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/C2,4126/3- c7n31 Z -7/ ySvv. 60vl-Lai a_ S} RECEIVED SEP 6 2013 MEMORANDUM CITY OFTIGARD Cardno® BUILDING DIVISION Shaping the Future �RO,� 7� 1!3 To: Jimmy Severson F Centrex Construction Inc. 141613G,t1, t H FF /� 5415 SW Westgate Drive 1.• Suite 100 From: Atalia Raskin, PE �433 8�PE Portland,Oregon 97221 WR Project Senior Engineer i ► ►t USA Date: y� OREGON� Fax (503)419-2600 Phone (503)419-2500 ate: July 24, 2013 ' , •, 9 Zp4 co Project: The Adrienne gSgMPSpN� Cardno#: 21298820 Re: Storm Drainage System Calculations www.cardnowrg.com EXPIRES: r2/3!/qtr This memorandum will outline the stormwater system being proposed for The Adrienne development located at 7148 Gonzaga Street. The site is located in the City of Tigard and follows City of Tigard and Clean Water Services (CWS) stormwater standards. Overview The site is a 0.36 acre undeveloped field. The proposed parking lot and building will have an impervious area of 13,013 sq.-ft. Per the pre-application conference, stormwater water quality treatment and detention are required on-site. The proposed development will connect into the existing storm line in SW Gonzaga St. Site soil is classified as Aloha Silt Loam with a hydrologic soil group C/D. Dual hydrologic soil groups indicate the first letter is for drained areas and the second letter is for undrain areas. The site is undrained and will therefore have a hydrologic soil group of D. The selected pervious CN value is 84, open space in fair condition. Site slopes are approximately 4% downward towards the west(See attached Soil Map and Table 2-2a Runoff Curve Numbers). A pre-developed Time of Concentration (Tc) value was calculated to be 10 minutes and is attached. A Tc of 5 minutes was used for post-developed conditions. Requirements The City of Tigard has agreed to enforce Surface Water Management regulations established by CWS. CWS requirements for stormwater treatment are found in Chapter 4 of the Design and Construction Standards. All new impervious area will be treated and detained prior to discharge to the City of Tigard storm system in Gonzaga Street. Water Quality Treatment Water quality treatment will be provided by a Contech StormFilter Catch Basin. StormFilters are designed to treat urban runoff including TSS, soluble heavy metals, oil and grease, total nutrients, by providing a high level of water quality treatment. Each standard size cartridge filter has a treatment capacity of 0.033 cfs (15 gpm). Water Quality Volume(cu-ft) = 0.36 (in) x 13,013(sq-ft) = 390.4 cu-ft 12 (in/ft) Water Quality Flow= 390.4 (cu-ft)=0.027 cu-ft/sec 14,400 One Storm Filter cartridge is required to treat the entire site. Australia • Belgium • Indonesia • Kenya • New Zealand • Papua New Guinea United Arab Emirates • United Kingdom • United States • Operations in 60 Countries Page 2 July 24,2013 (ial, Cardr�o Shaping the Future Water Quantity Water quantity detention will be provided in accordance with Chapter 4 of the Design and Construction Standards. The 2, 10, and 25-year post-development runoff rates shall not exceed the pre-development runoff rates. Eighteen-inch underground detention pipe will be used to detain stormwater runoff prior to leaving the site. The NRCS Curve Number unit hydrograph method was used for this analysis. xpswmm version 14.1 was used for the hydrology and hydraulics analysis. xpswmm is based on the public EPA SWMM program and is an approved method of analysis by the City of Tigard and Clean Water Services. The rainfall distribution to be used within the Clean Water Services jurisdiction is the design storm of 24-hour duration based on the standard Type 1A rainfall distribution. Precipitation depths for the 2, 10, and 25-year storm event are 2.50, 3.45, and 3.90 respectively. Table 1 lists the pre and post-developed, and release flow rates generated at the site. Event Pre-Developed, Post-Developed, Release Rates, cu-ft/sec cu-ft/sec cu-ft/sec 2 0.07 0.13 0.07 10 0.12 0.18 0.10 25 0.15 0.21 0.15 Table 1 —Pre and Post-Developed, and Release Flow Rates Information on the proposed detention facility is listed in Table 2. 25-Year Volume, Pipe Orifice Weir cu-ft Diameter, in Length,ft Diameter, in Length, in Depth,ft 381 18.00 210 1.75 1.5 0.26 Table 2-Detention Facility Design Conveyance The NRCS Curve Number unit hydrograph method was used for this analysis. The Clean Water Services jurisdiction uses the design storm of 24-hour duration based on the standard Type 1A rainfall distribution. The proposed conveyance system was designed to convey and contain the peak runoff from a 25-year design storm. The proposed storm line is completed of 4 and 6-inch diameter pipes. Maximum possible flow is shown in the conveyance spread sheet as °max. A ratio of Qmax/ Qdesign equal to 1.00 is a pipe at maximum capacity. The conveyance system will have the capacity to convey the 25 year storm event as all Qmax/ Qdesign ratios are less than one, with the exception of links P2, P3, and P4. These links are upstream of the control structure all will be surcharged in all storm modeled events. Conclusion The proposed Contech Storm Filter Catch Basin and underground detention system satisfies the water quality and water quantity requirements of the City of Tigard and Clean Water Services. Page 3 July 24,2013 Cardno Shaping the Future Attachments Pre-Developed Basin Delineation Map Post-Developed Basin Delineation Map Table 2-2a—Runoff Curve Numbers for Urban Areas Soil Map Pre-developed Time of Concentration Schematic Layout Runoff Table Conveyance Table i SW GONZ STREET .� C AGA �—"'y- -- l - ©�� \ a i SD 1 — — --c3 r 070 , • , • , - ° ilirmiliH i/ Bd' 1 ,•;// EXISTING BRICK 1 ,; BUILDING R:; Y/ it I ••�i Pre-Developed Area 1 /" Impervious Area=0.00 acres : i . Pervious Area=0.36 acres ; ! Total Area=0.36 acres �! PARKING LOT GRAVEL PATH" - • . \ �� '-..-- \\\\ \ � --- .c _ _ — — ___ 11i _ ------------ - ------------- — — — FOOT PATH LANDSCAPING /4.7DUMPSTEV _ --- `i 77//// /7,/7i///i// a; EXISTING BRICK �/. j -- PARKING LOT �` BUILDING i� I`I PARKING LO7 I V/ (r) Cardno PRE-DEVELOPED BASIN DELINEATION PROJECT N0. 21302390 Shaping the Future DATE: 07/24/13 PORTLAND THE ADRIENNE BY ASR 5415 SW WESTGATE DR,STE 100,PORTLAND,OR 97221 TEL(503)419-2500 FAK(503)410-2600 Centrex Construction Inc. SCALE: 30 we/Accord/vac= Tigard,Oregon SHEET NO. 1/2 • hW ---4?H H w...,t:Ztt:).___oi.i,,w_____G__01.1.w■....,—F SW GONZAGA STREET 11__1- 3+00 C° 1 4+00 I I E I- - A. riii; ., (,a ° ri • II.... P3 EXISTING BRICK 4 1.4 BUILDING • .. . e 'J . r _....J. • ,_s___D \Jr", - 141, ,, . :41 .. ., PARKING LOT Ak(fall' 5 do CIF P2 k k I'll II. ___ '4/; 1 ...i. — — — FOOT PATH b. LANDSCAPING •DlIMPSTERp • ---H4k- EXISTING BRICK I BUILDING I PARKING LOT PARKING LOT Imp Area Per Area Total Area (ac) (ac) (ac) I P1 0.13 0.04 0.17 P2 0.06 0.02 0.08 P3 0.11 0.00 0.11 Total 0.30 0.06 0.36 - I (11, Carldno POST-DEVELOPED BASIN DELINEATION PROJECT NO. 21302390 Shaping the Future THE ADRIENNE DATE: 07/24113 PORTLAND BY: ASR 5415 SW WESTGATE DR STE 100,PORTLAND,OR 97221 TEL(503)419-2500 FAX(503)419-2600 Centrex Construction Inc. SCALE: 30 """ °"" Tigard,Oregon SHEET NO. 2/2 Chapter 2 Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Table 2-2a Runoff curve numbers for urban areas 1/ Curve numbers for Cover description hydrologic soil group Average percent Cover type and hydrologic condition impervious area 2! A B C D Fully developed urban areas (vegetation established) Open space(lawns,parks,golf courses,cemeteries,etc.)T: Poor condition(grass cover<50%) 68 79 86 89 Fair condition(grass cover 50%to 75%) 49 69 79 80 Good condition(grass cover>75%) 39 61 74 Impervious areas: Paved parking lots,roofs,driveways,etc. (excluding right-of-way) 98 98 98 98 Streets and roads: Paved;curbs and storm sewers(excluding right-of-way) 98 98 98 98 Paved;open ditches(including right-of-way) 83 89 92 93 Gravel(including right-of-way) 76 85 89 91 Dirt(including right-of-way) 72 82 87 89 Western desert urban areas: Natural desert landscaping(pervious areas only)-' 63 77 85 88 Artificial desert landscaping(impervious weed barrier, desert shrub with 1-to 2-inch sand or gravel mulch and basin borders) 96 96 96 96 Urban districts: Commercial and business 85 89 92 94 95 Industrial 72 81 88 91 93 Residential districts by average lot size: 1/8 acre or less(town houses) 65 77 85 90 92 1/4 acre 38 61 75 83 87 1/3 acre 30 57 72 81 86 1/2 acre 25 54 70 80 85 1 acre 20 51 68 79 84 2 acres 12 46 65 77 82 Developing urban areas Newly graded areas (pervious areas only,no vegetation):i1 77 86 91 94 Idle lands(CN's are determined using cover types similar to those in table 2-2c). 1 Average runoff condition,and I.=0.2S. 2 The average percent impervious area shown was used to develop the composite CN's.Other assumptions are as follows:impervious areas are directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in good hydrologic condition.CN's for other combinations of conditions may be computed using figure 2-3 or 2-4. 3 CN's shown are equivalent to those of pasture.Composite CN's may be computed for other combinations of open space cover type. 4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage (CN=98)and the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition. 5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4 based on the degree of development(impervious area percentage)and the CN's for the newly graded pervious areas. (210-VI-TR-55,Second Ed.,June 1986) 2-5 Hydrologic Soil Group—Washington County,Oregon 519485 519492 519499 519506 519513 519520 45°25 42" .. . -,.,. Ganzaga St a _ ■ • } o z 0 en iS 8 Q � e � o S 8 45`25'40" 45°25'40" 519485 519492 519499 519506 519513 519520 Map Scale.1-.304 if printed on A size(8.5"x 11")sheet. N ,Meters A 0 2 5 5 10 15 Feet 0 10 20 40 60 1_ );\ Natural Resources Web Soil Survey 5/21/2013 AIM Conservation Service National Cooperative Soil Survey Page 1 of 3 Hydrologic Soil Group—Washington County,Oregon MAP LEGEND MAP INFORMATION Area of Interest(AOI) Map Scale: 1:304 if printed on A size(8.5"x 11")sheet. El Area of Interest(AOI) The soil surveys that comprise your AOI were mapped at 1:20,000. Sots Soil Map Units Warning: Soil Map may not be valid at this scale. Soil Ratings Enlargement of maps beyond the scale of mapping can cause A misunderstanding of the detail of mapping and accuracy of soil line placement.The maps do not show the small areas of contrasting AID soils that could have been shown at a more detailed scale. B Please rely on the bar scale on each map sheet for accurate map Q BID measurements. C Source of Map: Natural Resources Conservation Service Q CID Web Soil Survey URL: http:/twebsoilsurvey.nres.usda.gov Coordinate System: UTM Zone 10N NAD83 0 D This product is generated from the USDA-NRCS certified data as of Not rated or not available the version date(s)listed below. Political Features Soil Survey Area: Washington County,Oregon p Cities Survey Area Data: Version 10,Aug 20,2012 Water Features Date(s)aerial images were photographed: 8/3/2005 Streams and Canals The orthophoto or other base map on which the soil lines were Transportation compiled and digitized probably differs from the background ., Rails imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. Interstate Highways US Routes Major Roads . Local Roads ).\ Natural Resources Web Soil Survey 5/21/2013 mem Conservation Service National Cooperative Soil Survey Page 2 of 3 Hydrologic Soil Group—Washington County,Oregon Hydrologic Soil Group 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 0.5 100.0% Totals for Area of Interest 0.5 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie-break Rule: Higher L'DA Natural Resources Web Soil Survey 5/21/2013 sioN Conservation Service National Cooperative Soil Survey Page 3 of 3 Time of Concentration PROJECT NO. ?1302390 IBY ASR IDATE 7/24/2013 PRE I SHEET FLOW INPUT VALUE VALUE VALUE Type Type Type Surface Description Grass (short Grass (dense) Grass (dense) prairie) Manning's "n" 0.24 0.24 0.15 Flow Length, L (<300 ft) 80 ft 0 ft 0 ft 2-Yr 24 Hour Rainfall, P2 2.5 in 2.5 in 2.5 in Land Slope, s 0.043 ft/ft 0.07 ft/ft 0.0025 ft/ft OUTPUT Travel Time 0.17 hr 0.00 hr 0.00 hr SHALLOW CONCENTRATED FLOW INPUT VALUE VALUE VALUE Surface Description Unpaved ripaved Unpaved Flow Length, L O ft 0 ft 0 ft Watercourse Slope*, s 0.009 ft/ft 0.01 ft/ft 0.027 ft/ft OUTPUT Average Velocity, V 1.53 ft/s 1.61 ft/s 2.65 ft/s Travel Time 0.000 hr 0.000 hr 0.000 hr CHANNEL FLOW INPUT VALUE VALUE VALUE Cross Sectional Flow Area, a 7.5 ft2 7.5 ft2 15.05 ft2 Wetted Perimeter, P„, 11.28 ft 11.28 ft 7.69 ft Channel Slope, s 0.003 ft/ft 0.003 ft/ft 0.00 ft/ft Manning's "n" 0.24 0.24 0.24 Flow Length, L O ft O ft O ft OUTPUT Average Velocity 0.26 ft/s 0.26 ft/s 0.53 ft/s Hydraulic Radius, r = a/ P,, 0.66 ft 0.66 ft 1.96 ft Travel Time 0.00 hr 0.00 hr 0.00 hr Watershed or Subarea Tc = 0.17 hr 0.00 hr 0.00 hr Watershed or Subarea Tc= 10 minutes 0 minutes 0 minutes WATER RESOURCES GROUP LTh Car-dno Shaping the Future The CR, Camino Adrienne Schematic Layout V P • . • a - 4 Pr____- - --`- _P.,1 14 - %Control " 1 T2 T3 S.'MH- T1 it .: . Imo. 1111 RD1 SD•B-2 •!r P11 Ii D-c 15 • FD2 III •DCQ-4 SD' 0-2 D 0-3 ® C C SD.0-1 P7 P8 DCB-1 IIII I > 3 3 3 3 3 3 3 . - xpswmm RUNOFF DATA(PRE-DEVELOPED) The Adrienne Node Information Runoff Information Area Impervious Curve Tc Rainfall Infiltration Surface Runoff Event ac % Number min in in in cfs 2 0.36 0 84 10 2.50 1.44 1.06 0.07 10 0.36 0 84 10 3.45 1.60 1.85 0.12 25 0.36 0 84 10 3.90 1.66 2.24 0.15 • xpswmm RUNOFF DATA(2-Year) The Adrienne Node Information _ Runoff Information Area Impervious Curve Tc Rainfall Infiltration Surface Runoff Node Name ac % Number min in in in cfs RD2 0.113 100 98 5 2.50 0.00 2.18 0.04 SDCB-1 0.078 73.1 84 5 2.50 0.70 1.81 0.03 SDCB-2 0.169 75.7 84 5 2.50 0.66 1.84 0.06 xpswmm RUNOFF DATA(10-Year) The Adrienne Node Information Runoff Information Area Impervious Curve Tc Rainfall Infiltration Surface Run_off Node Name ac % Number min in in in cfs RD2 0.113 100 98 5 3.45 _ 0.00 3.13 0.06 SDCB-1 0.078 73.1 84 5 3.45 0.72 2.73 0.04 SDC8-2 0.169 75.7 84 5 3.45 0.69 2.77 0.08 xpswmm RUNOFF DATA(25-Year) The Adrienne Node Information Runoff Information Area Impervious Curve Tc Rainfall Infiltration Surface Runoff Node Name ac % Number min in in in cfs RD2 0.113 100 98 5 3.90 0.00 3.58 0.07 SDCB-1 0.078 73.1 84 5 3.90 0.73 3.17 0.04 SDCB-2 0.169 75.7 84 5 3.90 0.69 3.21 0.10 xpswmm PUBLIC CONVEYANCE DATA(2-YEAR STORM EVENT) The Adrienne-TIGARD,OREGON (sr, Caw-dno- Location Station Conduit Properties Conduit Results Node Information(Manhole,Pond,Tee,Duffel!,Ditch Inlet,Catch Basin) Design Qmax/ Max Flow va °J as Link Diameter Length Slope Max Flow Max Velocity y/d0 Ground Ground US IE DS IE Freeboar Freeboar US EGL DS EGL US HGL DS HGL From To Capacity Qdesign Depth cam,. ci,-, _ ,, A ft ft % cfs cfs Ws ft ft ft ft ft ft ft ft ft ft ft P1 C-MH Out 0.50 38.58 0.50 0.39 0.18 0.07 1.52 0.14 0.29 228.46 227.91 224.65 224.46 3.67 3.31 225.05 224.64 224.79 224.60 P2 T1 SDMH-1 0.50 5.00 0.00 0.02 3.99 0.07 0.54 0.82 1.00 228.82 228.46 224.65 224.65 3.35 2.99 225.47 225.72 225.47 225.47 P3 T2 T1 0.50 4.50 0.00 0.02 2.67 0.05 0.48 0.82 1.00 228.98 228.82 224.65 224.65 3.51 3.35 225.47 225.47 225.47 225.47 P4 T3 T2 0.50 4.50 0.00 0.02 1.33 0.02 0.37 0.82 1.00 229.11 228.98 _ 224.65 224.65 3.64 3.51 225.47 225.47 225.47 225.47 P5 SDCB-2 SDMH-1 0.50 38.66 0.50 0.39 0.32 0.13 1.76 0.20 0.40 227.99 228.46 225.69 224.65 2.10 2.99 225.92 225.72 225.89 225.47 P6 SDC0-1 SDCB-2 0.50 32.00 0.50 0.40 0.17 0.07 1.39 0.20 0.40 228.33 227.99 225.85 225.69 2.33 2.10 226.03 225.92 226.00 225.89 P7 T4 SDCO-1 0.50 41.03 0.50 0.40 0.17 0.07 1.52 0.15 0.29 229.60 228.33 226.06 225.85 3.40 2.33 226.26 226.03 226.20 226.00 P8 SDCB-1 T4 0.50 33.21 0.50 0.39 0.07 0.03 1.02 0.14 0.28 228.38 229.60 226.22 226.06 2.07 3.40 226.31 226.26 226.31 226.20 P9 T5 T4 0.33 40.00 1.50 0.23 0.19 0.04 1.92 0.14 0.43 229.78 229.60 226.66 226.06 3.02 3.40 _ 226.83 226.26 226.76 226.20 P10 RD2 T5 0.33 9.64 2.00 0.26 0.17 0.04 2.22 0.10 0.30 230.24 229.78 226.85 226.66 3.30 3.02 226.94 226.83 226.94 226.76 P11 RD1 T5 0.33 23.33 1.50 0.23 0.00 0.00 0.00 0.10 0.00 230.05 229.78 227.01 226.66 3.04 3.02 227.01 226.83 227.01 226.76 DP1 SDCO-2 T1 1.50 70.00 0.00 0.33 0.04 0.01 0.13 0.82 0.55 228.48 228.82 224.65 224.65 3.01 3.35 225.47 225.47 225.47 225.47 DP2 SDCO-3 T2 1.50 70.00 0.00 0.33 0.04 0.01 0.12 0.82 0.55 228.59 228.98 224.65 224.65 3.12 3.51 225.47 225.47 225.47 225.47 DP3 SDCO-4 T3 1.50 70.00 0.00 0.33 0.04 0.01 0.13 0.82 0.55 228.71 229.11 224.65 224.65 3.24 3.64 225.47 225.47 225.47 225.47 xpswmm PUBLIC CONVEYANCE DATA(10-YEAR STORM EVENT) The Adrienne-TIGARD,OREGON Location Station Conduit Properties Conduit Results Node Information(Manhole,Pond,Tee,Outfall,Ditch Inlet,Catch Basin) Design Qmax/ Max Flow US DS US DS Link Diameter Length Slope Max Flow Max Velocity y/d0 Ground Ground US IE DS IE Freeboar Freeboar US EGL DS EGL US HGL DS HGL From To Capacity Qdesign Depth Elev. Elev. d d ft ft % cfs cfs ft/s ft ft ft ft _ ft ft ft ft ft ft ft P1 C-MH Out 0.50 38.58 0.50 0.39 0.24 0.10 1.65 0.17 0.34 228.46 227.91 224.65 224.46 3.64 3.28 225.26 224.67 224.82 224.63 P2 T1 SDMH-1 0.50 5.00 0.00 0.02 6.23 0.11 0.64 1.35 1.00 228.82 228.46 224.65 224.65 2.82 2.46 226.00 226.01 226.00 226.00 P3 T2 T1 0.50 4.50 0.00 0.02 4.16 0.07 0.53 1.35 1.00 228.98 228.82 224.65 224.65 2.98 2.82 226.00 226.00 226.00 226.00 P4 T3 T2 0.50 4.50 0.00 0.02 2.08 0.04 0.41 1.35 1.00 229.11 228.98 224.65 224.65 3.11 2.98 226.00 226.00 226.00 226.00 P5 SDCB-2 SDMH-1 0.50 38.66 0.50 0.39 0.46 0.18 1.96 0.50 1.00 227.99 228.46 225.69 224.65 1.98 2.46 226.03 226.01 226.01 226.00 P6 SDCO-1 SDCB-2 0.50 32.00 0.50 0.40 0.25 0.10 1.50 0.32 0.64 228.33 227.99 225.85 225.69 2.28 1.98 226.09 226.03 226.05 226.01 P7 T4 SDCO-1 0.50 41.03 0.50 0.40 0.25 0.10 1.67 0.20 0.39 229.60 228.33 226.06, 225.85 3.37 2.28 226.37 226.09 226.23 226.05 P8 SDCB-1 T4 0.50 33.21 0.50 0.39 0.10 0.04 1.13 0.17 0.34 228.38 229.60 226.22 226.06 2.05 3.37 226.33 226.37 226.33 226.23 P9 T5 T4 0.33 40.00 1.50 0.23 0.27 0.06 7.41 0.17 0.52 229.78 229.60 226.66 226.06 3.00 3.37 226.87 226.37 226.78 226.23 P10 RD2 T5 0.33 9.64 2.00 0.26 0.23 0.06 2.44 0.12 0.35 230.24 229.78 226.85 226.66 3.28 _ 3.00 226.96 226.87 226.96 226.78 P11 RD1 T5 0.33 23.33 1.50 0.23 0.00 0.00 0.00 _ 0.12 0.00 230.05 229.78 227.01 226.66 3.04 3.00 227.01 226.87 227.01 226.78 DP1 SDCO-2 T1 1.50 70.00 0.00 0.33 0.06 0.02 0.16 1.35 0.90 228.48 228.82 224.65 224.65 2.48 2.82 226.00 226.00 226.00 226.00 DP2 SDCO-3 T2 1.50 70.00 0.00 0.33 0.06 0.02 0.13 1.35 0.90 228.59 228.98 _ 224.65 224.65 2.59 2.98 226.00 226.00 226.00 226.00 DP3 SDCO-4 T3 1.50 70.00 0.00 0.33 0.06 0.02 0.15 1.35 0.90 228.71 229.11 224.65 224.65 2.71 3.11 226.00 226.00 226.00 226.00 xpswmm PUBLIC CONVEYANCE DATA(25-YEAR STORM EVENT) The Adrienne-TIGARD,OREGON Location Station Conduit Properties Conduit Results Node Information(Manhole,Pond,Tee,Duffel!,Ditch Inlet,Catch Basin) Design Amax/ Max Flow US DS US DS Link Diameter Length Slope Max Flow Max Velocity y/d0 Ground Ground US IE DS IE Freeboar Freeboar US EGL DS EGL US HGL DS HGL From To Capacity Qdesign Depth Elev. Elev. d d ft ft % cfs cfs ft/s ft ft ft ft ft ft ft ft ft ft ft P1 C-MH Out 0.50 38.58 0.50 0.39 0.39 0.15 1.88 _ 0.22 0.43 228.46 227.91 224.65 224.46 3.59 3.23 225.39 224.73 224.87 224.68 P2 T1 SDMH-1 0.50 5.00 0.00 0.02 7.30 0.13 0.73 1.61 1.00 228.82 228.46 224.65 224.65 2.56 2.20 226.26 226.27 226.26 226.26 P3 T2 T1 0.50 4.50 0.00 0.02 4.88 0.09 0.57 1.61 1.00 228.98 228.82 224.65 224.65 2.72 2.56 226.26 226.26 226.26 226.26 P4 T3 T2 0.50 4.50 0.00 0.02 2.44 0.04 0.45 1.61 1.00 229.11 228.98 224.65 224.65 2.85 2.72 226.26 226.26 226.26 226.26 P5 SDCB-2 SDMH-1 0.50 38.66 0.50 0.39 0.52 0.21 2.03 0.76 1.00 227.99 228.46 225.69 224.65 1.70 2.20 226.29 226.27 226.29 226.26 P6 SDCO-1 SDCB-2 0.50 32.00 0.50 0.40 0.28 0.11 1.53 0.60 1.00 228.33 227.99 225.85 225.69 2.03 1.70 226.31 226.29 226.30 226.29 P7 T4 SDCO-1 0.50 41.03 0.50 0.40 0.28 0.11 1.73 0.45 0.89 229.60 228.33 226.06 225.85 3.28 2.03 226.38 226.31 226.32 226.30 P8 SDCB-1 T4 0.50 33.21 0.50 0.39 0.11 0.04 1.16 0.26 0.52 228.38 229.60 226.22 226.06 2.03 3.28 226.35 226.38 226.35 226.32 P9 15 T4 0.33 40.00 1.50 0.23 0.30 0.07 2.18 0.26 0.78 229.78 229.60 226.66 226.06 3.00 3.28 228.49 226.38 226.79 226.32 P10 RD2 T5 0.33 9.64 2.00 0.26 0.26 0.07 _ 9.50 0.13 0.38 230.24 229.78 226.85 226.66 3.27 3.00 226.97 228.49 226.97 226.79 P11 RD1 T5 0.33 23.33 1.50 0.23 0.00 0.00 0.00 0.13 0.00 230.05 229.78 227.01 226.66 3.04 3.00 227.01 228.49 227.01 226.79 DP1 SDCO-2 T1 1.50 70.00 0.00 0.33 0.07 0.02 0.18 1.61 1.00 228.48 228.82 224.65 224.65 2.22 2.56 226.26 226.26 226.26 226.26 DP2 S000-3 T2 1.50 70.00 0.00 0.33 0.07 0.02 0.14 1.61 1.00 228.59 228.98 224.65 224.65 2.33 2.72 226.26 226.26 226.26 226.26 DP3 SDCO-4 T3 1.50 70.00 0.00 0.33 0.07 0.02 0.16 1.61 1.00 228.71 229.11 224.65 224.65 2.45 2.85 226.26 226.26 226.26 226.26