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Report (40) 1 PL/W017-0017? 1 0, o sw oa/< 1 Stormwater Management Plan 1 RECEIVED Oak Street Apartments Washington County, Oregon MAY 1b 2017 1 Lr;fY OF TIGARD 3UILDING DIVISION May 9, 20 i 7 1 1 1 1 Prepared for: AG Spanos Companies 1 I `��a;�® PRop Prepared by: G416t ��ip2 Otak, Inc. 1 Tammi Connolly, PE AEGON�c","Amy On Water Resources Engineer ' V� 6"11 25 '?�9 s. GOA Jeremy Tamargo, EIT RENEWS: /2/3///1 Water Resources Designer oa ® ' HanmiGlobal Partner Otak Project No. 18056 1 1 OFFICE COPY 1 1 Stormwater Management Plan 1 Oak Street Apartments Washington County, Oregon PROJECT SUMMARY 1 Date: May 4, 2017 Washington County Casefile: 1 Clean Water Services Project No. Delineation #: Project Type: Residential Development Project Location: Washington County, Oregon 1 Latitude/Longitude: 45° 26' 37" N; 122° 46' 13"W 1 Plan Prepared By: Otak,Inc. Stormwater Manuals Cited: Clean Water Services, 2007. Design and Construction Standards for Sanitary Sewer and Surface Water Management. 1 Clean Water Services,2016. Low Impact Development Approaches Handbook. Cityof Tigard Engineering Department,July 1998. Public Improvement Design Standards. 1 i 1 1 1 Oak Street Apartments otak 1 L:\Project\18000\18056\ProjectDocs\Reports\Stormwater Management Plan\18056_Stormwater Management Plan.docx Table of Contents Page I Introduction Design Criteria Site Description I Drainage Basins 2 ' Existing Conditions 2 Proposed Conditions 3 ' Hydrology 3 Soils 4 Curve Number 4 Time of Concentration 4 Water Quality 5 Private Development 5 Public Right-of-Way 6 Pretreatment 6 ' Water Quantity 7 Conveyance 10 ' Offsite Bypass 10 Outfall Protection 11 Conclusions II References 12 ' Oak Street Apartments ll otak L:\Project\18000\18056\ProjectDocs\Reports\Stormwater Management Plan\18056_Stormwater Management Plan.docx I Table of Contents 1 Figures Figure I: Existing Drainage Figure 2: Proposed Drainage Figure 3: Offsite Drainage Basin Appendices Appendix A: Hydrologic Parameters ' Appendix B: Water Quality Calculations Appendix C: Water Quantity Calculations Appendix D: Conveyance Calculations Appendix E: Plan Sheets 1 I 1 I I ' Oak Street Apartments otak L:\Project\18000\18056\ProjectDocs\Reports\Stormwater Management Plan\18056_Stormwater Management Plan.docx I I Introduction Stormwater Management Plan I The Oak Street Apartments property (previously referred to as the Orland Property or A+O ' Apartments) is a proposed residential development in the City of Tigard, Oregon. The development will consist of 187 multi-family residential dwellings. Of the 11.17-acre site, 6.62-acres will be preserved as permanent open space including wetlands and riparian area adjacent to Ash Creek. ' Additional public right-of-way will also be dedicated for the widening of SW Oak Street across the site's frontage. The proposed development will create or replace 2.68 acres of private impervious area and 0.59 acres of impervious area in the public right-of-way. The purpose of this Stormwater Management Plan is to demonstrate compliance of the p Oak Street Apartments stormwater management system with Clean Water Services'Design and Construction ' Standards for Sanitary Sewer and Surface Water Management(CWS, 2007). Descriptions of the existing and proposed hydrologic conditions, as well as documentation showing the onsite stormwater management system's compliance with CWS standards for water quality and quantity are included in this report. Design Criteria Design of the proposed stormwater system will meet the following design criteria and planning 1 documents: • Public Improvement Design Standards(City of Tigard, 1998) • Design and Construction Standards for Sanitary Sewer and Surface Water Management(CWS, 2007) The Cityof Tigard has adopted the g p CWS Design and Construction Standards for Sanitary Sewer and Surface Water Management.All City standards in the Public Improvement Design Standards meet or exceed the CWS stormwater requirements. Site Description The 11.17-acre Oak Street Apartments property is within the limits of the City of Tigard. The site is located southeast of the intersection of SW Oak Street and SW 90th Avenue,with SW Oak Street bordering the site to the north (see Vicinity Map). The site consists of six existing tax lots (1S1 35AC TL 4000, 4100, 4200, 4300,4400; 1S1 35AD TL 1303). The northern portion of the property is currently a residential area containing four houses. The remaining southern portion contains wetlands and the 100-year floodplain of Ash Creek (see Appendix D for the FEMA FIRMette). The area of impact for this proposed development is located outside of the FEMA base flood area. ' Oak Street Apartments 1 otak L:\Project\18000\18056\ProjectDocs\Reports\Stormwater Management Plan\18056_Stormwater Management Plan.docx I Stormwater Management Plan .1., 'f tj?r., ko„-- ,,,t4,-.. -.;_ „ .,„:„"illionit,.,,.*,,,ggif z..„is r, -i: ,..,,.,.- - - .1- . ""otiV. -.,,,,,,,*SW,.LOCUST ST ;if , ,: . tr,`a yy Sf " 4,4",. 7-#0#1*°"' , „ 'ma # --"---:41,- , PROJ11 ' _ f + ',` y-i.-- a q}rola # ,',,. r ': "' X11 _- "` 4 y�... Y 411K .,,,, ,, g y' �.J : # t • srad Vicinity Map Drainage Basins Existing Conditions The Oak Street Apartments property has slopes ranging from 0.5 to 5 percent,with stormwater draining south to Ash Creek (see Figure 1).The property is mostly undeveloped,with the exception of four residential houses located along the northern edge of the property along SW Oak Street.Ash Creek runs from east to west along the southern edge of the property. .1 Runoff from the offsite,upstream drainage basin to the north of SW Oak Street drains into an open channel,which is collected and conveyed beneath SW Oak Street in a culvert before outfalling into -, an open channel ditch at the northwest corner of the Oak Street Apartments property (see Figure 3). This open channel has a 15-foot-wide public storm drainage easement across the northern 300-foot segment, and flows into Ash Creek at the southwestern corner of the property.There is currently no '1 treatment or detention provided for the existing offsite runoff. Oak Street Apartments 2 otak L:\Project\18000\18056\ProjectDocs\Reports\Stormwater Management Plan\18056_Stormwater Management Plan.docx .r I Stormwater Management Plan Proposed Conditions ' The proposed development will consist of 187 multi-family residential dwellings s in 2 buildings gs (see Figure 2). The proposed development calls for the dedication of additional public right-of-way for the widening of SW Oak Street along the frontage of the property.Approximately 6.62 acres of the site is delineated wetlands and will be preserved as open space. The proposed development will ' create or replace 2.68 acres of private impervious area and 0.59 acres of impervious area in the public right-of-way. Drainage basin areas for the proposed development, during existing and proposed conditions, are summarized in Table 1. 1 • tabfiel BasnAeas' Srnmry Condition Pervious Area (ac) Impervious Area (ac) Total Area (ac) ' Existing ROW 0.10 0.23 0.33 Existing Private 10.75 0.42 11.17 Proposed ROW 0.11 0.59 0.70 Proposed Private 8.11 2.68 10.79 The existing culvert crossing beneath SW Oak Street will be modified and replaced, and the culvert will be extended as a public storm drain line in an easement through the proposed development to outfall into the wetland south of the development. The existing 15-foot public storm drainage easement over the existing open channel is proposed to be vacated after installation of the new public storm line. I Hydrology The hydrologic calculations were completed� p ted usirig modeling software programs. The stormwater detention system for the Oak Street Apartments development was modeled using HydroCAD v10.0 ' software,while the water quality flow rates and the conveyance system were modeled in XPSWMM. Peak runoff rates generated from the property were calculated using the Santa Barbara Urban ' Hydrograph (SBUH) method in accordance with Chapter 5 of the CWS design manual. Precipitation depths for this project site,listed in Table 2,were obtained from the CWS design manual,Drawing No. 1280, and were applied to the NRCS Type 1A rainfall distribution. 1 Oak Street Apartments 3 otak L:\Project\18000\18056\ProjectDocs\Reports\Stormwater Management Plan\18056_Stormwater Management Plan.docx I Stormwater Management Plan 1 1 Tabfe Precipitation Depths 4r I Recurrence Interval Precipitation Depth (in) 2-Year 2.50III 10-Year 3.45 25-Year 3.90 I 100-Year 4.50 Soils I The Natural Resource Conservation Service (NRCS) Soil Survey for Washington County, Oregon online soil survey was referenced to determine hydrologic soil types for the project location. Soils I are categorized by the NRCS as hydrologic soil group types C/D and D,which consist of silt loams (See Appendix A).These soils generally exhibit low infiltration rates and relatively high runoff rates. I Curve Number Per CWS standards, Curve Numbers (CN) for impervious and pervious areas under existing and I proposed conditions were selected using Table 2-2a—Runoff Curve Numbers for Urban Areas from Technical Release 55: Urban Hydrology for Small Watersheds (TR-55) (See Appendix A). As identified in the NRCS Hydrologic Soil Group report in Appendix A,the soils within the proposed II area of impact are classified as hydrologic soil group C/D. Therefore,the D classification was used to determine curve numbers. Table 3 provides a summary of the runoff curve numbers under I existing and proposed conditions. Table-3 Runoff Curve Lumbers ,,,, tt 9- Category Cover Type Hydrologic Soil Group Curve Number Pavement, roofs, D 98 I Impervious Area sidewalks 50-75% Grass cover- D 84 Pervious Area Fair Condition Pervious Area Meadow,non-grazed D 78 Time of Concentration I The time of concentration (Tc) represents the maximum time needed for all areas of the basin to contribute to the outflow hydrograph. Time of concentration values for each contributing drainage Oak Street Apartments 4 otak L:\Project\18000\18056\ProjectDocs\Reports\Stormwater Management Plan\18056_Stormwater Management Plan.docx I Stormwater Management Plan I basin during existing and proposed conditions were calculated using the method provided by the ' Soil Conservation Service (SCS) Technical Release 55 (SCS, 1986), see Appendix A. Table 4 lists the time of concentration values input into the hydrologic calculations. ' ; I I Stormwater Management Plan I t ''''' ;t:" * * * * Table Filte C�art�dg�Manhole Summary'" `` Parameter West East I East 2 Water Quality Flow Rate (cfs) 0.18 0.05 0.02 I Water Quality Flow Rate (gpm) 82 20 7 Treatment Capacity per Cartridge (gpm) 7.5 7.5 7.5 Number of Cartridges 11 3 1 I Facility Type 96" Manhole 48" Manhole 48" Manhole Public Y Ri ht-of-Wa I Right-of-Way Runoff from sidewalks within the right-of-way and the half-street improvement along SW Oak I Street will drain to LIDA facilities located in the planter strip between the roadway and the sidewalk. Runoff from approximately 0.59 acres of existing and new impervious area in the public right-of- way will be managed.A simplified approach method was used to size the LIDA facilities,with each I facility required to have a minimum treatment area equal to six percent of the contributing impervious area, per CWS standards.Appendix B contains the LIDA facility sizing calculations. Due to open space constraints,LIDA R2 was only sized to 5.1 percent of the contributing impervious area. This LIDA facility will be designed with an increased water quality mix depth of 24 inches to compensate for the smaller footprint. I Pretreatment Stormwater within the West Basin will first be routed through a pretreatment water quality manhole, I which will remove trash,gravel, debris,and floatables from the stormwater prior to entering the filter cartridge manhole.An upstream flow split is not necessary as the pretreatment manhole is I sized to adequately handle flows from the 25-year conveyance design event. The pretreatment manhole will decrease the maintenance frequency required to remove sediment and debris from the filter cartridge manhole. Table 5 summarizes the parameters used to size the pretreatment manhole I for the West Basin. I I I Oak Street Apartments 6 otak L:\Project\18000\18056\ProjectDocs\Reports\Stotmwater Management Plan\18056_Stormwater Management Plan.docx I 1 Stormwater Management Plan Table S+Pretreatm'entManhole SizingLlt . Parameters West Basin Water Quality Flow Rate 0.18 cfs ' 25-year Flow Rate to WQMH 2.34 cfs Manhole Diameter 60 inches Sump Volume Sizing Ratio 20 cubic feet/1.0 cfs Sump Volume 58.9 cubic feet Sump Depth 3.0 feet 1 Pretreatment manholes will not berovide p d upstream of the two filter cartridge manholes for the East Basin filter treatment system. The sediment and debris loading is significantly less because these filter cartridge manholes treat predominantly roof runoff,with the exception of stormwater runoff from one catch basin in the private parking lot. Water Quantity Stormwater detention is required to mitigate for the increased runoff rates resulting from development of the site. The peak release rate from the proposed detention system must be less than or equal to the existing runoff rate at the point of compliance (POC) where project runoff leaves the site for the 2-year, 10-year, and 25-year recurrence interval storm events generated by the contributing basin,per CWS standards. Two underground detention facilities (East Basin and West Basin,respectively) will provide flow control for runoff from the private development. Runoff from the public right-of-way will be released undetained. Under proposed conditions, the combined peak flows from the private development and public right-of-way drainage basins will be less than or equal to the combined flows from the existing private and public drainage basins;with the private system overdetaining to compensate for the undetained right-of-way flows. Table 7 provides a summary of the existing peak runoff rates and the post-development peak discharge rates released by the onsite detention system for the design storm events of interest at the POC. Tables 8 and 9 contain the sizing parameters for the proposed West Basin underground detention facility and East Basin underground detention facility,respectively. 1 i Oak Street Apartments 7 otak L:\Project\18000\18056\ProjectDocs\Reports\Stormwater Management Plan\18056_Stormwater Management Plan.docx i I Stormwater Management Plan I Table 70 Exist ng and' Proposed\ eal` Flo v Rates amt PO tip} wn .v .a .x. Existing Conditions Proposed Conditions Event Peak Flow(cfs) Event Peak Flow(cfs) I 2-yr 0.57 2-yr 0.56 10-yr 1.04 10-yr 0.94 I 25-yr 1.29 25-yr 1.29 ' Table 8 -West .asin Unde gro dDetention a lity'Design ig,rf Par eters Number of Rows 2 rows Chambers per Row 25 chambers/row I Total Base Length 107.74 feet Total Base Width 19.42 feet I Chamber Area 2,092 ft2 Field Height 6.0 feet I Active Storage Volume 8,301 cubic feet I -:: 'r. Table 9-Ease Basin U deground Detention Facility Design`Parameters — , Number of Rows 2 rows I Chambers per Row 16 chambers/row Total Base Length 71.52 feet111 Total Base Width 19.42 feet Chamber Area 1,389 ft2 Field Height 6.0 feet Active Storage Volume 5,463 cubic feet Tables 10 and 11 summarize the flow control structure summaries for the proposed West Basin underground detention facility and East Basin underground detention facility,respectively. Tables 12 and 13 provide the water surface elevations and detention volumes for the two underground detention facilities for the design storms. I Oak Street Apartments 8 otak L:\Project\18000\18056\ProjectDocs\Reports\Stormwater Management Plan\18056_Stormwater Management Plan.docx I I 1 Stormwater Management Plan I 4 4 Table I 0—Flow, Co, trol Structure Summary: West`Basin Underground•Detenn ionoFacility Flow Control Device Device Dimensions (Bottom Invert Elev. = 167.76') I 2-yr Orifice Orifice Diameter 2.0 inches Orifice Invert Elevation 167.26 feet Orifice Diameter 3.0 inches 10-yr Orifice I Orifice Invert Elevation 170.76 feet Weir Length 0.5 feet 25-yr Weir I Weir Crest Elevation Weir Length 172.26 feet Overflow Weir 5.5 feet Weir Crest Elevation 172.76 feet I Table I Flow Control Structure Serum ary. East BasinoUnderground Detention Facili Flow Control Device Device Dimensions (Bottom Invert Elev. = 168.36') 2/10-yr Orifice Orifice Diameter 1.0 inches Orifice Invert Elevation 167.86 feet I Weir Length 0.5 feet 25-yr Weir Weir Crest Elevation 172.86 feet Overflow Weir Weir Length 5.5 feet IWeir Crest Elevation 173.11 feet :Table 121—Water Surface Elevation n Detention Volumes:West=`Basin Underground it Detention`Facil40. ity (Bottom Invert Elev. 167.7 ) IStorm Event Water Surface Elevation (ft) Max. Volume (cf) 2-year 170.86 5,156 I 10-year 172.16 6,896 25 year 172.66 7,378 100-year check 172.89 7,576 I I IOak Street Apartments 9 otak L:\Project\18000\18056\ProjectDocs\Reports\Stormwater Management Plan\18056_Stormwater Management Plan.docx I I Stormwater Management Plan Table 3Vater SufacEleiations and.Detention Volumes: East�Bndergroupd ,r0„ De ention acility (Bottom, nv rt Elev 68 6) w , Storm Event Water Surface Elevation (ft) Max.Volume (cf) 2-year 170.72 2,632 10-year 172.38 4,235 25-year 172.93 4,651 1 100-year check 173.01 4,702 Conveyance Inlets,manholes and pipes will be used to collect and convey the stormwater runoff from the 1 proposed development, designed per CWS design criteria. Separate pipe outfalls will be provided for the public right-of-way and the private development. I The stormwater conveyance pipe network for the Oak Street Apartments development was analyzed in XP-SWMM v2014 and designed in accordance with CWS standards for storm sewer pipe ' networks. Stormwater runoff rates for each basin, during proposed conditions,were calculated using XP-SWMM and are included in the output tables from the Runoff Mode of XP-SWMM (see Appendix C). Runoff from each of these proposed basins was routed to the storm pipe outfalls via the proposed stormwater conveyance system. The conveyance system was sized to convey the 25-year,24-hour storm event with a minimum of 1 foot of freeboard between the hydraulic grade line (HGL) and the finished grade elevation. A Manning's n value of 0.013 was applied to the storm conveyance pipes in the network. Appendix C includes output information from the XP-SWMM model, summarizing the pipe network characteristics and results of the hydraulic routing during the design storm events. Offsite Bypass i The existing offsite drainage basin (62.81 acres) north of SW Oak Street,which includes the right- of-way road basin,is proposed to be bypassed around the project site in a pipe system extending through the proposed development and outfalling at a location at the southern edge of the proposed developed area.The conveyance of this offsite drainage was included in the XP-SWMM model ' described above,with the 30" pipes designed to provide at least 1.0 foot of freeboard for a 25-year flow event (see Appendix C). Oak Street Apartments 10 ' otak L:\Project\18000\18056\ProjectDocs\Reports\Stormwater Management Plan\18056_Stormwater Management Plan.docx I 1 111 Stormwater Management Plan I Outfall Protection IIn an effort to prevent soil erosion and minimize scour at the storm pipe outfalls to Ash Creek, energy dissipation pads will be constructed with rip rap to dissipate energy. The rock and pad Iextents are sized based on CWS Design and Construction Standards, Section 5.07.7,Table 5-5. Two storm pipes outfall into Ash Creek, one from the private development and one from the public right-of-way improvements. Parameters used to size this outfall pads,per CWS standards, are listed I in Table 14 for the interim pond and in Table 12 for the Buildout Pond. I bie�14--- ,Outfall.Outfall Rip`Rap 1zin ..Pararieters Privateand ublac Odtfalls v Oak Street Apartments Rip Rap Sizing Parameter PI P2 IPrivate Outfall to Ash Creek Public Outfall to Ash Creek I Discharge Velocity at Design Flow (fps) 2.41 10.57 Pipe Diameter (in) 12 30 ODOT Class 50 Engineered Energy Dissipater ' Required Thickness 1.5 * ' Width (ft) 7 * Length (ft) 8 * Height Over Crown (ft) 1 * I *to be designed in a future submittal Conclusions I Thero osed Oak Street p Apartments development will include a stormwater management system I designed to follow the standards set forth by Clean Water Services. The proposed development will create or replace 2.68 acres of private impervious area and 0.59 acres of impervious area in the public right-of-way. For the private development,water quality treatment will be provided by I proprietary filter cartridges due to site area constraints. For the public right-of-way,water quality treatment will be provided by LIDA facilities. Water quantity requirements will be met by two underground detention systems. Under proposed conditions, the combined peak flow rates from the Iprivate development and public right-of-way drainage basins will be less than or equal to the combined flow rates from the existing private and public drainage basins during the identified storm IOak Street Apartments 11 otak L:\Project\18000\18056\ProjectDocs\Reports\Stormwater Management Plan\18056_Stormwater Management Plan.docx 1 1 Stormwater Management Plan 1 events. The conveyance system has been sized to convey the 25-year, 24-hour storm event while maintaining a minimum of 1 foot of freeboard below the structure rim elevations. References City of Tigard, 1998. Public Improvement Design Standards, City of Tigard,July 15, 1998. CWS,2007. Design and Construction Standards for Sanitary Sewer and Surface Water Management, Clean 1 Water Services,June 2007. CWS, 2009. Loan Impact Development Approaches Handbook, Clean Water Services,July 2009. 1 SCS, 1986. Technical Release 55: Urban Hydrology for Small Watersheds,United States Department of Agriculture Soil Conservation Service,June 1986. 1 I 1 I Oak Street Apartments 12 otak L:\Project\18000\18056\ProjectDocs\Reports\Stormwater Management Plan\18056_Stonnwater Management Plan.docx I In — EN all n an N En M r 11111 — MN NM E - - i T 0'Q O 7 0 fD r r �4P�e I ..,.1:i.4?' 7' �� 5 , g M ..fr i.4 7/ • Existing Culverts ° M 4 0 0 79. ` X4'4'' 5Basin I __________ __.-.--..--n--...--... ` n 4 4 ' `r —tea ��{ ,.R '' 4.• / i \- l•1 ROW {. - a, 63 o - - V Oa tie .. e DRi �;�,- l � _ ��- 7 � ��.y ! , � woo c _ , a ' '� cue+a : wrax '` I �i7ipl — ;" L " • a. `a g O zz I I� -rr� r f-.. 2 fl; .Pa HOUSE --_� /I 11 ' '� "HOU E 1 z I , _, ----_ _. ____:7,--6-5,...__ ,, '------)- -- -- --- - e I - - '.` POC - Approx. 100-year : } f j,; Floodplain Boundary (Elev=163±NGVD) I etland Bounda } - ry Uncle eloped Basin z w W o E 0 t 0 x v E--+o z ti�—ss 0 2 - _ c. ¢ C� LEGEND: Property Boundary - z P Y ry 100-year Floodplain Boundary o x Existing Fenceline X Deciduous Tree Oc, w s Drainage Flow Arrow 11, Area of Impact (Project Site) O Conifer Tree - - n----- Time of Concentration n _ H56 3rd Ave,bal artner Wetland Area BOB6 SW 3rd Ave,Ste.300 Portland, OR 97204 Phone (503)287-6825 Fax (503)415-2304 18056 corn 50' 0' 50' 100' wwotak. I 1 MN 0 �� w. SCALE IN FEET Project No. Drawing No. FIGURE 1 Sheet No. ©Otak,Inc.2016 I 044.000••� LIDA R1 .eee.e,. #' OFFSITE BASIN 0000eoe ♦oeoeoo• ., ,444; -. �,- Grates collecting ,..... LIDA R4 AIIIIIHI ted. a 'O.'O!',;. / _ _ _ offsite ROW LIDA R2 LIDA R3 al_10. – 1 — a F� �j �� r� ci'ivl. -- rill_ - = 11101 �� t -'--�'-' • ix �t�:a �•#:' �'�„�, �� f �.+ eet k .?r',.a:. ��•,g l,.y'11:-f-'," 3�, -..rs �..`. s `, '�'� . to ;�s z a � ,, �' ..,,_,. .,<.rI , ,as a.:a ,.,,,t .a r�' ° s. I �' v \ C a ,,�. ©:+`� S � . ` ' ,., '.<,<�',. '7.J:.,"-,"N- � fir ,v, ,:_,„7„,..„,„,, ...„,‘, � (-„,�i • . . :, �> 3 ....,.:,,� ,� ..a. .. # �_;� ..� e,<1y ..., <:n � "z '`fi ,'"�,., �.;. ., L.....," � ._. - ,,, „ >'�•... .f.xs £� .,i .... ,..7. w.w>... .,.,�„<.:.. 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A6 •''''' � F r Via, r ”"• • k u;. !^ .r, uwz-. t_,�,` ',i 4..,•w�.; P .... ;� .:..g 7.......1 '",,� 6 a ;. ; 'a�.<S 'a a>zs..:t ,s•'. - 3 ,..,x -<..----,..i, tea",.:: ,a ' .# ,'� � �� u _ �� ,,� � �� ,� 48"Water Quality ,� � ,. ^•x,� * ' fi <..r`." ' ,x -`g'1..---'-.1-: ';- �,,. , <„e.; �'' a .�..... §3.:�°” � Cartridges /. � � � .•�.° , c.. ,�rx� � �.; ,- < °�� os , ,.. . •� , .^ > . �,.. �.. <, , .... . .,, < < _.. x •� ' ; ..; Manhole with Filter ..+:t., ,. *.,,, �.a� >,<. ,x<�z.. �,� ,,...: ,fr,p ,.... .Tk.=�„ -�' ••-:,v,t` ,.,,.,» :) 'n 4^.e„.. 3�„„fi sns ..<.z,re# ..,,.: "y.,,3r .,.. ,a„, '' s"# , + sem-- -' o- ;.:. ^•.. �- , t> <,>: zes. ty ” a, ,�,<x:�„ *t,4>£ �, .: 1-::';-..-.z �%a: -,..�. "i,. are � ,.' l: 48" y w .� � ,, a �•� _ u� >. n .w� ,� �;� ,., -� • , � � � �� Water Quality 'P '`3 "::�:*.- ,`fir. ,- .•-, ,_::' r' .,.,..: '',.,w. ,^?+<. + .,; . � >•r �.,, TM:T4-$`. .,.,>, ..��,�^ s,. ,.�,�"' � .�::--�< sem,,:.,,s< a� ::>< ,� a; ., : �>.., ,, F , _ Manhole with Filter 3.�< � a a� '(� v �...u: f5 �:,:� (� Cartridges z E4 0 u Flow Control LEGEND. — 96"Water Quality - • � < Manhole — __E- .---",-------..._,......_____ 4 - Manhole with Filter — _ _ _ LIDA Facility w I Cartridges Detention Facility and tY East Basin Undergro , Z g i dergrou Detention Facility Detention FacilityUn = ROW , . Flow Spreader ' Outfall 0 Basin Outfall' $ (Undetained). \' Drainage Basin — Qi tso Spreader,' \ West Basin Underground .` . .' . ' E-4 8 < Q and Flow S lea , P Detention Facility ' B 1 Subbasin _ w o 0 X Wetland Bounda` Onsite ROW to Public A Outfall 8 E5 I Offsite ROW to Public Ch . Outfall (See Figure 3) 0" CL Private Onsite to West Underground Detention O a Private Onsite to East Underground Detention HanmiGIobaI Partner < - _ _ • 808 SW 3rd Ave,Ste,300 Portland, OR 97204 - - . • _,` .. - - , - - - - Phone:(503)287-6825 Wetland Area Fu: (503)4:5-2304 30, . O•_ _ 0' _ n0• �� _ ,- _.-, _ - - , _ _ . - wncotak.com ®.. 18056 /• i� Project No. Drawing No. - - FIGURE 2 Sheet No. OOtee,kw.2015 II 1 ..... ...------_........ ................___-----.-.- 1 3 i ,.,", F; ! : 7 ; *_ �' Y om ., '1". . .. ,.sn:'yyl�+.Y ,gyp ,, ' d.Cf,ys✓>h- y ...>. t + - y +tom � v.� y. c_, k .vim s"•"" `a a1 , 4 - , "v*AA"''',.1 '''..- oi, ,.. , _..” , . . ,,, ,_, ,,. . ,,_ , I . ., ,. . - . _. ._... _ . ,,.... .., , ,L; ---, ,f .. . „,.,..ilit., \,..,- ,,. :n tom" " 1 Olt 2� aa Y b" Total Offsite Area: 62.81 ac , ; Impervious area: 41.45 act :ff. ' o le, �` . Pervious area: 21.36 ac ' L7.:.1/ - ( yy jiii nf( or- n 2to . F _ Mos `" 114,'" . ' +., f 1114 " 1144 �' t• t :Ii .R txt =l - 0 0 . i * : t`' L ,2......1, „f. rt.-* .. . jj „,, ... ,, .... '' , - ' 1°, .. ai s+3 w C ti `, � �� i4,-4 r r Sft .IIIo- .- 0 • et. •Fs .,..`' k e y `"* _: ,, ... Yi Otto 4 Oak Street Apartments .., FigureLegend 3 - Offsite Drainage Basink. „, s F ,. , "' • 9� • GIS_StormManholes 10 Foot Contours k 0., � 4 • GIS_Storminlets GIS_ClosedConveyances 1 _ —.._ `' �` • GIS StormFittingsCreeks �w.i f ' :` GIS_StormLaterals '"1. q19� A+O Apartments Development .'0 0.05 0.1 0.2 Miles . GIS_OpenConveyances Offsite North Area Drainage Basin a ..4—... - ,.d ..!.R - _, 'w. • -.."' .•"�3114�'�'IFIr 'Dr,�'-a""' nth„ v` wA. _....n....... ..� ,;...; �� w ,j `MjuvuE��tivF,_,,c,,,,,,A-nrxli'riq,wuu - '-.l �n-a'-?“"a"w 1 1 1 1 1 1 1 1 1 Appendices 1 1 1 1 1 1 1 1 o 1 ° 1 HanmiGlobal Partner I I I I I I I I I Appendix A — Hydrologic Parameters I I I I I I I I I o 1 IHanmiGlobal Partner Hydrologic Soil Group—Washington County,Oregonzo (18056 Oak Street Apartments) 517700 517740 517780 517820 517880 517900 517940 517980 518020 518060 518100 45°2639"N ws , 45°26'39"N • AN ` 4`a a' i ts }" a . • 0 o g '� A Creek x0815 Nap maw E a daI6d as a[hi aGo 45°26'31"N 45°26'31"N 517700 517740 517780 517820 517860 51/000 517940 517980 518020 518060 518100 Map Scale:1:1,860 if printed on A landscape(11"x 8.5")sheet N Meters N 0 25 50 100 150 A Feet 0 50 100 200 3000 Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 10N WGS84 USDA Natural Resources Web Soil Survey 3/8/2017 Conservation Service National Cooperative Soil Survey Page 1 of 4 M E N - M N M - r M M - - M M OM S 1 NM Hydrologic Soil Group—Washington County,Oregon (18056 Oak Street Apartments) MAP LEGEND MAP INFORMATION Area of Interest(AOl) ■ C The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) ■ C/D 1:20,000. Soils ■ D Warning:Soil Map may not be valid at this scale. Soil Rating Polygons 0 A a Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil Li Water Features A/D line placement.The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed B scale. Transportation B/D 4_4,4 Rails Please rely on the bar scale on each map sheet for map 0 Cmeasurements. rw+ Interstate Highways C/D US Routes Source of Map: Natural Resources Conservation Service 0 Web Soil Survey URL: D Major Roads Coordinate System: Web Mercator(EPSG:3857) 0 Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines Background projection,which preserves direction and shape but distorts r�+ A allBackground and area.A projection that preserves area,such as the Aerial Photography Albers equal-area conic projection,should be used if more A/D accurate calculations of distance or area are required. " B This product is generated from the USDA-NRCS certified data as 0%... B/D of the version date(s)listed below. C Soil Survey Area: Washington County,Oregon Survey Area Data: Version 14,Sep 16,2016 C/D Soil map units are labeled(as space allows)for map scales D 1:50,000 or larger. r...0 Not rated or not available Date(s)aerial images were photographed: Aug 3,2014—Aug Soil Rating Points 23,2014 ■ A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background ■ AID imagery displayed on these maps.As a result,some minor • B shifting of map unit boundaries may be evident. • B/D USDA Natural Resources Web Soil Survey 3/8/2017 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Washington County,Oregon 18056 Oak Street Apartments I 1 Hydrologic Soil Group 1 Hydrologic Soil Group—Summary by Map Unit—Washington County,Oregon(OR067) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 1 Aloha silt loam C/D 1.5 14.1% 13 Cove silty clay loam D 4.4 0 42.5/0 22 Huberly silt loam C/D 1.6 15.5% I42 Verboort silty clay loam D 2.9 27 9% Totals for Area of Interest 10.3 100.0% IDescription I 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 Iprecipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D)and three dual classes (ND, B/D, and C/D). The groups are defined as follows: I Group A. Soils having a high infiltration rate(low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively I drained sands or gravelly sands. These soils have a high rate of water transmission. I 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. IGroup 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 I 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 I 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 Imaterial. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (ND, B/D, or C/D), the first letter is I 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. 1 USDA Natural Resources Web Soil Survey 3/8/2017 dim Conservation Service National Cooperative Soil Survey Page 3 of 4 I I Hydrologic Soil Group—Washington County,Oregon 18056 Oak Street Apartments I 1 Rating Options Aggregation Method: Dominant Condition I Component Percent Cutoff:None Specified Tie-break Rule: Higher I 1 I I I I I 1 I 1 1 I I 1 USDA Natural Resources Web Soil Survey 3/8/2017 �� Conservation Service National Cooperative Soil Survey Page 4 of 4 1 1 I Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds IExisting Conditions Table 2-2c Runoff curve numbers for other agricultural lands 1/ wiimmai Curve numbers for ----–– – — Cover description ---------------------- --------- hydrologic soil group----- - ' Hydrologic Cover type condition A B C D Pasture,grassland,or range—continuous Poor 68 79 86 89 1 forage for grazing.2/ Fair 49 69 79 84 Good 39 61 74 80 Meadow—continuous grass,protected from — 30 58 71 78 *---- 1 grazing and generally mowed for hay. Brush—brush-weed-grass mixture with brush Poor 48 67 77 83 the major element.3i Fair 35 56 70 77 IGood 304 48 65 73 oos—grasscombination(orchard Poor 57 73 82 86 or tree farm).3' Fair 43 65 76 82 I Good 32 58 72 79 Woods.si Poor 45 66 77 83 Fair 36 60 73 79 IGood 30 v 55 70 77 Farmsteads—buildings,lanes,driveways, — 59 74 82 86 and surrounding lots. Ii Average runoff condition,and Ia=0.2S. 2 Poor: <50%)ground cover or heavily grazed with no mulch. Fair: 50 to 75%ground cover and not heavily grazed. Good: >75%ground cover and lightly or only occasionally grazed. II 3 Poor. <50%ground cover. Fair: 50 to 75%ground cover. Good: >75%ground cover. 4 Actual curve number is less than 30;use CN=30 for runoff computations. 5 CN's shown were computed for areas with 50%woods and 50%grass(pasture)cover.Other combinations of conditions may be computed from the CN's for woods and pasture. 6 Poor: Forest litter,small trees,and brush are destroyed by heavy grazing or regular burning. Fair: Woods are grazed but not burned,and some forest litter covers the soil. I Good: Woods are protected from grazing,and litter and brush adequately cover the soil. I 1 I I I (210-VI-TR-55,Second Ed.,June 1986) 2-7 I 111 Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds IProposed Conditions Table 2-2a Runoff curve numbers for urban areas 1/ I Curve numbers for ------------------ Cover description --------------- ----hydrologic soil group------ Average percent Cover type and hydrologic condition impervious area 21 A B C D IFully developer)urban areas(vegetation established) Open space(lawns,parks,golf courses,cemeteries,etc.)3/: Poor condition(grass cover<50%) 68 79 86 89 I Fair condition(grass cover 50%to 75%) 49 69 79 84 (— Good condition(grass cover>75%) 39 61 74 80 Impervious areas: Paved parking lots,roofs,driveways,etc. I (excluding right-of-way) 98 98 98 98 - Streets and roads: Paved;curbs and storm sewers(excluding right-of-way) 98 98 98 98 I 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)_v 63 77 85 88 I 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: I 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 I 1/4 acre 38 61 75 83 87 1/3 acre 30 57 72 81 86 1/2 acre 25 54 70 80 85 I1 acre 20 51 68 79 84 2 acres 12 46 65 77 82 Developing urban areas I Newly graded areas (pervious areas only,no vegetation)5i 77 86 91 94 Idle lands(CN's are determined using cover types Isimilar to those in table 2-2c). 1 Average runoff condition,and Ia=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 I 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. I 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. 1 I (210-VI-TR-55,Second Ed.,June 1986) 2-5 I ITime of Concentration Calculations Project Name: Oak Street Apartments By: TSC Date: 06/02/2015 I Project Number: 18056 Existing BASIN Conditions IINPUT SHEET FLOW Surface Description (from Table 3-1) Dense Grass - - I Manning's Roughness Coefficient 0.24 - - Flow Length , L (<300 ft) ft 300 - - 2-Year, 24-Hour Rainfall, P2 in 2.5 - - 11 Land Slope, s ft/ft 0.037 - - OUTPUT Travel Time hr 0.51 - - ISHALLOW CONCENTRATED FLOW INPUT Surface Description (paved or unpaved) - - - IFlow Length, L ft Watercourse Slope, s ft/ft - - - ' OUTPUT - Average Velocity, V ft/s - - Travel Time hr 0.000 - - CHANNEL FLOW INPUT Cross Sectional Flow Area, a ft2 - - I Wetted Perimeter, pW ft - - - Channel Slope, s ft/ft - _ _ Manning's Roughness Coefficient - - I Flow Length, L ft 0 - - OUTPUT Average Velocity, V ft/s - - - Hydraulic Radius, r= a/pw ft - - - Travel Time hr 0.000 - - ' Basin Time of Concentration, Tc hrs 0.51 - - min 30.5 - - I I I 1 oa ® IL:\Project\18000\18056\WaterRes\18056 Time of Concentration TR55.xls HanmiGlobal Partner MS MN NS NE — w — r — EN MI I — — — MI M EN NM Basin Areas - Existing Conditions 18056 Oak Street Apartments Basin Area Basin Area Existing Existing Existing Roof Impervious Impervious Pervious area Pervious area Basin Name (sf) (ac) Sidewalk(sf) Roadway(sf) (sf) Area (sf) Area (ac) (sf) (ac) Private Basin 139,238 3.20 1,721 5,005 11,708 18,434 0.42 120,804 2.77 Undeveloped 347,320 7.97 0 0 0 0 0.00 347,320 7.97 ROW Basin 13,979 0.32 0 9,824 0 9,824 0.23 4,155 0.10 TOTAL 500,537 11.49 1,721 14,829 11,708 28,258 0.65 472,279 10.84 l M r M N r - i r 1 M I - - - = N - MIN Basin Areas - Proposed Conditions 18056 Oak Street Apartments Impervious Area Pervious Area Total Area Basin Name Sidewalk (sf)IRoadway(sf)1 Roof(sf) I Total (sf) 1 (ac) (sf) ac I Total I ( ) (sf) ac Private Development I ( ) Al 0 2,398 0 2,398 0.06 0 0.00 2,398 0.06 A2 454 3,423 0 3,877 0.09 262 0.01 4,139 0.10 A3 0 3,866 0 3,866 0.09 100 0.00 3,966 0.09 A4 0 4,647 0 4,647 0.11 410 0.01 5,057 0.12 A5 2,610 36,450 0 39,060 0.90 4,581 0.11 43,641 1.00 A6 0 7,295 0 7,295 0.17 639 0.01 7,934 0.18 B1 5,232 0 28,618 33,850 0.78 0 0.00 33,850 0.78 B2 0 0 21,811 21,811 0.50 0 0.00 21,811 0.50 Undeveloped 0 0 0 0 0.00 58,974 1.35 58,974 1.35 Preserved Wetland 0 0 0 0 0.00 288,490 6.62 288,490 6.62 ROW R1 1,896 4,178 0 6,074 0.14 849 0.02 6,923 0.16 R2 3,410 7,331 0 10,741 0.25 1,886 0.04 12,627 0.29 R3 2,432 4,846 0 7,278 0.17 1,549 0.04 8,827 0.20 R4 569 931 0 1,500 0.03 400 0.01 1,900 0.04 EXTRA COLLECTED (ADDED TO R1) 0 129 0 129 0.00 0 0.00 129 UNCOLLECTED 0 59 0 0.00 59 0.00 0 0.00 59 0.00 Contributions to Outfall and Detention Structures: Impervious Impervious Pervious Pervious Area Total Area Basin Name (sf) I (ac) I (sf) I (ac) 'Total (sf) I (ac) WEST DETENTION FACILITY 87,698 2.01 5,353 0.12 93,051 2.14 EAST DETENTION FACILITY 29,106 0.67 639 0.01 29,745 0.68 ROW PUBLIC OUTFALL 25,593 0.59 4,684 0.11 30,277 0.70 TOTAL PRIVATE DEVELOPMENT 116,804 2.68 353,456 8.11 470,260 10.80 TOTAL ROW 25,593 0.59 4,684 0.11 30,277 0.70 TOTAL 142,397 3.27 358,140 8.22 500,537 11.49 I I I 1 1 I Appendix B — Water Quality Calculations 1i 1 I oa , ' HanmiGlobal Partner 1 — r — illi Ilii — r — r III r E — IIS — r — r LIDA Sizing 18056 Oak Street Apartments Public ROW Contributing Contributing Treatment Actual Facility Basin Area Basin Area Pervious Contributing Contributing Impervious Impervious Req LIDA Area Sizing LIDA Facility Type (sf) (ac) Area (ac) Sidewalk(sf) Roadway(sf) Area (sf) Area (ac) @ .06 Shown (sf) Factor ss= ,>.. w - _ tin. 'kt� a§> : 1° -„ t 'it. .,.: .. ', 4 w. ' �g ` .rs 3 R1 FTP 6,923 0.16 0.02 1,896 4,178 6,074 0.14 364 383 6.3% R2 FTP 12,627 0.29 0.04 3,410 7,331 10,741 0.25 644 545 5.1% R3 FTP 8,827 0.20 0.04 2,432 4,846 7,278 0.17 437 458 6.3% R4 FTP 1,900 0.04 0.01 569 931 1,500 0.03 90 141 9.4% Subtotal 30,277 0.11 8,307 17,286 25,593 0.59 1,527 I Water Quality Calculations I 18056 Oak Street Apartments Private Development Contributing Impervious Area: ' West: 87,698 ft2 2.01 ac I East 1: 21,811 ft2 0.50 ac East 2: 7,295 ft2 I 0.17 ac CWS Standards: I Water Quality Volume and Flow: WQV=0.36 in x IA/12 in/ft (CWS,4.05.06) WQF=WQV/14400 (CWS,4.05.06) 1 WQV&WQF: I West: WQV 2,631 ft3 Water Quality Volume WQF 0.18 ft3/s Water Quality Flow WQV 1: W V 654 ft3 Water Quality Volume I WQF 0.05 ft3/s Water Quality Flow ' East 2: WQV 219 ft3 Water Quality Volume WQF 0.02 ft3/s Water Quality Flow I I I I I I I 1 I I 1 i 1 i Appendix C — Water Quantity Calculations I I 11111 oa ® HanmiGlobal Partner I I I Existing Conditions I I I I 85 1S E - RO - Private ' 14P I E - POC I 2-yr: 0.57 cfs 10-yr: 1.04 cfs 25-yr: 1.29 cfs 100-yr: 1.63 cfs I I I SUbCaf' Reach 'on• Mg Routing Diagram for 18056_Detention Prepared by Otak, Inc., Printed 3/30/2017 HydroCAD®10.00 s/n 05469 ©2013 HydroCAD Software Solutions LLC I 18056_Detention Type IA 24-hr 2-yr Rainfall=2.50" 1 Prepared by Otak, Inc. Printed 3/30/2017 HydroCAD® 10.00 s/n 05469 ©2013 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: E - Private I Runoff = 0.42 cfs @ 8.08 hrs, Volume= 0.262 af, Depth= 0.98" I Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs • Type IA 24-hr 2-yr Rainfall=2.50" I Area (sf) CN Description 18,434 98 Paved parking, HSG D 120,804 78 Meadow, non-grazed, HSG D 139,238 81 Weighted Average 120,804 78 86.76% Pervious Area I 18,434 98 13.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11130.5 Direct Entry, Direct Summary for Subcatchment 8S: E - ROW I Runoff = 0.15 cfs @ 7.90 hrs, Volume= 0.052 af, Depth= 1.93" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs I Type IA 24-hr 2-yr Rainfall=2.50" Area (sf) CN Description I 9,824 98 Paved parking, HSG D 4,155 84 50-75% Grass cover, Fair, HSG D I 13,979 94 Weighted Average 4,155 84 29.72% Pervious Area 9,824 98 70.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Summary for Pond 14P: E - POC Inflow Area = 3.517 ac, 18.44% Impervious, Inflow Depth = 1.07" for 2-yr event I Inflow = 0.57 cfs @ 8.00 hrs, Volume= 0.314 af Primary = 0.57 cfs @ 8.00 hrs, Volume= 0.314 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/ 3 I I I I I 18056_Detention Type IA 24-hr 10-yr Rainfall=3.45" Prepared by Otak, Inc. Printed 3/30/2017 HydroCAD® 10.00 s/n 05469 ©2013 HydroCAD Software Solutions LLC Page 3 ISummary for Subcatchment 1S: E - Private IRunoff = 0.83 cfs @ 8.04 hrs, Volume= 0.451 af, Depth= 1.69" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-yr Rainfall=3.45" IArea (sf) CN Description 18,434 98 Paved parking, HSG D I 120,804 78 Meadow, non-grazed, HSG D 139,238 81 Weighted Average 120,804 78 86.76% Pervious Area I18,434 98 13.24% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 30.5 Direct Entry, Direct Summary for Subcatchment 8S: E - ROW I Runoff = 0.23 cfs @ 7.89 hrs, Volume= 0.076 af, Depth= 2.82" I Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-yr Rainfall=3.45" I Area (sf) CN Description 9,824 98 Paved parking, HSG D 4,155 84 50-75% Grass cover, Fair, HSG D I 13,979 94 Weighted Average 4,155 84 29.72% Pervious Area 9,824 98 70.28% Impervious Area ITc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct I Summaryfor Pond 14P: E - POC I Inflow Area = 3.517 ac, 18.44% Impervious, Inflow Depth = 1.80" for 10-yr event Inflow 1.04 cfs @ 8.00 hrs, Volume= 0.526 af Primary = 1.04 cfs @ 8.00 hrs, Volume= 0.526 af, Atten= 0%, Lag= 0.0 min IRouting by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 I 18056_Detention Type IA 24-hr 25-yr Rainfall=3.90" Prepared by Otak, Inc. Printed 3/30/2017 HydroCAD® 10.00 s/n 05469 ©2013 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1S: E - Private 1 Runoff = 1.04 cfs @ 8.02 hrs, Volume= 0.547 af, Depth= 2.05" ' Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-yr Rainfall=3.90" Area (sf) CN Description 18,434 98 Paved parking, HSG D 120,804 78 Meadow, non-grazed, HSG D 139,238 81 Weighted Average 120,804 78 86.76% Pervious Area 18,434 98 13.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.5 Direct Entry, Direct Summary for Subcatchment 8S: E - ROW Runoff = 0.26 cfs @ 7.89 hrs, Volume= 0.087 af, Depth= 3.25" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs ' Type IA 24-hr 25-yr Rainfall=3.90" Area (sf) CN Description 9,824 98 Paved parking, HSG D 4,155 84 50-75% Grass cover, Fair, HSG D 13,979 94 Weighted Average 4,155 84 29.72% Pervious Area 9,824 98 70.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct Summary for Pond 14P: E - POC Inflow Area = 3.517 ac, 18.44% Impervious, Inflow Depth = 2.16" for 25-yr event ' Inflow = 1.29 cfs @ 8.00 hrs, Volume= 0.634 af Primary = 1.29 cfs @ 8.00 hrs, Volume= 0.634 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/ 3 1 1 18056_Detention Type IA 24-hr 100-yr Rainfall=4.50" I Prepared by Otak, Inc. Printed 3/30/2017 HydroCAD® 10.00 s/n 05469 ©2013 HydroCAD Software Solutions LLC Page 5 ' Summary for Subcatchment 1S: E - Private ' Runoff = 1.34 cfs @ 8.01 hrs, Volume= 0.680 af, Depth= 2.55" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type IA 24-hr 100-yr Rainfall=4.50" ' Area (sf) CN Description 18,434 98 Paved parking, HSG D ' 120,804 78 Meadow, non-grazed, HSG D 139,238 81 Weighted Average 120,804 78 86.76% Pervious Area ' 18,434 98 13.24% Impervious Area Tc Length Slope Velocity Capacity Description ' (min) (feet) (ft/ft) (ft/sec) (cfs) 30.5 Direct Entry, Direct ' Summary for Subcatchment 8S: E - ROW Runoff = 0.31 cfs @ 7.89 hrs, Volume= 0.103 af, Depth= 3.83" ' Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type IA 24-hr 100-yr Rainfall=4.50" ' Area (sf) CN Description 9,824 98 Paved parking, HSG D 4,155 84 50-75% Grass cover, Fair, HSG D ' 13,979 94 Weighted Average 4,155 84 29.72% Pervious Area 9,824 98 70.28% Impervious Area ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct ' Summaryfor Pond and 14P: E - POC ' Inflow Area = 3.517 ac, 18.44% Impervious, Inflow Depth = 2.67" for 100-yr event Inflow = 1.63 cfs @ 8.00 hrs, Volume= 0.783 af Primary = 1.63 cfs @ 8.00 hrs, Volume= 0.783 af, Atten= 0%, Lag= 0.0 min ' Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 1 Proposed Conditions ' 165S 167S' ' P - est P - ast 1665 16v 170P P - ROW West 2x25 East- 2x16 I 169P P - POC 2-yr: 0.56 10-yr: _ y cfs 0.94 cfs 25 yr: 1.29 cfs 100-yr: 2.86 cfs ' Subcat Reach 'on. Routing Diagram for 18056_Detention Prepared by Otak, Inc., Printed 3/30/2017 HydroCAD®10.00 s/n 05469 ©2013 HydroCAD Software Solutions LLC I 18056_Detention Type IA 24-hr 2-yr Rainfall=2.50" I Prepared by Otak, Inc. Printed 3/30/2017 HydroCAD® 10.00 s/n 05469 ©2013 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 165S: P -West I Runoff = 1.19 cfs @ 7.88 hrs, Volume= 0.392 af, Depth= 2.20" I Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type IA 24-hr 2-yr Rainfall=2.50" I Area (sf) CN Description 87,698 98 Paved parking, HSG D I 5,353 84 50-75% Grass cover, Fair, HSG D 93,051 97 Weighted Average 5,353 84 5.75% Pervious Area I 87,698 98 94.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) I 5.0 Direct Entry, Direct Summary for Subcatchment 166S: P - ROW I Runoff = 0.36 cfs @ 7.89 hrs, Volume= 0.121 af, Depth= 2.09" Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs I Type IA 24-hr 2-yr Rainfall=2.50" Area (sf) CN Description I 25,593 98 Paved parking, HSG D 4,684 84 50-75% Grass cover, Fair, HSG D 30,277 96 Weighted Average I 4,684 84 15.47% Pervious Area 25,593 98 84.53% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct I Summary for Subcatchment 167S: P - East Runoff = 0.39 cfs @ 7.88 hrs, Volume= 0.128 af, Depth= 2.25" I Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs I Type IA 24-hr 2-yr Rainfall=2.50" Area (sf) CN Description 29,106 98 Paved parking, HSG D I 639 84 50-75% Grass cover, Fair, HSG D 29,745 98 Weighted Average 639 84 2.15% Pervious Area I 29,106 98 97.85% Impervious Area II 8056_Detention Type IA 24-hr 2-yr Rainfall=2.50" Prepared by Otak, Inc. Printed 3/30/2017 HydroCAD® 10.00 s/n 05469 ©2013 HydroCAD Software Solutions LLC Page 3 ITc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct I Summary for Pond 168P: West - 2x25 I Inflow Area = 2.136 ac, 94.25% Impervious, Inflow Depth = 2.20" for 2-yr event Inflow = 1.19 cfs @ 7.88 hrs, Volume= 0.392 af Outflow = 0.27 cfs @ 9.94 hrs, Volume= 0.392 af, Atten= 77%, Lag= 123.7 min IPrimary = 0.27 cfs @ 9.94 hrs, Volume= 0.392 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 IPeak Elev= 170.86'@ 9.94 hrs Surf.Area= 2,092 sf Storage= 5,156 cf Plug-Flow detention time=315.2 min calculated for 0.392 of(100% of inflow) Center-of-Mass det. time=315.3 min ( 992.1 - 676.8 ) IVolume Invert Avail.Storage Storage Description #1A 167.76' 2,834 cf 19.42'W x 107.74'L x 6.00'H Field A II 12,552 cf Overall - 5,467 cf Embedded= 7,085 cf x 40.0% Voids #2A 167.76' 5,467 cf ADS_StormTech MC-4500 +Capx 50 Inside#1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf II Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap Cap Storage= +35.7 cf x 2 x 2 rows = 142.8 cf 8,301 cf Total Available Storage IStorage Group A created with Chamber Wizard Device Routing Invert Outlet Devices I #1 Primary 167.26' 18.0" Round Culvert L= 100.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 167.26'/ 166.26' S= 0.0100'/ Cc= 0.900 I #2 Device 1 n= 0.013, Flow Area= 1.77 sf 167.26' 2.0" Horiz. 2-yr OR C= 0.600 Limited to weir flow at low heads #3 Device 1 170.76' 3.0" Horiz. 10-yr OR C= 0.600 Limited to weir flow at low heads I #4 Device 1 172.26' 0.5' long x 0.5' breadth 25-yr WR Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #5 Device 1 172.76' 5.5' long x 0.5' breadth OF WR I Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 I Primary OutFlow Max=0.27 cfs @ 9.94 hrs HW=170.86' TW=0.00' (Dynamic Tailwater) 4-1=Culvert (Passes 0.27 cfs of 13.68 cfs potential flow) 2=2-yr OR (Orifice Controls 0.20 cfs @ 9.13 fps) I 3=10-yr OR (Orifice Controls 0.07 cfs @ 1.50 fps) =25-yr WR ( Controls 0.00 cfs) OF WR ( Controls 0.00 cfs) I 18056_Detention Type IA 24-hr 2-yr Rainfall=2.50" I Prepared by Otak, Inc. Printed 3/30/2017 HydroCAD® 10.00 s/n 05469 ©2013 HydroCAD Software Solutions LLC Page 4 Summary for Pond 169P: P - POC I Inflow Area = 3.514 ac, 93.03% Impervious, Inflow Depth = 2.19" for 2-yr event I Inflow = 0.56 cfs @ 7.94 hrs, Volume= 0.641 af Primary = 0.56 cfs @ 7.94 hrs, Volume= 0.641 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/ 3 I Summary for Pond 170P: East - 2x16 I Inflow Area = 0.683 ac, 97.85% Impervious, Inflow Depth = 2.25" for 2-yr event Inflow = 0.39 cfs @ 7.88 hrs, Volume= 0.128 af I Outflow = 0.04 cfs @ 19.28 hrs, Volume= 0.128 af, Atten= 89%, Lag= 683.9 min Primary = 0.04 cfs @ 19.28 hrs, Volume= 0.128 af Routing by Dyn-Stor-lnd method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 I Peak Elev= 170.72'@ 19.28 hrs Surf.Area= 1,389 sf Storage= 2,632 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) I Center-of-Mass det. time=714.8 min ( 1,388.9 -674.2 ) Volume Invert Avail.Storage Storage Description I #1A 168.36' 1,912 cf 19.42'W x 71.52'L x 6.00'H Field A 8,332 cf Overall - 3,550 cf Embedded = 4,781 cf x 40.0% Voids #2A 168.36' 3,550 cf ADS_StormTech MC-4500 +Capx 32 Inside#1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf I Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap Cap Storage= +35.7 cf x 2 x 2 rows = 142.8 cf 5,463 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices I #1 Primary 167.86' 18.0" Round Culvert L= 100.0' CMP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert= 167.86'/ 166.86' S= 0.0100'/' Cc= 0.900 I n= 0.013, Flow Area= 1.77 sf #2 Device 1 167.86' 1.0" Horiz. 2/10-yr OR C= 0.600 Limited to weir flow at low heads #3 Device 1 172.86' 0.5' long x 0.5' breadth 25-yr WR I Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #4 Device 1 173.11' 5.5' long x 0.5' breadth OF WR I Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.04 cfs @ 19.28 hrs HW=170.72' TW=0.00' (Dynamic Tailwater) I L_=Culvert (Passes 0.04 cfs of 11.93 cfs potential flow) -2=2/10-yr OR (Orifice Controls 0.04 cfs @ 8.14 fps) -3=25-yr WR ( Controls 0.00 cfs) I -4=OF WR ( Controls 0.00 cfs) I 18056_Detention Type IA 24-hr 10-yr Rainfall=3.45" Prepared by Otak, Inc. Printed 3/30/2017 HydroCAD® 10.00 s/n 05469 ©2013 HydroCAD Software Solutions LLC Page 5 ISummary for Subcatchment 165S: P - West IRunoff = 1.68 cfs @ 7.88 hrs, Volume= 0.559 af, Depth= 3.14" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-yr Rainfall=3.45" IArea (sf) CN Description 87,698 98 Paved parking, HSG D I 5,353 84 50-75% Grass cover, Fair, HSG D 93,051 97 Weighted Average 5,353 84 5.75% Pervious Area I87,698 98 94.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) I5.0 Direct Entry, Direct ISummary for Subcatchment 166S: P - ROW Runoff = 0.52 cfs @ 7.89 hrs, Volume= 0.174 af, Depth= 3.01" I Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type IA 24-hr 10-yr Rainfall=3.45" I Area (sf) CN Description 25,593 98 Paved parking, HSG D 4,684 84 50-75% Grass cover, Fair, HSG D I 30,277 96 Weighted Average 4,684 84 15.47% Pervious Area 25,593 98 84.53% Impervious Area ITc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct ISummaryfor Subcatchment 167S: -PEast IRunoff = 0.55 cfs @ 7.88 hrs, Volume= 0.181 af, Depth= 3.19" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs IType IA 24-hr 10-yr Rainfall=3.45" Area (sf) CN Description I 29,106 98 Paved parking, HSG D 639 84 50-75% Grass cover, Fair, HSG D 29,745 98 Weighted Average I 639 84 2.15% Pervious Area 29,106 98 97.85% Impervious Area I 1 18056_Detention Type IA 24-hr 10-yr Rainfall=3.45" I Prepared by Otak, Inc. Printed 3/30/2017 HydroCAD® 10.00 s/n 05469 ©2013 HydroCAD Software Solutions LLC Page 6 Tc Length Slope Velocity Capacity Description 1 (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct I Summary for Pond 168P: West - 2x25 Inflow Area = 2.136 ac, 94.25% Impervious, Inflow Depth = 3.14" for 10-yr event I Inflow = 1.68 cfs @ 7.88 hrs, Volume= 0.559 of Outflow = 0.51 cfs @ 9.02 hrs, Volume= 0.559 af, Atten= 70%, Lag= 68.6 min I Primary = 0.51 cfs @ 9.02 hrs, Volume= 0.559 of, Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 Peak Elev= 172.16'@ 9.02 hrs Surf.Area= 2,092 sf Storage= 6,896 cf I Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det. time=284.3 min ( 951.8 - 667.4 ) I Volume Invert Avail.Storage Storage Description #1A 167.76' 2,834 cf 19.42'W x 107.74'L x 6.00'H Field A I 12,552 cf Overall - 5,467 cf Embedded= 7,085 cf x 40.0% Voids #2A 167.76' 5,467 cf ADS_StormTech MC-4500 +Capx 50 Inside#1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap I Cap Storage= +35.7 cf x 2 x 2 rows = 142.8 cf 8,301 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary ..167.26' 18.0Round Culvert L= 100.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 167.26'/ 166.26' S= 0.0100'/' Cc= 0.900 I n= 0.013, Flow Area= 1.77 sf #2 Device 1 167.26' 2.0" Horiz. 2-yr OR C= 0.600 Limited to weir flow at low heads #3 Device 1 170.76' 3.0" Horiz. 10-yr OR C= 0.600 Limited to weir flow at low heads #4 Device 1 172.26' 0.5' long x 0.5' breadth 25-yr WR Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #5 Device 1 172.76' 5.5' long x 0.5' breadth OF WR I Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.51 cfs @ 9.02 hrs HW=172.16' TW=0.00' (Dynamic Tailwater) I L1=Culvert (Passes 0.51 cfs of 16.30 cfs potential flow) 2=2-yr OR (Orifice Controls 0.23 cfs @ 10.66 fps) 14. 3=10-yr OR (Orifice Controls 0.28 cfs @ 5.69 fps) I=25-yr WR ( Controls 0.00 cfs) 5=OF WR ( Controls 0.00 cfs) I I 18056_Detention Type IA 24-hr 10-yr Rainfall=3.45" Prepared by Otak, Inc. Printed 3/30/2017 HydroCAD® 10.00 s/n 05469 ©2013 HydroCAD Software Solutions LLC Page 7 I Summary for Pond 169P: P - POC IInflow Area = 3.514 ac, 93.03% Impervious, Inflow Depth = 3.12" for 10-yr event Inflow = 0.94 cfs @ 8.00 hrs, Volume= 0.915 af Primary = 0.94 cfs @ 8.00 hrs, Volume= 0.915 af, Atten= 0%, Lag= 0.0 min IRouting by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 Summary for Pond 170P: East - 2x16 I Inflow Area = 0.683 ac, 97.85% Impervious, Inflow Depth = 3.19" for 10-yr event Inflow = 0.55 cfs @ 7.88 hrs, Volume= 0.181 af y I Outflow = 0.06 cfs @ 20.88 hrs, Volume= 0.06 cfs @ 20.88 hrs, Volume= 0.181 af, Atten= 90%, Lag= 779.9 min Primary 0.181 af IRouting by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 Peak Elev= 172.38'@ 20.88 hrs Surf.Area= 1,389 sf Storage= 4,235 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) ICenter-of-Mass det. time=925.6 min ( 1,590.4 - 664.8 ) Volume Invert Avail.Storage Storage Description I #1A 168.36' 1,912 cf 19.42'W x 71.52'L x 6.00'H Field A 8,332 cf Overall- 3,550 cf Embedded =4,781 cf x 40.0% Voids #2A 168.36' 3,550 cf ADS_StormTech MC-4500 +Capx 32 Inside#1 I Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap Cap Storage= +35.7 cf x 2 x 2 rows = 142.8 cf 5,463 cf Total Available Storage I Storage Group A created with Chamber Wizard I Device Routing Invert Outlet Devices #1 Primary 167.86' 18.0" Round Culvert L= 100.0' CMP, square edge headwall, Ke= 0.500 I Inlet/Outlet Invert= 167.86'/ 166.86' S= 0.0100'/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 167.86' 1.0" Horiz. 2/10-yr OR C= 0.600 Limited to weir flow at low heads #3 Device 1 172.86' 0.5' long x 0.5' breadth 25-yr WR IHead (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #4 Device 1 173.11' 5.5' long x 0.5' breadth OF WR I Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 IPrimary OutFlow Max=0.06 cfs @ 20.88 hrs HW=172.38' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 0.06 cfs of 15.59 cfs potential flow) 2=2/10-yr OR (Orifice Controls 0.06 cfs @ 10.24 fps) -3=25-yr WR ( Controls 0.00 cfs) I -4=OF WR ( Controls 0.00 cfs) I I 18056_Detention Type IA 24-hr 25-yr Rainfall=3.90" I Prepared by Otak, Inc. Printed 3/30/2017 HydroCAD® 10.00 s/n 05469 ©2013 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 165S: P -West I Runoff = 1.91 cfs @ 7.88 hrs, Volume= 0.638 af, Depth= 3.59" I Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type IA 24-hr 25-yr Rainfall=3.90" I Area (sf) CN Description 87,698 98 Paved parking, HSG D I 5,353 84 50-75% Grass cover, Fair, HSG D 93,051 97 Weighted Average 5,353 84 5.75% Pervious Area I 87,698 98 94.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) I 5.0 Direct Entry, Direct Summary for Subcatchment 166S: P - ROW I Runoff = 0.60 cfs @ 7.88 hrs, Volume= 0.200 af, Depth= 3.45" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs I Type IA 24-hr 25-yr Rainfall=3.90" Area (sf) CN Description 1 25,593 98 Paved parking, HSG D 4,684 84 50-75% Grass cover, Fair, HSG D 30,277 96 Weighted Average I 4,684 84 15.47% Pervious Area 25,593 98 84.53% Impervious Area Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct ' Summary for Subcatchment 167S: P - East Runoff = 0.62 cfs @ 7.88 hrs, Volume= 0.207 af, Depth= 3.64" I Runoff by SBUH method, Split Pervious/lmperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs I Type IA 24-hr 25-yr Rainfall=3.90" Area (sf) CN Description 29,106 98 Paved parking, HSG D 639 84 50-75% Grass cover, Fair, HSG D 29,745 98 Weighted Average 639 84 2.15% Pervious Area I 29,106 98 97.85% Impervious Area 1 1 II 8056_Detention Type IA 24-hr 25-yr Rainfall=3.90" Prepared by Otak, Inc. Printed 3/30/2017 HydroCAD® 10.00 sin 05469 ©2013 HydroCAD Software Solutions LLC Paqe 9 ITc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct I Summary for Pond 168P: West - 2x25 I Inflow Area = 2.136 ac, 94.25% Impervious, Inflow Depth = 3.59" for 25-yr event Inflow = 1.91 cfs @ 7.88 hrs, Volume= 0.638 af Outflow = 0.94 cfs @ 8.30 hrs, Volume= 0.638 af, Atten= 51%, Lag= 25.2 min IPrimary = 0.94 cfs @ 8.30 hrs, Volume= 0.638 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 IPeak Elev= 172.66'@ 8.30 hrs Surf.Area= 2,092 sf Storage= 7,378 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det. time=266.0 min ( 930.3 -664.3 ) Volume Invert Avail.Storage Storage Description #1A 167.76' 2,834 cf 19.42'W x 107.74'L x 6.00'H Field A 12,552 cf Overall - 5,467 cf Embedded= 7,085 cf x 40.0% Voids #2A 167.76' 5,467 cf ADS_StormTech MC-4500 +Capx 50 Inside#1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf III Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap Cap Storage= +35.7 cf x 2 x 2 rows = 142.8 cf 8,301 cf Total Available Storage ' Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices ' #1 Primary 167.26' 18.0" Round Culvert L= 100.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 167.26'/ 166.26' S= 0.0100 '/' Cc= 0.900 I #2 Device 1 n= 0.013, Flow Area= 1.77 sf 167.26' 2.0" Horiz. 2-yr OR C= 0.600 Limited to weir flow at low heads #3 Device 1 170.76' 3.0" Horiz. 10-yr OR C= 0.600 Limited to weir flow at low heads I #4 Device 1 172.26' 0.5' long x 0.5' breadth 25-yr WR Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #5 Device 1 172.76' 5.5' long x 0.5' breadth OF WR I Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 I Primary OutFlow Max=0.94 cfs @ 8.30 hrs HW=172.66' TW=0.00' (Dynamic Tailwater) L1=Culvert (Passes 0.94 cfs of 17.20 cfs potential flow) 2=2-yr OR (Orifice Controls 0.24 cfs @ 11.19 fps) 3=10-yr OR (Orifice Controls 0.33 cfs @ 6.64 fps) I =25-yr WR (Weir Controls 0.37 cfs @ 1.84 fps) OF WR ( Controls 0.00 cfs) I 18056_Detention Type IA 24-hr 25-yr Rainfall=3.90" I Prepared by Otak, Inc. Printed 3/30/2017 HydroCAD® 10.00 sin 05469 ©2013 HydroCAD Software Solutions LLC Page 10 Summary for Pond 169P: P - POC I Inflow Area = 3.514 ac, 93.03% Impervious, Inflow Depth = 3.57" for 25-yr event I Inflow = 1.29 cfs @ 8.25 hrs, Volume= 1.045 af Primary = 1.29 cfs @ 8.25 hrs, Volume= 1.045 af, Allen= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 I Summary for Pond 170P: East - 2x16 I Inflow Area = 0.683 ac, 97.85% Impervious, Inflow Depth = 3.64" for 25-yr event Inflow = 0.62 cfs @ 7.88 hrs, Volume= 0.207 af I Outflow = 0.09 cfs @ 15.34 hrs, Volume= 0.207 af, Atten= 86%, Lag= 447.7 min Primary = 0.09 cfs @ 15.34 hrs, Volume= 0.207 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 I Peak Elev= 172.93'@ 15.34 hrs Surf.Area= 1,389 sf Storage= 4,651 cf Plug-Flow detention time=(not calculated: outflow precedes inflow) I Center-of-Mass det. time=931.0 min ( 1,592.7 - 661.7 ) Volume Invert Avail.Storage Storage Description I #1A 168.36' 1,912 cf 19.42'W x 71.52'L x 6.00'H Field A 8,332 cf Overall - 3,550 cf Embedded =4,781 cf x 40.0% Voids #2A 168.36' 3,550 cf ADS_StormTech MC-4500 +Capx 32 Inside#1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf I Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap Cap Storage= +35.7 cf x 2 x 2 rows = 142.8 cf 5,463 cf Total Available Storage I Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices I #1 Primary 167.86' 18.0" Round Culvert L= 100.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 167.86'/ 166.86' S= 0.0100'/' Cc= 0.900 I n= 0.013, Flow Area= 1.77 sf #2 Device 1 167.86' 1.0" Horiz. 2/10-yr OR C= 0.600 Limited to weir flow at low heads #3 Device 1 172.86' 0.5' long x 0.5' breadth 25-yr WR I Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #4 Device 1 173.11' 5.5' long x 0.5' breadth OF WR I Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.09 cfs @ 15.34 hrs HW=172.93' TW=0.00' (Dynamic Tailwater) I t--1=Culvert (Passes 0.09 cfs of 16.62 cfs potential flow) 2=2/10-yr OR (Orifice Controls 0.06 cfs @ 10.84 fps) -3=25-yr WR (Weir Controls 0.03 cfs @ 0.75 fps) I-4=OF WR ( Controls 0.00 cfs) I II 8056_Detention Type IA 24-hr 100-yr Rainfall=4.50" Prepared by Otak, Inc. Printed 3/30/2017 HydroCAD® 10.00 sin 05469 ©2013 HydroCAD Software Solutions LLC Page 11 ISummary for Subcatchment 165S: P - West IRunoff = 2.22 cfs @ 7.88 hrs, Volume= 0.744 af, Depth= 4.18" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type IA 24-hr 100-yr Rainfall=4.50" IArea (sf) CN Description 87,698 98 Paved parking, HSG D I 5,353 84 50-75% Grass cover, Fair, HSG D 93,051 97 Weighted Average 5,353 84 5.75% Pervious Area I87,698 98 94.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) I5.0 Direct Entry, Direct Summary for Subcatchment 166S: P - ROW Runoff = 0.70 cfs @ 7.88 hrs, Volume= 0.234 af, Depth= 4.04" II Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs Type IA 24-hr 100-yr Rainfall=4.50" I Area (sf) CN Description 25,593 98 Paved parking, HSG D 4,684 84 50-75% Grass cover, Fair, HSG D I 30,277 96 Weighted Average 4,684 84 15.47% Pervious Area 25,593 98 84.53% Impervious Area ITc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct I Summaryfor Subcatchment 167S: P - East I Runoff = 0.72 cfs @ 7.88 hrs, Volume= 0.241 af, Depth= 4.23" Runoff by SBUH method, Split Pervious/Imperv., Time Span= 0.00-96.00 hrs, dt= 0.01 hrs IType IA 24-hr 100-yr Rainfall=4.50" Area (sf) CN Description I 29,106 98 Paved parking, HSG D 639 84 50-75% Grass cover, Fair, HSG D 29,745 98 Weighted Average 639 84 2.15% Pervious Area 1 29,106 98 97.85% Impervious Area I I 18056_Detention Type IA 24-hr 100-yr Rainfall=4.50" 1 Prepared by Otak, Inc. Printed 3/30/2017 HydroCAD® 10.00 s/n 05469 ©2013 HydroCAD Software Solutions LLC Page 12 Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Direct I Summary for Pond 168P: West - 2x25 Inflow Area = 2.136 ac, 94.25% Impervious, Inflow Depth = 4.18" for 100-yr event I Inflow = 2.22 cfs @ 7.88 hrs, Volume= 0.744 af Outflow = 2.13 cfs @ 8.00 hrs, Volume= 0.744 af, Atten= 4%, Lag= 7.4 min I Primary = 2.13 cfs @ 8.00 hrs, Volume= 0.744 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 Peak Elev= 172.89'@ 8.00 hrs Surf.Area= 2,092 sf Storage= 7,576 cf I Plug-Flow detention time=(not calculated: outflow precedes inflow) Center-of-Mass det. time=242.5 min ( 903.4 -661.0 ) II Volume Invert Avail.Storage Storage Description #1A 167.76' 2,834 cf 19.42'W x 107.74'L x 6.00'H Field A 12,552 cf Overall - 5,467 cf Embedded = 7,085 cf x 40.0%Voids #2A 167.76' 5,467 cf ADS_StormTech MC-4500 +Capx 50 Inside#1 Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap I Cap Storage= +35.7 cf x 2 x 2 rows = 142.8 cf 8,301 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices I#1 Primary 167.26' 18.0" Round Culvert L= 100.0' CMP, square edge headwall, Ke= 0.500 Inlet/Outlet Invert= 167.26'/ 166.26' S= 0.0100'/' Cc= 0.900 I n= 0.013, Flow Area= 1.77 sf #2 Device 1 167.26' 2.0" Horiz. 2-yr OR C= 0.600 Limited to weir flow at low heads #3 Device 1 170.76' 3.0" Horiz. 10-yr OR C= 0.600 Limited to weir flow at low heads #4 Device 1 172.26' 0.5' long x 0.5' breadth 25-yr WR I Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #5 Device 1 172.76' 5.5' long x 0.5' breadth OF WR I Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=2.13 cfs @ 8.00 hrs HW=172.89' TW=0.00' (Dynamic Tailwater) I L1=Culvert (Passes 2.13 cfs of 17.61 cfs potential flow) 4r_a4, 2=2-yr OR (Orifice Controls 0.25 cfs @ 11.43 fps) 3=10-yr OR (Orifice Controls 0.35 cfs @ 7.03 fps) I=25-yr WR (Weir Controls 0.79 cfs @ 2.48 fps) 5=OF WR (Weir Controls 0.75 cfs @ 1.02 fps) I I I 18056_Detention Type IA 24-hr 100-yr Rainfall=4.50" Prepared by Otak, Inc. Printed 3/30/2017 HydroCAD® 10.00 s/n 05469 ©2013 HydroCAD Software Solutions LLC Page 13 I Summary for Pond 169P: P - POC Inflow Area = 3.514 ac, 93.03% Impervious, Inflow Depth = 4.16" for 100-yr event I Inflow = 2.86 cfs @ 8.00 hrs, Volume= 1.219 af Primary = 2.86 cfs © 8.00 hrs, Volume= 1.219 af, Atten= 0%, Lag= 0.0 min IRouting by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 Summary for Pond 170P: East - 2x16 IInflow Area = 0.683 ac, 97.85% Impervious, Inflow Depth = 4.23" for 1 - p 00 yr event Inflow = 0.72 cfs @ 7.88 hrs, Volume= 0.241 af I Outflow = 0.14 cfs @ 10.82 hrs, Volume= 0.241 af, Atten= 80%, Lag= 176.4 min Primary 0.14 cfs @ 10.82 hrs, Volume= 0.241 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-96.00 hrs, dt= 0.01 hrs/3 I Peak Elev= 173.01'@ 10.82 hrs Surf.Area= 1,389 sf Storage=4,702 cf Plug-Flow detention time=828.9 min calculated for 0.241 af(100% of inflow) I Center-of-Mass det. time=829.0 min ( 1,487.4 -658.4 ) Volume Invert Avail.Storage Storage Description I #1A 168.36' 1,912 cf 19.42'W x 71.52'L x 6.00'H Field A 8,332 cf Overall - 3,550 cf Embedded= 4,781 cf x 40.0% Voids #2A 168.36' 3,550 cf ADS_StormTech MC-4500 +Capx 32 Inside#1 I Effective Size= 90.4"W x 60.0"H => 26.46 sf x 4.03'L = 106.5 cf Overall Size= 100.0"W x 60.0"H x 4.33'L with 0.31' Overlap Cap Storage= +35.7 cf x 2 x 2 rows = 142.8 cf I 5,463 cf Total Available Storage Storage Group A created with Chamber Wizard I Device Routing Invert Outlet Devices #1 Primary 167.86' 18.0" Round Culvert L= 100.0' CMP, square edge headwall, Ke= 0.500 I Inlet/Outlet Invert= 167.86'/ 166.86' S= 0.0100'/' Cc= 0.900 n= 0.013, Flow Area= 1.77 sf #2 Device 1 167.86' 1.0" Horiz. 2/10-yr OR C= 0.600 Limited to weir flow at low heads I #3 Device 1 172.86' 0.5' long x 0.5' breadth 25-yr WR Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 #4 Device 1 173.11' 5.5' long x 0.5' breadth OF WR I Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 I Primary OutFlow Max=0.14 cfs @ 10.82 hrs HW=173.01' TW=0.00' (Dynamic Tailwater) t_1--Culvert (Passes 0.14 cfs of 16.76 cfs potential flow) 2=2/10-yr OR (Orifice Controls 0.06 cfs @ 10.93 fps) -3=25-yr WR (Weir Controls 0.08 cfs @ 1.09 fps) I -4=OF WR ( Controls 0.00 cfs) 1 Appendix D — Conveyance Calculations oa ® ' HanmiGlobal Partner J _I I 1 I E I I I I I I I *IV ZONE X----.:1 ----- -. Ash Creek1: the National Flood Insurance Program at(800)638-6620. o 178 r = errit �, r�. N « Sw° CORA1 SI � ` 1 l r y l IS '40:''''';':;;'."' 4':.". �... ,� _ _ _ _ tea„ MAP SCALE 1' = 500' 'f ZONE* r' �- 250 0 500 1000 + . ✓ I r-i 1-------i r F; los V , ' l .. 175 . .t A '` a< .' jra�J 4 ..^ Yo�L l7' -4.. -~• STP L !"'. 174,\.\,..,.7,, •� A r 14. rr r ZONE X___. _'""___..` '3173 m PANEL 05119C �p a �tll 11 ,_ . ,„-,i, 9., EAF, I t+ _ .. m 712 '--ZONE AE 1I�nu _ {� .� X , FIRM Ce, 1 FLOOD INSURANCE RATE MAP a rp " . ° ' ;,{'c Y�,1,73'.'_r CITY OF .15'w9 *' z 17T °° '" iia TIGARD, ^ 5' ZONE X 711 OREGON lel ; ZO NE X :�'�, 1 iW�' wy .4r *k A — j WASHINGTON COUNTY :Vv' OAK ST r � �.1 r� u 4i. ��l , ,,a _ 6' "<=r r,,",I PANEL 509 OF 650 e "" {©NE X b \� �L l�1 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) ZON ZONE X �`a, rn$ ) 'ZONE X ';w w � E 41112/6oxn e 962 r> CP,. l r .„.F... eek :•1:t� 1 -�' S -i, 1 }+ 'V � . , ZONE AE � � /fir �l .+: W r A.1 X14" J Wi, p U,g Ti,u Slap.: UW .h.wn b.l x umb.be used Q •'xz I U .b .hald M. M * .,,,,,,..5„,,„ ...„,,, ,f NuMw Mwwn zr < m,..�.�m...�et.., ra. i1, ,�.iJ,�R_� ,> t - SW TNL713N ST <,= lA aF.Y� ;F� MAP NUMBER t n 4102760509C � < f Pus wt x MAP REVISED: ti YkZANITA ST t 1Tmnll 1 taw ,.. mum ti++vuse�' FEBRUARY 18,2005 �. p< :: W "*E22•Z , ,i 4'i kra :. w' ,�.. ...farm !r Federal)Emergency Management Agency IIIIIiIII � w�' a ;` �`"J' Il • r This is an official copy of a portion of the above referenced flood map. It* Q *: was extracted using F-MIT On-Line. This map does not reflect changes a x — boy,{ 3 " Z y^, or amendments which may have been made subsequent to the date on the ` ` title block. For the latest product information about National Flood Insurance < .. z "m, _ „ •; Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov I I XP-SWMM Layout I Oak Street Apartments Proposed Conditions I 0 I I ID • • • 1 I • • 1 • • • • • • • • • IPage 1of5 I I XP-SWMM Layout Oak Street Apartments I Proposed Conditions I 0 awI I I a I I a 0 . w I I 8 Li, aI w 1 I 0 0 . w I o I W a I Page2of5 I I 1 N NS I 1 M E N N N N M MR N EN — E r r SDMH-1B PIPE-03 SDMH-1C PIPE-04 SDMH-1D a PIPE-05 p N q O m (D CL 3 o a o' B o PIPE-02 y (- r c W 0 MOM 'IPE-02 W_FCMH W_Det •IPE-36 A PIPE-29 : PIPE-15 PI49H-3DFC A O SDMH-2B • O O (/) SN CD PIPE-28 PIPE-16 d ri 3 o > 3 • a' r • 3 SDCO-2F SDCO-2E SDCO-2D PIPE-17 SDMH-2C E. 3 • •- • PIPE-18 • O O DCO-3C • PIPE-27 • SDOF-1A • CD CD O rr, tit - - - - - - - - 101111 - - - 111111 - - - - - - 111111 1 M 111111 N I=1 1111 M all SDMH-5D SDMH-4BFC E_FCMH PIP Det O • PIPE-33 SDMH-5B 0 T` O N r1 N � PIP: 10 - 3 • w O (D 0 • C PIPE-27 SDMH-3B N a ., SDCO-4A i PIP:-26 SDOF-3A • CIG CD U7 0 tri I XP-SWMM RUNOFF DATA Oak Street Apartments IProposed Conditions I `�� ` ' '� � v�� ° v ,a. ��.. � � "n�e �� XP-SWMM Input Data XP-SWMM Output Data Max. I Rainfall Surface Total Area Impervious Curve Tc Intensity Unit Hydrograph Infiltration Runoff Node Name (ac) % Number (min) (in/hr) Depth (in) F|mw(c�) IGDC�'2D 0.78 100 98 5 1.26 Santa 0�0U O�92 SDCO-2F 0.23 100 98 5 1.26 Santa Barbara 1.70 0.27 I 8DCO'2F U.O1 O 79 5 1 20 Gan�o Borbana OUO 0U1 � � �SDMH-1C 0.14 10U 98 5 1.26 Santa Barbara 1.70 0.16 SDMH-1C 0.02 0 79 5 1.26 Santa Barbara 0.00 0.01 ISDMH-1D 41.45 100 98 8 1.26 Santa Barbara 1.70 44.53 GD/NH-1D 21.36 0 79 37.7 1.26 Santa Barbara 0.00 7.63 SDMH-1E 0.25 100 98 5 1.26 Santa Barbara 1.70 0.29 IGDK4H'1E 0.04 0 79 5 1.26 Santa Barbara 0.00 O�O3 SDMH-1F 0.17 100 98 5 1.26 Santa Barbara 1.70 0.20 SDMH-1F 0.04 0 79 5 1.26 Santa Barbara 0.00 0.03 ISDK4H'1G 0.03 100 98 5 1.26 Santa Barbara 1.70 0�O4 SDMH-1G 0.01 0 79 5 1.26 Santa Barbara 0.00 0.01 ISDMH-2B 0.11 100 98 5 1.26 Santa Barbara 1.70 0.13 SDMH-2B 0.01 0 79 5 1.26 Santa Barbara 0.00 0.01 SDMH-2C 0.80 100 98 5 1.26 Santa Barbara 1.70 1.06 I8D/NH-2C U�11 0 79 5 1.26 Santa Barbara 0.00 0.08 SDMH-5B 0.17 100 98 5 1.26 Santa Barbara 1J0 0.20 I SDMH-5B 0.01 0 79 5 1.26 Santa Barbara 0.00 0.01 SDMH-5D 0.50 100 98 5 1.26 Santa Barbara 0.00 0.59 S��M�� YDRAULICS DATA I ��U� Oak Street Apartments ProposedConditions I � �� ! '''''''' f,'' : : ! :4 : O''W. A, : ''' 7: ''* ,.-1' '"� �� 4 � � r �= '' � � : � "� ,� � � 7a* � 4 ; �� Location Conduit pmpe Properties - ' �� a��Vent Al � �� = � �� , �� ^ � � �� I ." Cmn6u� Pro8/e Conduit Results NameNode Limits DiSlope Elevation (ft) Invert Elevation (ft) Max.Water Elevation (ft) Freeboard (ft) Design Max. Max. Max. I Link Name FlowF/ovv Flow Velocity Depth v/dO PIPE-02 SFromB SDTo1A in ft ft % US [}S US DS US DS US DS (cfs) (cfs) N�y) (ft) ' I PIPE-03 SDMH-1C"uon-/ SDMH-1BuF' 30 2.50 249.00 1.0 170.20 170.20 186.80 164.32 170.54 166.64 8.66 125S | 1 `0 �' 1.50 p|pE_04 GD QD1C 30 2.50 42.00 1.0 177.66 179.20 167.42 167.00 171.20 170.54 6.46 8 -- `1 "� ^1 »» / o« 3.74 1 51 PIPE-05 """n-/ xx�- 30 2.50 45.00 1.0 176.52 177.66 168.07 167.62 171.91 171.20 4.61 6.46~' `1 "� ^1 '« 10.520 3.78 1.54 I p|pE_08 SDMH-1EGF SDMH-1D lu 1.UU 208.00 8.5 17G.O4 178.52 18Q.31 168.27 171.Q4 171.01 410 4 - "� ^ ^" *' ��»� 384 p1pE_07 ""~n'/ SDMH-1E12 1.00 142.00 0.5 177.36 176.04 170.22 16951 172.01 171 04 5.35 4.10~' 2.52 1.35 1.71 3.64 � PIPE-15 SDMH-1G SDMH-1F 12 1.00 208.00 0.5 177.46 177.36 171.46 170.42---� 17209 172.01 5.37 5.35 2.52 1.02 1.83 2.43 2.43 p|pE_16 SDMH-2B VV_Det 12 1.00 8.80 0.5 174.64 175.00 168.46 1 171.17 171.17 3.47 3.83 2.52 -0.71 1.55 1.59 1.59 I PIPE-17 SDMH-2C SD�H'�B 12 1.00 50.00 0�5 172.72 174.64 168.91 168.66--'- 171 17 171 17 1 55 3.47 2.34 2.30 2.91 2.75 2.75 PIPE-18 SDCO-2D SDMH-2C 12 1.00 88.00 0.5 174.04 172.72 169.55 169.11 171.18 171.17 2.86 1 2.52 2.18 2.76 2.51 2.51 I p/pE19 uu��U'2E SDCO'2D 12 1.00 30.00 0.5 174.47 174.04 1G&70 1]9 �� 171 1D 171 1D 329 2o� ��»� ��»y 2�hD ��O8 ��OG �," SDCO-2F SDCO-2E 12 1.00 78.00 0.5 174.78 174.47 170.09 169.70-- 171 18 171 1O 3.60 3.29»» 2.52 -0.27 1.10 1.63 1.63 PIPE-26 SDMH-3B SDOF-3A 12 1.00 38.00 0.5 173.36 173.36 165.52 165.33 165.81 16561 7.55 7.75 2.52 0.27 1.83 1.48 1.48 I PIPE-27p|pSDC[-3CGDK4H'3B 12 1.0O 108.00 O.5 173.34 173.38 18S.G7 165.72 1G684 18S81 84O 7Z�52 0�44 ��41 O��Q 0�20 c-�o SDMH-3DFC �OCO'3{� 12 1.00 65.04 1.2 175.40 173.34 167.67 166.87 167.88 166.94 7.52 6.40^" 2.52 0.38 2.28 0.27 0.27 PIPE-30 GSD{�O-4A{� SDMH-3B 12 1.00 176.42 1.2 175.20 173.36 167.89 165.72 167.98 165.81 7.22 7.55 3.95 0.38 3.18 0.21 0.21 I PIPE-31p|puxxH-*uFbOCO-4/\ 12 1.O0 81.3G 0.S 17S.78 175.2O 188.31 16783 1G842 167SD 834 7a�� u�«/ ��«u U�09 0�09 PIPE-33�-uu SDMH-5B E_FCMH 12 1.00 72.00 0.5 175.19 176.76 168.36 168.00 171.10 171.10 4.09 5.66�u 2.74 0.07 1.42 0.15 0.15 uxx�'� E_Det 12 1.00 4.00 0.5 175.19 175.19 171.35 171.33 171.54 171.10 3.65 4.09 2.52 0.14 0.81 3.10 3.10 I PIPE-35p|pQDK8H-5D E_Det 12 1.O0 4.00 O.S 17S.47 175.10 171 35 171 33 171 G7 171 10 488 42�53 0�31 ��OU 8�1S 0�19 E-36 VV_Det W_FCMH 12 1.00 26.00 0.5 175.00 175.40 168.00 167.87 171 17 171 18 3.83 »» 2.52 0.59 2.69 0.32 0.32 � � 4.24 2.52 0.58 1.51 3.29 3.29 1 Appendix E — Plan Sheets 1 I oa ® HanmiGbbal Partner I XREF LIST Ltscale:40 OAK N Resolved °: O :18056X231 STREET APARTMENTS 018056XAERIAL '2 N 518056x190 z i180565 IMPROVEMENT PLANS = TIGARD, OREGON F- m I ~ CL w d PROJECT SffE w (BUS PAD) • PROJECT SITE LL, o $ SW (PED CROSSING) w o SQUAREwnsHiNcroN c4 L-' APPLICANT r= D_J w w X=FOR REVIEW / APPROVAL WASHIN RD / SW LOCUST a NAME: AG SPANOS COMPANIES 1-- 1-- R=FOR REFERENCE ONLY (NOT PART OF PERMIT;IRz I sy sti _ F. _ CONTACT: JARED MAUCH N WILL NOT BE INCLUDED WITH AS-BUILTS) y. J =NOT INCLUDED �S\pa z��o 604'0446,0•, _ d ADDRESS: 10220 SW GREENBURG RD. m > I II: BUILDING 2, SUITE 530 CC a a N ___I 3 TIGARD, OR 97223 SHEET INDEX: o - - PHONE: (503) 272-8833 d,��W 5�e SW OAK ST EMAIL: jmauch®agspanos.com X X X C 0.0 COVER SHEET 1��a �y� w OWNER X X X C 0.2 GENERAL NOTES D GENERAL CONDITIONS/, ‘ PROJECT NAME: DBG PROPERTIES OVERALL I CONTACT. SHIP GRODAHL x x x PLANS SITE C 1.0 EXISTING CONDITIONS/DEMOLITION PLAN OAK ADDRESS: 2164 SW PARK PLACE R X R C 1.1 OVERALL SITE PLAN SPRUCER X X IC tli, PORTLAND, OR 97205 R X R C 1.2 COMPOSITE UTILITY PLAN nT04 HORN ST > PHONE: (503) 944-6509 X R C 1.3 OVERALL GRADINGTPLAN C 1.4 FIRE PROTECTION PLAN OAK r 9�, _Th-' PLANNER CIVIL ENGINEER/ GRAD I NG PLAN X R C 2.0 SITE GRADING PLAN SHT I OF 2 = LANDSCAP ARCHITECT X R C 2.1 SITE GRADING PLAN SHT 2 OF 2 R X C 2.2 WALL PLAN AND PROF I LE ' SW NORTH DAKOTA ST NAME: OTAK INCORPORATED R X C 2.3 WALL PLAN AND PROFILE _______II II IC II PLANNER: JERRY OFFER ENGINEER: KYLE CHILDERS, P.E. PUBLIC FACILITY IMPROVEMENTS LANDSCAPE: DAVID HAYNES, PLA x R R C 3.0 SW OAK STREET STA 0+00 TO STA 4+00 X R R C 3.1 SW OAK STREET STA 0+00 TO STA 9+50 I VICINITY MAP ADDRESS: 808 SW 3RD AVE., SUITE 300 X R R C 3.2 SW OAK STREET STA 9+50 TO 11+53, N.7.S PORTLAND, OR 97204 SW 90TH AVE PEDESTRIAN CROSS WALK, & PHONE: (503) 287-6825 SW GREENBURG BUS SHELTER PAD EMAIL: kyle.childers®otak.com I X I I I C 3.3 SW OAK STREET SIGNING AND STRIPING I ARCHITECT SITE IMPROVEMENT PLANS NAME: KEPHART R X R C 3.5 SITE PLAN SHT I OF 2 R X I R C 3.6 SITE PLAN SHT 2 OF 2CID CONTACT: JOHN BINDER ,IC,,, ADDRESS: 2555 WALNUT ST. PUBLIC UTILITY IMPROVEMENT PLANS I I I I P, DENVER, CO 80205 X R R C 4.0 STORM DRAIN "SD-I" LINE w yy>°'� / / II ii PHONE: (303) 832-4474 EXT. 7125 X R R C 4.1 SW OAK STREET STA 0+00 TO STA 4+80 j `' i EMAIL: johnb®kephart.com X R R C 4.2 SW OAK STREET STA 4+80 TO STA 9+95 X R R C 4.3 LIDA FACILITY ENLARGEMENTS -- _ ENVIRONMENTAL (WETLAND ) E E 1 ENVI MENTAL I o -r - -sem "I F-�4 _ S��K-S� - _ NAME: PACIFIC HABITAT SERVICES RR IR x C 45 SI EEUTILT I Y PLPNANS 2 OF 2 �• +iri;; - CONTACT: AMY HAWKINS SHT I _ i - �, l� II°r C I I I i ADDRESS: 9450 SW COMMERCE CIRCLE, SUITE 18000 IMPROVEMENT DETAIL P-•I II X X C 5.0 STREET DETAILS I S I �� , 'E if j LCCA Lf(] ! I x x C 5. STREET AND STRIPING DETAILS I j �I II N 10 ISI ii X X C 5.2 SITE DETAILS Z / u _� 1-- WILSONVILLE, OR 97070 X R X C 5.3 STORM AND SEWER DETAILS / i _ _ PHONE: (503) 570-0800 X R X C 5.4 STORM STRUCTURE DETAILS CD h+� 6=6 =- X C 5.5 STORM STRUCTURE DETAILS 7/ ..J;'y _' iii ii ,I EMAIL: ah®pacifichabitat.com R X R C 5.SA CONTECH WATER QUALITY MANHOLE DETAILS W U / / ! i i 1 I TRAFFIC ENGINEER X R C 5.6 WATER QUALITY L I DA FACILITY DETAILS E'•�p' w I / h i__, I I R I X J C 6.0 WATER SYSTEM DETAILS Q LL IDI NAME: KITTELSON AND ASSOCIATES /Y: 1 �w I CONTACT: KELLY LAUSTEN R X c s.1 WATER DETAILS _ 8 / '. ADDRESS: 610 SW ALDER, SUITE 700 R X R C 7.0 ADS STORMTECH UNDERGROUND DETENTION DETAILS N L } PORTLAND, OR 97205 R X R C 7.1 ADS STORMTECH UNDERGROUND DETENTION DETAILS ^U W I / PHONE: (503) 535-7439 R X R C 7.2 ADS STORMTECH UNDERGROUND DETENTION DETAILS > R X R C 7.3 ADS STORMTECH UNDERGROUND DETENTION DETAILS Q U U // ,, EMAIL: klausten@kittelson.com R X R C 7.4 ADS STORMTECH UNDERGROUND DETENTION DETAILS / / / I GEOTECHNICAL ENGINEER R X R C 7.5 ADS STORMTECH UNDERGROUND DETENTION DETAILS ' SITE LIGHTING PLAN e // I NAME: GEOTECHNICAL RESOURCES, INC. I R X I I IP 1.0 SITE LIGHTING PLAN O ICONTACT:I MICHAEL REED, PE or TAMARA KIMBALL, PE I ADDRESS: 9725 SW BEAVERTON HILLSDALE HIGHWAY LANDSCAPE PLAN L BEAVERTON, OR 97005 R X L 1.1 PLANTING PLAN WEST �-'"7----'"-'-- --- :;1;-:-=11 :L7 ,6 -8-785.87.--,-7 �_ = PHONE: (503) 641-3478 R X L1.2 PLANTING P NEASTA D D FACILITY PLANTING PLANS LA N LIDA I - R X L 1.3 PLANTING LEGEND AND SITE DETAILS --�` ®C I EMAIL: (503)mreed@gri.com, tkimballC�gri.com R X L 1.4 PLANTING NOTES AND DETAILS HanmIOIobaI rtner I 808 El 3rd Ave.,Ste.300 SITE INFORMATION EROSION CONTROL PLANS Portland, OR 97204 ! X X EC 0.0 COVER SHEET AND GENERAL NOTES Phone: (503)287-6825 �'� '� CITY OF TIGARD, WASHINGTON COUNTY, OREGON X X EC-I.0 CLEARING AND DEMOLITION PLAN Fax (503)415-2304 1N 1W 35AC: TAX LOTS 4000, 4100, 4200, 4300, 4400 X X EC-2.0 BUILDING CONSTRUCTION wwwotak.com I1N 1W 35AD: TAX LOT 1303 X X EC-3.0 DETAILS 18056 :18056:000 PROJECT MAP SITE AREA: 11.17 ACRES Project No. Drawing No. SCALE: I" = 100' CO.O Sheet No. ©Mak,me.2016 XREF LIST 1 Lrsoole 30 �� EX. 12"SD - , i 1 T \ CAUTIONL Resolved ?, SD ` 8"SS EX. 12"SD tr •( ? ....w, __ EX.GAS LINE ctaos6xoot X.OVERHEAD 'at aos6xatoc ., la+oo r --- _`f s+oo „ 0,_-s-7,,.._ _.____ _ - --G- _ --,-------7,-----... '-_____F - _i- —CA - - {/`ELECTRIC `-,., c18056X237 6+0 - _ . --{-_. 0 — J— On:_..___.._... C 180s6X600 _...... --,.----,--;=„,,;_i_ _z _- _ -'`.�.....�..G.. _'-_.` - u,.. _ —= w v 0 C- 'l o SW OAK ST s+oo �` O of r:;+ o N 0 staos6,tsoa=: _.::. ._.�.�.._ Cl SD -------- rv.. LT---A,- --�v -`r. 1 ._.z_ _ _ r SD----Ls!) I6"WATER T---- ... _ a s'o �I _ VV ..® y __ ___0.,.._, w______ ______,;, vr_____.,_...---:7--------- SD SD , _-- O c.----1-2—+0,,– _� o \�. I ,........m._„.., -j _.. _ ,- _x - - - - 1_4-- SD SD SD I — _ ---t_ --,. _— 1z opo _ u ems. I _ _- - ____ -- _ -- y mak i .. rn vl ,..• ° LIDA R7_ \ EX. 4 WATER �� astir - 'w"''" _ - -- SD r + '. 'ABANDON:. "- SD- _.... C..= w __ 3. 'O EX.SD PIPE. - Aigi.LiLi — . J _ LIDA R2 o t � r _ � tr CO III I Ell z II • cn b �•il 1 EX. OVERHEAD ELECTRIC TO BE - _.© II N RELOCATED. CONTRACTOR TO Q " D CR OE RELOCATION WITH PROJECT CP-5 s�o ~ I__ _i, i, BOUNDARY > n/// I 0000 PGE. �• ,' i� 00oow ,� i I- ° u I © ool000 o,� \�f��G� g�y�4, a / 1I 15'STORM V'NRCH ESMT _ /i„� PIPE DETENTION/ CHAMBER SYSTEM / IL � 4. r"" 1 1 �11 �� 4 co ,ii, RI© - ' © � ® m ARCH PIPE DETENTION III rn CHAMBER SYSTEM ill i1 ( \ o - z o �� © l° o_o' i II .3 4ii) 0, I _o 0,. .. 00 0 • � n i ��—o=.r . _ N i, \ N ST TYP. J1 e Si sT / Sf 7 I I —elolo;oyo I I oo,00 1 .41 STI _ o�oo'��_o�oio , '00000 ©\ .•.\.• 4 - 0000 1 ' ` -' TYPO / 20'PEDESTRIAN -' ACCESS ESMT -- - 7, _ t.' III I � ---- I PHS WETLAND - 30' 0' 30' 60' DELINEATION 0 ' I / I — — r, `- ----------- SCALEr'�1 �� IN FEET APPROXIMATE 100 YEAR -----------`------ ----_------ f_ FLOOD PLAIN LINE / ------ ---- i (ELEV.=163"/-NGVD) -------- ---- / r I /+1 E "' Z Z a_ No w W UTILITY NOTES c4 o I GENERAL UTILITY NOTES: LEGEND rE—�,CY O CONNECT PRIVATE SANITARY SEWER LATERAL TO EXISTING PUBLIC SANITARY SEWER MAIN BY V 1 w UTI ON!! LOCATION OF EX.UTILITIES I. EXISTING UTILITY SHOWN ON THESE PLANS ARE CUTTING IN NEW SANITARY SEWER MANHOLE OVER THE TOP OF THE EXISTING SANITARY I-- F— ON THESE PLANS ARE APPROXIMATE AND APPROXIMATE AND SHALL BE VERIFIED PRIOR TO EXISTING PROPOSED SEWER. VERIFY LOCATION PRIOR TO CONSTRUCTION. N SHALL U VERIFIED PRIOR TO CONSTRUCTION. PUBLIC STORM LINE w O < CONSTRUCTION. 2. FOR HORIZONTAL, VERTICAL AND DETAILED INFORMATION STORM LINE ST_. SD O PRIVATE STORM LINE g7 O PUBLIC STORM DRAIN LINE TO COLLECT UPSTREAM RUNOFF AND CONVEY THROUGH SITE TO , CL PRIVITY LAYOUT SHEETS. STORM MANHOLE CI STORM MANHOLE © OUTFALL IN OPEN SPACE(STORM LINE TO REPLACE EXISTING DRAINAGE DITCH,EXISTING IS' �V C15 0 3. ALL PRIVATE HYDRANTS SHALL BE PAINTED RED. DRAINAGE EASEMENT TO BE VACATED). de 4. ALL TEES,BENDS,JOINTS,AND END OF WATER LINES STORM CATCH BASIN O 0 S SHALL BE MECHANICALLY RESTRAINED. I STORM CATCH BASIN Asir GAS LINE c STORM CLEANOUT QD O STORM DRAIN WATER QUALITY STORMFILTER VAULT/MANHOLE. TELEPHONE LINE T PRIVATE SANITARY LINE SS O TRAPPED CATCH BASIN(ON-SITE). I 'e SANITARY CLEANOUT WATER LINE w,.. 0- SANITARY MANHOLE O O ^ id O STORM WATER OUTFALL AT RIP-RAP PAD. Q WATER VALVE 8 s POWER CONDUIT P PRIVATE DOMESTIC O FLOW CONTROL MANHOLE FOR ARCH PIPE DETENTION CHAMBER SYSTEM. - ' ELECTRIC LINE — PRIVATE FIRE WATER LINE . . - STREET LIGHT WATER BLOWOFF M 7 CONNECT TO EXISTING PUBLIC WATER LINE. EXTEND WATER LINE TO BACKFLOW/METER FIRE HYDRANT 2 O VAULTS. COORDINATE WET TAP WITH TUALATIN VALLEY WATER. ' a FIRE HYDRANT .- HanmiGlobal Partner WATER METER E FIRE DEPARTMENT CONNECTION O DOUBLE CHECK DETECTOR BACKFLOW, WATER METER, AND DOUBLE CHECK VALVE BACKFLOW. 808 SR 3rd Ave.,Ste.300 SANITARY LINE SA PUBLIC STREET LIGHT ►fit 9 LIDA FACILITY P Portland, OR 97204 SANITARY MANHOLE O (CANTER/SWALE)FOR PUBLIC STREET RUNOFF. Phone:(503)267-6825 O PRIVATE SITE LIGHT H Fax: (503)415-2304 WATER METER 10 REMOVE EXISTING FIRE HYDRANT. www.otak.com ' _ DCDA E 18056 P18056P102 11 PGE TRANSFORMER LOCATION. CONTRACTOR TO COORDINATE INSTALLATION WITH PGE. Project No. Drawing No. 12 EX. GAS SERVICE.°CONTRACTOR TO COORDINATE DISCONNECT AND ABANDONMENT OF SERVICE Cl•2 WITH NORTHWEST NATURAL GAS. Sheet S. ©Oink,Ine.2016 I IN o N M E o - I 0 g OAK STREET STORM DRAIN GENERAL NOTES „' 4.1 I. ALL SLOPES SHOWN ARE FT/FT. > Y a / I \ \ i�� —1111 2. FOR LIDA FACILITIES SEE LIDA ENLARGEMENTS ON SHEET °' i m I t.'"'' 2 SD-I"LINE SSTA:4+K 96.80- II .+ F4.3 Q o Q ._ �,, 3. FOR ON-SITE STORM AND DETENTION FACILITIES SEE 4+96.80 0 6.112'CR _111 �� SHEETS C4.4 AND C4.5. 6 a 4. SEE SHEET CO.2 FOR PIPE MATERIAL AND TRENCH 111 0.00'L �� \ ` \�s co_ SD LINE - . ., REQUIREMENTS N: 656009.43 0-, ..-e='...-1 C: 10 - '•1 va i STORM DRAIN CONSTRICTION NOTES Sp, E:7620124.43 .O o o —''o \ O 71 I f5 f I p / T� ;® \'. 1 INSTALL RIP RAP PAD PER DETAIL 2 ON SHEET — s C5.4. PPO�T9T / / O� INSTALL 46 SDMH PER CWS STD. DWG. 010. SEE �\��` z Sd, pP /r na•� /� - !"SD-1 LINE l 6j I� II— 'h •1 o .? SW 90TH AVE 0 REMOVE EXISTING AREA DRAIN AND RECONSTRUCT ,z5,:294 :,U III 1� I„,� 4 SEE SHEETRC55 RAIN PER CWS STD. DWG. 380. d�°' y4,Q� :17 i�f/ e°oo leie e�o oio I � xs �y b '1 _ � . A REMOVE EXISTING MANHOLE AND RECONSTRUCT — 1 �1 V i PER 48' SDMH PER CWS STD. DETA I L 010. SEE I / /------ SHEET C5.3. RECONNECT TO EX SD PIPES FROM I 1 i c �" THE NORTH AND WEST OAK STREET SEE SHEET C4.2 M CONSTRUCT OVERFLOW/INLET STRUCTURE WITH 1..;A BEEHIVE INLET PER CWS STD. DWG.407 AND 405. SEE SHEET C5.5 I 6 ABANDON EXISTING STORM DRAIN PIPE PER CITY 1-:: 1 OF TIGARD STANDARD SPECIFICATIONS. I� CONSTRUCT TYPE CG-2 GUTTER AND CURB INLET LLee1l CATCH BASIN PER CWS STD. DWG.300. SEE SHEET C5.5. CONNECT TO EXISTING PIPE TO THE SOUTH. I PLAN: "SD—I" L I NE CONNECT STORM DRAIN I5' 0' I5' 30' 8 CONCRETE PIPETO COLLAR EXISTING PER CWS STD.DWG.PIPEWITH 560. �� CONTRACTOR TO VERIFY LOCATION PRIOR TO CONSTRUCTION. ElINSTALL CONCRETE PLUG AT THE END OF THE EXISTING STORM DRAIN PIPE I 70 REMOVE AND DISPOSE OF EXISTING STORM DRAIN PIPE. 11 RECONNECT ROOF DRAIN LATERALS TO NEW STORM DRAIN PIPE AS NECESSARY.CONNECT LATERALS T TO STORM DRAIN PER CWS STD.DWG.520 SEE V 1^ SHEET C5.3 E 188 — ._-. --____. -----_ -_. Z. _ - .-. 188 I 184 - --- -_ -- -- -_. __. 184 .--- FG 0 CL --- -- -_. - _--. OF SD PIPE 180 --- - ---_ OF SD PIPE -- __- -- __ -. _--- -- - 180 ^^irl (n Fe+--1 W W 176 ---_ -__ --:--- / �1 Z ;; -_ - .._ 176 1 W J E I l'',' 172 --. __ _. - I/. .- __- -- 172 C7 w 7 wwo- g0 17. 168 ----- - (y -- _ ZI=9a7_f21F 30"cso0S=O.0068T/T I o _ 164 --- --- _ _LS �,/1 1--. Ct -_ 164 I-- �� —.- _ __ SDMFFIB(48".-MH. U J l sin N_.°o SW OAK ST CL STA: 4+96.80 6.13' R 160 1 IF IN=184.32 °3_'N) _ __ _ I -- ---- ---- --- --- SD-1 STA 3+47 � - 160 ��m0 g 156 - - --- - 9.2 I 1661119 (307-�E) U (/) o -- - ---�_OUT _766.00 (3 ) __ 156 --_ -- — - ---_— - _152 .. -.-.- - -_ 152 150 1+00 2+003+00 150 _♦ HanmiGlobal Partner I °n' I2 808 SW 3rd Ave.,Ste.300 PROFILE: "SD—I" LINE Portland, OR 97204:(503) Phone287-6825 6' 15' o' I5' 30' Fax (503)415-2304 www.otak.com °' 18056 6180566400 Project No. Drawing No. 04.0 Sheet No. ©Otak,Ile.2016 I Co ISI 35AB STORM DRAIN GENERAL NOTES r. Q O S 35AB TL 03202 I. ALL SLOPES SHOWN ARE FT FT. o 116 ISI 3JAB ISI 35AB j3 03200 2. FOR LIDA FACILITIES SEE LI DA ENLARGEMENTS ON SHEET o o S 35AB S 35AB TL 03403 1 C4.3 w '; M TL 03303 T3 03304 3. FOR ON-SITE STORM AND DETENTION FACILITIES SEE o 3L 03302 SHEETS C4.4 AND C4.5. _ I EX OVERHEAD CAUTION!! EX .. k 4. SEE SHEET C0.2 FOR PIPE MATERIAL AND TRENCHING - ` M ELECTRIC TOI GAS LINE TO BE REQUIREMENTS RE AIN IN PLACE SW OAK ST SW OAK ST PROTECTED IN PLACE .tel STORM DRAIN CONSTRUCTION NOTES STA:2+04.66® 3 STA:3+02.99® f� w-, ora SW OAK ST -14.04' L -18.09' L SW OAK ST I e INSTALL RIP-RAP PAD PER DETAIL 2 ON SHEET 03 L�STA:1+24.86 STA:3+47.82® �" ' BEGIN REMOVAL OF -103.19' L _.� 0 1 C5.4. s (�:12.87L SW OAK ST v STORM DRAIN PIPE TO o STA:3+01.87(4 �._ i �+ THE EAST -10.99' L SDMH CIm � ,� INSTALL 48" PER CWS STD. DWG. 010. SEE IIIA' o 0 a c SHEET C5.3 p*.--------_ ,_ _ =-' 1:, <m ___ _ - ,t -- - -a.e��r__ � REMOVE EXISTING AREA DRAIN AND RECONSTRUCT z 'm H 414° ate Y z+oo :+7.8_-, ' 3 TYPE I I AREA DRAIN PER CWS STD. DWG. 380. o o m 0 00 i+oo r - _ ` SEE SHEET C5.5 4+00 v_ OAK ST m ADJUST EX WTR ADJUST EX WTR o I -a9-----i- �, REMOVE EXISTING MANHOLE AND RECONSTRUCT __.._ _._� SW RLINE _..�.�... ___ ___.____ ___.__.._METER TO GRADE =1PER48" SDMHPERCWSSTD.DETAIL010SEE pC�` Sd, o_METER TO GRADE— -_4 CONST. CENTE W .;.. ____ 1,, SHEET C5.3. RECONNECT TO EX SD PIPES FROM Q- 90�p _ _ -. H` THE NORTH AND WEST o_ u.1 o N n _.7 N z_6 d Myq = N M CONSTRUCT OVERFLOW/INLET STRUCTURE WITH y o ti o' N I EX STORM DRAIN BEEHIVE INLET PER CWS STD.DWG. 407 AND 405. `� W 5o F, TO REMAIN SEE SHEET C5.5 3�gl 'IL . o_ i Q a ABANDON EXISTING STORM DRAIN PIPE PER CITY - 'SD-I'LINE ��.•.•.•11 OF TIGARD STANDARD SPECIFICATIONS. I SEE SHEET C4.0 L] CONSTRUCT TYPE CG-2 GUTTER AND CURB INLET I� CATCH BASIN PER CWS STD. DWG.300. SEE SHEET C5.5. CONNECT TO EXISTING PIPE TO THE SOUTH. I CONNECT TO EXISTING STORM DRAIN PIPE WITH LL�®11 CONCRETE PIPE COLLAR PER CWS STD. DWG. 560. PLAN: SW OAK STREET STA 0+00 TO 4+80 CONTRACTOR TO VERIFY LOCATION PRIOR TO 15' 0' CONSTRUCTION. ii OM MIN 0 CONCRETE IPIPE PLUG N HE END OF THE EXISTING STORM DRA 10 REMOVE AND DISPOSE OF EXISTING STORM DRAIN I PIPE. 11 RECONNECT ROOF DRAIN LATERALS TO NEW STORM DRAIN PIPE AS NECESSARY.CONNECT LATERALS TO STORM DRAIN PER CWS STD.DWG.520 SEE SHEET C5.3 I CID I 188 __ - -- - _._ - --_ 188 El FG® CL Z OF SD PIPE - --- - I 184 -._ _ EG 0 CL w O 00 OF SD PIPE L=7.04 184 10"C900 180 ___ _ __ 5=0.0100 L, d' SW OAK ST CL STA2+04.66 -- -- ----.-f-` 180 C Q IE OUT= 179.97 (10"� :. I 0 .n -rs 'a�a --- /� F-- (n I 176 CONNECT TO EX SD. CONTRACTOR 1"'x'1 Z O TO VERIFY LOCAGTION PRIOR - - __-- --- --- -- -- 176 TO CONST. r SD-1 STA:3+47.82 Lil __.. _. __... SDCB-5B CONNECT TO EX SD.- 172 SW OAK ST CL STA 3+0fB7 ------ ---- CONTRACTOR -- 172 Z> 00 RIM= 178.80 TO VERIFY LOCATION PRIOR E 1 a. + I 28 SDCB-5C _ TO CONST, Lu O 168 - --- IE IN= 171E IN= 640 (10"W)� SW OAK ST Cl STAz_+02 co F+� IF OUT= 176.25 (10"5) RIM= 178.97 168 r l O- Q -- F�1 -- -- -- IE IN- 176.54-(1D"E) Q N -_-.- IE OUT= 176.35 (10"5) - _ I 164 164 Q J 60 V 1 ix 5 61+00 62+00 - 160 t�O U (/') FSI m I ' PROF I LE:SW OAK STR 0+00 TO 4+80 ("SD-02") O v o 8' 5a' I a' o a I HanmiGlobal Partner a 808 SW 3rd Ave.,Ste.300 Portland, OR 97204 Phone: (503)287-6825 Fax: (503)415-2304 www.otak.com 81 18056 0180560400 II 1 Project No. Drawing No. 04.1 Sheet No. ©Otak,Inc.2016 I • STORM DRAIN GENERAL NOTES n ' 7 / I. ALL SLOPES SHOWN ARE FT/FT. = o N 2. FOR LIDA FACILITIES SEE LIDA ENLARGEMENTS ON SHEE E2 ', / I C4.3 n c 3. FOR ON-SITE STORM AND DETENTION FACILITIES SEE E2 Z SHEETS C4.4 AND C4.5. u I : SW OAK ST I I 4. SEE SHEET C0.2 FOR PIPE MATERIAL AND TRENCHING i STA:4+90.790 o f/ / H 0.06' R 2� � SW OAK ST O I REQUIREMENTS ,.,} i 1 SDMH-IC SW OAK STD SW OAK ST �•I SW OAK ST STA:8+61.54® EL' STORM DRAIN CONSTRUCTION NOTES �i STA:5+38.54 SW OAK ST SDMH-IB 2 STA:4+34.39® STA:4+77.64® STA:6+42.50® -0.71' L 6.12' ®R STA:9+17.600 O� j +t/i STA:4+96.80 -12.97 L -16.2T L 0.00' 6. 2' R 1 INSTALL RIP-RAP PAD PER DETAIL 2 ON SHEET ro Y a a -- _. - - - -- - .. --.._ _ _. �n -.--_ ---_ - ---- �} SDMH PER CWS _ T '.,,._.� .-._--- .: �._ I - r •::L nti�_..-_- -• SHEET C53 STD. DWG.010. SEE o 0 -_ - ,__ .___._ ___c ._._..._..L m _-_-- 1�. ... r._ o a to c't. 1 5+.0 © C s+a 0 .r +oo '� -___ _.._. _ __�,__.- INSTALL 48' a - u oo s+o0 �' 3 REMOVE EXISTING AREA DRAIN AND RECONSTRUCT d `+ -- -- ST e+�:� r,. _aa ( 10+00 11+00 0" ' Li TYPE 11 AREA DRAIN PER CWS STD.DWG. 380. o M = -n OO SD OO ." SD SD CONS I. ENI SW �Nt_....._. J _.._ SD------ ® ... SD •.D _ _ , _ .>.. - I:S _. -.. - SEE SHEET C5.5 SD a SD _ SD SD• SD r I o .r= - ��_-_- �;=`- _ _- �I`. Wj �-.. _ - - -s. _"' __ - a--- ----n _.._ �._y�_....�_ ' -- -- 4 REMOVE EXISTING MANHOLE AND RECONSTRUCT /� .ter- - _ *_. _ - V 1 .. ® --„ - / _ _ ` i i - - -- _x'- __-- ® - PER 48"SDMH PER CWS STD. DETAIL 010.SEE SQL��L' Sd, o .I© u0 R7 �' SHEET C5.3. RECONNECT TO EX SD PIPES FROM SAO Q, v'o - " (t LID - THE NORTH AND WEST W'7. sow i - LIdA _ z��n i-i° S N 3 �A T- --- - f - `© - O I� CONSTRUCT OVERFLOW ISNLET STRUCTURE WITH i� u 'rc '� I wu _ 7 - I s N - .. "_4. y n o _. ._.._.._ i _______ -fi=r- o SW OAK STREET SW OAK STREET O , Li o ' CONSTRUCTUI ON C 'f �" STA:5+53.04 I STA:5+73.43 C-. r ? e -'".r_ SW OAK STREET SW OAK STREET 1 016.50'R 024.50'R -, U� 8 0C "CONSTRUCTU ON C/L m m EC nn l`, S7+67.79 <) STA.6+12.25 I BC STA:5+39.25© STA:5+63 23J r O .-' D STA:7+67 79 1 a N 016.50'R 020.50'R J t / ` 024.50 R D O 1016.50'R P = -...--- END STD C&G-- -- - PCC_ STA:5+74.93 1 - BC STA:7+88.18 STA:B+I 4 z o BEGIN THICKENED C&G -_.-._ _.__. V _---- 87+66.29 016.50'R4 _-- ®I6.50'R4.4 I --- -- -- -- -7- -"- -- -- RJ _..S 020.50'R -_ _. __ - - --- END THICKENED C&G TA: �� 024 50 TA.7+77.98 _. "- v 4 --- -- © --STA 5+77 12 .._._.. -BEGIN STD. C&G EC' _____ - f 024.50'R r EX R/W STA:7+64.29+1 PCC ,-- }A ��- S 'F'-'',� <.,ao,o,o END THICKENED C&G I -EX-R/W ®24.50 R�t1 ---- -- -- _ `'�� '"o / '. BEGIN STD.C&G i ---- .4 END STD C&G l ISI ,,.-6%'-246'°' BEGIN THIOKENED C&G ' . a w ri 0 N a V11 © FOC FOC © EDGE /s a Ky x 1 vvv a 0 /OFWALK STA:5+39.52 J STA:5+77.05 EDGE OF -- -- - -- --- --- w - 030.9 'RAP - _2 AP I.00'R % SIDEWALK -- STA:7+6429 / : _ _3 i 2 R W - BACK OF 030.99'A' r �STA:8+14.26 f WALK - R/W -[� - �: 031.D0'R 03 - H r LIDA RI ENLARGEMENT LIDA R2 ENLARGEMENT I I0' 0' 10' 20' =�- 10' 0' 10' 20' MIE M LIDA GENERAL NOTES I. CURB INLET STATIONING INDICATES CENTER OF LIDA Z CURB OPENING. Z 2. SEE LANDSCAPE PLANS FOR LIDA LANDSCAPING. . 3. WATER QUAL ITY MIX SHALL BE PER CWS BLENDED +�i1 SW OAKJ SPECIFICAT ION FOR VEGETATED LIDA FAC ILITIES(CWS STD DWG. NO.798.SEE SHEET C5.5. �1 SW OAK STREET I 4. FOR STORM DRAIN LAYOUT AND INVERT LOCATIONS SEE STREET SW OAK STREET CONSTRUCTUION C/L SHEET C4.2. N s+oo CONSTRUCTUIO C/L 5. ALL STAT IONING ON THIS SHEET BASED ON SW OAK 1� ------ _ _... -._�.. _ _______." - SW.OAK STREET STREET CONSTRUCTION CL (n STA.8+95.31 ��-�-�� -- -"i'-' -'---- STA:11+45.25 Y`�"--- L. LIDA FACILITY CONSTRUCTION NOTES I- (n STA:8+97.26 4sJ < / ( - Z 016.50'R STA:9+34.23 OFF:16.5O'R ./ a F" _BEGIN THICKENED C&G 016.50'R ,024.50'R EC + CONSTRUCT MODIFIED CG-30 INLET WITH SUMP W END STD.C&G'/ O EC - S D , I STA:11+45.85 nnl PER CWS STD DWG 403. SEE SHT C5.6 Qj STA:9+13 84 STA:9+24.03 STA: I+35.05 016.48 R �„j > -- 016.50 R 020.50'R STA 9+35.857 4 " OFF:20.50 R, PCC 2 CONSTRUCT STREET SIDE LIDA PLANTER WITHOUT Z W .. STA: �- END STD C&G 1' PCC - _ _ "_ STREET PARKING PER CWS STD.DWG 795.1. SEE O U CC M 5 NTH CKENED C&G -STA 1+479 SHEET C5.6 w � BEG 7__111 --""--- OFF 6 1- 74'R _ END THICKENED C&G g CONSTRUCT 12"THICKENED CURB AND GUTTER PER _ "- ''Y - END THICKENED CBS` ' - -� BEGIN STD VERT.CURB ISI ,(� © DETAIL 2 ON SHEET C5.1 g t`s �- BEGIN STD.C&G EX R/W f-EX R/W ' 1011W Q W �� FOC ® CONSTRUCT TRAPPED CATCH BASIN WITH (��1 o t.a I <'� mer FOC Ugh+p� EX / C5.6 PLAST PER CWS STD.DWG. 407 SEE SHEET _J :: al R W C9 F- J CONSTRUCT VERTICAL CURB PER CITY OF TIGARD ~ �IIh, 0 EDGE EDGE ill © STD.DWG. CI25. PROVIDE 4"DRAINAGE NOTCH I� ' W(_) OF WALK 111 5 -. _. -.. OF WALK /// _ PER CWS.STD. DWG. 795.1.SEE SHEET C5.0 AND O 7 LL _ © STA:11+47.26 C5.6 RESPECTIVELY. N STA:8+95.45 I m _. /I OFF:30.98'R _ 030.93'R STA:11+34.91 / AP I� CONSTRUCT OVERFLOW/INLET STRUCTURE WITH U 7 AP _ STA:9+40.23 OFF:30.99'R I �,J BEEHIVE INLET PER CWS STD.DWG. 407 AND 405. 0 @31.04'R AP SEE SHEET C5.6 mAP R/W v _ O a a 1 Li HanmiGlobal Partner I S BOB SW 3rd Ave.,Ste.300 LIDA R3 ,ENLARGEMENT Portland, OR 97204 1�� LIDA R4 ENLARGEMENT Fan: (503)485-2304 Fax: (503) mom IO' D' 10' 20' =�- 18056 C18056C400 Project No. Drawing No. raf 4.3 No Sheet No. ©Otak,Inc.2016 I STORM DRAIN CONSTRUCTION NOTES (PVT) OINSTALL STANDARD TRAPPED SYLE CATCH BASIN PER DETAIL I SEE SHEET C5.4. 0 OINSTALL STORM DRAIN CLEAN-OUT PER PER CWS STD `� DWG 500 SEE SHEET C5.4. 1;81 6 n --__ SDMH PER CWS STD.DWG 010 SEE �`. `• - ° ice`--C_.-.__ - SHEET C53 _-_ _.._w _.._ _._.._ r :-C- --- _. .._W N -"TO' CONSTRUCT 48" I D° - 5 00 --?//' _ EX_12" soSW OAK QST - O CONSTRUCT WATER QUALITY MANHOLE PER CWS STD. DD a+ F SEWER W TH N PUBLIC, n _ ". s+o°c, ,, GA T I ONt; oo EX.8'SS DWG 250&260 SEE SHEET C5.4. ° R� _ f 0_' K1UH1� OF WAY 04+ -� -h-- `�---'�-'�{`��, EX. S LINE - r. SHEET C4.2 0 O SD i , ; EX. 16"WATER i r" O FLOW CONTROL MANHOLE FOR ARCH PIPE DETENTION °�' a- ... 0 --- �t O� fJ -- ----� SD SD _. 1 SD SHAMBER 4YSTEM PER CWS STD.DWG 270 SEE m r SD SD _ aldirVr INSTALL 10"N-12 HDPE PIPE a +. w- 77 .r Vtj W -rc . 6 0 f ° LIDA Rl EX " INSTALL 12"N-12 HDPE PIPE s .4 WATER 8 M FOR WATER METERS,DCDA, AND DCVA SEE J g0 CONSTRUCT RIP RAP PAD PER DETAIL 2 ON SHEET ENGLARGEMENT DETAIL ION SHEET C6. (n ° a ° ° SHEET C5.4. REFER TO OUTFALL PI \44 jp I I S=-0.020FT/FT LJ a a , _ ° t 9OCITY OF TIGARD PUBLIC STORMWATER IMPROVEMENTS. �Q.�.a a ` WM I ° w ° ° ° °° _ SEE SHEETS C4.0 TO C4.3 oSS\� d' .26‘t>p i 11 ° -d-wz _ + 10 CONNECT TO ARCH PIPE DETENTION CHAMBER SYSTEM. a z "� N ii I j I < 50.18£F© ' SEE SHEETS C7.0 TO C7.5 FOR DETENTION CHAMBER - ao Q I, SYSTEM DETAILS. Z�a,.`�.y24,3,;,,,,,°. w1 0"DR-AI" STA:30+66.760 - 'i' `'✓,rW -2 , I I 11 CONNECTSTORM PIPETOROOFDRAINLEADER. SEE 6 , �+ x® 14.98'R r- � w mi I' a t� r _ EX.OVERHEADELECTRICTO BE ARCHITECTURALPLANSFORCONTINUATIONa+ w DCVI® a�1 aL ® ®33.50'L RELOCATED. CONTRACTOR TO r/ / I lE= 167.48(8" W) t COORDINATE RELOCATION WITH 12 INSTALL 8"N-12 HDPE PIPE. 1 + / / 3 I ® "DR-AI"STA:30+68.83 PGE. 13 INSTALL SIDE STORM PIPELINE CONNECTION PER CWS 55.83 LFO ®33.50'L 14 1 STD DWG NO.520.SEE SHT C5.3 Q,"DR-A STA:30+68.83 - - t ® 16.68 R 1 _ I' SEWER CONSTRUCTION NOTES (PVT) / • 09. 3 LF /� 'j -- SSCO-A2 A2 STA:30+61.83 t 10 CONSTRUCT SEWER CLEAN-OUT PER PER CWS STD I 'DR-AI' STA:30+70.91 DWG 500 SEE SHEET C5.4. 11 ©'-- / .73- //, ® 1.99 L ®5.51'R , 'DR-AI"STA 93+76640 I _.._ RIM= 178.48 B 10 INSTALL 8"PVC(SDR-35)SEWER PIPE. 0.07.54 LF9 Dlil 1 IE OUT= 166.65(8"N). _.. ._ ID- 168.42(12"E) I /1/111.4---‘771 �j \ ; 4 I IE IN= 166.85(8"E) o = =1= o o 3 INSTALL 6"PVC(SDR-35)SEWER PIPE. _ "OR-A I" STA-33+22 58 SDCB-2G-2 I �-- 1 61.50' L 10 o L=8.25LF L 0 OOSFT/FT _ Z 7 q STUB SANITARY SEWER SERVICE 5'FROM BUILDING R AI STA:31+40.71 \ la t TT1 .. IE OUT= 167.89(12' 5) y ❑ FACE. REFER TO PLUMBING PLAN FOR \ 1 , ' SDMH-29(96" CONTFCH WO)O .- = CONTINUATION. /0-x, RIM= 176.00DR-A I' STA:33+84.89 9�es0 STR I E OUT= 170.56(10"5) S' STORM L 4.66LF F I F -- -- O S OOOSFT/'T j ®-49.02'L aHH DRAIN ESMi RIM= 174.66 u WATER CONSTRUCTION NOTES (PVT) ---- - °- 5 SDMH 3A(FC) IE IN= 168.66(12"5) / Fs q --_ 1 u OR-A 1 STA:33+22.58/ '/ IE IN= 168.66(10"SE) 10 CONSTRUCT PRIVATE FIRE HYDRANT ASSEMBLY PER TVWD DETAIL 101.SEE I / 14 I I< RIM 175.45 / IE OUT= 168.46(12"W) SHEET C6.1. ALL PRIVATE FIRE HYDRANTS TO BE PAINTED RED. _- g I (n IE IN= 167.87(12"N),//6/ ` L=65.I6LF -- I IE OUT= 167.67(12"5) I", CO 'r' 1 5=0 012FT/FT O - L=B.83LF®o !l CONSTRUCT FIRE DEPARTMENT CONNECTION(FDC)PER DETAIL ION SHEET /z /// 5=. OFi/FT �6° C6.1. ROUTE 4" C900 FIRE DEPARTMENT CONNECTION LINE BACK i0 o BUILDING, MECHANICALLY RESTRAIN ALL FITTINGS AND JOINTS. 008 T� t PHS WETLANt II ,..., /�� ( T / .._SDCB-2B-I V 1 LF UDR-AI" STA-3969596 ,� 3 INSTALL 6"0900 DOMESTIC WATERLINE 1 DELINEATION 0 ��•- ,.= / --- - r 34.8'' /�° 11 \--T- I DR-A STA:33+84 69 ,_ RIM= 2141 STA-33+99 68 ° ° ° I �- \� IE OUT= 171.00(12 S) RIM 173.85 - RIM= 174.17 40 INSTALL 4"C900 DOMESTIC WATERLINE 44 LF 1 . Q IE IN= 168.71 (12" 5) ° a 'a E OUT= 170.00(10"NW)'; '�� O�S=0.090FT/FT -r (�jl OUT=DR 1A875TA:33+33.58 1S=0.00 FT F i�-„---, ��) °�� 5� INSALL B"C900 FIRE WATERLINE E ix_ ,,L1 2FT FT /�`� I / •� i0 / - �:! INSTALL 4"45°MJ BEND L=76.I OLF® \ I B17.62 L ',. 426.76 LF/� S 0 OOSFT/FT -"-- li �/ j 7� INSTALL 8"45°MJ BEND rr in, � �n / L=24.5ILF®AV Mw 80 INSTALL B" 90°MJ BEND ODR-A STA:®9 I6 R S=0.008FT/FT 0 389.81 LF iA .� p - ST- ST S T 0_ - _ 90 INSTALL 8"x8" MJ TEE I L=107.37LF® I 10 INSTALL 4"90°MJ BEND S 0.005FT/FT O, ST ST ST ST- SD-2 NODE-21)41: r �1 1 1 INSTALL 6"x6"MJ TEE,6"x4"MJ REDUCER,AND 4" GATE VALVE. L-23.92LF® L=88.93LF® Z 2 \ R-A 1 STA:32+03.25 ` �\. S-O.005FT FT 7 L=36.I I LF® L= 89.48LF RIM= I7 L05 /�5 0.l26FT FT Q �_ , (-7, / 0 1 / 0 12 STUB FIRE DEPARTMENT CONNECTION LINE.SEE PLUMBING PLANS FOR E"1 Cr) I -- o --o °o __I S O.O66FT FT 0.005FT FT CONTINUATION. r 'W - IEE OUT= 170.15170.15 110"N) o o• _ =o- o Z (10" -.o -� - ��`-- = S'�o o-- 13 STUB DOMESTIC WATERLINE. SEE PLUMBING PLANS FOR CONTINUATION. CC S 2 ( ) o o -----------• 6 ` 1 ® 1.34'L - / 14 STUB FIRE WATERLINE.SEE PLUMBING PLANS FOR CONTINUATION N "DR-Al" STA:32+10.53 ` 3 SD-2 NODE 1 J0 T^CCC O I �R-AI STA:= 1 7.25 \ : / SDCO-2E V1 J RIM= 167.94 2 R-A STA:32+95.96 ODR-A STA:33M84.89 SDCB-2D-I IE IN- 167.04(10' W) I I RIM= 174.22_ 3 E N= 167.04(10" S) \ IE N= 169.55(12" W) RIM= 172.94 0 �7/Q, "DR-A I" STA:34+07.88 0 LEGEND L'- g E OUT= 167.04(10"E) / E IN= 169.55(12"N)' I E I N= 169.1 1 (12"W) T)64,•> 6- ) pO 0 26 84'R O -....(:)DIE � 1 SDCB-2F-I -�'IE OUT= 169.55(12"E) \\`� IE IN= 170.11 (IO"SE) JkS'o� RIM= 171.64 EXISTING PROPOSED } _ I N QR-AI STA:32+24.10 /' ��IE OUT= 168.91 (12"N) c. IE OUT= 167.67(10"NW) PUBLIC STORM LINE SD Q O (/) (/) RIM= (73.79 SDCO-3C STORM LINE PRIVATE STORM LINE 2 R-AI STA:33+22.89 -ray` ST ST IE OUT= 170.04(10"N) / STORM MANHOLE STORM MANHOLE S RIM= 173.51 m IE IN= 166.87(12"N) STORM CATCH BASIN 0 APPROXIMATE 100 YEA / IE OUT= 166.67(12"6) �� STORM CATCH BASIN FLOOD PLAIN LINE GAS LINE STORM CLEANOUT O I TELEPHONE LINE r PRIVATE SANITARY LINE SS WATER VALVE ` (ECFV.=163'%NGVD) WATER LINEO WA SANITARY MANHOLE SANITARY CLEANOUT O 111 POWER CONDUIT ® PRIVATE DOMESTIC ELECTRIC LINE OHL __ °• °•- HanmiGlobal Partner I GENERAL UTILITY NOTES: PRIVATE FIRE WATER LINE `" "' "' 808 SIP 3rd Ave,Ste.300 6STREET LIGHT FIRE HYDRANT Portland, OR 97204 I. EXISTING UTILITIES SHOWN ON THESE PLANS ARE FIRE HYDRANT APPROXIMATE AND SHALL BE VERIFIED PRIOR TO FIRE DEPARTMENT CONNECTION Phone:(503)287-6825 Fax (503)415-2304 CONSTRUCTION. WATER METER H PUBLIC STREET LIGHT 6--I* www.otak.cam 2. ALL PRIVATE HYDRANTS SHALL BE PAINTED RED. SANITARY LINE SMA PRIVATE SITE LIGHT H 3. ALL TEES,BENDS,JOINTS,AND END OF WATER LINES 78056 P180 Drawing No. I "el 20' 0' 20' 40' SHALL BE MECHANICALLY RESTRAINED. SANITARY MANHOLE 0 WATER METER p 4. SEE SHEET C6.1 FOR FIRE,DOMESTIC,AND BUILDING CAUTIIXJI! LOCATION OF EX.UTILITIES DCDA Project No. No. LATERAL LOCATIONS AND TRENCH DETAIL LOCATIONS. ON THESE PLANS ARE APPROXIMATE AND (�/�•/) 8 SCALE IN FEET SHALL BE VERIFIED PRIOR TO VT T a CONSTRUCTION. Sheet No. ©Mak,Ina 20]6 ISTORM DRAIN CONSTRUCTION NOTES (PVT) OINSTALL STANDARD TRAPPED SYLE CATCH BASIN PER DETAIL I SEE SHEET C5.4. 0 INSTALLDWG500 STORMSEESHEET DRAINC5.4.CLEAN-OUT PER PER CWS STD VV 2 o o N OCONSTRUCT 48"SDMH PER CWS STD.DWG 010 SEESHET C5.3. o n I , _ �._ --- __ _ - CONSTRUCTSWATER QUALITY MANHOLE PER CWS STD. o m 4� DWG 250&260 SEE SHEET C5.4.H0 EX 12" SD FOR SEWER WITHIN PUBLIGT ( �' -"0- -- RIGHTS-OF-WAY SEE �e+oa q SHEET C4.2 e+oo SW OAK ST to+oo I FLOW CONTROL MANHOLE FOR ARCH PIPE DETENTIONo �5 _ a o0 0 _ CHAMBER SYSTEM PER CWS STD.DWG 270 SEE .. - fir- J _ c. _ it O O� 0 SD D SD OO SD SD SD SD SD n 6 INSTALL C5.4. 10"N-12 HDPE PIPE CO sG J _r O - _, ''-2' o to I - - o - r O INSTALL 12"N 12 HDPE PIPE o N -� - - gO CONSTRUCT RIP RAP PAD PER DETAIL 2 ON SHEET on m LIDA R2_'. LILA R3 •T ... _ ----. ----. ---__ IDA SHEET C5.4. REFER TO OUTFALL PI o 2E r,,, i SSCO-B4 ° ° ° ° ° SEE SHEETOFS C4.0 TO C4.3 STORMWATER IMPROVEMENTS. C)CITY TIGARD PUBLIC .,° El ,SW OAK ST CL STA:8+61.53 ° �� RIM= 177. 6 <-. ° ° ° ° S °° `..S �` Sd, o IE IN= 164.89(8' S) - -.-° w ° ° d ° = - - - - 10 COO RH N Ci HI Z9'.¢.''', �_ SEE NNECT SHEETS TC7.0ACHI C7.5 FOR DETENTION DETENTIOAMBER CHAMBER SM. o 4'a + n I IE OUT= 164.69(8 N) _ © ( SYSTEM DETAILS. a W �. z � w "r rS N Z .Lt�S' ''',..31-, -1 a: R .. i - J �"' ,... 11 ARCHITECTURALM PLANST OR OCOONTINUATION.ER. SEE 1ayy� cV // T, 12 INSTALL 8"N-12 HDPE PIPE. Qa w ID= Cl) �L.. ( 'DR-AI"STA3R+IA 13� �. 13 INSTALL SIDE STORM PIPELINE CONNECTION PER CWS 11 STD DWG NO. 520.SEE SHT C5.3 I 0 U) _ ° LL' ®27.00'L I IE OUT= 171.42(12"S) I� =-0.0 OF ® SEWER CONSTRUCTION NOTES (PVT) s=-0.020FT/FT rp �r O C:1 CONSTRUCT SEWER CLEAN-OUT PER PER CWS STD 1 O "DR-A I' STA-037+167 44 DR-A STA:38+18.18 DWG 500 SEE SHEET C5.4. 6 uup;r' .y. a + \ I E= 168.49(12" W)W) RIM-13.12' 31176.68 El INSTALL 8"PVC(SDR-35)SEWER PIPE. a "DR A2' STA:61+44.54 O S=O.00SFT FT IE OUT= 171.35(12"S) ® Li INSTALL 6"PVC(SDR-35)SEWER PIPE. E L=30.50LF®...... ® 8.09El L -- - o o ---o o _-.o�,: o _ ©••=-0.020FT F N lil RSM B76 20 o - 1 SR1 A I"I STA538+I6 19 '= o'.=o.... 4 STUB SANITARY SEWER SERVICE 5'FROM BUILDING (p IE OUT- 166.81 (8 N) 10 ❑ FACE. REFER TO PLUMBING PLAN FOR a E N= 167,01 (8" S) ODR-A I STA:37+5SDMH-4R 5.77 L=4.I7LF® / O 8.95 L (12"N) CONTINUATION. -- _ r'Sr" I E= 171 33 I III��---y... "DR-A2"STA•61+44 54' I E OUT= ` �"=0.005FT/FT . __ 4...1 U E N- 167.01 (8"W) RIM= 176.63, IE IN= 168.44(12"E) �DR-AI"STA-3R+3438 Q WATER CONSTRUCTION NOTES (PVT) 6 ®22.42'R 168.31 (I 2 ) ® I 0.46'R til I IE= 167.62(8"E) III -- A IE- 171.33(12"5) CONSTRUCT PRIVATE FIRE HYDRANT ASSEMBLY PER TVWD DETAIL 101. SEE © S500-B2 /is:// �� 4� i/ ////Z. SLOOOSFT FT 0 SHEET C6.1. ALLEPRIVATE FIRE HYDRANTS TO BE PAINTED RED. I --- ` DR-A2"STA:6I+78.61 - CONSTRUCT FIRE DEPARTMENT CONNECTION FDC)PER DETAIL ION SHEET III ®8.08'Lz _-- --" C6.1. ROUTE 4 0900 FIRE DEPARTMENT CONNECTION LINE BACK TO 0Sa=34.07LF® I RIM- 175.60 - L 10.23LF® ° BUILDING. MECHANICALLY RESTRAIN ALL FITTINGS AND JOINTS. 2 L Y --_. IE OUT= 167.69(8"N) z�� S 0.005FT FT - 0.020FT/FT [ IE IN 167.89(8"E) - __o�� - - INSTALL 4" C900 DOMESTIC WATERLINE 3� INSTALL 6" /Q/ �J(_= -`" �_. �,,.- 48"CONTFCH WO)_(:) 4 V 1 1 "DR AI' STA:38+34 37 4Q C900 DOMESTIC WATERLINE 1 (� \ ® "DR-A7 STA. �/ ® 14.20'R �' L 81.O6LF ©� ®33168.40(8" W) S=0.006FT/FT L=12.SSLF® RIM= 175.76 O! INSALL 8"C900 FIRE WATERLINE LI ( 5=0.005FT FT E N= 171.55(12"SE) Z ---- --- IE OUT= 171.35(12"N) 6a INSTALL 4" 45°MJ BEND IiDiAT1T STA:35+31.43 iil ....w''''- (ovaw ®22.38L © L 2..68LF® �\ SDCB-5B-I S=-4.020FT FT f _-. -- 1..... ,� O 7Q INSTALL 8"45°MJ BEND h, __ PROJECT DR-AI"STA:38+42.65 ®22.64'R -..r. ."TI.- �� ° BOUNDARY RIM= 175.73 (8� INSTALL 8"90°MJ BEND °� °� °Y 01 r. °� °� IE OUT- 171.61 (12"NW) 0, INSTALL 8"x8"MJ TEE - - "DR-A "STA:35+87.58 - -, I "DR-A I�� LINE ®22.38'L �:J 10 INSTALL 4" 90°MJ BEND 8 [ H a 11 INSTALL 6"x6"MJ TEE, 6"x4"MJ REDUCER,AND 4"GATE VALVE. O ST -ST ST ST --OO , d+ E 1 \ ...% - r -- 12 STUB FIRE DEPARTMENT CONNECTION LINE. SEE PLUMBING PLANS FOR Z ( CONTINUATION. El O I o L-176.99LF® -. 5 0 _ o S 0 012FT/FT OI 13 STUB DOMESTIC WATERLINE. SEE PLUMBING PLANS FOR CONTINUATION. W W� z _ a �I� - _ 14 STUB FIRE WATERLINE. SEE PLUMBING PLANS FOR CONTINUATION Nw CC S SDMH-3B _ CV I "DR-AI"STA:35+12.37© " g.56'L STA:366+002.99990° 6+02.99 10 y- ®8.38'R SD-4 NODE- O CD T D '= i il /RIM= 173.48 DR-A "STA:36+83.09 V 1 JR CV 11E IN= 165.72(12"W) "DR-AI"STA:36+00.99 B IE IN= 165.72(12" E) © L00'L (�8.38'R "DR-A1"STA:35+69.11 RIM= 168.91 tail O g 7 IE OUT= 165.52(12"5) 2 LEGEND ® 13.81'R IE IN= 167.83(12"N) I L=37.89LF® PHS WETLAND IE OUT= 167.83(12"W) O U N In EXISTING PROPOSED 1.-„ .77 S=O.00SFT FT DELINEATION PUBLIC STORM LINE . STORM LINE -- sr _ SD PRIVATE STORM LINE sr I "DR-AI"STA:35+12.37 STORM MANHOLE STORM MANHOLE ®46.26'R f IE= 165.33(12_N) STORM CATCH BASIN - i Glc STORM CATCH BASIN GAS LINE STORM CLEANOUT Q ' TELEPHONE LINE r PRIVATE SANITARY LINE SS WATER LINE -W - SANITARY MANHOLE SS WATER VALVE e SANITARY CLEANOUT HanmiGlobal Partner POWER CONDUIT P PRIVATE DOMESTIC 808 08 3rd Ave.,Ste.300 E GENERAL UTILITY NOTES: O I. EXISTING UTILITIES SHOWN ON THESE PLANS ARE ELECTRIC LINE or+L jj PRIVATE FIRE WATER LINE Portland, OR 97204 APPROXIMATE AND SHALL BE VERIFIED PRIOR TO STREET LIGHT - -o- -1- Phone:(503)287-6825 CONSTRUCTION. FIRE HYDRANT Fax: (503)415-2304 2. ALL PRIVATE HYDRANTS SHALL BE PAINTED RED. FIRE HYDRANT or FIRE DEPARTMENT CONNECTION yr wwwotak.com 3. ALL TEES,BENDS,JOINTS,AND END OF WATER LINES WATER METER 0 PUBLIC STREET LIGHT .-- 18056 P18056P300 I 20' 0' 20' 40' SEE L SEEM 6.1 FIR LLY RESTRAINED. SANITARY LINE SA PRIVATE SITE LIGHT N Project No. Drawing No. �� CAUTION!!LOCATION OF EX.UTILITIES 4. SEE SHEET C6.1 FOR FIRE,DOMESTIC, AND BUILDING ON THESE PLANS ARE APPROXIMATE AND LATERAL LOCATIONS AND TRENCH DETAIL LOCATIONS. SANITARY MANHOLE O WATER METER p C 4. I ME ME 5 SCALE IN FEET SHALL BE VERIFIED PRIOR TO DCDA s CONSTRUCTION. In Sheet No. ©Otak,Inc.2016 I N 0 OERLOCATE RtMELEDGE O Mao ' PLAN DEER Ll a AT LEAST 12'N WIDTH NOTES: e' ria =1 ,S PROPERTY ryFASEMENT ,\ 0 N \-// NOTES 1.ALL MANHOLE SECTIONS SHALL CONFORM ,S �` sr TO THE APPLICABLE IO ASTM C-4715ND / q AR PRE-CAST MANHOLE SECTIONS SHALL AND APPLICABLE PROSSIONS OF STANDARD o CONFORM TO THE REQUIREMENTS OF ASiM MANHOLE,DRAWING NO.of O. �I .'' • C-478 AND APPLICABLE PROVISIONS OF 2 ALL JOINTS AND RUBBER GASKETS SHALL _ Q I ` STANDARD DRAWING N0.010. �, CONFORM TO REWIRFMENIS OF lull_li II P I ; .TM c-4q. I R% a1 fff��BBB-� IPE SIZE AS SPECIFIED SECURE 2%A IN PLACE MAAIp5E1MRIElN1T =� AGAINST PWG W/BACKFILL ` 10 Q MAXIMUM 2Y FROM NOARD FRA NO COMER OR - SENOR OR SANITARY TO PREVENT PLUG BLDWOF£ L TIP OF Sc SRA RARRNOIT�NC DAR FEWER MAIN I m Rp of CASINO 316 COMICS N6 110-SA/NT i "CR N6,20 e. r1LOTra, LSET ERNE NNDN-914UA( ENCAPWIAIED ^y _. .FOR NEW CONSTRUCTION ALL SIDE SEWER ANO SDE STORM PIPELINE < 0mT(�OAAIIffRUBBER GAS<ET� 5•MMIMUM44lEpr CONNECTIONS TO 8•AND 10•MAINS SHALL BE TRH FACTORY • FABRICATED•TEE•FITTINGS UNLESS OTHERWISE APPROVED. 2.PIPE MATERIAL SHALL BE ONE OF THE FOLLOWING p, LLNORM • -LOIMOE 10102(2..Y.OR!7 ' A.PVC AS1L1-J034,AS1M-C-900Z - ,=� YAI ,Y SET N B.CONCRETE ASTM C-14,P n N 1. ALL PRE-CASs MANHOLE SECTIONS SHALL CONFORM TU TIE ^eC.DUCTILE IRON GAS$-SDLL2%4o mREQUIREMENTS OF ASTM C-4)& N>f!-!W!t PVC STORM WLY2 ALL POURED IN PLACE CONCRETE SHALL HAVE A 2B OAT PPE 1/FT ^� D.A-2000 PVC ASTM 949 T -STRENGTH a 3000 P.BI.AND SLUMP OF 2•TO 4•. a �AISLOPE �� E.PVC RIB MEETING ABTA D 1)84 3. ALL Jt11N15 SHALL BE�ALm IWiH PRE FORMED GASKETS STAMAIO DOmiRtlC F.CPP MEETING AASHTO M252 2" 11��,,SIGH S KENT-SEAL N0.2 RAM-NECK.OR AN APPROVED Y CpE3ALL PIPE SHALL BE COLOR OWED: + \ r+EQUAL CONFORMING TO FEDERAL SPECIFICATION SS-500210. -GREEN FOR SANITARY SIOE SPhIDtS1 `T�l4. ALL PIPE CONNECTIONS TO MPNHOLE SHALL BE WATERTC-HT. SANDED BELLibif PIPE � WH lE FOR STORE SIDE PIPELINES Q\ S� O5. PIPE CONNECTIONS OF 24.OR CREAIER SHALL REDLINE A FIITINC RubberMIN ' QN yV)ANHOL£AND CHANNEL DETAIL • 1 Gonet W �� 36• 'y L &'-,,`'.;- Iii Z'''''N ��% 6. PIPE CWNECTIWS OF FOUR OR MORE MNNUNES SHALL YANNOIE 31@3$^ �® HEIGHT: TOTAL LENGTH OF 2%4 F~ REQUIRE A MANHOLE CONNECTION AND CHANNEL DETAIL SID DRAWING NO.100 12• HEIGHT GROUND - 2 17 I""1 Q N ). PROVIDE A MINIMUM OF e•OF INTACT(UNDISTURBED) WAN=SECIINI AI OZ nWh MARK ASSHOWN ON APPROVID SET OF PLANE WRFACE MAGNETIC UMANHOE WALL BETWEEN PIPE BREAKOUTS AS MEASURED (IMMAM 1•-4) PVC SANDED BELL 1MIN 2X4 MARKINGS N FACE STREET TAPE Ol70_ ON THE INSIDE FACE OF THE MANHOE ' , 3 LOT/ - �1�01 F-I O�Q8. BRE/J(OUT OF WALL FOR PIPE SHALL BE 2•MINIMUM AND a �� ° 1 ^- La ) 4•MAXIMUM CLEAR OF PIPE WALL 6•MIN. � CWOR CWE 9JRFACE ' � ✓f W y �� 9. THIS DETAIL UNITED TO MAIONUM INTERIOR DROP OF 24• JOINT DETAIL WILL VARY BY , a .r (gREEN-sANITaR J`11 % w FOR CONNECPIRY CONNECTION ANO 48•FOR STORM N ee ��a°$oeO e' o o e o8 h X�\ �[]!1✓✓ ^�`° g° " o e MANUFACTURER ENnE-sDRw f W 1D.WATERTIGHT/TAMPER PROOF MANHOLE FRAME AND '• WWWW°e� pp� • ee 14g° LPBEL MAGNETIC TAPE MTi BLACK LETTERING COVER SHALL BE USED IN ALL EASEMENT AND OFF .AS04^o< 00°p 0 o,BB�� GROUND SANITARY:"CAUTION SEKER BURIED BELOW.' Q P 44YY ap�-�'fbb 4 STORM: CAUTION STORM DRAIN BURIED BELOW.' STREET AREAS. KOR-N-RANO ogp b *1:9:114.114,•84 3 1o� 88 PLACE 18•ABOVE TOP OF PIPE AND AGAINST 2X4. • STAINLESS INTERNAL • e o e oe�$,rREe.,�N • / a I 431NL STEEL BAND NON-SHRINKING GROUT o o°B°°°°'04 a B°e° m n 5•MINIMUM • l-- NFOR CONCRETE PIPE •SIRUCT CRAMMED IpAM 1r LEDGE AND SHELF IN FIELD (ONE W OPE T . . / INTERCEPT, IA ©,, r�/}T.SLOPE 7W� s T� 12•MINIMUM A�•-0• lad Ijl SECTION Ill PLUG PPE m PIPE COMPACTED BASE ROCK PDF. FE%ISLE1111 T..'.`: 10 M''t0'::°. ,� O.D. 4 CONNECTOR I \ 1,- / J I 1 :°,. i•I�'4.9%‘.*". MINIMUM SLOPE FOR X3/4"-0 PIPE ZONE /' � .^Be ° ° 8•PIPE=0.010 MATERIAL AS SPEC1Flm . '.4:s•p y�INTIM CQIOKIE •,�Bpo_....:11'.:: 4•PIPE=0.020 SMOOTH PUSH CHANNEL 10 `.3i• :.j. 1. KOR-N-SEAL BOOT 8•,�.:' 9JPPORT TEE w1TH MERIM.AL 1llfllr PPE i ``\``j BEDDING GRAVEL It IMAM OF IC-0.COPACIED ,,."•.T2`IpAlll-r. '.,' MINIMUM 2'0•WIDE ELEVATION BASE MARIDAL PRE CAST I STANDARD MANHOLE aeanWater-i'ServicesPRECAST TE BASE TE CleanWatr Services GASKET MANHOLE R SIDE SEWER / SIDE STORM DRAWING NO.010 REVISED 02-03 OEr so�mLbwvLM e,eu. o...�L..PI..I.. PIPELINE DRAWING NO.020 REVISED 05-07 ON•INr"6..tka...r. DRAWING NO.030 Wa�I � REVISED 12-06 DRAWING NO. 520 REVISED 12-06 ON ee""ibaeal 4 deer, I NOTES: PRE CAST 3:•CONICAL HOLES(2)SANITARY i I- - 1.ALL STEPS SHALL TO THE VER ONLY REQUIREMENTSAS.C- CO REQUIREMENTS OF AS1M C-476 2 MANHOLE STEPS MUST BE TONT AND FIRMLY EMBEDDED. 3.ALL STEPS WITHIN A MANHOLE SHALL BE OF THE SAME DESIGN,TYPE,AND 1'FLAT FACE LETTERING SIZE(MIXING OF UNMATCHED STEPS (RECESSED FLUSH) CLASS "B" CLASS "A" 5 NOT PERMITTED) P.T. '•, '•' " e f'N� /��gt��1. IRFAA:ES...,FIE19CS5;;A:01.1,::P:ApCEIA110c - 4 •:�4'�Q E O �''''�''A a 4''''',',, `- -r\ MOUND IXCEBS NATIVE MATERIAL ' .� ��/ 5-3/l• R�♦I.�.�.�♦ � � OVEF�ENCHTOEALLOWG� �� BETTFM NTID 3/a• a �IIuImIII�C� r ►�4'��A'C��e�A� ® ®t�1® ® �jjj. �, 112• .'J 4,', 4.,1'11 \\ �• •NVE TOP SOI �E•1 • 12 '♦ �` O V♦e�` ® ON 7"11-9:100481.T.,-,E11:1110Nr'17 PRIORPTOEXCAVATION. 4 .� (1)DPEN94,, )./�PE� ��® ®� S J (f)JPICKHOE Hg TO 6Z \_ -ZI g" COPOLYMER POLYPROPYLENE PLASTICalE _---"" �1a 1III,�_ HOES AS SHOWNUNDISIURBED CTIW UNDEISR RB� SANITARY ra PLAN VIEW COVER BACK EARED LL.I 1/2•GRADE 80 REINFORCEMENT14 4 �, SURFACE Z BELOW 18 OF MATERIAL •� I 24-3/4• I / ISR O O -13•CC---4- - b �. 24 3/4"DIA. DEPTH - P„�W CC ARIES 3/ O.CR.PHEp :��`?G PT� F 7/8" T 3 3/B•FOR _/ 22 '-1 R PLASTIC SAFETY STEP O 8•-B-6/B• 27• J 1/4" o j D U o ia(a pp�/�� _%�-i- '� 1 3/4•-0 CRUSHEDEl I m_ a 4 T/ 3 L. P ZONE 1/2 PIPE Cr) Q Q // 2 7�8" J ..._. PI E ZONE O.D.PLUS 6• O Z e /6 3/4•GALVANIZED BAR .e +,/ / , 1 1/2. - I &` s MATERIALS: �/ i 3 3 1/2"SQ. 3/4_Q � ' Lio *.L.:', tz• PICKHOLE DETAIL PIPE BmDINc / ° �� \ GALVANIZED: 6. eA.� % I 22 1/2"DIA. / °°g`O, o ca5 RE(3/4'DIA.)GALVANIZED DEFORMED REINFORCING BAR. •e ea ,4 I I I.. 23' ° 11'':4 - / 0 I REINFORCING BAR CONFORMING NTH ASTM A-615 GRADE 40. • -.4 I1 24-1/2' SECTION VIEW y " �+�,� O O cn GALVANIZED CONFORMING WITH ASTM A-123. . 31' PLASTIC: 6:5\ TRENCH STABILIZATION: MUST CONFORM WITH ASTM C-470 •• ••)•l: 1/2 PIPE 0.0.PLUS 4•MIN.FOR PIPE SMALLER THAN 18• IF REWIRED,1R..STABIUZATW 1/2 PIPE 0.0.PLUS 6•MIN.FOR PIPE 18•AND LARGER SHP11 BE SPECIFIED O PLACEM Y AND PLACED PRIOR TD PLACEMENT STEEL REINFORCING BAR MINIMUM i/2•GRADE 60. -�� •° OF BEDDING MATERIAL O MEETING REQUIREMENTS OF ASTM 0615 ENCAPSULATED I NOTES: WITH INJECTION MOWED COPOLYIAER POLYPROPYLENE 1. SUBURBAN TYPE NOT FOR USE IN TRAFFIC AREAS OF COLLECTOR AND ARTERIAL STREETS NOTE: I j WITH SERRATED SURFACES. 2. COVER AND FRAME SHALL BE GRAY CAST IRON ASTM A-48 CLASS 30. SEE DETAIL#1I O FOR MANHOLE FRAME SPECIFICATIONS. ALL COMPACTTION REQUIREMENTS PER �4'FOR GALVANIZED STEP 3. COVER AND FRAME TO BE MACHINED TO A TRUE BEARING ALL AROUND. AASHTO T-99 AND ODOT/APWA SPEC 00405. 4. NOTCH UD FOR LIFTING HOOK. s SUBURBAN AND STANDARD STORM WATER MANHOLE STEP TRENCH BACKFILL �► CleanWaler Services MANHOLE FRAME AND COVER C7eaiva. Setvica MANHOLE LID (7eanWb6eriSeivices DETAILS (7eanNWer Services 88Sw dAvelPtet300 ' a DRAWING NO. 100 REVISED 02-03 Ov941°Wmee1524m• DRAWING NO. 110 SANITARY REVISED 12-06 0.4mmm+LN.RAkdm. DRAWING NO. 120 REVISED 12-06 Ovarmband Yaks DRAWING NO.590 REUSED 12-06 LOIrwNN/W31 to Ai Portland, OR 97204 Phone: (503)287-6825 Fax (503)415-2304 wept.otak.corn 18056 C18056C50.7 Project No. Drawing No. I _ C5e3 °' Sheet No. ©Otak,Inc.2016 1 XREF LIST Ltsc Dle:40 Resolved I Li 5 0178570001 n 20 WH B 360 CGGM2 REIN SEE NOTE ATT�oF ' STANDARD DETAIL 0020. o N 320 CB CG2 FOR LARGE DIAMETER 12 TOPSOIL WIDTH 380 AREA DRAIN MANHOLES SEE i1 r/��/'' emceed UAT1nN nFTA] FINISH GRADE OUTFALL L(n) D(FT) ODOTE' 8 eN STANDARD DETaLu16o [rim I ATIDN RFTAD (FT) CLASS 1.5 P1 7 8 1.5 50 . U 500 STD CL in is r-GRACE RINGS(2",4',OR VD , 510 COFRM&CV AXIMUM B'-SEE NOTE6 MN^1T1.4 I ET IN NONSHRINK GROUT . xwn.x w' Pvu tt O zso wG SIDE M)EAE AVING RINGS NOTA LOWED11 o Pz DSS PEEREDATER RENERGY cNOTES: -1.ALL MANHOLE SECTIONS SHALL1_111k-1 / \� CONFORM TO THE REQUIREMENTS e� a SUBGRA'EJ POND BOTTOM ro s Q OF ASTM 0-076 AND APPLICABLE \•� TUM PROVISIONS OF STD.MANHOLE S=OW L DRAWING NO.010 amncxnrcoawnu� mrruln.v+¢s®av W c 18"pIAET AND OUTLET PIPE NOT TO EXCEED J-'• 'xF^x'^e^ .,I ,' 1 O )'1 ,(X )c.:(---,,_.. . 3 LL o M 3.PROVIDE TROLL DETAIL FOR OUTLET WOVEN GEOIEXTILE FLOW CONTROL EXCEEDING IO'DIA. 60'MINIMUM v_: 4 ALL OUTLETS SHALL HAVE FLOW CONTROL 1 WATERTIGHT SERI D®R vaW sr.vleo nvnn P�a®mo 1 a"m s•nua APPROVED EQUAL)4 SECTION SECTION MIMI z p DO I SNOUT OIL-WATER-DEBRIS SEPARATOR auww�mB 1 PIPE TYPE SIZE,AND 1�, ANTISIPHON DEVICE�A PER CONNECTION NOTES] 1 MI ) �\\ 17"1 ZA�R rHV 1 PLAN,AS I. ALL HOODS AND TRAPS FOR CATCH BASINS AND WATER QUALITY STRUCTURES SHALL BE J fi• (T �pN•'" Q� FT: APPROVED BE MANUFACTURED IN ST MANAGEMENT PRODUCTS,INC ( r fig Zy taa ALL HOODS AND TRAPS FOR CATCH BASINS 'SNOUT.OIL&DEBRIS STOP 53 MT ARCHER R➢ T } } � ( \ Z$Q 00 ANO WATER ACTU 0STRUCTURES3HALL LYME LT 06371 A * 1, �y BE A6 MANUFACTURED BY: (860)434-0277,(86p)434-3195 FAX _ II/y-yl I BERT MANAGEMENT PRODUCTS,INC. TOLL GREE WOO)504-8008 OR(668)354-7585 INLET PIPE l f RIP RAP T �i pA 63 MT ARCHER RD. WEB SETA MuubestKp con (16) 1�2"0 HOLES EVENLY ) "} W ��0 LYME,CT 06371 -1 OR PRE APPROVED EQUAL 28"X2"OAST IRAN $ FAXT TOLL (:(BOO)044105 1a OR WELDED GRATE SPACED AT BASE COURSE Y f A� 10,7 t C II) /�yy y� 6 ALL HOODS SHALL HE CONSTRUCTED OFA GLASS REINFORCED RESIN...SITE WITH f. f { �ll W FAX TOLL FREE:(600)504-6008 , ISO GEL COAT EXTERIOR FINISH WITH A MINIMUM 0125'LAMINATE THICKNESS. (1"MIN.ABOVE INVERT ELEV.OF L ] { 0 oRleea)364-7sas HINGED TRAP OUTLET PIPE) k WEBSITE:WWINDESTMPCOM 1 f 3. ALL HOODS SHgLL BE EDUIPPED VITN A VgTERTIGHT ACCESS PWtT,A MOUNTING FLANGE, r -[ �� ' OR PRE-APPROVED EQUAL OIL B FLOATABLE DEBRIS AND qN ANTI S]PHD4 VENT AS➢RAVN(SEE CONFIGURATIat➢ETAIU •15.•.••IR M�� .e�m. _ ON SURFACE CANNOT EXIT PIPE 4. THE SIZE AND POSITION OF THE HOOD SHALL BE DETERMINED BY OUTLET PIPE SIZE AS jd3y��4`O.W�•" 1 H14�' wpb a OS 0.tlwtl 8°8 4�Bv°�8'SpdYb�4v�! PLAN 1 _ 1120rF PER MANUFACTURER'S RECOMMENDATION. - "°x, - ^s. spa. f <n> 6°=` / RIPRAP NOTES(PER CWS SHEET 770)• SUMP VOLUME AVAILABLE 141,CF ZI MINIMUM MAXIMUM 5. THE BOTTOM OF THE HOOD SHALL EXTEND DOWNWARD A DISTANCE OF I6'FROM I.E.OUT. A "4.'1 1 �� el g III -ll E LIE. 6. THEATI-SIPHON VENT SHALL EXTEND ABOVE HOOD BY MINIMUM OF 3'AND A MAXIMUM OF •'.� Z =,,-... =I RIPRAP: 1 ACCORDING t0 STRUCTURE CONFIGURATION w a 8•i� •ROCK FOR RIPRAP SHALL BE ANGULAR IN SHAPE. PRO/40E 0...oFTAL FOR vOL.F 1 D GA. STEEL ALL WELDED •THICKNESS OF A SINGLE ROCK SHALL NOT BE LESS THAN ONE-THIRD ITS LENGTH. REQUIREMENTS....102 3a 7. THE SURFACE OF THE STRUCTURE WHERE THE HOOD IS MOUNTED SHALL BE FINISHED 0 E.,;,1 CONSTRUCTION. ASPHALT •ROUNDED ROCK WILL NOT BE ACCEPTED UNLESS APPROVED BY THE DISTRICT. SMOOTH AND FREE 6 LOOSE MATERIAL. EMULSION COATED INSIDE RIPRAP INSTALLATION: OWEINEfflantEES 8. THE HOOD SHALL HE SECURELY ATTACHED TO STRUCTURE WALL VITN 3/6'STAINLESS el � •EXCAVATE BELOW FINISH GRADE TO DEPTH&DIMENSIONS SHOWN ON APPROVED PLANS. STEEL BOLTS AND LLL-RESISTANT GASKET AS SUPPLIED BY MANUFACTURER.(SEE �` N 1 ROU OUT. (24 SQUARE OR •INSTALL WOVEN GEOTEXOLE FABRIC PER MANUFACTURER'S RECOMMENDATIONS. 1 m INSTALLATION DETAIU ROUND.) •PLACE RIP RAP TO FINISH GRADE 6, INSTALLATION INSTRUCTIONS SHALL BE FURNISHED WITH MANUFACTURER SUPPLIED INVERT INSTALLATION KIT. SUMP VOLUME REQUIREMENTS INSTALLATION HOT WALL INCLUDE] ELEVATION cFn nC10 of wFLwr A, INSTALLATION INSTRUCTIONS --I-1I1= •GRADE RIPRAP SHALL BE THE CLASS AND SIZE OF ROCK ACCORDING TO THE FOLLOWING: B. PVC ANTI-SIPHON VENT PIPE AND ADAPTER SLOPE AND I.E.VARIES - CLASS CLASS CLASS CLASS CLASS sae CF ow.).REQUIRED C. OIL-RESISTANT CRUSHED CELL FOAM GASKET WITH PSA BACKING SEE PLANS 50 100 200 700 2000 D. 3/6'STAINLESS STEEL BOLTS E ANCHOR PERCENT SHIELDS NOTE: WEIGHT OF ROCK(LEIS) IRS WEIGHT) 1) MIN. 2'-0"COVER ON ALL PIPE IN DRIVE AREAS. so-3o too-fio zoo-too Joo-500 2000-t400 zo 30-15 60-25 140-80 500-200 1400-700 30 WATER QUALITY2) 15-2 25-2 BO-B 200-20 700-40 40 WATER QUALITY LYNCH TYPE CATCH BASIN OR EQUAL MANHOLE (SNOUT) A CkanWater Services MANHOLE (SNOUT) B CImnVVdr Services 2-0 2-° a-D 2A 40-D to DRAWING NO. 250 REVISED 12-O6 Om.1WdntI••I . SD-CA - - - - 4 DRAWING NO.260 REVISED 12-0e Ov.1.i.eY Alr." ALE TRAPPED CATCH BASIN c5.4; TYPICAL INLET RIP-RAP PAD DETAIL IL c5.4, I I A II 3/4•SQUARE O - B BAFFLE WALL SHALL NA A B B n r' t. HAVE.RAR AT Ir SPACING EACH WAY. STANDARD CAST IRON NON-SHRINK GROUT 4 11 O PRECAST BAFFLE SHALL BE KEYED AND GROUTED IN PLACE �''I NOTESs FRAME AND COVER �- ❑0110. Z •' cwt JanT BETWEEN CONCRETE BAFFLE AND MANH0.EwALL SHALL BE WATERTIGHT. DRAWING N0.510 � 11 Q p P a 0 p r- In 9. UPPER FLOW oRIFlCESnALL BE UUMIuuM,ALUMInaED STEELGRGnLVANI�O I 1 \ ed STEEL.GALVANIZED STEEL SHALL HAVE TREATMENT I. :T,,.ANDARD MANHOLE Y p O O 4. FRAME AND LADDER OR STEPS ARE TO BE OFFSET SO THAT:SHEAR GATE IS VISIBLE FROM THE TOP; RADE RING � CLIMBDOWN SPACE IB CLEAR S RICER AND GATE;FRAME RCLEAR CF WRB.1 -�-�_ o o n o oN • Ar71 • w ^I • uaH PLATE WITH°REECE EE BaWssHUL BE ssNPEc EON NE wN RAc OPENING SGm eE J `il�� cUT n INSTALLED BET WEEN THE■gMr � •MQ 11 o O LiLLORIFICE pua p SMOOTH. BAFFLE[ioIVRTOviI eneWATERTIGHTSEAL ILS' FINISH GRADE \��ij` -P��,��/ O �� 7. S:ONAAEAR'ATE ToN 263A`RLA OORCA.TEOF I IN ACCORDDAANNC WiTD`H 'ADae C SM.LIiF FANDLE MAY ee SOLID �1 OO OR HOLLOW TUBING WITHADJUSTABLE HOOK As AEW]RED.NEOPRENE RUBBER GAS.T...IR. RFACES OF LID AND _ DIAMETERBTNNLES STEEL. BE WADDED.TOPS PIPE PLUG 9 7/S GATE �FRWLED BY LANGE UMI Ep HINGE MbV"eMENT,STOP TAB • `r�V` N MTH STOPS �-lo•�� z � e oEAa�IIRenEo�FOR Pa�af�,.�n�Aiuour�ING eDLTs sHAU BE sssTEEL 1 _ ° MLEnmsHEFOE�sEOPENING SHALL eEcoT __ -�1 I L. GATES DEsI(WSARE ACCEPTABLE,IF MATERIAL SPEaHGnoxswgE MET AND FIANCE • • 2•MIN.CLEARANCE PROVIDE 3/4•-0 FOR A '��` BOLT PATTERN MATCHES. "e \..rc/ . ` MINIMUM OF 6•AROUND SECTION B-B (] MI CERTFlGnON REWIRED FOR TRAFRC LQAaNG IQ� CLEANWT r w 6• ---- 1ILE Artn nip�iis�AF.•Pi)Q�rl an-SEAL ALL wT��aunaxs PExE,gATuxs TQ mEvtrvT lFewMEQFsroRMwATf.¢ Q E s iliu MIN. 1831 ��v•,., N, 1. 16• I- =la) ,.. •R"..nI.1"I.n E" 1 O r MIN.OVERLAP I'•; _ SECTION A-A \i 1f BmR°e�, w I r W. �r� �� Hcr wy ► ,■ ■ P (� ems. mo.��/ .m. no. `,-� U ``,.,1,.: ,. N 7ALIENESO HEAD BOLTS \\�\\\\\,, �\\\/ A :•"'":...,•"....:::::....A W - :.�t:�,9N•.'',•A-YA,••,T': .• ` 2.ALL I.LONG GRE.SED.EPNWTS 'Awl ///\ C Menxov 1 W • () 16787WEST 16844 8 BASIN QU 1- `- ••••,1 TO HAVE BOLT DOWN COVERS. 5 1 -1 R FL IN 09 1 _ / 3.MATERIAL SHALL BE GRAY D to a new, IT OUTLEL ET PIPE DIAMETER IN.) 16'26] 16831 •,`aZ- • I CAST-IRON,ASTM q6, / O t 0x �' CLASS 30. / L"I"1 liompi j�' I.nfi si[o,x 1 1 NUMBER OF ORIFICE2.e. / ■�iPmES` nP°"• '""',•,•••'•• • `• 11 _ ORIFICE A ELEVATION 165.6] 166.31 =li ss DLANEIER of oRlncE a pN.) z.oCto ': m ■ F �I i,JaW;ANo PFOIRP.s - O ... ...:;A�:1211222111.1,t':i:: __ ■��, L w�_ LS aFL� DIRMAEIERBOF ORIA COENB(IN) iJO6.J6 _ CONCRETE ENCASED '.. I`/__�� ■ pry] NOTCH c ELEvgnoN 1Jz zfi I]2.a6 O U (n 3/4•_D BOTTa4 aF wrE CD ■��_A� I� a wmiH of NoicH c(Fr.) o.s o.s ~ 1 FOR PLASTC PIPE 3/4•-0 1 O� I•,_ y (ss Tc`s'M<'eBIE M.D MR 1.1 "°I[ OVERFLOW ELEVATION I]2.]6 173.11 A'i /////// //////////�//� n 3111 416 KML BRIM AFFLE NALL ELEVATION THICKNESSON.) 1]640 176676 NO E: ¢� ...wow 1. CONCRETE ENCASE ENTIRE WYE SECTION AND 45 BEND IF CONCRETE PIPE DETAIL @ FD L MOW A-1 ram �°i O a I2. STAND PIPE TO BE SAME SIZE AS MAINLINE UP TO AND INCLUDING B"PIPE. Aa I �e MAINUNE GREATER THAN E'SHALL HAVE A B•STANDPIPE. ` CLEANOUT FRAME ^`� Ns , "` 00 2D-B 1°B (U) STANDARD CLEANOUTCleanWite �' �- Services AND COVER C3eanVV�er Services (0 nue Mt en ,Q Hs SW 3rd Ave.,Pte.300 I aE DRAWING NO.500 REVISED 12-06 0.14I1vIb�1Y 111x• DRAWING NO. 510 REVISED 12-06 Olx coml...4 sl•u. t% Y1f �14w RDYBIt v�em 806 SW 3rd veSte.300 Portland, OR 97204 Phone:(503)287-6825 Fax: (503)415-2304 www.otak.com •rrf 18056 C18056C504 Project No. Drawing No. I _ 0514 o_ Sheet No. ©Otek,Inc.2016 TEF LIST Ltscole: 40 solved Iy8 B� FRAMSEE E ANDSTANDARD DRAWING NO.320 FOR ONES T. RECESSEDA RECESSED SEVEN NO.3 BARS BAR BARS AREA AT 5'O.C. 16326X003 10 CG-2 REIN 80 AREA DRAIt � tt o N 300 CG-2 �� .I�� WillfriWNW 1'.��11l�Y60�' N o M 320 CB CG2 ' A ,,I'11I11I�I111 SFMH48-148 �1 A .1.1.1.1.1.1.1.1.1.1.1.1�1.1.1.1.1.1.1.1. FMH96-DTL A lb... .I'�h A n ® 411111/111k ?3 o g sEE sro.oRAvnNc No.JZD '® 11111111111111111111111111111111111111111 - �3_Gt^-e48inMH . 1� FOR FRAME AND ORATE B4_Gt^-_06inMF 1•' '' .. PLAN`VIEW 11111111111111111111111111111111111111111 o 1- Chant,Inlet! I�II 1111111111111111111111111111111111111111 3 Y -4. o S e A N Cl o PLAN VIEW RECESSED CURB INLETS S. 11,--i4 TO BE REINFORCED z o•m CONCRETE INSTALLED IN 7 Q< CO 5�°'1'l' I ACCORDANCE WITH 1 In PLAN o B-.---I CURB TOP OF DRAWING N0.31D ii VARIES MATCH SEE SID DRAWING NO.320 6 t FOR FRAME AND COVER. a: O - 1111 .111-, 111111=111111ff Sr1 1' 3"WEEP O�''',%-'\ W a Z OLa J -� HOLES O \ / NORMAL ELOPE 1} J _- d Z I-r O� = N 18.sup • ,• IN .„,,, O of PANEMENT '�sIllil Cc' � U 16• m 11-�--11 y�<, e .. 6'FOR POURED IN 2 5/8'PLACE I� 1 5' WITH ,n Y REINFORCEMENT NO.J Buts -' SECTION A-A SECTION B-B FOR PRECAST :'6' OPRON: SL JDNO.} /3 OF SURFACE AREA BAR-,...„.. NOTES: ry 1. ALL PRE CAST SECTIONS SHALL CONFORM TO REQUIREMENTS OF ANN 0-47B. 28• 27• 2. INSTALL STRUCTURE DJ MIN.OF B'DF RE-0'COMPACTED BASE MATERIAL SECTION B-B -`=�;„ MIN.1 1/2' 3. PRE CAST RBNFORCEMENT SHALL BE REBAR MEETING ASTM A615 GRADE OR WELDED SECTION A-A HOOK BORE MEETING ASTM 0497. i SFE DETAIL 4. ALL POURED INPLACE CONCRETE SHALL HAVE A 2B DAY STRENGTH OF 3000 P.S.I.AND A SLUMP NOTES: OF 2"TO 4'. 1. INSTALL BASIN SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C-478. °� a BAR DETAIL II 5. CHANNEL REQUIRED IN FLOW THROUGH APPLICATIONS,AS APPROVED.ALL OTHER 2. INSTALL STEPS WHEN DISTANCE FROM TOP OF GRATE TO FLOW LINE OF PIPE IS GREATER THAN 48".SEE STANDARD / APPLICATIONS REQUIRE AN 18'SUMP BELOW LOWEST PIPE INVERT. DRAWING NO.100.SET FIRST STEP 12"FROM TOP OF GRATE. 6. INSTALL STEPS WHEN DISTANCE FROM TOP OF GRATE TO FLOW LINE OF PIPE IS GREATER THAN 3. INSTALL STRUCTURE ON MINIMUM OF B'OF 4;'-0•COMPACTED BASE MATERIAL ,Q1a 48'.SEE STANDARD DRAWING NO.100.SET FIRST STEP 12'FROM TOP OF GRATE. 4. REINFORCEMENT FOR PRE CAST CATCH BASIN SHALL BE REBAR MEETING ASTM A-615 GRADE 60 OR WELDED WIRE SECTION A-A • 7. PRE-CAST STRUCTURE'S CONFORMING TO 0.0.0.T.TYPE G-2 CATCH BASIN INLET ARE AN MEETING ASTM A-49J. MIN.1 1/2' ACCEPTABLE ALTERNATE.(ALL GRATE MATERIALS SHALL MEET C.W.S. 5. ALL POURED INPLACE CONCRETE SHALL HAVE A 28 DAY STRENGTH OF 3000 P.SI.ANDA SLUMP OF 2'TO 4'. HOOK BAR STANDARDS AS SHOWN ON DETAIL#320) B. CHANNEL REWIRED IN FLOW THROUGH APPLICATIONS,AS APPROVED.ALL OTHER APPLICATIONS REQUIRE AN 19'SUMP BELOW LOWEST PIPE INVERT. DETAIL 7. FULL CURB E%POSEURE REQUIRED CANNOT BE LOCATED IN SIDEWALK RAMPS OR RAMP'WINGS. AREA GUTTER & CURB DRAWING NO. 380 Y EINI REVISED 12-06 � E.� 1008 INLET CATCH BASIN,; BASINS (CG-2)CURB REIINLET NFORCEMENT � Services DRAWING NO. 300 (CG-2) REVISED 12-06 0..« 1..1... Q DRAWING NO 310 REVISED 12-06 O .a�r.4a• I AIi mIMIMIINIMamiall 'Rik\ 1_ 5/z"X R"COLTS _.- �/2' 1 1/4, EACH END SO (24 2 I/2• 1/z• Eos F A'BAR SECTION A-A J/4.' } X NDS 'B \T P ! X 2 1/2'FLAT BARS E PLAN 7 r� J 3 /2" 2 ` O B sir 1 2 1. LE.I A l 7/8'ON CENTER W o Q lil�lil�lil�!ri lilnlilmlalllI f 1111111 IIIII.Ii111/111 1111111111111 1111111111111 w t 1111111111111 . Minn CROSS �R��o < 111 Mini i 11111111111111 1111111111111 11111111111111 :6 LL- Q � i 1111111111111 11111111111111 ®moo 0 L1111111111111 1 IIPINSINSIIIIIV1 1111111111111 T B 2 I O a °TMo°°aRECFLAT PLAN TYPICAL I S EACH NOTE: '/16• RSOSO SECTION B-B ffff FRAME AND CTE TO BE NEW STRUCTURAL USAM A-36 FLAT BAR STEEL OR APPROVED UCAL HanmiGlo Ave Partner ADDITIONAL THICKNESS AND REINFORCEMENT SHALL BE REQUIRED FOR STATE HIGHWAY APPLICATIONS. I a CATCH BASIN 808 SP 3rd ve.,Ste.300 Portland, OR 97204 Phone:(503)287-6825 FRAME AND GRATE (CG-2) Cleaa.rVi�rSavices Fax: (503)415-2304 DRAWING NO. 320 REVISED 12-06 0 ...0.... ..lh.iWwrr.otak.com I 18056 C18056C505 Project No. Drawing No. 05.5 Sheet No. ©Otnk,Inc.2016 'REF LIST STORMFILTER DESIGN NOTES LI Ie: 40 STCRLIFILTER TREATMENTCAPACITY ISA FUZE--TION OF THE CARTRIDGE SELECTION AFD TIENJLflEROF CARTRIDGES.THE STANDARD MANHOLE STILE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGES(3A VOLUME SYSTEMIS ALSO AVAILABLE WITH MURMUR 3 CARTRIDGES. oae'MANHOLE STORMALTER PEAK HYDRAULIC CAPACITY IS T.BCFS IF THE SITE CONATIONS EXCEED EDGES AN UPSTREAM BYPASS STRUCTURE IS Solved /� RECUIRE0.16326X003 61111111bywnr10 C6-2 REIN o80 AREA DRAIpallifetti A GION CAmweGE HEG. icHT 300 CG-2fL[�� RECOMMENDED mDRAULIG DROP(H) P Cg L 320 CB CG2 Ft IIl:4� � SPEJFIC FLEAS RATE i9pmsq 29pmdr' 0 lgpmm' l9Grr.w M .„..t SFMH48-DTL INLETit pUTLEr 9 7 yN,S 113E is 19'm zgMt'R'DI P9PnH8' _ ` I CARTRIDGE ROW RATE.pm ,E 0 I I:::::: sRIOSS.RE til 3ISt^_481nMH ICE' 1 B4-SY�_96,HM F TOP SUB ACCESS „,,,,vsisEj O.D. EE FRAME AND SITE SPECIFIC s I-- Charm- COVER DETAIL /� DATA REQUIREMENTS m 0 \ MTRUCNR£ID U \ PEAK ER RA FLOW RATE{DISI 3 = J — PEAK LOW RAM I2 ` fix \ RETURN PERIOD OF PEAK FLOW Iyrei PLAN VIEW k OF CARTRIDGES REQUIRED '-.;7'-n MEDIA FLOW RATE Ci rn co STANDARDOwgr.LET RISER ( IUECH !. IA TYPE NCSF.REPUTE.ERG.GAG FHS) 0 Y PIPE DATA IE. MATER. I°IOMETER I CONTRACTOR TO GROUT TO ` �.. 'S � / INLET PIPE NI • O FINISHED GRADE ` INLET PIPE Vt / OUTLET PPE l 'y GRADE RIM ELEVATION I #' SDI, RINGrtJSERs MR-FLOTATION BALLAST I YA[rH HEIGHT 4,-._-z.9.,I �O - ', -� NOTESSPECML REQUIREMENTS -Z ^~l0 ri = 00 I / ......... ..... � /= FRAME AND COVER0 (DIAMETER VARIES) -/��m o¢ v3 N.T.S.MEMMOOME `PER ENGINEER 0.'RECORD (� r4 '''' (O FLOATADLES 1��28 j�z" �y� X Q BAFFLE W C ^� GENERAL NOTES 1.CONTE.TO PROVIDE ALL MATERIALS UN-ESS NOTED OTffRIMSE, Y.DIMENSIONSMA () EREFE N DIMENS10NG ACTUAL DNENSMNE IN i III I _< 3.FOR SRE.SPECFO DRAWINGS WITH PETALED VAULT dMENSONS AND WEIGHTS.PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE C M1ES.w _ 4.STORM. WATER OU LIIY UCTUREG E INACOORDANCEWTH DATA AND INFORMATION W IS I. I DRAWING. F, 8j A.STRUCTU EH..ME $ry O.2]O RAING&RARING EARTH CO`ER.11 E ANO ORWTISWATER ELE TION ,OR ELOW,THE OUTLET PIPE INVERT ELE ATION.ENGINEE OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION.CASTINGS SHALL MEET AAS HTO 1INLET PPE—/ viICP9 AND BE CAST WITH THE WNIECH LOW. 8.FLIER CARTRIDGES SHALL 9E NTACT TI EO NE BE AT LEAST.SEATED.RADIAL FLOlN,AND SFiF CLE0.HING.RROAL MEp A pEPTH SHUL ' :L- �TCNCNE5 FLIER ME IA EQUAL TOTHINEER T ATMENT AST335ECANDS ag-Q ],SPECIFIC FLOW RATE MEQUAL TO THE F TERTPEATMENL AP CRY(gpm)gNGED BY TAE PETER GCNTACt SURFACE AREA TRITEit INSTALLATION NOTED �� 141/11111111i 1 r.ANY SUE-BASE,BACKFILL DEPTH UNDO UNH-FLOTATION FROMM..ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND STALL BE REECPIED 8Y ENGINEER OF RECORD. 2,CONTRACTOR TO PROVIDE EQUIPMENT AS'RR SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND BET THE STORMFILTER STRUCTURE HIRING CLUTCHES PRONDEOI. FILTER CPATR OGE - 3.CONTRACTOR TO INSTALL JOINT SEADANTBETWEEN ALL STRUCTURE SECTIONS AHD ASSEMBLE STRUCTURE. ° // 4.CONTRACT.TO PROVIDE,INSTALL.AND ON:WTNLET PPE.. FLOW LIT-+ OUTLET SUMP "—HOPE OUTLET RESER CONTRACTOR TO PROVIDE ANO INSTALL CONNECTOR TO THE OUTLET RISER STUB.STCRMRLTER EQUIPPED WITH A DUAL DIAMETER HDPE 6 OUTLET STUB AND SAND COLL..IF OUTLET PIPE.LARGER MAN B INCHES.CONTRACTOR TO RENO,.THE B PCH OUTLET STUB AT MOLDED SECTION A-A IN CUT LIE.COUPLING BY...CO OR EQUAL AND PROVIDED BY CONTRACTOR, OR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRDGES FROM.M.RUCTIONRELATEO EROSION RUNJFF. LL CONTECH' SFMH48 INGINEESEDsalmosUC STORMFILTER g STD Pite• `sa�@°' OMUN.PA.,, W.CHAN.D5RTTa STANDARD DETAIL I = SON35.1ln STSSRS•. S1.0R.F. STORMFIL-ER DESIGN NOTES STORMFILTER TREATMENTCAPACIrY ISA FUNCTION OF THE CARTROGE SELECTION AND THE NUMBER OF CARTROGES.THE STANDARDMANHa.E SIRENS SHOWN UTTH THE MAXIMUM NUMBER OF CARTRIDGES(RR VOLUME SYSTEM IS ALSO AVAILABLE WITH lJAXNUM IA CARTRIDGES. CAC I 09P MAMH::::Um5 PEAR HYDRAIAO CAPACITY IS NA CFS,IF THE SITE COFUTONS EMCEEI IACFS AN UPSTREAM SYPAOOS STRUCTUREIS AfiellArls amErsuMP ,11,111111111\AF, `, TA-1-1 A CAFTRDC£HEGFR 2T 18° LCW DROP EI - (') CDU - RECOMMENCED HYDRAULIC DROP(H) 303' 23 w I INLET Pl�A�JI` Icy SPECIFIC FLOW RATE IpPKp•9rf ]91501' i CORAM 9DORe UsHeF 29PmMT 1 gpm,R' I� U�#gyOUTLET GAFTRDCS'FLOW RATE(ppm) n5 HN z y irf. •t ./ s/QQ ne LD.MANHOLE Lv STRUCTURE = p 4,OD. STRUCTURE ID SITE SPEC I Top SLAB ACCESS DATA REDUS7EMENIFKTS ASA SEE FRAME AND w COVER DETAIL F( ' WATER L. / PPEAK FLOOW RATENBNI UALITY FLOW RATE Ado) \ RETURN PERIOD OF PEAK FLOW(,) • E PLAN VIEW ,,, rhU�.•`-� 4 O CARTRIDGESEAR/maeTaculRED Z (n z STANDARD ooeunOUTLET ATWSER E MEDIA TYPEF.PERlRE.2MA GAC PHS) • O o owSNr:RBA x LaJ PIPE DATA: I.E. MATERIAL DIAMETER S Y } .*'/ INLET PIPE tl1 �/ • z '}`/ IOULTLET PIPE /W O 0 RIM ELEVATION t 1:4 r Q ANTI-FLOTATION BALLAST WDTH HEIGHT H� CONTRACTOR TO C,ROUTTO NOTESTPECAL REOOIREMFMS r/'} I S Nwsry50 A 0E FRAME AND COVER V L rn (DIAMETER VARIES) GRADE wncnwFAS 'PER ENGINEER OF RECORD c N.T.S. v r, o o FLOATABIES GENERAL NJTE6 O v o cn M71 1 >�BAFRE I.CONTECH TO PROVIDE ALL MATERIALSNOTED OTHERWISE. A DIMENSIONS MARKED WITH(I ARE REFERENCEERENCE ACTUAL1351.510..1351.510.. DNENSMNS MAY VAR, 3.FOR SITE SPECIFIC DRAWINGS PETIT PETALED VAULT DIMENSIONS ANO WEIGHTS.PLEASE CONTACT YOUR CON1EON ENNGILERED SOLUTIONS LLC REPRESENTATIVE.DUALITY STRUCTURE Scam :',2'. ( MOE HEIGHT 4.STORM%LTER WATER DUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAIED IN THIS O a R ' f E TY'SR 5,STRUCTURESHALT MEET AAS HSZU LOAD RATING ASSUMING EARTH COVER V-R Ii.GRAN ATER ELE ANON AT.OR BELOW,5. I o R OUTLET INVERT ELEVATION ENGINEER OF RECORDIVE 719 ACTUAL GROUNDWATER STRING5 SHAT MEET A4SHT0 FLET PIPE HYDRAULIC DROP MX16 AND BE CAST WITH THE CONTECH LOW ��TOOU�TtlNY. MFDA.1,51-1.. , EC J ilIi (H)LYLEi1NV. 6E>JNCHES FILTER MEDIA CONTACT TlE9HALL BE AT LEAST 39 SECONDS @_N—N—I— P.SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENICPPACITY 19pn)DIVIDED BY THE FLIER COMACr SURFACE AREA Em fl} JIMEENIVAINIU INSTALU FILTER I ANY SUNOTES r&BASE CANCHOR OCKEIN DEPTH,ANCANhFLOTATIO ON PROVISIONS ARE SIPESPECIRC DESIGN CONSIDERATIONS AND!HALL BE °' CARTRIDGE SPECIFIED TO PROVISO RECORD. HanmiGlobal Partner 2 CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LFTWG ANO REACH CAPACITY TO MFT AND SET THE STORMFILTEI STRUCTURE I FLOW LIT CONTRAJETING CORTOII PROwJE. OIN 808 ST 3rd Ave.,Ste.300 OUTLET SUMP CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS Aro ASSEMBLE STRUCTURE_ Portland, OR 97204 a.CONTRAVALISE TOR TO;ROME PROVIDE.INSTALL ANDGROUTINLET PIPES). Phone (503)287-6825 HDPE OUTLET RISER 5.CONTRACTOR TOPROVIDE AND INSTALL CONVECTOR TO DE OUTLET RISER STUB STORMRLTER EQUIPPED AM N A DUAL DIAMETER HOPE SECTIONAlA OUTLET STUB AND SAND COLLAR IF OUTLET PPE IS LARGER THAN S INCHES.CONTRACTOR TO REMOVE THE&INCH OUTLET STUB AT MOLDED Fax (503)415-2304 IN CUT LINE.COUPLING @Y,ERNCOEHECIT OR EWAL ANO PROVIDED BY CONTRACTOR.FROM 34WW.503)C.415 m 8.CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECTCARTROGES FROM CONSTRUCTHO+RELATED EROSION RUNOFF. CONTECH` SFMH96 18056 0180560505 STORMFILTER Project No. Drawing No. Iit StcrmFnter v.Ta pr $rA. Sr 5-7.1,% STANDARD DETAIL C 5 A 5 e 9a2s Cone Pddeik. La pI �:-A¢:e:PH<sD(y `/ v/� -01_5 Sheet No. ©utak,Inc.2016 REF LIST Ltscele: 1 NOTE: REVISIONS TO STANDARD DETAILS ARE INDICATED WITH REVISION CLOUDS. Resolved I- IC 0 169010002 o N PERFORATED PIPE MANIFOLD PROFILE /--MAM3OLE DD AS APPROVED BEE E GRA E 'L;2., r OVERFLOW TO A / {SEE DETAIL BElow) CONVEYANCE WIRE ROPE U U I rre-'I`•i- +-Is"F+ (`�E NOTES) ;� ('OEs MOD BEHOLE LOW) 'CI Q }y{�lt S] ISPEgFY RIM ELE ATIONEPO%Y uNeiOl£FRAME T' Y` (1 r.i. IIiIl_ ; OF tlJR& FoP,CASSToP STORANIMIERTO� II A (SEE NOTE O) rJWHINF4001f41= I- J GROWNO MEDIUM ..__ "'�cone WLEt v Y °_ I^� ,„7 �r CE OF DPENMD SY�,OIATRACRON 11.' I m V N 1,1 I �. c110. R 40URSE GUTTER i JON15 CONNECT s-O:�' f2"FRE MOLDED All w o CO '- c: 3Ak 4T OILERS(11 Y,MRT �� PERFpRATE:5+N PIPE. ¢ o N� ORMNROOTA JFILLER(TVP-) TO MANHOLE POPE T6 Dltakrisittufzial �'� P Op INLET OosoisPcu Pa I P oR o o-..b? BDTTON FACE DF(i1TTEA ��FPLAN VIEW - 11} SPLAS4 PADJ,000 Ps.I EDITION HALF ND HC4E5.JIXRTD COMMERCA, GRADE \PERFORATED CO.LECTO.N- VSEYANFE SYSTEM1 n PM RUNNixs LE»pTH# FAPIRB CONCRETE FAt1utY 5-1/1R. Ef+F�,,n: , Oa- \ Ce 6, o PAVINGJ3 Q.1/a'PER Fr sEIxE •�47, L -I �� 71 s`�"v�� z°r ;1. SOUwM1iE/ANTERAxD \� • Z W h U c. ENE., ' PIPMG NOTFsasSPAFoRfsPLASx PAp I ,DEP"'AA RFFHIVE CRATE /e' ou mFOR PR V TE PROPERTY PIPING MUST Bt C0.T IRON,ABS SCH40,OR PVC SCHAD THREE INCH PIPE ISREQ ^��!A.1. (4' Zpl O Q O WMMM1 T/£' /<" W ciF'�(v (C PPE MED FOR REQUIRED. TRAINING UP TO 1.500 AND SI FEET OF IMPERVIOUS AREA OTHERWISE 4-INCH ® 3b yA 4 1� 3J'4, �3�i4+ �y w PSE M 5 REWR PIPING INSTALLATION AND S721NG MUST FOLLOW CURRENT UNIFORM PLUMBING ILISIMMIIII W FOR PUBLIC'FACILITES,6-INCH OR 8-RICH 0.S1M 3034 SDR 35 PVC PIPE AND PERFORATED PIPE ARE SCORE) A-.,A. PERSPECTIVE VIEW T- i§t}4"-i =� FOR . NON-SNOUT SHOWING DEPRESSED (- GUTTER AT CURB INLET <>3/+' I NOTES: 18"x4" REVERSIBLE MANHOLE FRAME 1. BRANCH SPACING AND NUMBER CE BRANCHES TO BE CALCULATED BASED ON STORM FLOWS FROM IMPERVIOUS AREA BEING TREATED, 2. WRAP PERFORATES PIPE MT4 GEOTEXTRE TO PRESENT INFILTRATOR OF FINES. 3. NO TREES OR DEEP TOUTED EMANI000E)4ERRSITIV 4. ERASE:S400040E TO PROVIDE MANIFOLD ETR POSITIVE DRAINAGE, 5 CONVEYANCE SIZED AT MINIMUM FOR 25`EAR EVENT STORM FLOWS. NESTS,, NOTE e, 6 DEOF'Am01I OF REQUIRED)VOLUME BASED ON DEPTH OF DRAIN ROCK RESERVOIR LATER AND FAS TEN I VENIRE CRATE 1N PI ACE WITH 00'CI'VISE NONE 10CR EURO OF DRE ROPE ARRIVE II_MIS i AND OF MANIF£ND mfr.TNE'EN?ATN R(Tgc 4620. 1. AI,L FABRICATED METAL PARTS SHALL BE NEW STRUCTURAL.ASTM A-58 STEEt.AND RE HOT-SIPPED 7 FITTINGS TO BE SAME MATERIAL AS PERFORATED PIPE GALVANIZED AFTER FABRICATION. CRATE.CRIMP EACH END OF WIRE ROPE WTH 3"OVERLAP. I e PIPE SECTIONS EXPOSED TO SUNLIGHT SHALL BE OF MATERIAL NOT SUBJECT TO DEGRADATION FROM 2 GRILL 2'DEEP HOLES INTO PIPE AND EPDXY pb REBAR U BLIT{2"X 4')IN HOLES. THE EFFECTS OF E"INUGni. 3 SSAIL STRUCTURE#N MINIMUM RA B`OF T'•TO 0" OF sI LICTuRA MATERIAL 3 GRILLE TO BE CAST IRON.ABIM AMB OUR ASSAIL ENERGY OIESIPATER/SPI15H PAD AT OUIiaLL SIRUCtURE. 4 S12E INLET BASED Ory CALCULATED FLOWS AND MANUFACTURERS REOOMMFNOATI.4. 5. YORE ROPE BETWEEN I/5`-0/4 OI314030R,STAINLESS STEEL,>STRANDS OF 14 HARES. PERFORATED PIPE LIDAMODIFIED CC-30 INLET LIDA r BEEHIVE INLET LIDA DETAILS HANDBOOK CeanValer Seaviccs WITH SUMP I DRAWRNGNO,402 �' REUSEDOS-I6 HANDBOOK C nv Services HANDBOOK CdeanW�rr�`Setvtces DRAWINGNO.403 RENSEDD6-T6 DRAWING N0.405 05-I6 . 128 Low Impact DevRlOpneTS Approaches Handbook ^. A111 LRN•a (3•N�waa' sP,;® Low ImpHO Develoomectapproaches Handbook 129 CE Wv s o o Law Impact DevaiopmentApproaches Handbook 131 I OVERFLOW STRUCTURE INLET STRUCTURE A--1 I T8'MN DIAMETER DUCTILE 2ff:x 21'MIN DUCTILE I VAR�Es _ CII TY @I FIORD>SYt(1 STORMWATFR FA IRON BEEHIVE TER DUDaLE IRON FLAT CRATE.OR YB'INN'DIAMETER ElEHYVE STILE SIDEWALK DRAINAGE VEGETATED llflA FACILITES ONlFORMMG TO #LMWNG' CRATE,OR APP bVED APPROVED EDUAt OVERFLOW PER DETNL 40° D> HOOCH,iT TNA • EE NNPOATKkI OUSE MATERIAL THAT IS ANY BLEND OF"LOAMY SOL SOHO AND COMP05T THAT IS M M aI A NREM,,,WLIME)AND MEETS THE OTHER CRITERIA IN THIS SPECIFICATION ANAL1'95 RECUIREII15 FOR THE BLENDED MATEN LL TOP OF DRAIN F • ' + YAKII(AE 4M U -A SEUL MIAtY9B O HE X50301 INIAL, 1154 4 XXgeVOSI SHALL BE » • Ne CCNWCTED IN oNFORRANCE WITH ASTM CT ADISG AASHTO 15 1/127. STM P 22/0 tap,AlR AGNa.D4113. BASIN ABOVE R. ' k» 4-1/2'-z_.,JX .: Z ntAOF FOR '` » €ANAT.i5T5 SHALL INCLUDE THE FLDMNG SIEME SIZES 1 CN,.3/8 INCH,IPM NO.WZR SIG,M60. H PENDING,PER �' ., .'- \\ b Y.PERFORATED DRAIN PIPE sTRUC AROUND.w».` 1100 PZW THE GRADATION OF THE BLEND SHALL MEET THE FOLLOMNQ GRADATION CRITERIA. r 1 DESIGN ) F� { P NCH OWE PERCENT PAS". IFTwl "» I mif 4 Y » :2,111:'‘E,f;::::::-/- •° OUTS,MINIMUM 3 4OIAAN �UMU3' � �"1. tA 4015-SOTs W'�� \ S',. CUT STRUCTURE TTP T STRU PER NlE A 100 NC5-25 RF STRUCTURE TYP ` 120Rt 5,-15 �1\ eT R - . ::::::::::11,,,,s:BE IN LOOSE Nt0E LIS.9Y-0i£EN'INro SMPti F)EC£s Vh I 1 i� Ems'.s.iLoU'• MOWTER CG-,)0 t;• • oo Pmnc,AND OTHER FOREIGN MATTER: p ` - TRAPPED CATCH BASIN "'\'''' SEE DETAIL 403 FLOWS E COAT WATER � �. Y - NAGPLAST OR APP a1EGR dAM.4as JUJU ��1/ - dA'�C ,u 1 MAL- B MIN. NECESSARY.(SEE 0010 3) COMPOST ' " t PW . �..H' •• •A SEE DETAIL 40> J COMPOST SHALL SE DERIVED FROM PLANT MALE/HAL AND PROVIDED BY A-MEMBE OF iH US COMP/AR.10 _ ] a � , 3O'MW fi' 4'ExPOSED MIN DVM SEAL OF TESTING ASSURANCE(STA)(RpGRAN.SEE M°AWDOWOSTNGCGUNGL CRC FDR'A MST OF LOCAL " N "'" Y L IP OHI#RNEDCURB 105011 80 AREM1 I SIDEWALK DRAINAGE �J TOP OF TINIER 3" SILICONE SEALER TO LQ ��, ` '• ,44 VI:SR, THE COMPOST SHALL BE THE RESULT. DP THE BIOLOGICAL DEGRADATION AND TRANSFORMATION OF PLANT-DERIVED BELOW TOP OF STORMWATER TOP Y3"OF LINER, Z E O" D,gIS-(fit ,�bp.,.a w s�" OEEA&tlN SHY �, _ 2 Y�'r�� S�'t *.yOEWALK MATERIALS UNDER GOROTO,.DESIGNED TO PROMOTE AEROBIC DECOMPOSITION.THE MATERIAL SHALL BE DELA W.M A�. Q5pF . -- - .VARI COMPOSTED,FREE OF VIABLE WEED SEEDS;gHti stABfE rAM REGARD TO oxYGEN CONSUMPTION AND CARBON DIOxILc FACILITY TOPSOILQRIND➢BN&2 TO TDP Erb. I �, G6- �, �1 ' y »( ! xx -J.:4 4"WN POND DEPTH W1LH Y COMPOST uU.CH GENERATION.THE COMPOST SHALL HAVE NO NSW FREE WATER AND PRODUCE.N4OUST WHEN HANDLED.IT SHALL EDGE OF FLAT BAR ` O IF MEET THE FOLLOWING CRITERIA.AS REPORTED BY THE US COMPOSTING COUNCIL STA COMPOST TECHNICAL DATA SHEET?, / .�/�- V � 16"COIN GR0WIN0 MEDIUMPROvl0E0 BT TIE vEi.04RWQ•-✓ " ' li '..9•DEEP 1314'-1/4')CLEAN ONUSHED N O THE Anvil WD-'r`- y' " bP" ORxROCK AL MU 55 A / INCH SCRETN �J+�WP NwW Iy iSII.I`TI TH PH OF THE MATE AL SHALL BE BETWEEN 6 AIA 8.5 X. Q+ + `?%� r IS-DEEP(1-i/2--3/4')C{£AN CRUSfIHt FAGTNaEO MATER AE(LASM,050 TE.CATtAMILU AN ETC)SHALL NE LE55 THAN 1.05 BTDRAM ROCK 5010 ..�_if 'A�I�r',Q_`O ' ✓ 4•DIAMETER CAT ^ti�''E,'.Pa n �' TIE ORGbNIC MATTER CONTENT SNAIE BE BETWEET{3D.AND>OZ(DRV WEIONi BA95). ""�"" a PERFORATED DRAIN%PE,$'TW.SEE NOT:) MATURITY 1 VR SHALL BE LEA O THAN SUB FUR GFRYMARUN AND 0000 J 2"X Y."ANCHOR ' OUTS.Mw 3 KR - OL BLE 5 CONTENT SHALL LESS THAN 60 MNNOS/Cu. I 12"O.C. Q 5 TORE. SECTION A-A PERFORATED LINER,SEE NOTE e. 16 tD 1&F MIN DIAMETER OR. ROOK CNTB¢ SHALL BE STABLE i0'VERY STABLE" 1 BASIN.NYLON-ASTN14EK TB'MIN DIANER ORAi44.-=1" M)RAID SHALL BE LESS MAN 25:i. n APPROVED EQUAL BASIN LAST OR ROUND S' RE NOTES N�NITRIXiEN CC CURB V 1 NON SUMPED APPROVED EQUAL.TB' TRACE WEALS014 TEST RESULT 'DOSS;• 84 MIN. r-�r rn WN SUMP gEOUiRED. I. PROMDE PROTECTION FROM ALL VEHICLE RAFFIC EQUIPMENT STAGING.AND FOOT TRAFFIC IN PROPOSED ALUMINUM FLAT ~ �-/ FAGI tt REAS OR TO O R G AND gtTER CONSTRUCTION CONSTRUCTION BAR,2'WIDTH 2. SIDEWALK ELEVATION MUST DE SET ABOVE CHECK DAN AND INLET/OUTLET ELEVATIONS TO ALLOW OVERFLOW. STCRNIRHTER fACWN BLENDED THE C) N 9 TO DRAIN TO STREET OR PIPED OVERFLOW SYSTEM AS APPLICABLE • III 00040 OF THE SOL-ME ERIAI SHALL BE PROTECTED FHpi AT SOURCES OF CONTAMINATION 30 MIL IMPERMEABLE Q J Ct c8 3. PLANTER SHALL BE FLAT BOTTOM IN ALL DIRECTIONS TO DOWN I INCH CHECK DAMS SHALL RE PLACED INCLUDING WEED SEEDS.WHILE AT THE SUPPUER,N CONVEYANCE,AND AT THE PREMECT SITE. is ACCORDING TO INDIVIDUAL PROJECT PLANS PER DETAIL 405.PROVIDE R•MIN FREEBOARD. • NET AND kWTER CCNDITIOI6-MAULING AND PLACEMENT OF ME MATERIAL MLL NOT BE ALLOWED MIEN THE LINER < W v 4. STREET SDE CURB NOTCHES TO BE COLITIC AS IDENTIFIED ON PROJECT PLANS. WEATHER IS 700 WET DR THE.GROUND IS FR0311 OR SATURATED AS DETERUINED BY THE OWNERS L Q 5. SDEwgLK CURB NO 50 OWER THAN SIDEWALK,SLOPED TO FACILITY EWAIRAR N E NOTCHES REPRESEROOTME SHALL ALIGN MTi SIDEWALK 5 APPROVED JOINTS AND LOW PONT$, PLACEMENT OF ME SOMI-PLACE THE MATRAL.IN LOOSE OPTS Tp EXCEED INCHES EAGN.AND.EACH O Q I 6. 30 MIL IMPERMEABLE LINER DR APPROVED EQUAL SHALL BE USED 01411 IF REQUIRED'ON PROJECT PLANS'PER • LIT SHALL BE COMPACTED MIH A WATER-FILLED LANDSCAPE RAILER.DO NOT OTHERWISE ECHANICALLY ROAD AUTHORITY AR GORGE COMPACT THE MATERIAL RUNS OF PLANT INSTALLATION-W.,AT OR PERMITTING MLI AS APPROVED 5)134 IS PLANTS AS SOON AS ^I >, PERFORATED D PIPE IN UNLINED FACIIJTfS:EDITION OF PIPE SHALL BESET AT 2 I/O'ABOVE ACKSUBGRAOE. POSSIBLE AFTER FLAWED AND LRRA0 THE SM.IN ATO i1WM1EE EROSION iu ER CYMP111203. B NOTES PERFORATED PIPE IN LINED FACILITES;01 BOTTOM 13F PIPE SHALL BE SET Al BASE OF DRAIN ROCK LASER • EROSION CONTROL-TONAL,RARY EROSION CONTROL MEASURES ARE REOIIRED UNTIL PERMANENT STABILIZATION I. LINER TO EXTEND FROM 3" BELOW TOP OF TOP SOIL o B. HYDRANTS UTILITY POLES,OR ANY.UTUN eon's PLACED MTHIN PLANTER MUST BE APPROVED BY MEASURES ARE FUNCTIONAL TO THE BOTTOM OF EXCAVATION. m T. PLACE STRUCTURE ON:3/4•TO 0•SASE POCK PLACED OVER NATIVE 50000005 JURISDICTION IN WRITING- • PROTECnaN THE INSTALLEDs,TIE PROTECT INSTALLED MATERIAL p OOT OR ///�''''�� 9. ACTUAL10400 THAT AGNS AND DIMENSIONS 19 1 IS CONSTRUCTED F AS IDENTIFIED W PROJECT PLANS. EQUIPMENT TRAFFIC AND SURFACE WATER AU- ALL TEMPORARY FExpno OR WAL0WAS AS NEEDED TO 2. 3 INCHES OF CONCRETE IS REQUIRED ON ALL SIDES O 1...t u 10.ENSURE THAT A DOWNSSREAM CATCH BASIN IS IN PLACE FOR EMERGENCY OVERFLOW. KEEP BOWERS,PEDESPINVIS.AND EQUIPMENT Out q'THE AREA.UNDER NO CIRCUMSTANCES SHOVED 'Q MATERIALS AND ECUIPMENT BE STORED ON TIP CF TME INSTALLATION AREA. OF ATTACHMENT. OVERFLOW/INLET STRUCTURE LIDA STREET SiDE LIDA 3. APPLY SILICONE SEALER TO CLEAN CONCRETE SURFACE. PLANTER WITHOUT LIDA BLENDED SOIL SPECIFICATION FOR HANDBOOK CleanWater elvices SHANDBOOK CaeanWaher Services DRAWING NO.407 DRAWING ND.795.1 FE 06-14 STREET PARKING HANDBOOK a eanWa�r Servrces DRAWING NO ILL) sLiuA F. LIES 06_18 LINER ATTACHMENT HanmiGlobal Partner 04-16 amW08 SW 3rd Ave.,Ste.300 „ ss..,:.., Low Impact Approaches Handbook 733 122 lowlmpaa DeveiDpnen[ApprDar7ies HandbookNI p,, R sH,.N� 126 Low lmpatTDe'retOpnent Approaches Handbook µ,y ,;,.,,, N.T.S.N.T.SPortland, OR 97204 Phone:(503)287-6825 Far (503)415-2304 wire.otak.com 18056 C18056C506 Project No. Drawing No. C5.6 a Sheet No. ©otak,Tho.2018 IREF LIST Use°Ie. 1 olYed 116901X002 N O r N m 13 : M O I 6 � � m 0 CI H I oO z o 1 LI x Z n W U ¢ O� NArc ��'�'W 54'Q t° w PROJECT INFORMATION ff'3N a �y� w ENGINEERED LEROV LUCERO PRODUCT 971-235-1569 MANAGER: LEROV.LUCEROVOS-PIPE.COM 46/41g40/(4#tItth ADS SALES REP:/4/1#/#1410##/4 '44144"W"t=="44#4 [111:1=6/00 PROJECT NO: kMiNMC ADVANCED DRAINAGE SYSTEMS,INC. I ##############44/141-####1111111111 II 111111111111 II II II 11111/Il I STORMTECH CHAMBER SPECIFICATIONS IMPORTANT-NOTES FOR THE BIDDING AND INSTALLATION OF MC-4500 CHAMBER SYSTEM 1. CHAMBERS SHALL BE STORMTECH MC-4500. 1. STORMTECH MC-4500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2. CHAMBERS SHALL BE MANUFACTURED FROM VIRGIN,IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 2. STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE-STORMTECH MC3500MMC-4500 CONSTRUCTION GUIDE'. J 3. CHAMBER ROWS SHALL PROVIDE CONTINUOUS,UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORT PANELS THAT 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS. Q WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. STORMTECH RECOMMENDS 3 BACKFILL METHODS: W . STONESHOOTER LOCATED OFF THE CHAMBER BED. 4. THE STRUCTURAL DESIGN OF THE CHAMBERS,THE STRUCTURAL BACKFILL,AND THE INSTALLATION REQUIREMENTS SHALL ENSURE • BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. 0 THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS,SECTION 12.12,ARE MET FOR:1) • BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. I LONG-DURATION DEAD LOADS AND 2)SHORT-DURATION LIVE LOADS,BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-18,"STANDARD SPECIFICATION FOR POLYPROPYLENE(PP) 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE 0 CORRUGATED WALL STORMWATER COLLECTION CHAMBERS-. 6. MAINTAIN MINIMUM 9'(230 mm)SPACING BETWEEN THE CHAMBER ROWS. I--- 6. CHAMBERS SHALL BE DESIGNED AND ALLOWABLE LOADS DETERMINED IN ACCORDANCE WITH ASTM F2787,'STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS. ]. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF IT(300 mm)INTO CHAMBER END CAPS. r, Z i a. e. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE CLEAN,CRUSHED,ANGULAR STONE 3/4-2' W 7. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL HALLOWED.THE CHAMBER MANUFACTURER SHALL (2050 mm)MEETING THE AASHTO M43 {_ SUBMIT THE FOLLOWING UPON REQUEST TO THE SITE DESIGN ENGINEER FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE DESIGNATION OFIR3 OR 64. ILIJ PROJECT SITE 9. STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE.STONE DEPTHS SHOULD NEVER DIFFER CI A STRUCTURAL EVALUATION SEALED BY A REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE SAFETY BY MORE THAN 12'(300 mm)BETWEEN ADJACENT CHAMBER ROWS. FACTORS ARE GREATER THAN OR EQUAL TO 1 95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD,THE MINIMUM REQUIRED BY ASTM 10. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING. z F2787 AND BY AASHTO FOR THERMOPLASTIC PIPE. =A� CI 11. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. b. A STRUCTURAL EVALUATION SEALED ETA REGISTERED PROFESSIONAL ENGINEER THAT DEMONSTRATES THAT THE LOAD IO c FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS,SECTION 12 12,ARE MET.THE 50 YEAR CREEP MODULUS DATA SPECIFIED IN ASTM F2418 MUST BE USED AS PART OF THE AASHTO STRUCTURAL EVALUATION TO VERIFY STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. LONG-TERM PERFORMANCE. NOTES FOR CONSTRUCTION EQUIPMENT CD STRUCTURAL CROSS SECTION DETAIL ON WHICH THE STRUCTURAL EVALUATION IS BASED. 12. ADS RECOMMENDS THE USE OF-FLEXSTORM CATCH Fr-INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE CC LU 1. STORMTECH MC-4500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE'STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE. Z 8. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. LU 2. THE USE OF EQUIPMENT OVER MC-4500 CHAMBERS IS LIMITED: O CI • NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. W. I o : NO RUBBER TIRED LOADER,DUMP TRUCK,OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE'STORMTECH MC-3500/MC-4500 CONSTRUCTION GUIDE'. 9 • WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE'STORMTECH MC-S500R.MC-4500 CONSTRUCTION GUIDE. 0 3. FULL 36'(900 mm)OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. U USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLE t�1:14 5 LI..I BACKFILL METHOD.ANY CHAMBERS DAMAGED BY USING THE'MUMP AND PUSH"METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD (— WARRANTY. �Q c I m 62019 ms ixc CONTACT STORMTECH AT 1-BBB-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. `,J�/1 <CD � J 0 I o O c.> 0 < oa I HanmiGlobal Partner 808 e.300 I < Phone:(503)B287t-6825 Portland, OR 97204 F.: (503)415-2304 www.otak.com 18056 C180560700 Project No. Drawing No. 07.0 s Sheet No. ©Otak,Inc.2016 I:REr LIST Ltscole: 1 Resolved I C 16901 X002 n 0 N co LJli M M O U 2. m EO F I 6 N Z , oN of I `� S� JS� �V 0! 'Q 0 ewaZz¢' o--.z_ nN� ro = N ,J,',91- rT r6 Gi �rn OQ Q' PROPOSED LAYOUT-WEST BED r W 4-�� u, NOTES f�3�a �y X 40 _ STORMTECH MC-4500 END CAPS • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER.SEE TECH SHEET 57 FOR MANIFOLD SIZING GUIDANCE. w 8 STORMTECH-MC-4500 END • DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS,IT MAY BE t 12 STONE ABOVE(in) NECESSARY TO CUT ABS COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. 9 STONE BELOW() y • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER O 4 40 SSTONE VOID COVER REQUIREMENTS ARE MET. g 6 8,333 INSTALLED SYSTEM VOLUME(CF) U 8 I (PERIMETER STONE INCLUDED) O 2,076 SYSTEM AREA() £ 212 SYSTEM PERIMETER(fl) 1 1 o PROPOSED ELEVATIONS-WEST BED F € •v MAXIMUM ALLOWABLE GRADE(TOP OF PAVEMENT/UNPAVED) 179.10 w 6 O I MINIMUM ALLOWABLE GRADE(UNPAVED WITH TRAFFIC): 1]460 O u i MINIMUM ALLOWABLE GRADE(UNPAVED NO TRAFFIC). 174.10 MINIMUM ALLOWABLE GRADE(BASE OF FLEXIBLE PAVEMENT): 179.10 $ U_ GRo MINIMUM ALLOWABLE GRADE(TOP OF RIGID PAVEMENT): 174.10 pp __ dS iOP OF STONE: 1]3.10 ii pi TOP OF 14C-4500 CHAMBER 172 10 F tltls; I 12'TOP MANIFOLDINVERT 1]007 w 24'ISOLATOR ROW INVERT: 16729 12'BOTTOM MANIFOLD 8 CONNECTION INVERT: 16123 o '0 a 'a`e BOTTOM OF MC-4500 CHAMBER 167.10 4. .,._ xxxxxxxg BOTTOM OF STONE: 16635 5 V axx xxxa tl� =w 12'XiZ'ADS N-12 BOTTOM MANIFOLD 5744' 12'X12'ADS N-12 TOP MANIFOLD tg 66 INVERT 1.55'ABOVE CHAMBER BASE INVERT 3569'ABOVE CHAMBER BASE I$$ G I (SEE NOTES) SEE NOTES) + .e �£ ... ! :s Z = da o 12'ADS N-12 BOTTOM CONNECTION vv R! INVERT 1.55'ABOVE CHAMBER BASE I 8-s F Z (SEE NOTES) PLACE OM B'DFADS T OEAND RATH MB R e8 r, z m I GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER ,i i•i••� w I '' OUTLET CONTROL STRUCTURE FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS ° (PER ENGINEER'S PLAN)(RELOCATED] /' g IR MAXIMUM OUTLET FLOW 4.0 CFS 24'CORED END CAP,PARER MC4500REPE24BC qq r (DESIGN BY ENGINEER/PROVIDER BY OTHERS) •� I , TYP OF ALL MC-450024-BOTTOM CONNECTIONS F £ <� �.y ' I AND ISOLATOR ROWS a E o° LL 0 1 I m WW o INSPECTION PORT I PROPOSED STRUCTURE W/ELEVATED BYPASS MANIFOLD 9, _ l';-, /rI I n MAXIMUM INLET FLOW 6.0 CFS o ¢ OD / Yi /'` (DESIGN BV ENGINEER/PROVIDED BY OTHERS) �"� .ISOLATOR ROW - (Ill <} rco L SE 0. CC LJJ E +I 33.29' $a•4 -'- g9 CD C1 Z I g - 28.56• 39.]9' g N 4, P.T. LLI PX IX IUD- C7. pF # F- CC L6_ J � R p Q V) 1 U In Q Q oa I5 5 HanmiGlobal Partner I o. Portland, OR 97204 E 808 SW 3rd Ave.,Ste.300 Phone:(503)287-6825 Fax: (503)415-2304 www.otak.com 18056 018056C700 I Project No. Drawing No. C I Sheet No.7.1 ©CMX,Inc.2016 REF LIST Ltscale: 1 I olved 16901X002 N E v O o N M 1 ' : ,Ts p N N w �� `\ S a 4, P-5.--.8 = N PROPOSED LAYOUT-EAST BED 4k t 0 Q'o w ' S_ ' NOTES [Nx] 5E F,28 STORMTECH MC<500 CHAMBERS • MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER.SEE TECH SHEET 57 FOR MANIFOLD SIZING GUIDANCE. e a �y� x4 STORMTECH MCA500 END CAPS • DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS,IT MAY BE w 12 STONE ABOVE(N) NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. O 9 STONE BELOW() • THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER Y 40 %STONE VOID COVER REQUIREMENTS ARE MET. 8463 INSTALLEDSYSTEM VOLUME(CF) 0 I (PERIMETER STONE INCLUDED) 0 1,329 SYSTEM AREA ET-(f 0 174 SYSTEM PERIMETER(6) PROPOSED ELEVATIONS-EAST BED 1i MAXIMUM ALLOWABLE GRADE(TOP OF PAVEMENTNNPAVED): 18030 _._.. <Q A i I MINIMUM ALLOWABLE GRADE(UNPAVED WITH TRAFFIC) MINIMUM ALLOWABLE GRADE(UNPAVED NO TRAFFIC) 1758017530 MINIMUM ALLOWABLE GRADE(BASE OF FLEXIBLE PAVEMENT): 175 30 MINIMUM ALLOWABLE GRADE(TOP OF RIGID PAVEMENT). 175.30 1 m TOP OF STONE _.. 17430 _ r 4 11 TOP OF MC-4500 CHAMBER: 173.30 2 El I 2CTOPAOD INVERT: w4 17127 - y ' 24 ISOLATOR ROW INVERT: 16849 12.130,0M MANIFOLD B CONNECTION INVERT 16843 YE BOTTOM OF MC-4500 CHAMBER 168.30 n n BOTTOM OF STONE: 167.55 a x x x x x a g w s a5 67., xxxxxax � 614T xxassaxx 9 paaaxxxxxCT J IT ADS N-12 BOTTOM CONNECTION PLACE MINIMUM 17 5 OF ADS GEOSYNTHETICS 315WTM WOVEN INVERT 155'ABOVE CHAMBER BASE GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER 21 6 (SEE NOTES) FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 12'X 12'ADS N-12 TOP MANIFOLD b i INVERT 35.69'ABOVE CHAMBER BASE //�� (SEE NOTES) •I o Q I I I !—:I i I 24'CORED ENO CAP,PARTtl MC9500REPE2IBCTYP OF ALL MC-4500 V •• :. z N OUTLET CONTROL STRUCTURE l\_;l AND ISOLATOR ROWS 24.BOTTOM CONNECTIONS /8 sut O ai r (PER ENGINEER'S PLAN)[RELOCATED? - --- (S H Ga i MAXIMUM OUTLET FLOW 2.0 CFS - 0gp LU r (DESIGN BY ENGINEER/PROVIDED BY OTHERS) I ISOLATOR ROW (�� s °B r, Z � g¢ INSPECTION PORT V/ s E Wig Q CI PROPOSED STRUCTURE W/ELEVATED BYPASS MANIFOLD b _ -.T: j MAXIMUM INLET FLOW 2.0 CFS 333 \� (DESIGN BY ENGINEER/PROVIDED BY OTHERS) r rcG ct CD g �3 IX e •i n `e .,(Q il LLJ I � � 84 Wo = s = o w [ ' f— ' 50, C7. FET # F cc ~ O s- o � v) O. oa oa I - HanmiGlobal Partner 808 SW 3rd Ave.,Ste.300 Portland, OR 97204 I Phone:(503)287-6825 Fax: (503)415-2304 www.otak.com 18056 C180560700 tl Project No. Drawing No. I z C7 ,. Sheet No, .2 _ ©Otak,Inc.0016 REF LIST • Ltscale: 1 olved 1169010002 N 0 N o M U L- 0 2 1— L- N y p�P\ sy o �/u 4z¢v J 2 r F 8 U c I ACCEPTABLE FILL MATERIALS:STORMTECH MC-4500 CHAMBER SYSTEMS r �f L:4 5 �y�� MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL COMPACTION/DENSITY gTg CLASSIFICATIONS REQUIREMENT 8 3 S FINAL FILL:FILL MATERIAL FOR LAVER'0)STARTS'C' o S FROM THE TOP OF THELAYER TO THE BOTTOM ANY SOIL/ROCK MATERIALS,NATIVE SOILS,OR PER PREPARE PER SITE DESIGN ENGINEER'S PLANS. 8 ID OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED ENGINEER'S PLANS CHECK PLANS FOR PAVEMENTo GRADE ABOVE.NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE'D'LAYER SUBGRADE SUBGRADE REQUIREMENTS. MATERIAL AND PREPARATION REQUIREMENTS. AASHTO M145' A-1BEGIN COMPACTIONS AFTER 24'(600 mm)OF I INIT .FILL:FILL MATERIAL FOR LAYER GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES..35% N/A S% •A-2-4,A3 PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL OVER THE CHAMBERS IS REACHED. A 8 STARTS FROM THE TOP OF THE EMBEDMENT FINES OR PROCESSED AGGREGATE. COMPACT ADDITIONAL LAYERS IN 12(300 mm) C STONE(-B.LAYER)TO 24-(600mm)ABOVE THE OR MAX LIFTS TO AMIN.95%PROCTOR DENSITY FOR O TOP OF THE CHAMBER.NOTE THAT PAVEMENT MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEUAABHTO M43' WELL GRADED MATERIAL AND 95%RELATIVE DENSITY FOR PROCESSED AGGREGATE a I o O e I SUBBASE MAY BE A PART OF THE.0 LAYER. OF THIS LAYER. 3,35],4,467,5,56,5T,6,6T,68,1,]8,8,89, 9,10 MATERIALS. EMBEDMENT STONE:FILL SURROUNDING THE f B CHAMBERS FROM THE FOUNDATION STONE A' CLEAN,CRUSHED,ANGULAR STONE AASHTO M43' G u 3 4 NO COMPACTION REQUIRED. LAYER)TO THE'C.LAYER ABOVE. 6 FOUNDATION STONE:FILL BELOW FOOTCHAMBERS AASHTO M43' PLATE COMPACT OR ROLL TO ACHIEVE A FLAT B A FROM THE SUBGRADE UP TO THE FOOT(BOTTOM) CLEAN,CRUSHED,ANGULAR STONE g 4 SURFACE.•' ¢ I OF THE CHAMBER. a aaaxxx PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY.THE STONE MUST ALSO BE CLEAN,CRUSHED.ANGULAR.FOR EXAMPLE,A SPECIFICATION FOR#4 STONE WOULD STATE.-CLEAN.CRUSHED, �� ANGULAR ND.4(AASHTO M43)STONE'. - x a 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FORA'LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9-(230 mm)(MAX)LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR x 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION,FOR STANDARD DESIGN LOAD CONDITIONS,A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION x x x a a a a a` EQUIPMENT.FOR SPECIAL LOAD DESIGNS.CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 3 1aaxxxxxap. I ABS GEOSYNTHETICS 601T NON WOVEN GEOTEXTILE ALL AROUND PAVEMENT LAYER(DESIGNED 5 V CLEAN CRUSHED ANGULAR STONE INA 8 B LAYERS BY SITE DESIGN ENGINEER) , -,-----H x JL=L- 7.i I MAXP 5 (SEE NOTE 6) nv 4 24- ) (600mm)MIN. ( ) • $ oR +,y a 1' wig" L 12(300 mm) I -B wo I EXCAVATION WALL ! 1111 1111 -6 H' Ir 111 11 \ I 11 1// MM(CAN BE SLOlZ '' .,„!„ Lilw t uumm �j O �li� �I� Ali► 1�' itw ....'i 4114 �I' Iz ,�I! ��►� cui►�!'l��l�� ►1,1cli .i� � ih2iII�3?I ; o X° g Y L I _ =-L L - J_ .,� ^, DEPTH OF STONE TO BE DETERMINED jai r't_'- - - ,� 1-4 --ii-_-4---_,T3 ,E 12(�0 mm)MIN— .1. L BV SITE DESIGN ENGINEER 9-(230 mm)MIN o MC-4500 i SUBGRADE SOILS 9' 100(2540 mm) �-12(300 mm)TYP RE 10 ENO CAP (SEE NOTE 4) (230 mm)MIN g 5' G'+ z M z o1,,; w NOTES: R,•? 3w ct 0o • cK Z W 1. MC-4500 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418"STANDARD SPECIFICATION FOR POLYPROPYLENE(PP)CORRUGATED WALL STORMWATER COLLECTION CHAMBERS-. € W Q 2. MC-4500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787-STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". w.' O Z ID. 'ACCEPTABLE FILL MATERIALS-TABLE ABOVE PROVIDES MATERIAL LOCATIONS,DESCRIPTIONS,GRADATIONS,AND COMPACTION REQUIREMENTS FOR FOUNDATION,EMBEDMENT,AND FILL MATERIALS. II of 4. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE(ALLOWABLE BEARING CAPACITY)OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH S CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. O rn 5. ONCE LAYER'C'IS PLACED,ANY SOIL/MATERIAL CAN BE PLACED IN LAYER'LT UP TO THE FINISHED GRADE.MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERW.REQUIREMENTS OF LAYER'C § e 8 CKU A OR'0'AT THE SITE DESIGN ENGINEERS DISCRETION. :p di. Lg..' 6. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. ��, EET Q c ' V F Cip CD FCt O 1-zl 0 J (1) 1gg C)'C.5 o Q W 1v oa Q 5 HanmiGlobal Partner • 808 SW 3rd Ave.,Ste.300 I E Portland, OR 97204 Phone:(503)287-6825 Fax: (503)415-2304 www.otak.com 18056 018056C700 Project No. Drawing No. C7.3 s Sheet No. ©Utak,Inc.2016 REF_LIST__ IE Ltscole 1 Resolved 116901X002 _ O N M 0 - O K L LJ F AO o n Z m`"e- , i��-yI o g' l E._2: ^Fi W M U N yy ce I COVER PIPE CONNECTION TO END OPTIONAL INSPECTION PORT gg $$ �Z m IVs eACAP WLTH ADS 601T ON-WOVEN GEOICTEXTILEMC<500 CHAMBER g g e dry,2,78 wMC<500 ENO CAP Y � 5TORMTECH HIGHLY RECOMMENDS ! { • '(::=-<1=.,,< . i w G FLEXSTORM PURE INSERTS IN ANY UPSTREAMI #x1' cJ 0 STRUCTURES WITH OPEN GRATES r r 0.2;g0.2f.,* ,.- -1-7 ,I\ • = L"73 i Q CATCH BASIN �� I 1\\\�1 o a ;._ ' MANHOLE �/ / 1\s �� I IIII '(N i1i11 I'1:'• (1 J ti 1 it 1 II I I l� I 1 � .5�= ® SUMP DEPTH TBD BY ,. J 4i '. r: 4 "'.I.^' E* a xxx I:H SITE DESIGN ENGINEER (24'[600 mm[MIN RECOMMENDED)– 24'(600 mm)HDPE ACCESS PIPE REOUIRED TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN " USE FACTORY PRE-CORED END CAP GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS PART 6.MC4500REPE24BC 10.3'(3.1 m)MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS e3 4 xx as ak 0. MC-4500 ISOLATOR ROW DETAIL €.... ,<.,.p! NTS "axxxxx _ A J INSPECTION&MAINTENANCE CONCRETE COLLAR —18'(450 mm)MIN WIDTH ^• xx 95 H CONCRETE COLLAR NOT REQUIRED i d 8 p o e CI STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT PAVEMENT FOR UNPAVED APPLICATIONS I A. INSPECTION PORTS(IF PRESENT) /, 6¢ W ��\ V L/1 Al. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN o a A.2. REMOVE AND CLEAN FLEXSTORMADIFILTER IF INSTALLED AI'i 1 0 A.3. USING A FLASHLIGHT AND STADIA ROD,MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG �� 7,4w "' E g A4. LOWER CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS(OPTIONAL) N El 0 A.5. IF SEDIMENT IS AT,OR ABOVE,3'(80 mm)PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. !� B ALL ISOLATOR ROWS CONCRETE SLAB7ftali 4. 6e 9.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW 8.(200 mm)MIN THICKNESS 1Y(300 mm)NYLOPLAST INLINE W W B.2. USING A FLASHLIGHT,INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE 4 DRAINBODYW/SOLID HINGED -9a W Ii) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY b COVER OR GRA E QK e A)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE PART#2T12AG61P PU aS B.3. IF SEDIMENT IS AT,OR ABOVE.2"(80 mm)PROCEED TO STEP 2.IF NOT,PROCEED TO STEP 3. �I/4 n ,, GRATE OVER:1299CGC• B o& Q STEP 2) CLEAN OUT ISOLATOR ROW USING THE JENAC PROCESS 1 ' GRATE.1299CG5 .6. W FLEXSTORM CATCH IT III, ' /�) A. A YD TCLEANING NOZZLE WITH REAR FACING WATER IS L 451(1 1 m)OR MORE IS PREFERRED PART#6212NVTE �' �11 S lir \• Z B. APPLY MULTIPLE PASSES OF S UNTIL BACKFLUSH WATER IS CLEAN II I III 6'(150 mm)SDR35 PIPE C. VACUUM STRUCTURE SUMP AS REQUIRED WITH USE OF OPEN GRATE w MC-4500 CHAMBER STEP 3) REPLACE ALL COVERS,GRATES,FILTERS,AND LIDS,RECORD OBSERVATIONS AND ACTIONS. 6'(750 mm)INSERTA TEE .��IIII f°. °o O PARTBE IP CENTEREDA s STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. INSERTA TEE TO BE CENTERED [� C rc o IN VALLEY OF CORRUGATIONS I 6 V NOTES 'THE PARTE 2T1ZAGaPKIT CAN BE m= CCCC USED TO ORDER ALL NECESSARY • 3 .234 O Q o COMPONENTS FOR A SOLID LID •y 1, INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION.ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS INSPECTION PORT INSTALLATION `a "_ E—+CD z Li D I OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. w: 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. 96 "�'K' 'Ti II o� W O °° W U VW MC-4500 6"INSPECTION PORT DETAIL W NTSE--4 4 1— L:7.CF # O V L_ J O I C)c7) o Q . o a NanmiGlobal Partner 808 SW 3rd Ave.,Ste.300 I E Portland, OR 97204 Phone:(503)287-6825 Fax: (503)415-2304 www.otak.com g. 18056 C18056C700 Project No. Drawing No. C7.4 s Sheet No. ©Otex,mo.2016 'XREF LIST Ltscale: 1 Resolved C16901X002O O In o N Z d M E I 3 R m I 0 3 N L- N rn Y Z Il r r .,.:4-46°, J,O;0�� N MC-SERIES END CAP INSERTION DETAIL 1 n 8: NTs MC-4500 TECHNICAL SPECIFICATION y�Fe' o I;1 CREST NTS e ‘r1 ,lJ, WW yF (ti STORMTECH END CAP STIFFENING RIB CREST �a)I/r x VALLEY Y 0 W STIFFENING RIB UPPER JOINT 12(300 mm) , CORRUGATION 131 6 MIN SEPARATION /��III 111\ v U o 12'(300 mm)MIN INSERTION— '/��II�1 1� I �// I\�\��I � ��IIp'I,1 \MANIFOLD STUB I� I' \I��.\I_ \,1\I 111110 FOOT // I ''II'' II 1. (1509 mm) g MANIFOLD HEADER /��II '\� ��III 1 I t:,III' l%I1�1�I'I D�N� 1 I A3 I !j.l�:�ll�.alit II SII o n gI I 11 11 1 1 -LOWER JOINT CORR. -I 01111 �� / \ `\`\ BUILD ROW IN THIS DIRECTIONI 100.0•(2510 mm) •II 11 E�/ 90.2'(2291 mm)\111 11MANIFOLD HEADER == _=� ¢ o�Q'Al J1 11i111MANIFOLD STUB NSTALLEI `— _—' aI S2P• INSTALLED `_ _' (1321 mm) i----... ...... 4-- 36T YYxxxx 11 MIN SEPARATION I— 12'(300 mm) _ - l INSTALLED "� MIN INSERTION a a z NOMINAL CHAMBER SPECFOATIONS " SIZE X H X INSTALLED LENGTH) 100.0•X60.0•X48.3• (2540 mm X1524 mm X1227 mm) €aa x x x x xa ag NOTE:MANIFOLD STUB MUST BE LAID HORIZONTAL CHAMBER STORAGE 106.5 CUBIC FEET (3.01 m') \ w CHAMBER STORAGE STORAGE' 162.8 CUBIC FEET (4.60 m3) FOR A PROPER FIT IN END CAP OPENING. WEIGHT 1300®x. (590 k9) \ 1�\ sxxxxxaaa eY N NOMINAL END CAP SPECIFICATIONS J SIZE(W XHXINSTALLED LENGTH) 962 X 59,X 30T (2291 mm X1509 mm X]81 mm) II d ENO LAP STORAGE 35.7 CUBIC FEET (1.01 m3) '' Q MINIMUM INSTALLED STORAGE' 108.7 CUBIC FEET (3.08 m3) I IIL. Ri o WEIGHT 135.0 ms. (812 kg) 35.1• y g „ LI 'ASSUMES 12(305 mm)STONE ABOVE,9•(229 mm)STONE FOUNDATION AND BETWEEN CHAMBERS, (891 mm w I 12(305 mm)STONE PERIMETER IN FRONT OF END CAPS AND 40%STONE POROSITY. ) ° I(-��1 STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH•B• $3R / O STUBS AT TOP OF ENO CAP FOR PART NUMBERS ENDING WITH T o G W--411 PART# STUB B C Q 1 i =o W MC4500REPEO6T 42.54•(1.081 m) - 6'(150 mm) I MC4500REPE06B = 0.86•(22 mm) 8$ 'a i MC450UREPE08T 40.50'(1.029 m) c& 8•(200 mm) Q MC4500REPEO8B 1 01•(26 mm) b: MC4500REPE10T 10.250 mm 38.3T(9]5 mm) E'. Q MC4500REPE10B ( ) -- 1.33•(34 mm) e. MC0500REPE12T 12•(300 3569•(907mm) -_ 0& " z MC4500REPE1213 mm) - 1.5v"(39mm) / 20 oo MC4500REPE15T 115.5(450 mm) 32.]2(831 mm) - I I 11'11111 I I I I/� Sr o C6 00R PEUIT ( = 1707" ]0'(43 mm) MC4500REPE18TC 29.36'(146 mm) MC4500REPE18BC 1 9T(50 mm) MC6500REPE24TC 23.05•(585 mm) - e E: - 24•(600 mm) 21 MC4500REPE2dBC - 2.26•(5]mm) j' •4 hI wIX z 30.(]50 mm) _MC4500REPEC 36'(900 mm) -_ ( mm)MC4500REPE4C mm) 355•(90 mm)5 NOTE:ALLDIMENSIONSARENa P.T. rn CUSTOMPRECOREDINVERTS ARE AVAILABL(UPON REQUEST.INVENTORIED MANIFOLDS INCLUDE 111111I 1 Illj�� Y c6 W v 12-24•(300-600 mm)SIZE ON SIZE AND 1548.375-1200 mm)ECCENTRIC MANIFOLDS. C SCUSTOM INVERT LOCATIONS ON THE MC-4500 END CAP CUT IN THE FIELD ARE NOT RECOMMENDED 'I' HEET LLI FOR PIPINVERT T ES GREATERLOCATION IN COLUMHAN N (250 mm) C 7.CF # G�¢ C THE INVERT LOCATION IN COLUMN'B'ARE THE HIGHEST POSSIBLE FOR THE PIPE SIZE. �! '/'/• �T^+ m v l Q IY Q J U) O(73 Q Q oa I B HanmiGlobal Partner 1,1 808 SW 3rd Ave.,Ste.300 ' & Portland, OR 97204 7-6825 Fax: (503)) ((03)415-23041 www.otak.com 18056 0180566700 Project No. Drawing No. I C7.5 Sheet No. ©Otek.hoe.2016