POND) ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-2P.HYD <-- 2-YEAR STORM EVENT INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) .20 .06 2552 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 149.90 8.33 152.01 PEAK STORAGE: 440 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-2P.RTE 10-YEAR POST-DEVELOPMENT STORM EVENT (DETAINED AREA TO POND) ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-10P.HYD <-- 10-YEAR STORM EVENT INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) .28 .20 3774 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 149.90 7.83 152. 15 PEAK STORAGE: 530 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-10P.RTE 25-YEAR POST-DEVELOPMENT STORM EVENT (DETAINED AREA TO POND) ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-25P.HYD <-- 25-YEAR STORM EVENT INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) .32 .21 4166 INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 149.90 8.00 152.26 PEAK STORAGE: 600 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\PRE-25P.RTE File.G.\Acad2010\210498\CaIcs\CHil\210498 Route Calculations Eats Pond.doco rp Pap 2 of 2 Panted.April 13.20U ! 1 1 Tigard Distribution Center Storm water Calculations for TDC Stormwater Analysis for Tigard Distribution Center Stormwater Quantity Control File: GAAcad2010 2011 498\Calcs\Civil\210498 Stormwater RePort.doot ?ACIE ��Printed: July 20,2011 VLMK CE N G I N E T EI R S • 503.248.9263 Jo Expansion Job No.210498 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 vlmk @vlmk.com Datel4Apr11 www.vlmk.com v1.01-Software Coovriaht 2009 VLMK Consulting Emmmeers. All Rights Reserved. Storm Tech Detention Storage Model Diameter Centerline Chamber Data Based on Table 6 of the StormTech Design Manual (inches) Stage(ft) Area(sf) Orifice 1 8 0.00 0.35 Number of Chambers 48.0 Orifice 2 8 2.50 0.35 Length per Chamber 7.12 ft Weir Overflow 48 4.17 Width per Chamber 4.75 ft Volume of System 3,704 at overflow Footprint of Chambers 1,623 sf Bottom of Chambers 145.25 Top of Chambers 147.75 StormTech SC-740 Chamber Bed Model Orifice 1 Orifice 2 Total Total Percolation Orifice Storage Storage Per Elevation Stage Discharge Discharge Discharge Storage Area Head Depth Chamber Notes • (feet) (feet) (cfs) (cfs) (cfs) (cf) (sf) (feet) (inches) (cf) 144.25 0.00 0.00 0.00 0.00 0 0 0.00 0 0.00 144.33 0.08 0.49 0.00 0.49 1 0 0.08 0 0.00 144.42 0.17 0.69 0.00 0.69 2 0 0.17 0 0.00 Control MH 144.50 0.25 0.84 0.00 0.84 3 0 0.25 0 0.00 144.58 0.33 0.97 0.00 0.97 4 0 0.33 0 0.00 144.67 0.42 1.08 0.00 1.08 5 0 0.42 0 0.00 144.75 ' 0.50 1.19 0.00 1.19 6 0 0.50 0 0.00 144.83 0.58 1.28 0.00 1.28 54 0 0.58 1 1.13 144.92 0.67 1.37 0.00 1.37 108 0 0.67 2 2.25 Stone 145.00 0.75 1.46 0.00 1.46 162 0 0.75 3 3.38 Foundation 145.08 0.83 1.53 0.00 1.53 216 0 0.83 4 4.51 145.17 0.92 1.61 0.00 1.61 270 0 0.92 5 5.63 145.25 1.00 1.68 0.00 1.68 324 0 1.00 6 6.76 145.33 1.08 1.75 0.00 1.75 442 0 1.08 7 9.21 145.42 1.17 1.82 0.00 1.82 560 0 1.17 8 11.66 145.50 1.25 1.88 0.00 1.88 676 0 1.25 9 14.09 145.58 1.33 1.94 0.00 1.94 792 0 1.33 10 16.51 145.67 1.42 2.00 0.00 2.00 908 0 1.42 11 18.92 145.75 1.50 2.06 0.00 2.06 1,023 0 1.50 12 21.31 145.83 1.58 2.11 0.00 2.11 1,137 0 1.58 13 23.68 145.92 1.67 2.17 0.00 2.17 1,249 0 1.67 14 26.03 146.00 1.75 2.22 0.00 2.22 1,361 0 1.75 15 28.36 146.08 1.83 2.28 0.00 2.28 1,473 0 1.83 16 30.68 146.17 1.92 2.33 0.00 2.33 1,582 0 1.92 17 32.96 146.25 2.00 2.38 0.00 2.38 1,691 0 2.00 18 35.23 146.33 2.08 2.43 0.00 2.43 1,799 0 2.08 19 37.47 146.42 2.17 2.47 0.00 2.47 1,904 0 2.17 20 39.67 Chamber& 146.50 2.25 2.52 0.00 2.52 2,009 0 2.25 21 41.85 Stone 146.58 2.33 2.57 0.00 2.57 2,112 0 2.33 22 44.00 146.67 2.42 2.61 0.00 2.61 2,213 0 2.42 23 46.11 146.75 2.50 2.66 0.05 2.71 2,313 0 2.50 24 48.19 146.83 2.58 2.70 0.49 3.19 2,411 0 2.58 25 50.23 146.92 2.67 2.74 0.69 3.43 2,507 0 2.67 26 52.23 147.00 2.75 2.79 0.84 3.63 2,600 0 2.75 27 54.17 147.08 2.83 2.83 0.97 3.80 2,690 0 2.83 28 56.05 147.17 2.92 2.87 1.09 3.96 2,779 0 2.92 29 57.89 147.25 3.00 2.91 1.19 4.10 2,864 0 3.00 30 59.66 147.33 3.08 2.95 1.28 4.24 2,945 0 3.08 31 61.36 147.42 3.17 2.99 1.37 4.36 3,023 0 3.17 32 62.97 147.50 3.25 3.03 1.46 4.49 3,094 0 3.25 33 64.46 147.58 3.33 3.07 1.54 4.60 3,156 0 3.33 34 65.75 147.67 3.42 3.11 1.61 4.72 3,215 0 3.42 35 66.98 147.75 3.50 3.14 1.68 4.83 3,271 0 3.50 36 68.14 147.83 3.58 3.18 1.75 4.93 3,324 0 3.58 37 69.26 147.92 3.67 3.22 1.82 5.03 3,379 0 3.67 38 70.39 148.00 3.75 3.25 1.88 5.13 3,433 0 3.75 39 71.52 148.08 3.83 3.29 1.94 5.23 3,487 0 3.83 40 72.64 Stone Cover 148.17 3.92 3.33 2.00 5.33 3,541 0 3.92 41 73.77 148.25 4.00 3.36 2.06 5.42, 3,595 0 4.00 42 74.90 148.33 4.08 3.40 2.12 5.51 3,649 0 4.08 43 76.03 148.42 4.17 3.43 2.17 5.60 3,704 0 4.17 44 77.16 148.50 4.25 3.46 2.22 6.02 3,758 0 4.25 45 78.29 Weir 148.58 4.33 3.50 2.28 6.68 3,812 0 4.33 46 79.42 Overflow 148.67 4,42 3.53 2.33 7,51 3,866 0 4.42 47 80.55 148.75 4.50 3.57 2.38 8.47 3,921 0 4.50 48 81.68 210498 ROUTE StormTech SC-740.xlsx PAGE 12 • V L M K C O N S U L T I N G ' 503.222.4453 E N G I N E E R S 503.248.9263 vImkOvImk.com 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 www.vImk.com TDC Expansion ROUTE Calculations - System Model Routing Verification KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.21B 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - MODIFIED SBUHYD 4 - ROUTE 5 - ROUTE2 6 - ADDHYD 7 - BASEFLOW 8 - PLOTHYD 9 - DATA 10 - RDFAC 11 - RETURN TO DOS ENTER OPTION: 4 RESERVOIR ROUTING INFLOW/OUTFLOW ROUTINE SPECIFY [d: ] [path]filename[ .ext] OF ROUTING DATA C: \ODRAWING\210498\ST-48.txt <-- SYSTEM CAPACITY W/ 48 CHAMBERS ROUTING DATA (SEE "DETENTION STORAGE AND ORIFICE CALCULATIONS") : STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) ELEVATION .00 .00 .0 .0 144.25 BOTTOM ORIFICE .08 .49 1 .0 .0 . 17 .69 2.0 .0 .25 .84 3.0 .0 .33 .97 4.0 .0 .42 1 .08 5.0 .0 .50 1 . 19 6.0 .0 .58 1 .28 54.2 .0 .67 1 .37 108.0 .0 .75 1 .46 162.2 .0 .83 1 .53 216.5 .0 .92 1 .61 270.2 .0 1 .00 1 .68 324.5 .0 1 .08 1 . 75 442. 1 .0 1 .25 1 .88 676.3 .0 1 .33 1 .94 792.5 .0 1 .42 2.00 908.2 .0 1 .50 2.06 1022.9 .0 1 .58 2. 11 1136.6 .0 1 .67 2. 17 1249.4 .0 1 .75 2.22 1361 .3 .0 ' Structural Engineering•Civil Engineering•Industrial Engineering•Planning•Studies/Evaluations•Entitlement FJe.G.\Acad2010\210498\Caks\Civil\210498 Route Ca ulatans Final deice Pap 1 of 3 Panted April 14,2011 7 3 TDC Expansion ROUTE Calculations - System Model Routing Verification 1 .92 2.33 1582. 1 .0 2.00 2.38 1691 .0 .0 2.08 2.43 1798.6 .0 2.25 2.52 2008.8 .0 2.33 2.57 2112.0 .0 2.42 2.61 2213.3 .0 2.50 2.66 2313. 1 .0 2.58 3. 19 2411 .0 .0 2.67 3.43 2507.0 .0 2.75 3.63 2600.2 .0 2.92 3.96 2778.7 .0 3.00 4. 10 2863.7 .0 3.08 4.23 2945.3 .0 3.25 4.49 3094. 1 .0 3.33 4.60 3156.0 .0 3.42 4.72 3215.0 .0 3.50 4.83 3270.7 .0 3.58 4.93 3324.5 .0 3.67 5.03 3378.7 .0 3.75 5. 13 3433.0 .0 3.92 5.33 3541 .0 .0 4.00 5.42 3595.2 .0 4.08 5.51 3649.4 .0 4. 17 5.60 3703.7 .0 4.25 5.69 3757.9 .0 4.33 6.09 3812.2 .0 4.42 6.75 3866.4 .0 75.12 TOP ORIFICE 4.50 7.58 3920.6 .0 76.03 OVERFLOW AVERAGE PERM-RATE: .0 MINUTES/INCH 2-YEAR POST-DEVELOPMENT STORM EVENT ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\POST-2.HYD <-- 2-YEAR STORM EVENT INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 3.97 2.61 51856 2.61 < 3.26 OK INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 144.25 8.00 146.67 PEAK STORAGE: 2210 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\POST-2.RTE File.G\Acad2010\210498\talcs\Crvil\210496 Route talc ulat ons Final door P,1.2 of 3 Printed May 06,2011 r�'c -e-- c,� TDC Expansion ROUTE Calculations - System Model Routing Verification 10-YEAR POST-DEVELOPMENT STORM EVENT ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\POST-10.HYD <-- 10-YEAR STORM EVENT INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 5.70 4.92 74712 4.92 = 4.92 OK INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 144.25 7.83 147.82 PEAK STORAGE: 3320 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\POST-10.RTE 25-YEAR POST-DEVELOPMENT STORM EVENT ENTER [d: ] [path]filename[ .ext] OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\POST-25.HYD <-- 25-YEAR STORM EVENT INFLOW/OUTFLOW ANALYSIS: PEAK-INFLOW(CFS) PEAK-OUTFLOW(CFS) OUTFLOW-VOL(CU-FT) 6.52 5.58 85602 5.58 < 5.71 OK INITIAL-STAGE(FT) TIME-OF-PEAK(HRS) PEAK-STAGE-ELEV(FT) 144.25 7.83 148.40 PEAK STORAGE: 3680 CU-FT ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: C: \ODRAWING\210498\POST-25.RTE File.G\P.cad2010\210498\Caks\Crvil\210498 Route Calculations Falal.docx Pap 3 of 3 Printed.April 14,2011 VPkn 2-Year Storm Events Through StormTech® Detention System 4.5 �. ---- _— _-- --- �YY 2 - � 1 � .. F h �d. 3.5 .kY�}' ,a ai,,.. . - _ �u.k l Yr _ • - =2 CC 1.5 r.' 1 , .�f11111N�� ►auau 0.5 ..�,;•t _ ` �`�10.000U4�atagy+�r., .. ,. ���.� • • ••••••••••■ +r i 0 n1'S r,IIIIrT-T IIIIr 11Yrrrrlrl IIII1111I1111IIIII11I1 1111111111I111111111 1111,II1 IIIIIIIIIIIIIII111111111111I1i1III11111TIIIIII(1(1(It 0 �n) rO\ �� �'b K‘ O� CP q;\ �C) 'bib <\ QQ' �b fpi <P (b� �1 00 gib (pi 4�� n? '\'1 �� �b cO� �� "an' �1 OC) lib 0• p• t• "V `5' 04. �. co. go. A• 'b. c). ,\0. NO* NN' <1,• r\"3• Nbe i ij• ,\(0• Nro• pl• Ng• Ncb. if' (0. (1\* evil,. r,5• et‘. ��• rt• Time(hours) t 2-Year Pre-Dev Runoff --a-2-Year Post-Dev Runoff 2-Year Detained Runoff 3 10-Year Storm Events Through StormTech® Detention System I 11 4 3 Q IMP- � z pp (Lb ra1 hp p pp n3 A p b"5 pp pb p (00 ep <1 pp ,b"j 1 p "3 1 p rb t p ppNti rb• h CP Co Cb• t\p• t\N ,\rtr <h. N1*. Nb•p <1 j p‘(b() No,'\• ,pO• ,yp p ,1.p15,2 �,DO.p�pp Time(hours) r -+-10-Year Pre-Dev Runoff --.-10-Year Post-Dev Runoff 10-Year Detained Runoff 1" 25-Year Storm Events Through StormTech® Detention System 7 �• .-:, gP MO i. - 0 CC3 • 2 '" .- • .••4 p°p pi N. iv. ,�`•? �'•`1 ytP �0 ,��1 ,�+• �`?, <1/4 bhp' ,�����'c���ebt <k � �y0�6�,' 44�'. �"tk CP ' �0 Ott 4‘. 4i5�0 Time(hours) t 25-Year Pre-Dev Runoff —a—25-Year Post-Dev Runoff 25-Year Detained Runoff 00 I A I RIM 151.96 , Imo, 1�� • 12'IE OUT(5)147.50 FLOW C • .,..1 8'IE IN(E)148.50 `riiip BRASS / Z\o y9 ; i 24 IE OUT(N),45.45 II 24•IE OUT(W)145.35 /) ..- /J l;�, _ 14535 111/ � / + _ -!j��`.1li �/ „660 / ; � � Il STORMTE• /1/#1 ISOLATOR ROWS / , / III{- .. ! i / , .• ' /i //, _____ /47 iii ; 4.4ibq i� V ��• i 49f/ al?`• , , ,• ~G G--- i TOP OF CHAMBERS),OR RE-ALIGN �G AROUND CHAMBER BED iI ' 24 IE / .w/ 145.35 , I STMRIM 152.88 i', `4,1,, ..41' Y • 114.26 ,B•IEU (V�148.77 24'IE OUT(E)145.45 ..�,//. 2.6E / -,t.. • u:•. _ a., mow 116.,6 152., N �/ //12'IE IN(NE)14 -.,5 _ / 10'IE IN(NE)144 0 4FlC : J if / 1B'IE air(W)1 .10 5�.0,00� / / / 4'IE OIfT( 43.76 _SFMH1(;. 1 / ., RIM 152.52 4'IE IN(SE)143.75 _ e'IE OUT(vv)111.b0 / U': .. __._.gip _.._... !/ Ot1..e1 q / / // x / z 1 _ / RIM 151.73 r D 6 1E 149.73 ' S-0.0100 H 1� BYP / / e ttixl 1 ' ' .- : )/ ir IE 118.67 ` tr 146.60 / , / 0 / [„.Y 3 n 1111A-1.--.1 1 i r------ ....---- / Tw~ .'"''� RE$ET $ r65 /I/ OW WIRE j!_'_'_. 110.T! ./ /i i t /tr / ,.� ,MA4' / / /• . �✓� ;� + / 5 e 5� 0 /N i Lkif. .r - ,' / ,, ,)_ _ . Z:)' ////7 .._ 1 E / s SITE UTILITY PLAN y1�►.1,T S. \. 1PAbE 2'9 W 10 0 10 20 30 MC Ziok9g ..." I1_"...- ": :" 18111111M• i -,-)._.. .,...,t, i•! ::)FMH 1 SFMH 1 _ r ... " OUT WATERTIGHT SEAL BETWEEN WEIR EDGES /4 MANHOLE 104' ',; rr� . 18" OU i 10" IN 18" OUT ti t % 10" IN (14 jrcj / '''° 0 ,1/ Pw + 119' " ` ti r 12" IN 's (2) 2" x 2 �r/ 12" IN • ANGLE IRON STIFFENERS eJs N, --i. -i.cc PLAN VIEW OF STM z PLAN VIEW OF STM Z CONTROL MH 3 CONTROL MH 3 WEIR 4'-11" I WEIR SHALL BE 1" SOLID WALL WEIR OVERFLOW— \ \ ' OVEF HDPE. ANCHOR WEIR TO EL. 148.42* zoo GALV. 2" x 2" ANGLE IRON I 8" EVERY 12" MAXIMUM WITH O a STAINLESS STEEL HARDWARE 8" DIA. ORIFICE AT— N (BOTH SIDES). CREATE CENTERLINE EL. 146.75* 1'-6"X a WATER TIGHT SEAL ALONG ALL 'co EDGES AFTER INSTALLATION. • in 2" TYP. INSTALL TWO ANGLE IRON 8" DIA. ORIFICE AT— O STIFFENERS ON BACK OF WEIR CENTERLINE EL. 144.25* (4.-7"), CENTERED AND 1'-6" ANCHORED TO WEIR, WITH STAINLESS STEEL HARDWARE EL. 142.75 AT 7 POINTS. SEAL EDGES OF INSTALL WEIR WITH LOWER WEIR AT ALL POINTS WEIR DETAIL 8" ORIFICE ON THE SAME SIDE OF CONTACT WITH a OF MANHOLE AS 4. OUT MANHOLE WALLS (NORTH). 1 WATER QUANTITY CONTROL FACILITY DETAILS 3. ?AGE " O N 0 CA STORMWATER DETENTION CHAMBERS TO BE Water Quantity Control Facility Design Information Summary STORMTECH SC-740 (48 CHAMBERS, 4 ROWS). (See Stormwater Calculations for Tigard Distribution Center) Water Quantity discharge limited per CWS NO CHAMBER SUBSTITUTIONS. CONTRACTOR TO Allowable Actual Peak Water Peak CALL 888-892-2694 OR SEE: Pre- Post- Post-development Post-development Surface El. Storage http://www.stormtech.com FOR STORMTECH Event Precipitation Duration development development Release Rate Release Rate in Chambers in Chambers DESIGN MANUAL, NOTES, SPECIFICATIONS, AND (inches) (hours) Q (cfs) Q (cfs) Q (cfs) Q (cfs) (ft) (cf) 2-year 2.50 24 3.26 3.97 3.26 2.61 146.67 2,210 DETAIL DRAWINGS, AS NECESSARY. SOME 10-year 3.45 24 4.92 5.70 4.92 4.92 147.82 3,320 STORMTECH DETAIL DRAWINGS ARE INCLUDED 25-year 3.90 24 5.71 6.52 5.71 5.58 148.40 3,680 ON SHEET G6.0. CONTROL STRUCTURE ISOLATOR ROW CONNECTION DETAIL CONNECTION DETAIL AVEMENT DESIGN STM CONTROL MH 3 PER SITE PLAN 152.61 RIM ST 14 MH 2 �...w...o,...w�.,e, 151.95 RIM Pm ,-...--.+1 ';'�' 8" EMBEDMENT STONE PER Di FILL MATERIAL STORMTECH SPECIFICATIONS, _ _TYPICAL Ste. • SPECIFICATIONS ` EOTEXTILE r , a 7.11, FABRIC, TYP. s-' OVERFLOW EL 148.42• c 025-YR. EVENT PEAK 8" IE IN n n� �� y V10-YR. EVENT PEAK' c7 8" DIA. ORIFICE IN M€IR, I I NTERLINE EL. 146.75• ! �� 8 0 I •I V 2-1R. EVENT PEAK II i INLET 1 1 SLOPE BASE OF GRAVEL BED Rf .. 1 18" IE OUT 12" IE IN 12" STM I, /, , 1, / • 0.0040 MIN. TO WEST f , , j 45.35± 3/4"-0" MIN., -,"_!: ,:" ' 18" STM 10" STM I 2"-0" MAX. STONE 10 ,„sue ■ a " S-0.256 i 143.92.- . "11=1-1 BEDDING, TYPICAL .. ,. w , :• %FAO 30" - 1 OMPACT SUBGRADE PER GEOTECHNICAL ?` N i •4" IE OUT --- - 10" IE IN RECOMMENDATIONS, TYP. 24" IE T - - h'• - TO WQ MH �IIMMINISM 4 80 LF 10- PERFORATED 143.35± dpir 5" MIN., UNDERDRAIN, S=0.0058 24" MIN. 8" DIA. ORIFICE IN WEIR, 111 TYP• 48" I.D. FLAT TOP SUMP CENTERUNE EL. 144.25• 60" I.D. MPERMEABLE UNER SYSTEM. BIDDER DESIGN MANHOLE MANHOLE STRUCTURE PER STORMTECH "THERMOPLASTIC LINERS FOR p.p STRUCTURE CONCRETE MAY BE 42.65t DETENTION SYSTEMS," AND TECH SHEET j2 b.. -. .'. GEOTEXTILE T USED TO SEAL SUMP (9/9/04), ATTACHED TO STORMWATER Qti _,¢:$_.tip.. BOTTOM OF WEIR REPORT FOR TIGARD DISTRIBUTION CENTER. - LINER 11=11=U=It=11=� 41=1l--N-U=W GEOTEXTILE NSTALL BOOT AT ALL PIPE PENETRATIONS 7AiiiiiP THROUGH UNER. INSTALL SOLID WALL PIPE THROUGH BOOT TO MANHOLE TO PREVENT WATER MIGRATION INTO MANHOLE BACKFILL. m W Tigard Distribution Center Storm water Calculations for TDC Stormwater Analysis for Tigard Distribution Center Water Quality Treatment File:G:Wcad2010\210498\Calcs\Civil\210498 Stormwater Report.docx Printed:July 20,2011 PGG 32_tcl - C O N S U L T I N G E N G I N E E R S 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 Job Name: TDC EXPANSION F 503.248.9263 Job No.: 210498 E vlmk @vlmk.com W www.vlmk.com Date: 27-Jul-11 v1.01 - Software Copyright 2009 VLMK Consulting Engineers. All Rights Reserved. Water Quality Calculations Based on the CWS June 2007 Design and Construction Standards Treat Using Contech StormFilter 60" Manhole Unit: Each 18" Tall Cartridge Treats 15 gpm (0.033 cfs) SF MH 1 54,148 sf of Impervious Surface Area* Water Quality Volume (Vwq): Vwq = Impervious Area • 0.36" Vwq = 54,148 sf • 0.36 in • 1/12 ft/in Vwq = 1,624 cf Water Quality Flowrate (Qwq): Qwq = Vwq /Time Time = 4 hours Qwq = 0.113 cfs < 0.133 cfs Use 4-Cartridge StormFilter Manhole Unit Water Quality Requirements Met * Water quality area = new developed impervious areas (former pervious area converted to impervious area) 210498 Water Quality Calculations.xlsx PAGE 33 STORMFILTER DESIGN NOTES STORMFILTER TREATMENTCAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. THE STANDARD MANHOLE STYLE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGES(4). VOLUME SYSTEM IS ALSO AVAILABLE WITH MAXIMUM 4 CARTRIDGES. 06O"MANHOLE STORMFILTER PEAK HYDRAULIC CAPACITY IS 1.0 CFS. IF THE SITE CONDITIONS EXCEED 1.0 CFS AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. mot OUTLET CARTRIDGE SELECTION A SUMP CARTRIDGE HEIGHT 27" 18" LOW DROP t ;('rZ:1- ,:____.,_,,. RECOMMENDED HYDRAULIC DROP(1-I) 3.05' 2.3' 1.8' 1 SPECIFIC FLOW RATE(gpm/sf) 2 gpm/ft= 1 gprtUft' 2 gpm/ft' 1 gpm/ft' 2 gpm/fN 1 gpm/ft' PLOW �E •1l ���, OUTLETA CARTRIDGE FLOW RATE(gpm) 22.5 11.25 15 7.5 10 5 I INLET -``°:: 5 re:lira:mi.-�4 1►,I,_• "ID.MANHOLE ¶ If , STRUCTURE SITE SPECIFIC TOP SLAB ACCESS (7T)O.D. DATA REQUIREMENTS SEE FRAME AND STRUCTURE ID SFMH 1 COVER DETAIL .a, WATER QUALITY FLOW RATE(cfs) 0.113 o PEAK FLOW RATE(cfs) .53 ' ,•�• o #OF CARTRIDGES REQUIRED FLOW(yrs) 25 CARTRIDGE FLOW RATE 15 gpm ••ms" �r"s:AM`\\ MEDIA TYPE(CSF,PERLITE,ZPG,GAC,PHS) PERLITE ---' WAIER \ PLAN VIEW S0 PIPE DATA I.E. MATERIAL DIAMETER STANDARD OUTLET RISER o .♦� • W INLET PIPE#1 143.75 PVC 4" FLOKIT:41A � INLET PIPE#2 N/A N/A N/A -4�� at ' OUTLET PIPE 141.50 PER SPECS 6" RIM ELEVATION I 152.52 CONTRACTOR TO GROUT TO I ANTI-FLOTATION BALLAST WIDTH HEIGHT FINISHED GRADE FRAME AND COVER N/A N/A GRADE (DIAMETER VARIES) NOTES/SPECIAL REQUIREMENTS:—NI RING/RISERS - N.T.S. •PER ENGINEER OF RECORD 1 I I I '1.'.."...*, ,. • ) ' FLOATABLES ,, BAFFLE I STORMFILTER • GENERAL NOTES ' • CARTRIDGE 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. --' 2. DIMENSIONS MARKED WITH()ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. f 1 = 3. FOR SITE SPECIFIC DRAWINGS WITH DETAILED VAULT DIMENSIONS AND WEIGHTS,PLEASE CONTACT YOUR CONTECH CONSTRUCTION r 5 PRODUCTS REPRESENTATIVE. www.contech-cpi.com a )— --LL_ j w a 4. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. i z ° 5. STRUCTURE SHALL MEET AASHTO HS20 AND CASTINGS SHALL MEET AASHTO M306 LOAD RATING,ASSUMING GROUNDWATER ELEVATION AT,CI o? OR BELOW,THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION o INLET PIPE ri+ 6. FILTER CARTRIDGES SHALL BE MEDIA-FILLED,PASSIVE,SIPHON ACTUATED,RADIAL FLOW,AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 7-INCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 39 SECONDS. o go 7. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY(gpm)DIVIDED BY THE FILTER CONTACT SURFACE AREA(sq ft). 3 ) Q r f INSTALLATION NOTES 0 1. ANY SUB-BASE,BACKFILL DEPTH,AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE 0 SPECIFIED BY ENGINEER OF RECORD. 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER STRUCTURE a (LIFTING CLUTCHES PROVIDED). 3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. FLOW KIT HDPE OUTLET RISER 4. CONTRACTOR TO PROVIDE,INSTALL,AND GROUT INLET PIPE(S). z OUTLET SUMP 5. CONTRACTOR TO PROVIDE AND INSTALL CONNECTOR TO THE OUTLET RISER STUB. STORMFILTER EQUIPPED WITH A DUAL DIAMETER HDPE OUTLET STUB AND SAND COLLAR. IF OUTLET PIPE IS LARGER THAN 8 INCHES,CONTRACTOR TO REMOVE THE 8 INCH OUTLET STUB AT MOLDED IN CUT LINE. COUPLING BY FERNCO OR EQUAL AND PROVIDED BY CONTRACTOR s SECTION A-A 6. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF. 2 .S A.41LIITCAMJ16 F, 55%Ail ii r�A 60" MANHOLE CONSTRUCTION PRODUCTS INC. MFS FILTER www.contechcpl.com $ 9025 Centre Pointe Dr,Suite 400, West Chester,OH 45069 STANDARD DETAIL ?AGE 3Lk 0 800-338-1122 513-645-7000 513-645-7993 FAX Tigard Distribution Center Storm water Calculations for TDC Stormwater Analysis for Tigard Distribution Center Stormwater Conveyance Pre:G:\Auly 20,2011 498\Calcs\Civil\210498 Stormwater Report.doo 3s Printed:]uly 20,2011 E TDC EXPANSION 210498 A s 4.2616: R ' t701 / L�8 .13`► ' 'W C ' 13.1/ j,.' „ "3114 0 �,y„mss "0 ) / DOSING BUILDING i 0 00 0 0 /4'‘_ X •• i/- / /i,� I - •_- �� '/ /-////p/J -_ - - /i / - /iii/�r ����'- — — � - — f /// / / /,�// — (cI`L n r` 0 ... / ,., , ,„/„., I V 1 � / 1 _,..i... ;A / ■ / f I I I I ,, .: �/ ��, /� / 1 VIV f t + t �. - t t t t t t- - - t _ t-_ \ ��B , .„i.e.:,--_, .;--, i Vlli ' '''' I, :,_,,,, ,, , ... ,VII n. . , , , , x. __, :. 1 I I _ 3 �0.1�0 loFL e t rsi.,, I III a ,...., 1 i, Q r I I;I' : �� I -t- -C r: ?-- � , fin e.I 1 , \ ( /I�i 1, �;;,;. .. 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S"'r "• i� y ss �— -- – 4� �� S082 y 1106.33 – – ',o / i �I; �s vM SS Ira 1�'�'<s�:�'i'i l/' rt 'IV,”5904,S3.6 / �1 W1 N ;iliiL 0-„ ,�., RMI � \ eMA 5j�11S I , Ida / _� I DOS1ING BUILDING —X / / I UTILITY PLAN r - 80' \iv PAGE 36 60 0 60 120 180 M K E N C N N G I 5 U N L E T E R I NR G S I 503.246.9263 503.222.4453 Designed by: RJL Job Name: TDC NT I • vlmk 0 vlmk.cam Updated by: Job No.: 210498 3933 SW Kelly Avenue,Portland Oregon 97239-4393 vvww.vlmk.com vl Al-Software Copyright 2009 VLMK Consulting Engineers. Alt Rights Reserved. Date: 20-Jul-11 Storm Sewer Design Form Design Section RUNOFF CALCULATIONS Pipe Design Structure Total Total Pervious Pervious Impervious Impervious Cumulative Cumulative Time of Runoff Slope Diameter Max Velocity Percent to Area Cumulative Area Area Area Area Pervious Impervious Conc. Structure Flow Full Area CN CN Area Area Tc O S d Qtilal V acres _ acres acres _ acres acres acres minutes cfs ft/ft inches cfs fps CB10 TO CB12/DS1/DS2/CB1 0.342 0.342 0.092 80 0.251 98 0.092 0.251 5.00 0.30 2.00 6 1.11 4.56 36 9 CB12/DS1/DS2/CB1 TO CB2/DS3 0.896 1.239 0.078 80 0.819 98 0.169 1.070 5.00 1.18 0.93 10 2.95 4.85 45.8 CB2/DS3 TO CB5 0.241 1.480 0.000 80 0.241 98 0.169 1.311 5.00 1.42 0.35 10 1.81 3.46 70.4 CB5 TO CB3/DS4/DS5/DS6/DS7 0.377 1.856 0.023 80 0.354 98 0.192 1.664 5,00 1.79 0.35 10 1.81 3.48 89.3 CB3/DS4/DS5/DS6/DS7 TO CB6 0.734 2.590 0.011 80 0.722 98 0.203 2.386 5.00 2.54 0.35 15 5.34 4.07 50.7 CB6 TO CB4/DS8/DS9/DS10/DS11/DS12 0.316 2.906 0.046 80 0.270 98 0.249 2.657 5.00 2.84 0.35 15 5.34 4.18 54.2 CB4/DS8/059/DS10/DS11/DS12 TO CB7/0S13 0.567 3.473 0.013 80 0.553 98 0.263 3.210 5.00 3.41 0.35 15 5.34 4.36 60.9 C87/DS13 TO CBS 0.619 4.092 0.037 80 0.582 98 0.300 3.791 5.00 4.02 0.35 15 5.34 4.51 68.2 CB8 TO D514/DS15/DS16/DS17/DS18 0.365 4.457 0.018 80 0.347 98 0.318 4.139 5.00 4.39 0.35 18 8.69 4.67 52.5 DS14/DS15/DS16/DS17/DS18 TO CB9 0.793 5.250 0.000 80 0.793 98 0.318 4.932 5.00 5.20 0.35 18 8.69 4.86 58.4 CB9 TO DS19 0.211 5.461 0.034 80 0.177 98 0.352 5.109 5.00 5.39 0.35 18 8.69 4.89 59.7 DS19 TO CB13 0.128 5.589 0.000 80 0.128 98 0.352 5.237 5.00 5.52 0.35 18 8.69 4.92 60.7 CB13 TO DTM MH 1 0.083 5.672 0.004 80 0.079 98 0.356 5.316 5.00 5.61 0.35 18 8.69 4.94 61.3 CB 11 TO STM MH 2 0.606 0.606 0.146 80 0.460 �98 0.146 ' 0.460 5.00 ' 0.54 5.28 6 ' 1.80 7 62 ' 39.0 WATER QUALITY-STM MH 3 TO SFMH 1 0 000 0,000 80 98 , . 5.00 0.113 1 00 4 0.27 2.77 47.4 DESIGN EVENT: 25-YR., 24-HR., 3.90" MANNINGS COEFFICIENT, n: 0.010 -,, 210498 Conveyance Calculations.xlsx Tigard Distribution Center Storm water Calculations for TDC APPENDIX File:G:\Acad2010\210498\Calcs\Civil\210498 Stormwater Report.doot Printed: July 20,2011 Tigard Distribution Center Storm water Calculations for TDC Appendix A•• Soil Survey and Hydrologic Classification File:G:\Acad2010\210498\Calcs\Civil\210498 Stormwater Report.docx Printed: July 20,2011 TDC EXPANSION Hydrologic Soil Group—Washington County,Oregon 210498 (TDC Expansion) N I n I 518800 518840 518880 518920 518960 519000 519010 45'25 50' 45'25'50' :. ti4 f -0, I 5 �. 1 • f )� ,�. r '+ 1 :_ I _ , i . ,110 ••. '--.-., k I t #■ •§ p "et Ra L,'.' .P�,' E, b ° o n a ' § •, I i IL'' w .- 1r 111 •° nor '�+. ?i'% 0 orb' •,rF _ f u2 : ,. t 1 Ilipt- 4.... ifir. 5 -_tip . ' S A 45'25 38. . S� .. 45'25'38' 518800 518840 518880 518920 518960 519000 519040 -'N' Map scale:1:1,730 it prhted on Asize(8.5'x 11')sheet. f Meters f - A 0 15 30 60 90 N 0 50 100 200 300 Feet USDA Natural Resources Web Soil Survey 4/12/2011 e Conservation Service National Cooperative Soil Survey Page 1 of 4 !l Hydrologic Soil Group—Washington County, Oregon TDC Expansion TDC EXPANSION 210498 Hydrologic Soil Group Hydrologic Soil Group—Summary by Map Unit—Washington County,Oregon Map unit symbol Map unit name Rating Acres in AO1 Percent of AOI .! 22 Huber ly silt loam D 2.8 40.8% 42 i Verboort silty clay loam D 4.1 59.2% Totals for Area of Interest 6.9 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D)and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep,well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified I m-A Natural Resources Web Soil Survey 4/12/2011 mot= Conservation Service National Cooperative Soil Survey Page 3 of 4 A2 Tigard Distribution Center Storm water Calculations for TDC Appendix B .• TR-55 Curve Number Table File: G:Wcad2010\210498\Calcs\Civil\210498 Stormwater Report.docx Printed: July 20,2011 TDC EXPANSION 210498 Chapter 2 4Estimating Runoff Technical Release 55 1 Urban Hydrology for Small Watersheds Table 2-2a Runoff curve numbers for urban areas U Curve numbers for Cover description hydrologic soil group Average percent Cover type and hydrologic condition impervious area Z A B C D Fully developed urban areas (vegetation established) Open space(lawns,parks,golf courses,cemeteries,etc.)W: Poor condition(grass cover<50%) 68 79 86 89 Fair condition(grass cover 50%to 75%) 49 69 79 Good condition(grass cover>75%) 39 61 74 80 Impervious areas: Paved parking lots,roofs,driveways,etc. (excluding right-of-way) 98 98 98 98 Streets and roads: Paved;curbs and storm sewers(excluding right-of-way) 98 98 98 98 Paved;open ditches(including right-of-way) 83 89 92 93 Gravel(including right-of-way) 76 85 89 91 Dirt(including right-of-way) 72 82 87 89 Western desert urban areas: Natural desert landscaping(pervious areas only)- 63 77 85 88 Artificial desert landscaping(impervious weed barrier, desert shrub with 1-to 2-inch sand or gravel mulch and basin borders) 96 96 96 96 Urban districts: Commercial and business 85 89 92 94 95 Industrial 72 81 88 91 93 Residential districts by average lot size: 1/8 acre or less(town houses) 65 77 85 90 92 1/4 acre 38 61 75 83 87 1/3 acre 30 57 72 81 86 1/2 acre 25 54 70 80 85 1 acre 20 51 68 79 84 2 acres 12 46 65 77 82 Developing urban areas Newly graded areas (pervious areas only, no vegetation)5/ 77 86 91 94 Idle lands(CN's are determined using cover types similar to those in table 2-2c). 1 Average runoff condition,and la=0.2S. 2 The average percent impervious area shown was used to develop the composite CN's.Other assumptions are as follows:impervious areas are directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in good hydrologic condition.CN's for other combinations of conditions may be computed using figure 2-3 or 2-4. 3 CN's shown are equivalent to those of pasture.Composite CN's may be computed for other combinations of open space cover type. 4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage (CN=98)and the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition. 5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4 based on the degree of development(impervious area percentage)and the CN's for the newly graded pervious areas. B1 (210-VI-TR-55,Second Ed.,June 1986) 2-5 Tigard Distribution Center Storm water Calculations for TDC Appendix C.• Design Storm Events File: G:\Acad2010\210498\Calcs\Civil\210498 Stormwater Report.door Printed: July 20,2011 TDC EXPANSION 210498 24-HOUR RAINFALL DEPTHS RECURRENCE TOTAL INTERVAL PRECIPITATION (YEARS) DEPTH (INCHES) 2 2.50 5 3. 10 10 3.45 25 3.90 50 4.20 100 4.50 C1 24-HOUR RAINFALL DEPTHS C1eanWate� Services DRAWING NO. 1280 REVISED 12-06 Our commitment is clear. Tigard Distribution Center Storm water Calculations for TDC Appendix D•• SBUH Conveyance Calculations File: G:\Acad2010\210498\Calcs\Civil\210498 Stormwater Report.docx Printed:July 20,2011 VLMKCONSULTING 503.222.4453 E N G I N E E R S 503.248.9263 vlmk @vlmk.com 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 www.vlmk.com Tigard Distribution Center SBUH Conveyance Calculations KING COUNTY DEPARTMENT OF PUBLIC WORKS Surface Water Management Division HYDROGRAPH PROGRAMS Version 4.21B 1 - INFO ON THIS PROGRAM 2 - SBUHYD 3 - MODIFIED SBUHYD 4 - ROUTE 5 - ROUTE2 6 - ADDHYD 7 - BASEFLOW 8 - PLOTHYD 9 - DATA 10 - RDFAC 11 - RETURN TO DOS ENTER OPTION: 2 SBUH/SCS METHOD FOR COMPUTING RUNOFF HYDROGRAPH STORM OPTIONS: 1 - S.C.S. TYPE-1A 2 - 7-DAY DESIGN STORM 3 - STORM DATA FILE S.C.S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP(INCHES) 25,24,4.00 CB10 TO CB12/DS1/DS2/CB1 ******************** S.C.S. TYPE-1A DISTRIBUTION ******************** ********* 25-YEAR 24-HOUR STORM **** 4.00" TOTAL PRECIP. ********* ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0.092,80,0.251 ,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .3 . 1 80.0 .3 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) .30 7.67 3993 'Structural Engineering•Civil Engineering•Industrial Engineering•Planning•Studies/Evaluations•Entitlement File G\Acad2010\210498\Caks\Crv4210498 Conveyance Calculations.doca Pap 1 of 5 Printed July 20,2011 1` Tigard Distribution Center SBUH Conveyance Calculations CB12/DS1/DS2/CB1 TO CB2/DS3 ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0. 169,80, 1 .070,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 .2 .2 80.0 1 . 1 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1 . 18 7.67 15438 CB2/DS3 TO CB5 ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0. 169,80, 1 .311 ,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 .5 .2 80.0 1 .3 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1 .42 7.67 18645 CB5 TO CB3/DS4/DS5/DS6/DS7 ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0. 192,80, 1 .664,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 .9 .2 80.0 1 .7 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1 .79 7.67 23505 CB3/DS4/DS5/DS6/DS7 TO CB6 ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0.203,80,2.386,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 2.6 .2 80.0 2.4 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 2.54 7.67 33190 File G\Acad2010\210498\Calcs\Civil\210498 Conveyance Calculations dock Page 2 of 5 Printed July 20,2011 Tigard Distribution Center SBUH Conveyance Calculations CB6 TO CB4/DS8/DS9/DS10/DS11/DS12 ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0.249,80,2.657,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 2.9 .2 80.0 2.7 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 2.84 7.67 37122 CB4/DS8/DS9/DS10/DS11/DS12 TO CB7/DS13 ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0.263,80,3.210,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 3.5 .3 80.0 3.2 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 3.41 7.67 44580 CB7/DS13 TO CB8 ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0.300,80,3.791 ,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 4. 1 .3 80.0 3.8 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 4.02 7.67 52573 CB8 TO DS14/DS15/DS16/DS17/DS18 ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0.318,80,4. 139,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 4.5 .3 80.0 4. 1 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 4.39 7.67 57332 File G\Acad2010\210498\Celts\God\210498 Conveyance Calculations.doca Page 3 of 5 Printed.July 20,2011 T 3 Tigard Distribution Center SBUH Conveyance Calculations DS14/DS15/DS16/DS17/DS18 TO CB9 ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0.318,80,4.932,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 5.3 .3 80.0 4.9 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 5.20 7.67 67883 CB9 TO DS19 ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0.352,80,5.109,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 5.5 .4 80.0 5. 1 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 5.39 7.67 70479 DS19 TO CB13 ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0.352,80,5.237,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 5.6 .4 80.0 5.2 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 5.52 7.67 72183 CB13 TO DTM MH 1 ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0.356,80,5.316,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 5.7 .4 80.0 5.3 98.0 5.0 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 5.61 7.67 73262 File G V1cad2010\210498\Caks\CNA210498 Conveyance Calculations.docx Page 4 of 5 Printed July 20,2011 Tigard Distribution Center 58UH Conveyance Calculations CB 11 TO STM MH 2 ENTER: A(PERV) , CN(PERV) , A(IMPERV) , CN(IMPERV) , TC 0. 146,80,0.460,98,5.0 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .6 . 1 80.0 .5 98.0 5.0 PEAK-O(CFS) T-PEAK(HRS) VOL(CU-FT) .54 7.67 7158 Ede G\Acad2010\210498\Calcs\Cnil\210498 Conveyance Calculations docx Page 5 of S Printed.July 20,2011 D Tigard Distribution Center Storm water Calculations for TDC ATTACHMENTS File: G:\Acad2010\210498\Calcs\Civil\210498 Stormwater Report.docx Printed:July 27,2011 taiiiii, StormTech® Detention•Retention•Recharge Subsurface Stormwater Managements" tf '40 R1te1 M 1 " -a.., , x i f ! L 9 r N ,.t . • • 1 I.• r , . f w+ir. IIINIIr - 1 .. ,a`a.a _. ... ; , 4 %44.;Orr. i4 J.if.dlM. . •. *-.:4*/e 4'74:/.!' '-r.i - y , t 91 _ ."'e JA =S Ill f;411111,11.g._ . r ■-.106-' .. .y 1 ', Y" y' Ya 1 Thermoplastic Liners for Detention Systems StormTech' Chamber Systems for Stormwater Management StormTech Versatility StormTech chambers offer the versatility to be designed as 1) retention systems, 2) open bottom detention or 3) lined detention systems. Although the vast majority of StormTech systems are unlined detention systems, by incorporating a thermoplastic liner, StormTech chambers can be effectively used for separation applications. MAXIMIZE INFILTRATION AREA WITH STORMTECH RETENTION SYSTEMS • Entire storage volume infiltrates - There is no outlet pipe • Very effective "BMP" (Best Management Practice) for ground water recharge ADD A DESIGN SAFETY FACTOR WITH STORMTECH OPEN BOTTOM DETENTION SYSTEMS • Primary discharge is conveyed to an outlet control structure • Infiltration may be minimal or a significant part of the design objective • Enables retention - detention combination where water quality volume can be infiltrated and peak flows can be attenuated by detention CONTROL DISCHARGES WITH STORMTECH LINED DETENTION SYSTEMS • Entire storage volume is , Liner com osi contained by a continu- .. P to —I /includes ous liner limiting infiltration ;y'�.,•;•;.; •.;:;; ;;;•t r';=y !';r;,,;y-It:•;,y;;y';.Ti non-woven and soil saturation _I I • � Ai'. . � �'.i ��l4NViN'O reinforcements ; �.'-'4:- ' \`�/ \� ?•�=.,��=� V'/ ���'!ity!!i�.���j��'•'•:�y'ie and flexible • Effective BMP for peak -fife-i H •r;_:;��r/' ti`i='/ �.I fit;. .`=," P ,.�.•.,, •...�I � �•,;�/ \�:�•'i� 4 membrane flow attenuation when vem„ rev 1 I I :?• 4 v +:'.ai :' / =?. •:4 i y �t4.5 To outlet special site conditions =. r control limit storm water infiltration 11_I I I1 1 1=1 11=1 1 1—I 1 1=1 I 1_111_111_1 Benefits of Lined Detention Systems MI Offers all the advantages of a closed • system while utilizing the full storage capacity , of the excavation, • - System integrity is based on a continuous , ~�, � `; thermoplastic membrane. • Can be used to reduce separation distance • to groundwater when combined with an under- drain T "11R system. c• "' 11 Protects ground water quality from sources of higher pollutant load. 11 The combined volume of the chambers and .'.rid i4' - sto n e voids results in a cost corn p e titi v e detention Flexibility enables the liner to conform to irregularities in the system. excavation and resist puncture. 2 C ad StormTech at 888.892.2694 or visit our website at www.stormtech.com for technical and product information. Design of Lined Detention Systems Storm Tech. 1he key components of a fined chamber system design are 1) membrane integrity and 21 control of maxim utm water surface elevation. . MEMBRANE INTEGRITY r- . Membrane integrity is achieved by: 1) selecting an _ - "'" t � __ - appropriate liner material and seaming techniques; 2) by providing protection against puncture; and fig . -_. '- 3) limiting buoyant forces. , t .l r Several membrane materials are suitable for r buried liners. The most cost effective liner materi- als are polyvinyl chloride (PVC) and linear low den- ` K *( sity polyethylene (LLDPE). Both offer the chemical :; stability to resist contaminants normally found in The membrane liner does not cover the top of the system. Only a storm water and offer the flexibility to resist pun c- separation fabric is placed over the top, creating an open-top sub- turing when properly installed. The minimum rec- surface pond. om mended thickness for both materials is 30 mil. Puncture protection is provided by installing a For applications where aggressive contaminants non-woven fabric reinforcement on each side of are expected, contact a membrane supplier for the membrane. An 8-ounce fabric (ADS 801 or material selection advice. equal) should be used for both sides of a PVC Membranes are prefabricated to eliminate or mini- membrane. The reinforcement thickness should mize the need for field seaming. However, for be increased to 12-ounce (ADS 1201 or equal) for applications larger than 20,000 sq ft for PVC and the stone/chamber side of LLDPE membranes. A 26,000 sq ft for LLDPE, field seaming may be sand cushion may be substituted for the soil side required. PVC seams can be easily solvent reinforcement where cost effective. StormTech cemented in the field. LLDPE however, cannot be recommends against installing lined systems in solvent welded and requires either thermal weld- buoyant applications. Where there is a potential ing by a specialty crew or taping. Taped seams for buoyant forces, underdrains to relieve buoyant are completed in the field using 4-inch wide single pressure and an increased stone thickness under sided moldable sealant equal to "Titus M50-RW." the chamber must be incorporated into the design. Pipe "boots" are CONTROL OF MAXIMUM WATER SURFACE ELEVATION used to seal The thermoplastic membrane for StormTech cham- pipe penetrations . ber systems normally does not cover the top of the through the liner. bed. An outlet control structure or upstream high Boots can either flow bypass is designed such that the maximum be prefabricated {, water surface elevation in the bed is below the top or field fabricated. 1 I I'I '�'1I'' - of the liner. This is a typical design approach for The boot is then � ' , '' detention basins and easily accomplished with a solvent cemented, high flow weir. The crest elevation of the weir heat welded or should be setto pass the peak flow without allow- taped to the liner. ing the water surface elevation to reach the top of A pipe clamp is the liner. In designing a high flow bypass system normally used for lined detention systems, the design engineer to seal the boot should consider adding a freeboard allowance to around the pipe. the height of the liner. Call StormTech at 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 3 Step by Step Installation of Lined Detention Systems 11lLijll...."i"Illrilli"Ill NOTE: Contact the specific liner supplier for more------ t detailed installation recommendations ' 0 Prepare the excavation by removing loose wo rocks and protrusions. • ® Roll or compact to knock down any remaining _=„y- t minor protrusions. • li, 1 Lay non-woven reinforcement fabric in the 4F bottom of excavation and up the sidewalk. r 3 Anchor the fabric at the top of the sidewall to prevent it from falling back into the excavation. Lay the prefabricated membrane liner over Ra the reinforcement fabric and anchor it at the top -..., of the sidewall. Non-woven fabric is placed over the membrane before placing angular bedding stone. Lay non-woven reinforcement fabric over mem- brane, also anchoring it atthe top of the sidewall. 1ilwormill Place bedding stone over the reinforcement , - fabric to the required depth based on geotechni- ... is ' .-% cal, buoyancy and storage volume requirements and compact. See the latest edition of the StormTech r► ,.. Design Manual. 'I :: .. i:' ' Determine locations for pipe penetrations. Seal 1 x,„,,, ,, pipe boots to liner and clamp pipe boots to pipe. E trv* # ” - _- ' - :- Install chambers and aggregate back fill in " ter:.• = � , :- accordance with latest edition of the StormTech . '°- _ 1 •. ,k: - , Installation Instructions. t NOTE:In most cases, liners can he easily installed by the r _ ' r� i .*. site contractor. A specialty liner installer can be used if ' ».•- '.""`�' '}'�•.•- irk '° desired. Contact Storm Tech for a list of liner suppliers Angular stone backfill is placed around chambers. and installers. Please refer to the StormTech Design Manual for a complete explanation of the StormTech Standard Limited Warranty. e StormTech® Detention•Retention•Recharge Subsurface Stormwater Management-' 20 Beaver Road,Suite 104 Wethersfield Connecticut 06109 860.529 8188 888.892 2694 fax 866.328.8401 www.stormtech.corn StormTech products are covered by one or more of the following patents: U.S. Patents 5.401,459;5,511,903;5,116,163;5,588,778:5,839,844; Canadian Patents:2,158,418 Other U.S.and Foreign Patents Pending Printed in U.S.A. a Copyright. All rights reserved.StormTech LLC,2004 S140404-0 _ivt,.,,..,‘._, Tech Sheet . . {$�+; I ,, • • ; r * . s1 StormTech• LNfl i, 1 ..k ..• ' . ' + - . ' ° ± ` 1 Subsurface Stormwater Management Thermoplastic Liners for Detention Systems Tech Sheet# 2 Rev. 1/16/06 General: StormTech chambers offer the distinct advantage and versatility that allow them to be designed as an open bottom detention or retention system. In fact the vast majority of StormTech installations and designs are open bottom detention systems. Using an open bottom system enables treatment of the storm water through the underlying soils and provides a volume safety factor based on the infiltrative capacity of the underlying soils. In some applications, however, open bottom detention systems may not be allowed. This memo provides guidance for the design and installation of thermoplastic liners for detention systems using StormTech chambers. The major points of the memo are: • Infiltration of stormwater is generally a desirable stormwater management practice, often required by regulations. Lined systems should only be specified where unique site conditions preclude significant infiltration. • Thermoplastic liners provide cost effective and viable means to contain stormwater in StormTech subsurface systems where infiltration is undesirable. • PVC and LLDPE are the most cost effective, installed membrane materials. • Enhanced puncture resistance from angular aggregate on the water side and from protrusions on the soil side can be achieved by placing a non-woven geotextile reinforcement on each side of the geomembrane. A sand underlayment in lieu of the geotextile reinforcement on the soil side may be considered when cost effective. • StormTech does not design, fabricate, sell or install thermoplastic liners. StormTech recommends consulting with liner professionals for final design and installation advice. Membrane Materials: Polyvinyl chloride (PVC) is an effective liner material for StormTech systems. PVC offers good chemical resistance to contaminant concentrations typical of highway runoff and to chlorides from road salting applications. Non-reinforced 30 mil PVC liners are recommended for StormTech systems. PVC is flexible. It can be folded without damage and is typically prefabricated and shipped to the jobsite. Panels as large as 20,000 sqft can be prefabricated into a 4000 lb panel (30 mil is 0.195 lbs/sqft, SG = 1.2). PVC has the versatility to be field solvent welded, taped or field heat welded. A very significant advantage of PVC is that an excavation contractor can install a PVC liner without specialty crews. Solvent welding of seams, patches and pipe boots can all be done by the excavation contractor making PVC the lowest cost liner alternative. The PVC compound includes fillers and plasticizers to reduce cost and UV inhibitors to extend the service life under exposure to sunlight. Under prolonged sunlight exposures such as in a permanent surface pool, these additives can leach into the pool and reach concentrations I Page 2 of 6 Tech Sheet#2 Rev. 1/16/06 harmful to aquatic life. PVC compounds referred to as "fish safe" are sometimes used for surface pond liners and may be considered for StormTech liners. However, since StormTech systems are subsurface, there is no opportunity for UV attack by sunlight. Also since stormwater is detained for short durations, typically 48 hours or less, there is little opportunity for accumulation of leachates. Therefore PVC is an excellent membrane material for thermoplastic liner detention systems. Recommended Configuration: 30 mil PVC with 8 ounce non-woven reinforcement fabric underlayment and overlayment, open top with high flow bypass. Recommended Restriction: Do not use for fuel spill containment. Linear low density polyethylene (LLDPE) is a very inert material that offers excellent chemical resistance and is "fish safe". LLDPE is an effective liner system for StormTech systems, particularly for small projects where the entire liner can be prefabricated in one piece or when using taped seams. LLDPE is flexible up to 30 mil but thicknesses greater than 30 mil should not be folded without potential damage. 30 mil LLDPE is recommended. Extra care should be taken to protect against puncture. A minimum 8-ounce non-woven fabric reinforcement underlayment and 12-ounce overlayment should be specified. The underlayment reinforcement should be increased to 12-ounce where water tightness is essential and increased puncture risk exists. Panels as large as 27,000 sqft can be prefabricated into a 4000 lb roll (30 mil is 0.15 lbs/sqft). LLDPE has a specific gravity less than 1.0. LLDPE seams can be taped or field heat welded. Installation costs may increase if field seaming by a specialty contractor is required. Recommended Configuration: 30 mil LLDPE with 8 ounce non-woven reinforcement fabric underlayment and 12-ounce overlayment, open top with high flow bypass. Recommended Restriction: Do not use for fuel spill containment. Reinforced Polypropylene (RPP), EPDM and XR-5 are excellent materials for lining systems due to their flexibility, durability and excellent chemical and UV resistance. Although excellent lining materials, they generally exceed the engineering requirements for typical applications and are higher in cost than PVC or LLDPE. For fuel and oil concentrations normally found in storm water from parking and roadways, PVC, LLDPE and PP are suitable. However, if containment of aggressive contaminants, fuels or fuel spills are anticipated, a liner professional should be consulted. XR-5 in thicknesses of 30 mil or more, with welded seams may be suitable. Polyethylene (PE) materials are generally inert, offer excellent chemical resistance and are "fish safe". Although medium density polyethylene (MDPE) liners are widely used for sanitary landfills and fish ponds, they are generally much higher in total cost and are not likely to be cost effective lining materials. High density polyethylene (HDPE) is not flexible enough to resist puncture and conform to the excavation. Cost aside, MDPE is an acceptable liner material for StormTech systems but should be limited to subgrades that are well prepared, without protrusions and must be field seamed. Page 3 of 6 Tech Sheet #2 Rev. 1/16/06 Reinforcement Materials: 6-ounce ADS 0601 or equal (M288 Class 2 Std StormTech separation fabric) over the top of stone 8-ounce ADS 0801 or equal for use as reinforcement for PVC, RPP and LLDPE 12-ounce ADS1201 or equal for use as reinforcement for LLDPE and other PE membranes Seaming Options: 1. Prefabricated vs. Field Prefabricated seams are preferable to field seams for all liner materials whenever possible. 2. Solvent Welded PVC only, low cost 3. Heat Welded Costly, require trained seamer, for all liner materials 4. Taped Cost effective, M50-RC Gray distributed by Titus Industrial Group recommended, single sided, 4" width, for all liner materials. No water tightness data is available. 5. Overlapped Not water tight, no leakage rates available, suggest 4 ft overlap for all materials. Pipe "boots" are used to seal pipe penetrations through the liner. Boots can either be prefabricated by the liner fabricator or field fabricated by the contractor. The boot is then solvent cemented, heat welded or taped to the liner. A pipe clamp is normally used to seal the boot around the pipe. Seaming and sealing pipe boots at low temperatures (32° F minimum) requires preheating of the material. Design: General The design of a lined system must be performed by the consulting engineer and, at minimum, requires knowledge of design storage, peak flow rates and maximum seasonal high groundwater elevation. This information is used to design the peak flow control structure, maximum liner height and groundwater control (if necessary). High Flow Bypass A high flow control is an important component for any lined system. The high flow control is designed to pass the peak flow while ensuring that the liner is not overtopped. The control structure can be an upstream high flow bypass or a downstream overflow structure. In both cases, a high flow weir, very similar to the high flow control in a pond outlet control structure, is normally used. The high flow weir should be sized such that the water surface elevation based on the maximum head on the weir is less than the top of the liner. Additional freeboard should be provided. In a typical upstream bypass design, the calculated depth of flow over the weir (H) is subtracted from the maximum water surface elevation in the chamber system to establish the weir crest elevation. The storage in the chamber system associated with the weir crest elevation may be a design constraint. The designer may choose to increase the weir length and therefore decrease the flow depth to establish a higher weir crest. I ■ Page 4 of 6 Tech Sheet#2 Rev. 1/16/06 The equation for a rectangular weir is: ..� H = (Q / (Cd x L))ti3 HIGH FLOW H III Q = flow over the weir (cfs) STRUCTURE m. CA = discharge coefficient = 3.3 H = Depth of flow over crest (ft) WEIR L = length of weir (ft) / In a typical downstream overflow design, the designer may incorporate one or more low flow orifices into the high flow weir wall. The weir crest is established as described above but hydraulic losses from the inlet to chamber to the outlet structure may need to be considered. Losses may be factored in by lowering the weir crest or increasing the liner freeboard. Buoyancy StormTech recommends against installing lined chamber systems below groundwater. Although the total weight of a chamber system generally exceeds the buoyant force, a limiting stability condition may result when the buoyant pressure exceeds the resistance pressure directly under the chamber. This could result in a heave of the bedding under the chamber leading to instability. To prevent adverse impacts from ground water, where gravity discharge is possible, StormTech recommends the installation of an underdrain system under the liner. Where there is a potential buoyant force, StormTech recommends a sufficient stone bedding thickness, such that the weight of stone exceeds the maximum buoyant force. The bedding thickness calculation is simplified by ignoring any structural contribution from the liner and reinforcing material and considering only the weight of the stone in the thinnest area of the bedding, which is located under the chamber. The relationship between bedding thickness and maximum allowable groundwater elevation is: 4""""" ". ""'" Ho„, x (62.4 Ib/ft3) = (Vstone X 0 / SF Where: .,_;`.-:.."..J...,:..:::...,:. v.,� H� = hei hg t of groundwater above liner bottom i � ..'i.: ;� 1 t j_ finches) ''' =`-=' 1 H w = bulk density of bedding stone (Ib/ft3) .'' x:,s.�v3 ,.-:;,: 9 Ystone 4"HDPE t = thickness of stone bedding (inches) UNDERDRAIN (TYP.) SF = safety factor (1.5 typical minimum) The bulk density of the open graded stone bedding materials varies from about 75 lbs/ft3 to over 100 lbs/ft3. Without specific bulk density information for the stone actually used, StormTech recommends using not more than 75 Ibs/ft3. I Page 5 of 6 Tech Sheet #2 Rev. 1/16/06 Installation: Installation should be in accordance with the liner manufacturer's instructions. Associations representing membrane materials have developed installation standards and other support documents for the respective lining materials. Visit their web sites for additional information. • PVC Geomembrane Institute, University of Illinois, web: http://Pgi-tp.cee.uiuc.edu/forweb • "HDPE Geomembrane Installation Specification" by the International Association of Geosynthetic Installers. Revised February 2000: http://www.iagi.org/specifications.htm PVC and LLDPE liners should not be installed at temperatures less than 32° F or on windy days. Wind can catch the liner and be extremely dangerous to laborers. Stones and other protrusions should always be removed from the excavation. Rolling or compacting is recommended to knock down any remaining protrusions. The non-woven underlayment fabric is then placed in the excavation, the membrane placed, and a fabric reinforcement placed over the membrane. Liners are flapped by laborers to get air under the liner to enable easy drag across bed. Corners are generally formed by folding or "pleating" excess liner material. An "anchor trench" about 12" deep by 12" wide may be dug around the top of the excavation to anchor the top of the reinforcement fabric and thermoplastic liner at the top of the excavation. Stone should be placed carefully to avoid puncture from long free falls. Similarly, additional care must be taken when spreading and compacting bedding stone to prevent stones from puncturing the liner during construction. THERMOPLASTIC MEMBRANE REINFORCEMENT FABRIC REINFORCEMENT FABRIC FREEBOARD (FB) =_Tom- ��vipyyiyiwiviiirw�nriwypiiiyiiuerwrii w� yi LINED STORAGE (h)-I1 �� ��' � 2,4' �r ‘.14-. ANCHOR ,.., h', i.:" 7.4'2% LENGTH ______— 1. ( _L _fs 4 _�..C��_�.._�i...(u_6 %LS: Vj}.�i:.1► '.hs..0��. _Nis —11—I� — — — —I— o IC IC IC 1 TWthitiETI I I EI I BH E ���I�I i=1 �I I I I .I��II-I�-I �iT�I�II�I �IrC�I�=�IclICI1=IIC-II II�IIcII� w Estimating Liner Material: Liner fabricators require dimensional details to design panels and provide firm material quotations. The liner and reinforcing fabric quantities should include sidewalls and extra material for anchoring during installation. The excavation contractor should use care not to overexcavate since a larger excavation would require additional liner materials. The fabricated sheet size for estimating purposes is calculated as follows: Panel Size = [W + 2(h + FB + AL)] x [L + 2(h + FB + AL)] Where: W = system width from StormTech layout drawing L = system length from StormTech layout drawing FB = freeboard based on engineer's advice (0.5' typical) Page 6 of 6 Tech Sheet #2 Rev. 1/16/06 AL = anchor length of membrane and reinforcement to tie back sidewall material during installation and backfill of chambers (4' typical) The location and size of pipe penetrations should also be summarized for the fabricator. .1 . __. .— A c. i I 0 , , \ , --,- ` j H II II Q ' , w '1:..'.....,.---..:.rJ{.....". - ..f4.'WLL.......... .....~'d / 0 1 c ,, III, - 1- L -1 Estima ting Worksheet: AL AL - T _ LFB W 1 I W / L L24" HDPE PIPE PENETRATION (EG.) Panel Size = [W + 2(h + FB + AL)] x [L + 2(h + FB + AL)] DISCLAIMER The information provided in this publication is general information regarding products of StormTech, LLC. SUCH INFORMATION IS PROVIDED ON AN "AS-IS" BASIS WITHOUT REPRESENTATION OR WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPLIED, INCLUDING THE IMPLIED WARRANTIES OF FITNESS FOR A PARTICULAR PURPOSE, BEING FREE OF DEFECTS AND ERRORS, MERCHANTABILITY AND NONINFRINGEMENT. STORMTECH, LLC EXPRESSLY INTENDS SUCH INFORMATION TO BE SOLELY FOR GENERAL INFORMATIONAL AND PROMOTIONAL PURPOSES. Furthermore, such products of StormTech, LLC described in this publication may contain components manufactured by third parties. STORMTECH, LLC MAKES NO REPRESENTATIONS OR WARRANTIES OF ANY KIND, EITHER EXPRESS OR IMPLIED, INCLUDING THE IMPLIED WARRANTIES OF FITNESS FOR A PARTICULAR PURPOSE, BEING FREE OF DEFECTS AND ERRORS, MERCHANTABILITY AND NONINFRINGEMENT, REGARDING ANY COMPONENTS OF ITS PRODUCTS MANUFACTURED BY THIRD PARTIES, INCLUDING WITHOUT LIMITATION LINERS THAT MAY BE INCORPORATED INTO ITS PRODUCTS. Stormwater Management Facilities Operations & Maintenance Plan For Tigard Distribution Center I DESCRIPTION This Stormwater Management Plan describes the operations and maintenance procedures necessary for the stormwater facilities to function properly. A portion of the site runoff is designed to be treated for water quality control, and all will be detained. All runoff is discharged from the site through an underground conveyance pipe below the site driveway. All paved and roof areas drain to the underground water quality and detention facilities. A portion of all flows is diverted through a StormFilter Manhole for water quality treatment. This manhole contains three (3) StormFilter cartridges that filter runoff prior to being released from the site. All storm events are routed through an underground StormTech detention chamber system. Excess volume is detained underground and released slowly to mimic the runoff flow rate characteristics of the property prior to the 2011 site improvements. See attached details. Water quality and detention facilities need maintenance in order to function properly. SURFACE FACILITIES: The paved areas onsite have standard catch basins that receive stormwater runoff that carries sediment and other pollutants from the parking area and vehicles. Each catch basin should be sumped and trapped to collect pollutants. Studies show that properly maintained catch basins can trap about 30% to 45% of the annual sediment load. The trap also keeps some floating trash and oils from leaving the catch basin. If these traps overfill with sediment, the trapped material will be in the direct flow path of the incoming stormwater, subjecting it to scour. This turbulent scour will send pollutants downstream instead of trapping them. Regular maintenance of the surface facilities can reduce the frequency of underground maintenance. Maintaining the sediment trapping capacity of the catch basins is a very cost effective way to reduce maintenance costs for the underground systems. UNDERGROUND FACILITIES: The underground facilities consist of conveyance piping, two access manholes, a control structure, a StormFilter manhole, a rock bed surrounding StormTech SC-740 arched storage chambers, and a duplex pump station. Runoff is conveyed to the access manholes before it enters the chamber bed. The access manholes are designed to trap sediment by letting it settle to the bottom. Like a catch basin, these traps will fail to work if not cleaned occasionally. Cleaning the access manholes is relatively fast and easy with a JetVac truck. The access manholes are the point of access to the next sediment trap in the system, the StormTech Isolator Rows. The Isolator Rows are two rows of chambers wrapped in filter fabric that traps sediment before stormwater migrates through the rock bed and other chambers. Access to the Isolator Rows for JetVac cleaning is through the 24" access pipe. See the attached inspection and maintenance guidelines for the StormFilter unit. Have the manhole and cartridges inspected semi-annually by the manufacturer or the site facilities manager (the manufacturer will provide training so that some or all of the maintenance can be done by the owner). The pump station should be inspected and cleaned with the other underground facilities. Follow the manufacturer's recommendations for maintenance requirements. If regular maintenance of the surface facilities is performed, you should find less and less sediment and trash at each point downstream in the system. See map, attached, for facility locations. System details and specifications are attached to the end of this plan. The underground facilities are designed to detain all runoff up to a 25-year storm event (3.90" over 24-hours). The facilities will be maintained by the owner or their representative. II SCHEDULE All facilities should be inspected at least: • Quarterly for the first 2 years • Twice a year thereafter • Within 48 hours of major rainfall events (more than 1 inch of rain over a 24-hour period) Inspections should be conducted with the facility drawings and this O&M Plan in hand until the inspector understands how the facilities function. III PROCEDURES The catch basins, conveyance pipes, access manholes, Isolator Rows, control manhole, StormFilter manhole, and pump station requires periodic maintenance to ensure continual functioning and stormwater disposal. The facilities should be inspected and maintained as noted: Source Control measures prevent pollutants from mixing with stormwater. Typical non- structural control measures include raking and removing leaves from the site, and vacuum sweeping of the paved areas subject to vehicle traffic. Impervious surface areas (pavement and roof) are sources of stormwater pollution. During dry weather, impervious areas accumulate pollutants associated with exhaust emissions, brake pad wear, fluid leaks from vehicles, trash, atmospheric dryfall, roofing materials, and lack of maintenance. During wet weather, these pollutants may be mobilized and transported into the storm drain system via rainwater. Thus, runoff from impervious areas can contain metals, hydrocarbons, organic pollutants, and many other constituents. Pollution prevention (source control) is one of the most cost-effective long-term solutions to stormwater system maintenance. Trapped Catch Basins • The catch basins shall be completely cleaned out annually, or as necessary. • Catch basins with more than 4" of trapped sediment shall be cleaned immediately. Record the depth from the rim to the base of the catch basins for sediment depth monitoring. • Sediment and oily water removed from the structures shall be disposed of properly. • Inspect and remove debris and leaves from all catch basin grates monthly to prevent ponding and flood damage. Conveyance Pipes • Conveyance piping should be inspected periodically and cleaned with a JetVac system if sediment blocks more than 20% of the pipe diameter. Access Manholes • Access manholes hold a constant elevation of water (about 2' deep). Sediment (and water) should be removed before sediment reaches 12" in depth in the manhole. Record the depth from the rim to the base of the access manholes for sediment depth monitoring. • Contact a professional to clean any underground structures. Manholes should not be entered without proper safety equipment and training. Manholes can trap gases that are harmful or contain no oxygen. Professionals can clean manholes and pipes from the surface with specialized equipment. Look under"sewer contractors & cleaners" in the yellow pages. • When deciding how to dispose of sediment, consider the types of activities and pollutants onsite. Sediment from commercial sites is usually not considered hazardous waste. However, as the generator of this waste, you are responsible for deciding how to properly manage the removed solids. A professional cleaning service can dispose of sediments and dirty water appropriately. • Inspect the structural components for cracks. Have a contractor correct any structural problems. StormTech Isolator Rows • The Isolator Rows can be inspected via the inspection ports. See Utility Plan for location. Record the depth from the surface to the base of the Isolator Rows for sediment depth monitoring. • Clean the Isolator Rows with a JetVac truck before sediment reaches 3" deep. • See attached "Isolator Row O&M Manual" for additional information. Spill Prevention measures shall be exercised when handling substances that can contaminate stormwater. Virtually all sites, including residential and commercial, present dangers from spills. It is important to exercise caution when handling substances that can contaminate stormwater. Activities that pose the chance of hazardous material spills shall not take place near the pond. • The proper authority and the property owner shall be contacted immediately if a spill is observed. • Releases of pollutants shall be corrected within 12 hours. IV WHO SHARES FINANCIAL RESPONSIBILITY The facilities will be maintained by the property owner or their representative. V INSPECTION AND MAINTENANCE LOGS Keep inspection and maintenance records to track the development of the systems over time. The inspection records should include: • General condition of the catch basins, access manholes, Isolator Rows, StormFilter manhole, stormwater control manhole, and pump station. • Sediment condition and depth. • Water elevation and observations (ponding, sheen, smell, etc.). • Unscheduled maintenance needs. • General observations and aesthetic conditions. • Maintenance performed. See next page for an example maintenance log. System details and specifications are attached behind the example maintenance log. Benchmark Depths at Startup: Access manhole (STM MH 1): Access manhole (STM MH 2): Isolator Row 1 (north): Isolator Row 2 (south): Date: Initials: Work performed by: Work performed: Details: Access Manholes (STM MH 1 & 2) depth to top of sediment: , Isolator Rows depth to top of sediment: , Date: Initials: Work performed by: Work performed: Details: Access Manholes (STM MH 1 & 2) depth to top of sediment: , Isolator Rows depth to top of sediment: , Date: Initials: Work performed by: Work performed: Details: Access Manholes (STM MH 1 & 2) depth to top of sediment: Isolator Rows depth to top of sediment: , TDC EXPANSION 210498 s 4.26'16' A s 170.00 R s N183`1 ' 'w Its woW s 13.1/ / 515. aa0. 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L `.C5 - 1 `�!` b. 1 .,•, " ,m � - ._ _ ` / - J �,/ VIE,417$ • .�, yt ST -�0�16 ST ....ti,- ,r. si t st, ST ST I�dOQ$ S r,r S a w 2Y 1�4411, �-�.���i'� X08'2 1106.33 v / I FM ' SS E,eo54 s. tis ,2'0. -via r�`ici`I.' E or ,. ® ;, 5� / TMs, ���� wv �1 MY,56 N ® 15123 �M1150 7E S ,e S= E14430 �141.13M ` i E144.255 0 C10.011 f NFL 1'50'561 Ce [,dam 146 1, � tdCP 114 �k Oa M * \ Rog nn 0 151.311 , m1m�lEV 0143 F ,50.04 / EXISTING BUILDING X / ifirl UTILITY PLAN 1. = 80' =I 80 0 BO 120 180 �. . . 0 / ( RIM 152.06 - ` '., 171E OUT(3)147.50 _ L / 'J 8'IE IN(E)148.50 , - / / ( 24'1E OUT(N)145.45 . 1 24'IE 0411(V 14536 ! SUMP 143.35! ' • ` / / ( � `� / i I �~ • 2'IE;451.I ._ ._. IMPERMEABLE / �, �r ►�CT�to�i1 i ! LINER EXTENTS r i I % / i/~ / , , 1 /I non IIOJ ISOLATOR-• ir / / / , ,I I _.., , I I4,,,,,,I 4.,,,,, ,, 4r1 / I MOVE FIRE WATER LINE TO FLOWLINE ! // / (I, .. 4 I/ O /// t J•' I ! E 148.5(ACROSS TOP Of CHAMBERS), % .� I 3 1 OR RE-ALIGN AROUND CHAMBER BED ���[4- I . Ar i 8 1. •------ .4 0 .01W I ar.. //: // Alkiimplar.H.)?._i. i 47AWW/IIIIWI iii -T-7/1. , /I lir q%ftib I III 1 r 2.0 a'ii/ ' 4 Cti.1 t 11' 1 , 1 it _MOVE GAS LINE TO IE 148.5(ACROSS ,TOP OF CHAMBERS),OR REALIGN , �� / // / 4,...., AROUND CHAMBER BED ,, ` 24'1E 145 ,14" / 7 11111V/ir(INLET) • ,; / / �•. ,.• 'r � /� 10'IE 144.25 RIM 152.85 ,,, 51 I (UNOE-•- / 4u _i4/ 18'IE IN(W)146.77 "7 OUTLET) / / 24'IE OUT(E)145.45 �` /JJ f SUMP 143.4! ` \`. / _ 12'IE 145.35/ /, •1 •,� .,r • t.} ` , (OUTLET) 1/f I , ;RIM 152.63 �, I 1 12'::NN(E,SEJ1 .15 10' (NE)14/ 0' 4YVCl ` / / 4'/SUMP42)5?18'IE OUT(Y .10' F HI _B I I 41E0 RIM 152.52 5.0.01 / .7 8' 4'IE IN(SE)143.751 ,,// {� Alb 6' OUT(W)141.50 ....r...+ / ,/ PPP _... _._.... __.__il / . /t/ 14M1 I- 14 RIM 151.73 I 8'STM p _ 8'IE 148.73 E S.0.256 • 5 .0100 HIGH FBVP'.T. 7 / +. /// 1 EVE 14 j •- 6'IE 141.40 / 7. �•J IE 148.87 , 18't40.80 / / ' or; • / `, / a Li i ./.'-''1 .. RE SET 1. 0'R / / .."-'1„se.,..S! OW WIRE ...../` 1410.T2 !iz -11 -',Igliwailitii,,ffi.1111 ` / 1, / V /,r lE!' ---�/ 145.x,' i� / ;/' / .'/ ,,,' if T� -----,./ lu / i '...' . ./y.s 0 SITE UTILITY PLAN DETAIL 1-•1v N..Ir.- 117.EllimLimmmirmmit..mminnj w 10 0 10 20 30 STORMWATER DETENTION CHAMBERS TO BE Water Quantity Control Facility Design Information Summary STORMTECH SC-740 (48 CHAMBERS, 4 ROWS). (See Stormwoter Calculations for Tigard Distribution Center) NO CHAMBER SUBSTITUTIONS. CONTRACTOR TO Water Quantity discharge limited per CWS Allowable Actual Peak Water Peak CALL 888-892-2694 OR SEE: Pre– Post– Post–development Post–development Surface El. Storage http://www.stormtech.com FOR STORMTECH Event Precipitation Duration development development Release Rate Release Rate in Chambers in Chambers DESIGN MANUAL, NOTES, SPECIFICATIONS, AND (inches) (hours) Q (cfs) Q (cfs) Q (cfs) 0 (cfs) (ft) (cf) 2–year 2.50 24 3.26 3.97 3.26 2.61 146.67 2.210 DETAIL DRAWINGS, AS NECESSARY. SOME 10-year 3.45 24 4.92 5.70 4.92 4.92 147.82 3,320 STORMTECH DETAIL DRAWINGS ARE INCLUDED 25–year 3.90 24 5.71 6.52 5.71 5.58 148.40 3,680 ON SHEET G6.0. CONTROL STRUCTURE ISOLATOR ROW CONNECTION DETAIL CONNECTION DETAIL AVEMENT DESIGN STM_CONTROL MH 3 PER SITE PLAN 152.63 RIM STM MH 2 1_. ---- > 152.05 RIM � µms.", wrrektoomeammar rmamewa Ammer v iui i-. .x%----. -y //: tt,t4z4•4.",;`, "` 7y: 18' EMBEDMENT STONE PER FILL MATERIAL STORMTECH SPECIFICATIONS, , - .. — P OTYP PER VLMK /TYPICAL. . :....... �T SPECIFICATIONS //// EOTEXTILEuw , o_ ' FABRIC, TYP. '!`" 146.50 -.__. OVERFLOW EL. 148.42' O cai 25 YR. EVENT PEAK 6" IE IN n z Q 10–YR. EVENT PEAK 8" DIA. ORIFICE IN WEIR, N.� V / CENTERLINE EL. 146.75' p 2–YR. EVENT PEAK _ INLET: +, 145.15 SLOPE BASE OF GRAVEL BED ` i 18" IE OUT 12" IE IN 12" STM i. ••1 :. i,ti 6/145.25* 0.0040 MIN. TO WEST �� .' �. ,' 45.351 a.. 18" STM 10" STM 0 ° 0° 0 ° 0 °, ° °° ° 2"-03/MAX. STONE iO 3•?.!, , - a T S=0.256 143.92v .r-- ''.a..1.=-.,. BEDDING, TYPICAL - N ., IrAls 30. `144.10' �\--COMPACT SUBGRADE PER GEOTECHNICAL `� / 10' IE IN RECOMMENDATIONS, TYP. 145.35 4" IEOUT 24" IEOUT TO WQ MH 80 LF 10" PERFORATED 143.35± 5' MIN., UNDERDRAIN, S=0.0058 24" MIN. 8" DIA. ORIFICE IN WEIR, TYP. 48" I.D. FLAT TOP SUMP CENTERLINE EL. 144.25' MPERMEABLE LINER SYSTEM. BIDDER DESIGN MANHOLE 60" I.D. PER STORMTECH "THERMOPLASTIC LINERS FOR ,Go STRUCTURE MANHOLE STRUCTURE o, o,OOO. Q CONCRETE MAY BE 142,65± DETENTION SYSTEMS," AND TECH SHEET #2 00 �o 48' GEOTEXTILE USED TO SEAL SUMP (9/9/04), ATTACHED TO STORMWATER o°8-o$-0,8 BOTTOM OF WEIR REPORT FOR TIGARD DISTRIBUTION CENTER. LINER NSTALL BOOT AT ALL PIPE PENETRATIONS . GEOTEXTILE THROUGH LINER. INSTALL SOLID WALL PIPE THROUGH BOOT TO MANHOLE TO PREVENT WATER MIGRATION INTO MANHOLE BACKFILL. • • `,,\1.. J7 `- 4" OUT WATERTIGHT SEAL BETWEEN WEIR EDGES � � � AND MANHOLE 104' i vi/`�� T 1 + �0 / •� ' _ 18" OUT ti 10" IN P=, w A. 1 119' *2<<a ti ANGLE IRON ��/ 12" IN '�-4 STIFFENERS 1\1 1 4,n` f ,` NZ PLAN VIEW OF STM Z PLAN VIEW OF STM o CONTROL MH 3 CONTROL MH 3 WEIR Z 4'-11" / X WEIR SHALL BE 1" SOLID WALL WEIR OVERFLOW— HDPE. ANCHOR WEIR TO EL. 148.42* GALV. 2" x 2" ANGLE IRON -- •,_r-- . _ _I EVERY 12" MAXIMUM WITH 8 DIA. ORIFICE AT— O STAINLESS STEEL HARDWARE (BOTH SIDES). CREATE CENTERLINE EL 146.75' 1'-6" WATER TIGHT SEAL ALONG ALL I EDGES AFTER INSTALLATION. —_� _��._._ .�., in 2" TYP. INSTALL TWO ANGLE IRON 8' DIA. ORIFICE AT— O STIFFENERS ON BACK OF WEIR (4'-7"), CENTERED AND CENTERLINE EL. 144.25• 1 -6" ANCHORED TO WEIR, WITH STAINLESS STEEL HARDWARE EL. 142.75 Alppr AT 7 POINTS. SEAL EDGES OF INSTALL WEIR WITH LOWER WEIR AT ALL POINTS WEIR DETAIL ORIFICE ON THE SAME SIDE OF CONTACT WITH OF MANHOLE AS 4" OUT MANHOLE WALLS (NORTH). C31. WATER QUANTITY CONTROL FACILITY DETAILS STORMFILTER DESIGN NOTES STORMFILTER TREATMENTCAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES THE STANDARD MANHOLE STYLE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGESµ}VOLUME SYSTEM IS ALSO AVAILABLE WITH MAXIMUM 4 CARTRIDGES. 030'MANHOLE S7ORAFILTER PEAK HYDRAULIC CAPACITY IS 1.0 CFO.IF THE SITE CONDITIONS EXCEED 1.0 CFO AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. OUTLET CARTRIDGE SELECTION L SUMP RECOMOEN HEIGHT 2T' 1B' LOW DROP RECOMMENDED HYDRAULIC DROP M) 3.D5' 2.]' 1.0' SPECIFIC FLOW RATE(SpnVdJ 2 5pIWW 1 Wpn41P 2 7PM1' 1 +YPi^�' 2 GPrD'S' I 1 7M�' F= 111 1 ,- OUTLET]A CARTRIDGE FLOW RATE(ppml 22.5 1125 15 f 7.5 I 10 5 INLET •',1 NTa r�.. � u)„. 80'LO.MANHOLE STRUCTURE SITE SPECIFIC TOP SLAB ACCESS 4721 DD. DATA REQUIREMENTS SEE FRAME AND I STRUCTURE ID e011 t COVER DETAIL. ytul'%I.:,.;, WATER QUALM FLOW RATE(W) 0.113 � PEN(FLOW RATE(do) .53 ♦> RETURN PERIOD OF PEN(FLOW(7n) 25 ; `\` • ,rr I OF CARTRIDGES REQUIRED 4 H. ' CARTRIDGE FLOW RATE 15 Wm !7 _ MEDIA TYPE(CSR,PEKOE.ZPG.GAL.PHS) REFUTE PLAN VIEW •SOP1*"� tt,;. PIPE OATH: I.E. MATERIAL DIAMETER STANDARD OUTLET RISER o INLET PIPE III 143.75 PVC 4' FLOWKIT:NIA `.'�,��••♦*• INLET PIPE 02 NIA WA WA _�.....` OUTLET PPE 141.50 _PER SPECS F RIM ELEVATION I 152.52 CONTRACTOR TO GROUT TO I ANTI-FLOTATION BALLAST WIDTH I HEIGHT FINISHED GRADE r FRAME AND COVER NIA NIA GRADE (DIAMETER VARIES) NOTES/SPECIAL REQUIREMENTS RING/RISERS N.T.S. PER ENGINEER OF RECORD T` I ■ ri ROATASL� SIPP E STORMFILTER GENERAL NOTES 1. CONTECH TO PROVIDE ALLL MATERIALS UNLESS NOTED OTHERWISE. -- • 2.DIMENSIONS MARKED WITH(I ARE REFERENCE DIMENSIONS.ACTUAL DIMENSIONS MAY VARY. 3.FOR SITE SPECIFIC DRAWINGS WITH DETAILED VAULT DIMENSIONS AND WEIGHTS.PLEASE CONTACT YOUR CONTECH CONSTRUCTION PRODUCTS REPRESENTATIVE.rw.00nkT-cyLmm I. sa ___��r , R.STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED W THIS DRAWING. 77 yy py y 5.STRUCTURE SHALL MEET AASHTO HS20 AND CASTINGS SHALL MEET AASHTO M305 LOAD RATING.ASSUMING GROUNDWATER ELEVATION AT. N iii i • OR BELOW,THE OUTLET PIPE INVERT ELEVATION.ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION E B.FILTER CARTRIDGES SHALL BE MEDIA-FILLED,PASSIVE.SIPHON ACTUATED.RADIAL FLOW,AND SELF CLEANING.RADIAL MEDIA DEPTH SHALL p N�P7� BE 7-INCHES.FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 30 SECONDS. BY THE FILTER CONTACT SURFACE AREA(p A} P. L '-I ,�� 4_� 7. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY �S�F INSTALLATION NOTES arabBilli 1. ANY SUB-BASE,BACKF ILL DEPTH.AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. 2.CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER STRUCTURE (LIFTING CLUTCHES PROVIDED). MOPE OUTLET RISER 3.CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. FLOW KIT 4.CONTRACTOR TO PROVIDE.INSTALL.AND GROUT INLET PIPE(S). 5.CONTRACTOR TO PROVIDE AND INSTALL CONNECTOR TO THE OUTLET RISER STUB.STORMFLL DIAMETER EQUIPPED WITH A DUAL DIETER HOPE OUTLET SUMP OUTLET STUB AND SAND COLLAR.IF OUTLET PIPE IS LARGER THAN 8 INCHES.CONTRACTOR TO REMOVE THE B INCH OUTLET STUB AT MOLDED IN CUT T.COUPLING BY FERNCO OR EQUAL AND PROVIDED BY CONTRACTOR. SECTION A A B.CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF. ip . H' 60"MANHOLE S CONSTRUCTION PRODUCTS INC. MFS FILTER STANDARD�«+ OM 45010 STANDARD DETAIL L5 /063361122 5118467000 513M67213 FAX Save Valuable Land and StorfllTeCh0 Detention•Retention•Recharge Protect Water Resources Subsurface Stormwater Management' • innimili '4 WOMB ,rtrttarya —[..7.— wri` . ..., ,. _. 1.. •.R,,,,, ...,... 4. � .� .,itL .74,. ,S..; • `*L r ;"2 - ,-. h � L r � .4 . _ "\ ,e. + 2 �_ t ,`` .",.r ,;....e, -.,s —. . '. 'a ,` y r <s if r . �• i1°I 11 - m . "•ili„ • ,"ow..Mr . A . .. it, ,..: -..* ,4' ie • IF • . . 1 • o _ Isolator Row O&M Manual V StormTech3 Chamber System for Stormwater Management McMeEa 1 .0 The Isolatorr" Row 1.1 INTRODUCTION The Isolator Row is typically designed to capture the An important component of any Stormwater Pollution "first flush" and offers the versatility to be sized on a vol- Prevention Plan is inspection and maintenance. The ume basis or flow rate basis. An upstream manhole not StormTech Isolator Row is a patent pending technique only provides access to the Isolator Row but typically to inexpensively enhance Total Suspended Solids (TSS) includes a high flow weir such that storm water flowrates removal and provide easy access for inspection and or volumes that exceed the capacity of the Isolator Row maintenance. overtop the over flow weir and discharge through a manifold to the other chambers. The Isolator Row may also be part of a treatment train. By treating storm water prior to entry into the chamber system, the service life can be extended and pollutants such as hydrocarbons can be captured. Pre-treatment y best management practices can be as simple as deep • sump catch basins, oil-water separators or can be inno- ` vative storm water treatment devices. The design of 1. the treatment train and selection of pretreatment devices ,;, , by the design engineer is often driven by regulatory requirements. Whether pretreatment is used or not, the r` r 1 • Isolator Row is recommended by StormTech as an effective means to minimize maintenance requirements and maintenance costs. """Iii`' ' Note:See the StormTech Design Manual for detailed Looking down the Isolator Row from the manhole opening, woven information on designing inlets for a StormTech system, geotextile is shown between the chamber and stone base. including the Isolator Row. 1.2 THE ISOLATOR ROW StormTech Isolator Row with Overflow Spillway (not to scale) The Isolator Row is a row of StormTech chambers, either SC-310, SC-740 or MC-3500 models, that is surrounded with filter fabric and connected to a closely located OPTIONAL PRE-TREATMENT y man- hole for easy access. The fabric-wrapped chambers provide for settling and filtration of sediment as storm water rises in the Isolator Row and ultimately passes IS STORMTECH OLATOR ROW through the filter fabric.The open bottom chambers and perforated sidewalls allow storm water to flow both verti- , ,'_, =- ,� �, ,�� r cally and horizontally out of the chambers. Sediments t • a;,< ; \\ i, —, -,./ are captured in the Isolator Row protecting the storage MANHOLE __ f 4 lik # areas of the adjacent stone and chambers from sedi- WITH - OVERFLOW — l� D ment accumulation. WEIR = ' 11 Two different fabrics are used for the Isolator Row. A _ fit ) woven geotextile fabric is placed between the stone = , ) and the Isolator Row chambers. The tough geotextile �� provides a media for storm water filtration and provides ECCENTRIC = a durable surface for maintenance operations. It is also I jt designed to prevent scour of the underlying stone and - 4 , remain intact during high pressure jetting. A non-woven == fabric is placed over the chambers to provide a filter = - 111L media for flows passing through the perforations in the = _ sidewall of the chamber. IL11 ) OPTIONAL ACCESS 'STORMTECH CHAMBERS 2 Call StormTech at 888.892.2694 or visit our website at www.stormtech.com for technical and product information. s.11,A 2.0 Isolator Row Inspection/Maintenance Storm Tech- 2.1 INSPECTION - The frequency of Inspection and Maintenance varies ,, i - by location. A routine inspection schedule needs to be y established for each individual location based upon site - ftd' specific variables. The type of land use (i.e. industrial, commercial residential), anticipated pollutant load, per- �,,,,.� . . / cent imperviousness, climate, etc, all play a critical role I in determining the actual frequency of inspection and r ' maintenance practices. At a minimum, StormTech recommends annual inspec- _..______ - v. - tions. Initially, the Isolator Row should be inspected every 6 months for the first year of operation. For subsequent years, the inspection should be adjusted based upon previous observation of sediment deposition. The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports - (as needed). The inspection ports allow for easy access Examples of culvert cleaning nozzles appropriate for Isolator Row to the system from the surface, eliminating the need to maintenance. (These are not StormTech products.) perform a confined space entry for inspection purposes. Maintenance is accomplished with the JetVac process. If upon visual inspection it is found that sediment has The JetVac process utilizes a high pressure water noz- accumulated, a stadia rod should be inserted to deter- zle to propel itself down the Isolator Row while scouring mine the depth of sediment. When the average depth and suspending sediments. As the nozzle is retrieved, of sediment exceeds 3 inches throughout the length of the captured pollutants are flushed back into the man- the Isolator Row, clean-out should be performed. hole for vacuuming. Most sewer and pipe maintenance companies have vacuum/JetVac combination vehicles. 2.2 MAINTENANCE Selection of an appropriate JetVac nozzle will improve The Isolator Row was designed to reduce the cost of maintenance efficiency. Fixed nozzles designed for cul- periodic maintenance. By "isolating" sediments to just verts or large diameter pipe cleaning are preferable. one row, costs are dramatically reduced by eliminating Rear facing jets with an effective spread of at least 45" the need to clean out each row of the entire storage are best. Most JetVac reels have 400 feet of hose allow- bed. If inspection indicates the potential need for main- ing maintenance of an Isolator Row up to 50 chambers tenance, access is provided via a manhole(s) located long. The JetVac process shall only be performed on on the end(s) of the row for cleanout. If entry into the StormTech Isolator Rows that have AASHTO class 1 manhole is required, please follow local and OSHA rules woven geotextile(as specified by StormTech) over for a confined space entries. their angular base stone. StormTech Isolator Row(not to scale) COVER ENTIRE ROW WITH AASHTO M288 INSPECTION PORT CLASS 2 NON-WOVEN GEOTEXTILE LOCATION PER ENGINEER'S SC-310-5'(1.5 m)WIDE STRIP DRAWING SC-740-B'(2.4 m)WIDE STRIP STORMTECH MC-3500-12.5'(18 m)WIDE STRIP END CAP LNHOLE OR 1-1' c .,-7.7,,,-;:?,.*:...,..; • �yiii ► � a ..,. • y ., w :; � u FI _ i. 1 a iu 1p11 I iI i IR1 �l1 ��� �5Nov s , ....:.� = =n �.� a° 11=0=0 SC-310-12'(300 mm)PIPE 2 LAYERS OF WOVEN GEOTEXTILE THAT MEETS AASHTO M288 CLASS 1 SC-740-24'(600 mm)PIPE REQUIREMENTS.BETWEEN STONE BASE AND CHAMBERS MC-3500-24'(600 mm)PIPE SC-310-4'(1.2 m)WIDE STRIP SC-740-8-6'(1.5 m)WIDE STRIP MC-3500-8.25'(2.5 m)WIDE STRIP Call StormTech at 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 3 3.0 Isolator Row Step By Step Maintenance Procedures Step 1) Inspect Isolator Row for sediment StormTech Isolator Row(not to scale) A) Inspection ports (if present) i. Remove lid from floor box frame 1)B) 2 ��n� ii. Remove cap from inspection riser „Hr. iii. Using a flashlight and stadia rod, �I� measure depth of sediment and record results on maintenance log. MP1� `i�14tttMM!MiMMItIMk !YMMi 11101�1rl110e 11111 iv. If sediment is at, or above, 3 inch 1 I proceed to step 3. IL — � B)All Isolator Rows i. Remove cover from manhole at upstream end of Isolator Row ii. Using a flashlight, inspect down Isolator Row through outlet pipe 1.Mirrors on poles or cameras may be used to avoid a confined space entry 2.Follow OSHA regulations for confined space entry if entering manhole iii. If sediment is at or above the lower row of sidewall holes(approximately 3 inches) proceed to Step 2. If not proceed to Step 3. Step 2)Clean out Isolator Row using the JetVac process A) A fixed culvert cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B)Apply multiple passes of JetVac until backflush water is clean C) Vacuum manhole sump as required Step 3)Replace all caps, lids and covers, record observations and actions Step 4) Inspect &clean catch basins and manholes upstream of the StormTech system Sample Maintenance Log Stadia Rod Readin,s Fixed point Fixed point Sediment Data to chamber to tap of Depth Observations/Actions Inspector _.r bottom(1) sediment(2) (1)-(2) 3/15/01 j 6.3 ft. none New installation.Fixed�oint i5 CI frame at grade dim 9/24/01 j 6.2 0.1 ft. Some grit felt 5m 6/20/03 5.8 0.5 ft. Mucky feel,debris visible in manhole and in ry Isolator row,maintenance clue 7/7/03 6.3 ft. 0 System Jetted and vacuumed djm StormTech® Detention•Retention•Recharge Subsurface Stormwater Management'' 20 Beaver Road,Suite 104 Wethersfield Connecticut i 06109 860.529.8188 888.892.2694 fax 866.328.8401 www.stormtech.corn StormTech products are covered by one or more of the following patents: U.S.Patents:5,401,459;5,511,903;5,716,163;5,588,778;5,839,844; Canadian Patents:2,158,418 Other U.S.and Foreign Patents Pending Printed in U.S.A. ©Copyright.All rights reserved.StormTech LLC,2009 S090809 /1bI L\ITCAU 1� Important: Inspection should be performed by a person who is � �►��� &WEI Slounwerf M ""n familiar with the StormFilter treatment unit. CONSTRUCTION PRODUCTS INC. StormFilter.. 1. If applicable, set up safety equipment to protect and notify surrounding vehicle and pedestrian traffic. StormFilter Maintenance Guidelines 2.Visually inspect the external condition of the unit and take notes Maintenance requirements and frequency are dependent on the concerning defects/problems. pollutant load characteristics of each site, and may be required in 3. Open the access portals to the vault and allow the system vent. the event of a chemical spill or due to excessive sediment loading. 4.Without entering the vault, visually inspect the inside of the unit, Maintenance Procedures and note accumulations of liquids and solids. Although there are other effective maintenance options, CONTECH 5. Be sure to record the level of sediment build-up on the floor of recommends the following two step procedure: the vault, in the forebay, and on top of the cartridges. If flow is occurring, note the flow of water per drainage pipe. Record 1. Inspection: Determine the need for maintenance. all observations. Digital pictures are valuable for historical 2. Maintenance: Cartridge replacement and sediment removal. documentation. Inspection and Maintenance Activity Timing 6.Close and fasten the access portals. At least one scheduled inspection activity should take place per year 7. Remove safety equipment. with maintenance following as warranted. 8. If appropriate, make notes about the local drainage area relative First, inspection should be done before the winter season. During to ongoing construction, erosion problems, or high loading of which, the need for maintenance should be determined and, if other materials to the system. disposal during maintenance will be required, samples of the 9. Discuss conditions that suggest maintenance and make decision accumulated sediments and media should be obtained. as to weather or not maintenance is needed. Second, if warranted, maintenance should be performed during Maintenance Decision Tree periods of dry weather. The need for maintenance is typically based on results of the inspection. In addition, you should check the condition of the StormFilter unit Use the following as a general guide. (Other factors,such as regulatory after major storms for potential damage caused by high flows and requirements, may need to be considered) for high sediment accumulation. It may be necessary to adjust the 1. Sediment loading on the vault floor. If>4"of accumulated inspection/maintenance activity schedule depending on the actual sediment, then go to maintenance. operating conditions encountered by the system. 2. Sediment loading on top of the cartridge. If >1/4"of Generally, inspection activities can be conducted at any time, and accumulation, then go to maintenance. maintenance should occur when flows into the system are unlikely. 3. Submerged cartridges. If >4" of static water in the cartridge Maintenance Activity Frequency bay for more that 24 hrs after end of rain event, then go to Maintenance is performed on an as needed basis, based on maintenance. inspection. Average maintenance lifecycle is 1-3 years. The primary 4. Plugged media. If pore space between media granules is absent, factor controlling timing of maintenance of the StormFilter is then go to maintenance. sediment loading. Until appropriate timeline is determined, use the 5. Bypass condition. If inspection is conducted during an average following: rain fall event and StormFilter remains in bypass condition Inspection: (water over the internal outlet baffle wall or submerged One time per year cartridges), then go to maintenance. After major storms 6. Hazardous material release. If hazardous material release (automotive fluids or other) is reported,then go to Maintenance: maintenance. As needed 7.Pronounced scum line. If pronounced scum line(say ? 1/4" Per regulatory requirement thick) is present above top cap, then go to maintenance. In the event of a chemical spill 8. Calendar Lifecycle. If system has not been maintained for 3 Inspection Procedures years,then go to maintenance. Assumptions: It is desirable to inspect during a storm to observe the relative flow through the filter cartridges. If the submerged cartridges are No rainfall for 24 hours or more. severely plugged, then typically large amounts of sediments will be No upstream detention (at least not draining into StormFilter). present and very little flow will be discharged from the drainage Structure is online. Outlet pipe is clear of obstruction. Construction pipes. If this is the case, then maintenance is warranted and the bypass is plugged. cartridges need to be replaced. Maintenance Warning: In the case of a spill, the worker should abort inspection Depending on the configuration of the particular system, workers activities until the proper guidance is obtained. Notify the will be required to enter the vault to perform the maintenance. local hazard control agency and CONTECH immediately. To conduct an inspection: Important: If vault entry is required, OSHA rules for confined space Method 2: entry must be followed. A. Enter the vault using appropriate confined space protocols. Filter cartridge replacement should occur during dry weather. It may be necessary to plug the filter inlet pipe if base flow is occurring. B. Unscrew the cartridge cap. Replacement cartridges can be delivered to the site or customers C. Remove the cartridge hood screws(3) hood and float. facility. Contact CONTECH for more information. D. At location under structure access, tip the cartridge on its Warning: In the case of a spill,the worker should abort side. maintenance activities until the proper guidance is obtained. Notify the local hazard control agency and CONTECH immediately. Important: Note that cartridges containing media other than the leaf media require unscrewing from their threaded To conduct cartridge replacement and sediment removal: connectors. Take care not to damage the manifold 1. If applicable, set up safety equipment to protect workers and connectors.This connector should remain installed in the pedestrians from site hazards. manifold and capped if necessary. 2.Visually inspect the external condition of the unit and take notes E. Empty the cartridge onto the vault floor. Reassemble the concerning defects/problems. empty cartridge. 3. Open the doors(access portals)to the vault and allow the system to vent. F. Set the empty, used cartridge aside or load onto the hauling truck. 4.Without entering the vault, give the inside of the unit, including components, a general condition inspection. G. Continue steps a through E until all cartridges have been 5. Make notes about the external and internal condition of removed. the vault. Give particular attention to recording the level of 8. Remove accumulated sediment from the floor of the vault and sediment build-up on the floor of the vault, in the forebay, and from the forebay. Use vacuum truck for highest effectiveness. on top of the internal components. 9. Once the sediments are removed, assess the condition of the 6. Using appropriate equipment offload the replacement cartridges vault and the connectors. The connectors are short sections (up to 150 lbs. each)and set aside. of 2-inch schedule 40 PVC, or threaded schedule 80 PVC that 7. Remove used cartridges from the vault using one of the should protrude about 1" above the floor of the vault. Lightly following methods: wash down the vault interior. Method 1: a. Replace any damaged connectors. A. This activity will require that workers enter the vault to remove the cartridges from the under drain manifold and 10. Using the vacuum truck boom, crane, or tripod, lower and place them under the vault opening for lifting (removal). install the new cartridges. Take care not to damage connections. Unscrew(counterclockwise rotations)each filter cartridge 11. Close and fasten the door. from the underdrain connector. Roll the loose cartridge, on 12. Remove safety equipment. edge,to a convenient spot beneath the vault access. 13. Finally, dispose of the accumulated materials in accordance with Using appropriate hoisting equipment, attach a cable from applicable regulations. Make arrangements to return the used the boom, crane, or tripod to the loose cartridge. Contact empty cartridges to CONTECH. CONTECH for suggested attachment devices. Material Disposal Important: Cartridges containing leaf media (CSF) do not The accumulated sediment must be handled and disposed of in require unscrewing from their connectors. Do not accordance with regulatory protocols. It is possible for sediments damage the manifold connectors. They should remain to contain measurable concentrations of heavy metals and organic installed in the manifold and can be capped during the chemicals.Areas with the greatest potential for high pollutant maintenance activity to prevent sediments from entering loading include industrial areas and heavily traveled roads. the under drain manifold. Sediments and water must be disposed of in accordance with applicable waste disposal regulations. Coordinate disposal of solids B. Remove the used cartridges (up to 250 lbs.)from the vault. and liquids as part of your maintenance procedure. Contact the Important: Avoid damaging the cartridges during removal and local public works department to inquire how they disposes of their installation. street waste residuals. C. Set the used cartridge aside or load onto the hauling truck. D. Continue steps A through C until all cartridges have been removed. ©2007 CONTECH Stormwater Solutions 800.338.1122 www.contech-cpi.com Nothing in this catalog should be construed as an expressed warranty or an implied warranty of merchantability or fitness for any particular purpose. See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms and conditions of sale. The product(s)described may be protected by one or more of the following US patents: 5.322,629;5,624,576;5,707,527;5,759,415;5.788.848.5,985,157; 6,027,639;6,350,374;6,406,218;6,641,720;6,511,595;6,649,048;6,991,114;6,998,038;7,186,058;related foreign patents or other patents pending. Inspection Report Date: Personnel: Location:TDC 8001 HUNZIKER System Size: 4 CARTRIDGES System Type: Vault ❑ Cast-In-Place ❑ Linear Catch Basin ❑ Manhole © Other ❑ Date: Sediment Thickness in Forebay: Sediment Depth on Vault Floor: Structural Damage: Estimated Flow from Drainage Pipes(if available): Cartridges Submerged: Yes ❑ No ❑ Depth of Standing Water: StormFilter Maintenance Activities(check off if done and give description) ❑ Trash and Debris Removal: ❑ Minor Structural Repairs: ❑ Drainage Area Report Excessive Oil Loading: Yes ❑ No n Source: Sediment Accumulation on Pavement: Yes n No n Source: Erosion of Landscaped Areas: Yes ❑ No ❑ Source: Items Needing Further Work: Owners should contact the local public works department and inquire about how the department disposes of their street waste residuals. Other Comments: