Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Report (11)
,1:'::::!,,Y.'"1,1,1,:::.:!:::•:;..+: • , f 1,''',,ti: ,t. :-It•ri...'.' '1.741."I'L;41. 1r,',i$4.• :Ri... ,1;'2','",1 iqg-50 Stv i 3; Thvy '2•Ar';!% ' h'i 31n,)i.: We s t1 a k e 1 , t'ck., .1' ,P",ft7 t 7 I ;' ' ' _ " i `., :. I • ' " t> 7 ' r', :._ i::'7,:',.-. 1-1-1,41,..1!•;• consultants,inc 4'4'4f-9;j1',1,740,4,71.1 2.71.1g.".,,'Iri nt 1 iigf. .1.242, 6.1' pi-4.1„1. rt4:16'0- 41•P:9,1:11e- *;h46: qgiogp,r1 •-7, 11'„c'–,..,•'-'0,v7if'62.2 ,6.I.6 41-ekverl:.0 XiiFt AWA11.1`ti j .04 •1'91.44:;4. 1440-,,t,• Vki.'310,4 k...ti "rriA•'''jj;:%1 Ma i rtkr,t.4,-AP Aki:- j'AIVV..* ....011,4-,,t,R.r., A 466.:.1?4--.1..1.41.4, .iii'V''-'3'141Itt4itit•i IW lr-41k6 4,44A1V602 ill:4) 't2:414.V.V1 15*.k. f41'.41r+V.ii Storm Drainage Report ggeoltp., ..1.1 ,,,,..4,1-,-.• 'r.S. 2f4m,...4.661.t6 rt.1"..VA 01,16 :;i5Airi*j i1.646...,4V/Titilfr;* for '11 5-1.!p.i.,4111-A,.., 1.leer,.",Aillf4149•11 14 V.1 1•10,41fritii "44. tktf7iT. 1c,Ftisrie.a. 1.,•'X...filorm Alberta Rider Elementary School ......„ „.., ...„....„ leo. fic.o..1 Tigard, Oregon `FT.W3P:4V.4.''it'4-Ft cli.:1W.te5P-.41.4 i'i2:4 r•"!:P..? - .r.21-. ViAitIllr'em`g:3 c—N 1 NT „I th VV,ITTrAttf 4" c..5 714.41ftW,1 4,,,...---.j .;t.‘G 4. s•P lir ..,riar.. AQL4-041;, C.le 50400PE i nu ,6,4,6-1.7. ''''6,. ,r1•Y,;.',.._iii.,.''=Po- alU4)-‘AA- ------ 4',VAttliViNs.$_. OREGON ,,,,i,,, arPAIr'tat ir 4t' -1A1, il V421,4: lik "11/4 \ ,Z) A ii' !V,AMPE2 "Pli 13"2. ''••• ti,AL.'t.'"-AWAISI eir .3A4r.t.h Arf4rAtpr.i, ii404, 414110; ° 1 EXPIRES:06-3CI-200'e$ IV 9 121V-44-kir. —...---.- 4VAiaggt& t"4;Pe42.W.reet'Peti ,r,,,4444:: 7,‘...r1Pgte.+16,Ai 'Prl rArt;-d 7.110÷1,44.4f;A iir* .•x4.6....?",6A.+..tntri-d. .6 Rit -01-4 .„,,Sy. -. 1# 41 4,704_,-P Yr,A—,i, .?-0,4„ ,VtAlit.,„.J CE N4.000,...kk' OTT I Aw14.04,-Wril - ir 1*,. ,..- ' 1 li .6rtAtir6t f t! 6.41, -•' •-,6 666--4....-., •F,". October 22, 2004 714e.=0 RITANAM• 0,4 ado: zini •Atitottfit'item ,i•V4 1114414ilif 1 4-0471.44.c..3" Pacific Corporate Center 97224 •-tN't clfikill* r"t:10r.+1'.0,11414,t..1 I ALBERTA RIDER ELEMENTARY SCHOOL Tigard, OR Table of Contents 1.0 PROJECT OVERVIEW ' 1.1 Introduction 1.2 Analysis Purpose 1.3 Drainage Basin Runoff Rate ' 1.4 Storm Line Sizing 1.5 Downstream System Capacity 1.6 Water Quality 2.0 STORM SEWER DESIGN FORM 3.0 REFERENCE TABLES & MAPS 4.0 DOWNSTREAM CALCULATIONS—ALPHA ENGINEERING, INC. 5.0 WATER QUALITY CALCULATIONS 1 1 1 t 1 1 i ' ALBERTA RIDER ELEMENTARY SCHOOL Tigard, OR 1.0 PROJECT OVERVIEW ' 1.1 Introduction t The Alberta Rider Elementary School is situated along Bull Mountain Road and a new street to be constructed, referred to as"J"Street. "J"Street is being constructed under separate permit,and has a separate storm drainage facility. The site improvements include half street improvements to Bull Mountain Road and on-site infrastructure. A new storm drainage system will be constructed with these improvements. The storm drainage system for this site is not sized to handle off-site drainage as that has been design not effect the school. All upstream basins have been designed to drain thru the system in"J"Street(not part of this permit)or Bull Mountain Road(under separate cover). Water quality will be done by means of a Bio-swale designed and constructed to Clean Water Services ' Standards. 1.2 Analysis Purpose The purpose of this preliminary analysis is to determine the following: 1. On-site drainage basin runoff rates. ' 2. Storm line sizes that will convey runoff. 3. Verify adequate sizing of existing downstream storm system,provided by Alpha Engineering Section 4.0. 1.3 Drainage Basin Runoff Rate To determine the basin runoff,the Rational Method was used. The 25-year storm was evaluated to determine the basin peak runoff. The 24 hour precipitation total for a 25-yr storm is 4.0 inches. Hydrocad, a stormwater modeling software was used in calculating the peak runoff and this runoff was calculated to be 5.0 cfs. ' 1.4 Storm Line Sizing The attached basin map shows basin areas and node locations. The node locations identify which areas will potentially drain to this location and therefore pipe sizes could be determined. Rational method was used in determining the runoff rates. 1.5 Downstream System Capacity ' The new storm system associated with this development will connect into the existing system within the Summit Ridge Subdivision. According to water quality and on-site conveyance analysis done by Alpha Engineering,dated June 17,2004,this system will connect into MH#39. This manhole was specifically designed to accept runoff only from these site improvements. A 12"pipe at 6.0%slope is leaving this manhole. The capacity of this pipe is 10.1 cfs. Therefore,the downstream system has capacity to accept the 9.9 cfs generated by these improvements. Please refer to Alpha Engineering's storm conveyance report for downstream calculations. However,Alpha Engineering ' used the Santa Barbara Urban Hyrdograph method to calculate runoff rates. The pipe outlet connection has the capacity to accept the flows from the new development. I1.6 Water Quality The water quality treatment rate will be determined as outlined in Clean Water Services"Design and Construction Standards for Sanitary Sewer and Surface Water Management",February,2003. The treatment rate is determined from the total precipitation of 0.36 inches falling in 4 hours with a storm return period of 96 hours over all impervious areas. I I I ALBERTA RIDER ELEMENTARY SCHOOL Tigard, OR I 2.0 STORM SEWER DESIGN FORM I I I I I I I I I II I I NM NM MIN NM NM NM NMI MIMI Mill EN UM NIB 11111 Ilil 111111 11111 UN MIMI MN Westlake Consultants, Inc. STORM SEWER DESIGN FORM PROJECT NUMBER: 1658-03 25-YEAR STORM DESIGNED BY: APN PROJECT NAME: Alberta Rider Elementary CHECKED BY: PRT DATE: 10/15/2004 Minimum Travel Time= 5 MIN Manning's Coefficient= 0.012 IX- OW PT140 ,4:10:11.1 ' -.1 s' ' '=4;Vil:':-.15.-"q '' 4,1,..: ;,,-4,-7.-': , Auiii0e,--1 flr0i-:,.ilAi tOik1 tEtri ' 'Wftst W64.50 ArVais S... Ilifria, 3..i..i.;:°!,.:ra tit*Lbw 4 .,, ',,".0„.' *wsi.1741144-10144-4 ttatr,-441 04TR:A 2,14rt. ,°'' d4A all:7 .. ,-,:1-,.- -ArAft:,,,i,..,4,44.41., 4%,,,,,1 :ottitiA3.,,-4.Acyv4wpf, kg ._79 .04431,,„ vgg-rpt„. 1.T.V rwm ,Itviiivo :.w,-, fAliiii .ear; -,-J,r iiiif 74.N. tv%ft--:-: io"-'-r#i: aa4--qr4f .to-,-vsg ,!).q\-fe-?' w,r,„. .....t.„.-,.,....:.„..: -„,k. .. ..,.., ,,,,..,, -.. .,! ,,,,,..,,_ 1,-,=.4, .7. .. '7,-4!'..* cn- i,:.: -:`,-.1,,,:. !,:' 7"z.e:,1,-r-..3.-4371- -'=-'-' 7- ;'-.e,rf,,'7..,-,4,4,2 1CB 5.00 5.00 3.40 0.028 0.9 0.025 0.025 0.085 0.024 6 0.94 4.79 0.09 0.63 3.02 24.2 565.00 564.42 0.13 2CB 5.00 5.00 3.40 0.150 0.9 0.135 0.135 0.459 0.035 6 1.13 5.76 0.41 0.94 5.41 5.2 564.60 564.42 0.02 3ACUM 0.13 5.13 3.37 0.160 0.539 0.032 6 1.08 5.50 0.50 0.99 5.44 158.8 564.42 559.41 0.49 4CB 5.00 5.00 3.40 0.104 0.8 0.083 0.083 0.282 0.011 6 0.63 3.20 0.45 0.97 3.11 30.8 560.65 560.32 0.17 5CB 5.00 5.00 3.40 0.064 0.8 0.051 0.051 0.173 0.072 6 1.63 8.29 0.11 0.63 5.22 4.6 560.65 560.32 0.01 6ACUM 0.17 5.17 3.37 0.134 0.452 0.010 6 0.60 3.08 0.75 1.10 3.39 31.3 560.32 560.01 0.15 7CB 5.00 5.00 3.40 0.210 0.8 0.168 0.168 0.571 0.035 6 1.14 5.81 0.50 1.00 5.81 13.9 560.50 560.01 0.04 8ACUM 0.15 5.30 3.30 0.302 0.997 0.010 8 1.32 3.77 0.76 1.10 4.15 42.5 560.01 559.58 0.17 9DS 5.00 5.00 3.40 0.079 0.9 0.071 0.071 0.241 0.072 6 1.63 8.32 0.15 0.71 5.90 29.1 562.50 560.40 0.08 10DS 5.00 5.00 3.40 0.079 0.9 0.071 0.071 0.241 0.102 6 1.94 9.88 0.12 0.68 6.72 20.6 562.50 560.40 0.05 11ACUM 0.08 5.08 3.38 0.142 0.480 0.072 6 1.63 8.30 0.29 0.87 7.22 3.2 560.40 560.17 0.01 12TRENCI- 5.00 5.00 3.40 0.074 0.9 0.067 0.067 0.228 0.010 6 0.61 3.10 0.37 0.92 2.85 3.0 560.20 560.17 0.02 13ACUM 0.01 5.09 3.38 0.209 0.706 0.060 6 1.48 7.56 0.48 0.98 7.41 9.9 560.17 559.58 0.02 14ACUM 0.17 5.47 3.32 0.511 1.697 0.010 10 2.40 4.40 0.71 1.08 4.76 16.6 559.58 559.41 0.06 15ACUM 0.49 5.62 3.29 0.671 2.208 0.010 10 2.36 4.32 0.94 1.14 4.93 31.4 559.41 559.10 0.11 16CB 5.00 5.00 3.40 0.228 0.9 0.204 0.204 0.694 0.050 6 1.36 6.92 0.51 1.00 6.92 4.0 559.30 559.10 0.01 17ACUM 0.11 5.73 3.27 0.875 2.861 0.010 12 3.86 4.91 0.74 1.10 5.41 30.0 559.10 558.80 0.09 18CB 5.00 5.00 3.40 0.279 0.9 0.251 0.251 0.853 0.125 6 2.15 10.95 0.40 0.93 10.18 4.0 559.30 558.80 0.01, 19ACUM 0.09 5.82 3.25 1 126 3.660 0.010 12 3.88 4.94 0.94 1.14 5.63 18.8 558.80 558.61 0.06 20DS 5.00 5.00 3.40 0.079 0.9 0.071 0.071 0.241 0.125 6 2.15 10.93 0.11 0.67 7.32 31.2 562.50 558.61 0.07 21ACUM 0.06 5.88 3.24 1.197 3.878 0.010 15 6.98 5.69 0.56 1.02 5.80 41.2 558.61 558.20, 0.12 22CB 5.00 5.00 3.40 0.235 0.9 0.212 0.212 0.721 0.275 6 3.19 16.23 0.23 0.81 13.15 4 0 559.30 558.20 0.01 23ACUM 0.12 6.00 3.22 1.409 4.537 0.010 15 6.98 5.69 0.65 1.06 6.03 26.1 558.20 557.94 0.07 24DS 5.00 5.00 3.40 0.079 0.9 0.071 0.071 0.241 0.146 6 2.32 11.84 0.10 0.66 7.81 31.2 562.50 557.94 0.07 11111 11111 MI 1 UN MI RN 01111 r MN En M 111111 NM N NM I NM 11111 25ACUM 0.07 6.07 3.21 1.480 4.751 0.010 15 7.01 5.71 0.68 1.07 6.11 25.9 557.94 557.68 0.07 26CB 5.00 5.00 3.40 0.195 0.8 0.175 0.175 0.595 0.405 6 3.87 19.70 0.15 0.71 13.99 4.0 559.30 557.68 0.00 27ACUM 0.07 6.14 3.20 1.655 5.296 0.010 15 6.97 5.68 0.76 1.10 6.25 34.3 557.68 557.34 0.09 28DS 5.00 5.00 3.40 0.079 0.9 0.071 0.071 0.241 0.118 6 2.09 10.65 0.12 0.68 7.24 43.6 562.50 557.34 0.10 29ACUM 0.09 6.23 3.19 1.726 5.506 0.010 15 7.06 5.76 0.78 1.10 6.33 15.7 557.34 557.18 0.04 30CB 5.00 5.00 3.40 0.156 0.9 0.140 0.140 0.476 0.530 6 4.43 22.54 0.11 0.67 15.10 4.0 559.30 557.18 0.00 31ACUM 0.04 6.27 3.18 1.866 5.934 0.010 15 7.05 5.75 0.84 1.12 6.44 24.6 557.18 556.93 0.06 32DS 5.00 5.00 3.40 0.079 0.9 0.071 0.071 0.241 0.029 6 1.04 5.31 0.23 0.81 4.30 71.5 562.50 560.40 0.28 33DS 5.00 5.00 3.40 0.079 0.9 0.071 0.071 0.241 0.288 6 3.26 16.60 0.07 0.57 9.46 7.3 562.50 560.40 0.01 34ACUM 0.28 5.28 3.35 0.142 0.476 0.080 6 1.71 8.73 0.28 0.86 7.51 43.6 560.40 556.93 0.10 35ACUM 0.06 6.33 3.17 2.008 6.365 0.024 15 10.94 8.92 0.58 1.04 9.28 27.8 556.93 556.25 0.05 36CB 5.00 5.00 3.40 0.228 0.9 0.206 0.206 0.700 0.092 6 1.84 9.39 0.38 0.93 8.73 27.2 558.75 556.25 0.05 37ACUM 0.05 6.38 3.16 2.214 6.996 0.060 15 17.14 13.96 0.41 0.94 13.13 105.4 556.25 549.93 0.13 38ACUM 0.13 6.51 3.13 2.214 6.930 0.025 15 11.05 9.01 0.63 1.05 9.46 47.7 549.93 548.74 0.08 39DS 5.00 5.00 3.40 0.079 0.9 0.071 0.071 0.241 0.443 6 4.05 20.62 0.06 0.54 11.13 17.5 556.50 548.74 0.03 40ACUM 0.08 6.59 3.12 2.285 7.129 0.025 15 11.05 9.01 0.65 1.06 9.55 44.9 548.74 547.62 0.08 41 DS 5.00 5.00 3.40 0.079 0.9 0.071 0.071 0.241 0.076 6 1.68 8.53 0.14 0.71 6.06 40.0 550.66 547.62 0.11 42ACUM 0.08 ' 6.67 3.11 2.356 7.327 0.025 15 11.14 9.08 0.66 1.06 9.62 22.9 547.62 547.04 0.04 43CB 5.00 5.00 3.40 0.356 0.6 0.214 0.214 0.728 0.019 6 0.84 4.29 0.86 1.13 4.85 23.9 547.50 547.04 0.08 44ACUM 0.04 6.71 3.10 2.570 7.967 0.025 15 11.05 9.00 0.72 1.10 9.88 61.8 547.04 545.50 0.10 45CB 5.00 5.00 3.40 0.171 0.9 0.154 0.154 0.524 0.080 6 1.72 8.76 0.30 0.87 7.62 112.7 556.54 547.52 0.25 46CB 5.00 5.00 3.40 0.127 0.6 0.076 0.076 0.258 0.006 6 0.47 2.40 0.55 1.02 2.45 38.3 547.75 547.52 0.26 47ACUM 0.26 5.26 3.35 0.230 0.771 0.005 8 0.92 2.64 0.83 1.12 2.96 50.3 547.52 547.27 0.28 48DS 5.00 5.00 3.40 0.079 0.9 0.071 0.071 0.241 0.193 6 2.67 13.60 0.09 0.63 8.57 9.8 549.16 547.27 0.02 49ACUM 0.28 5.54 3.31 0.301 0.996 0.004 10 1.58 2.90 0.63 1.05 3.04 85.7 547.27 546.89 0.47 50DS 5.00 5.00 3.40 0.079 0.9 0.071 0.071 0.241 0.091 6 1.84 9.35 0.13 0.69 6.45 24.9 549.16 546.89 0.06 51ACUM 0.47 6.01 3.22 0.372 1.198 0.004 10 1.53 2.81 0.78 1.11 3.12 7.2 546.89 546.86 0.04 52DS 5.00 5.00 3.40 0.079 0.9 0.071 0.071 0.241 0.146 6 2.33 11.85 0.10 0.65 7.70 15.7 549.16 546.86 0.03 53ACUM 0.04 6.05 3.22 0.443 1.426 0.005 10 1.60 2.93 0.89 1.13 3.31 28.7 546.86 546.73 0.14 54DS 5.00 5.00 3.40 0.079 0.9 0.071 0.071 0.241 0.286 6 3.25 16.55 0.07 0.57 9.44 8.5 549.16 546.73 0.02 55ACUM 0.14 6.19 3.19 0.514 1.640 0.005 12 2.62 3.34 0.63 1.05 3.51 56.3 546.73 546.47 0.27 56DS 5.00 5.00 3.40 0.079 0.9 0.071 0.071 0.241 0.316 6 3.42 17.42 0.07 0.57 9.93 8.5 549.16 546.47 0.01 57ACUM 0.27 6.46 3.13 0.585 1.831 0.005 12 2.61 3.32 0.70 1.08 3.58 57.0 546.47 546.21 0.27 58DS 5.00 5.00 3.40 0.079 0.9 0.071 0.071 0.241 0.347 6 3.58 18.24 0.07 0.57 10.40 8.5 549.16 546.21 0.01 59ACUM 0.27 6.73 3.09 0.656 2.027 0.005 12 2.59 3.30 0.78 1.11 3.66 84.3 546.21 545.83 0.38 60DS 5.00 5.00 3.40 0.079 0.9 0.071 0.071 0.241 0.392 6 3.80 19.38 0.06 0.54 10.46 8.5 549.16 545.83 0.01 61ACUM 0.38 7.11 3.03 0.727 2.203 0.008 12 3.42 4.35 0.64 1.06 4.61 42.1 545.83 545.50 0.15 62ACUM 0.15 7.26 3.00 3.297 9.891 0.058 15 16.80 13.69 0.59 1.04 14.23 46.0 545.50 542.85 0.05 1 Patrick Tortora PRT 13:31 22-Oct-04 Project 1658-03 Alberta Rider Elementary School ' TRAPEZOIDAL CHANNEL FLOW Swale - ect pact 47 1 1 12 ' left slope = 33 .00% bottom width = 3 . 00' 1 right slope = 33 .00% channel slope = 1.00% flow = 9.90 c f s a -�-- 1 channel type: Gravel, clean Manning's n = 0 .025 depth = 0 .61' velocity = 3 .37 feet/sec 1 flow area = 2 .94 sq.ft. surface width = 6.68' 1 1 1 1 i 1 1 1 1 I Patrick Tortora PRT 13:31 22-Oct-04 1 Project 1658-03 Alberta Rider Elementary School 1 GRAVITY PIPE FLOW (Chezy-Manning) P1 -- S fie. - Q-,A 9.e.. s t. (.' E,› p c G(-) t.f c. k" I II, I 1 [ 12 " diameter = 12 .0" I slope = 6.00% material: ABS, PVC Manning's n = 0.012 1 depth of flow = 93 .82% of diameter (max) wetted perimeter = 2 .64' area = 0.77 s.f. 1 hydraulic radius = 0 .29' velocity = 13.32 fps flow = 10.19 cfs ? 9 ' q ccs n I I I I 1 I I I ALBERTA RIDER ELEMENTARY SCHOOL ' Tigard, OR 3.0 REFERENCE TABLES & MAPS 1 I I 1 1 1 � I I . RATIONAL METHOD RAINFALL INTENSITIES FOR EAST WASHINGTON COUNTY IRainfall Intensity (inches per hour) TIME OF I . CONCENTRATION STORM EVENT: YR/(PROBABILITY) (MIN) 2 5 10 25 50 100 I (50%) (20%) (10%) (4%) (2%) (I%) 0 1.90 2.50. 3.00 3.40 4.00 4.50 5 1.90 2.50 3.00 3.40 4.00 4.50. I10 1.30 1.70 2.20 2.50 3.00 3.50 15 1.10 1.40 1.80 2.10 2.50 2.90 20 0.90 1.20 1.50 1.80 2.10 2.40 I 30 : 0.75 0.95 1.20 1.40 1.65 1.90 40 0.60 0.75 1.00 1.15 ' 1.30 1.60 50 0.55 0.70 0.85 1.00 1.15 1.35 ' 70 0.45 0.55 0.70 0.82 0.95 1.10 100 0.40 0.45 0.55 0.67 0.75 0.90 180 or more 0.35 0.40 0.50 0.60 0.70 0.85 1.2 Unit Hydrograph Methods I a. To obtain a realistic and consistent hydrologic analysis for each development site, y p all developments shall use the hydrograph analysis method for drainage planning and design unless otherwise approved in advance by the District. The physical I characteristics of the site and the design storm shall be used to determine the magnitude, volume and duration of the runoff hydrograph. The Santa Barbara Urban Hydrograph(SBUH) will be the primary acceptable unit hydrograph 111 method. I The "HYD" computer program, developed by King County, Washington in its Surface Water Design Manual, January 1990 uses these methods to generate, add and route hydrographs. The District will check all hydrologic calculations using the King County"HYD"program. However, the District will allow the use of the I rational method for analysis of drainage basins of 25 acres or less. I Hydrology and Hydraulics t') Appendix A - - Page 2 4`) ' b. The Design Storm 1) Return frequency and duration specify the design storm event. The design Istorms shall be based on two parameters: a) Total rainfall (depth in inches). I b) Rainfall distribution (dimensionless). c. Design Storm Distribution 1) The rainfall distribution to be used within the District is the design storm of 24-hour duration based on the standard NRCS Type 1 A rainfall I distribution using the chart on the following page. The total depth of rainfall for storms of 24-hour duration and 2, 5, 10, 25, 50 and 100 year recurrence are 2.50, 3.10,3.45, 3.90,4.20,4.50 inches respectively. Recurrence Interval Total Precipitation (years) Depth (in) I 2 2.50 5 3.10 10 3.45 I . 25 3.90 50 4.20 100 4.50 Hydrology and Hydraulics Appendix A - - Page 3 I ' ALBERTA RIDER ELEMENTARY SCHOOL Tigard, OR 4.0 DOWNSTREAM CALCULATIONS—ALPHA ENGINEERING, INC. 1 1 I 1 1 r r r r SUMMIT RIDGE WATER QUALITY AND ON-SITE CONVEYANCE ANALYSIS JOB#402-023 r $ # , 7771.1; 210/-' 44,4 ' DATE: 1/04/04 Revised 6/17/04 4.-74-,=i/lEf BY: ALBERT CASTANEDA,PE 111 MICHAEL J.VAN LOO,PE PREPARED BY: AEI 9600 SW OAK,SUITE 230 PORTLAND,OREGON 97223 1 r N:\prof\402-023\Hydro\40223SDRP.doc 111- TABLE OF CONTENTS IINTRODUCTION A. SITE DESCRIPTION&LOCATION 1 IHYDROLOGIC AND HYDRAULIC METHODOLOGY B. WATER QUALITY 1 C. CONVEYANCE ANALYSIS 2-3 D. CONCLUSION 3 EXHIBITS I A. VICINITY MAP 4 B. TAX MAP 5-6 ' C. IMPERVIOUS AREA 7 D. WQ SWALE CALCULATION 8-9 E. CONVEYANCE ON-SITE CALCULATIONS 10-12 ' F. PRE DEVELOPED DRAINAGE MAP 13 G. POST DEVELOPED DRAINAGE MAP 14 I l I 1 1 t N.\proj1402-023\Hydro\40223SDRP.doc E. INTRODUCTION This report represents the analysis done for the Summit Ridge water quality and conveyance system to show compliance with engineering standards for the Clean Water Services. SITE DESCRIPTION AND LOCATION The proposed Summit Ridge development is located on tax lots 1900, 2000, 2200 and 2300 of Washington County Tax Map 2S 1 W9DA & DB. The proposal is to develop a residential community on the east side of SW 133rd Avenue south of Bull Mountain Road. The total area of the development site is 27.5-ac. The proposed development will consist of 130 new residential lots and public improvements to both SW 133rd Avenue and SW Bull Mountain Road. ' HYDROLOGY/HYDRAULIC METHODOLOGY WATER QUALITY The Clean Water Services (CWS) requires that if any new impervious surfaces are created during site development that 65% removal of phosphorous be provided for stormwater runoff. A permanent water quality facility must be constructed or funded to reduce contaminants that enter the storm and surface water system. Impervious surfaces shall include pavement, gravel roads, buildings, public and private roadways, and other surfaces that contribute runoff to the surface water system. Water quality treatment of stormwater runoff was designed to meet all CWS standards. A water quality manhole will be provided to "split"treatment flows from greater storm drainage flows. Water quality will be provided through a water quality swale located at the bottom of the detention pond. Please see the water quality swale calculations. ' CONVEYANCE rA conveyance system includes all portions of the surface water system, either natural or manmade, that transport storm and surface water runoff. The purpose of the conveyance system is to drain surface water from properties, up to a specific design flow, so as to provide protection to property and the environment. The Uniform Flow Analysis Method was used to size the pipe system to convey the peak rate of runoff for the 25-year design storm event. This method makes the following two assumptions. The first assumption is that flow is uniform in each pipe. The second assumption is that friction head loss in the pipe barrel alone controls capacity, other head losses and any backwater effect or inlet control conditions are not specifically addressed. The Uniform Flow Analysis Method was used for the conveyance spreadsheet attached in the report. When calculating the hydraulic grade line, head losses and effects of N:\prof\402-023\Hydro\40223 SDRP.doc backwater were considered. The hydraulic grade line is shown on the storm drain profile sheet in the construction plan set. Each is system i e within the sized P and sloped such that its barrel capacity at noimal full flow is equal to or greater than the 25-year design flow. The continuity equation Q=AV is used to determine full flow capacity. All hydrographs were determined using the Santa Barbara Urban Hydrograph, Type IA Method. The SBUH method is based on the curve number(CN) approach, and also uses SCS equations for computing soil absorption and precipitation excess. CONCLUSION A water quality swale will be provided on site to treat the runoff from a design storm of 4-hrs, which will produce .36-in of precipitation and have a return period of 96-hrs. The ' swale provided on site will be 170-f t in length, it will have a 3.5-ft bottom width, and side slopes of 4:1 for a depth of 0.56-ft. The swale will be located at the southeast corner of the site. Water quality flows will be split from major flows at the water quality ' manhole. A 13.0' structure is proposed with a 60" sump. Total sump volume is 664 cubic feet. I For the conveyance on-site, the peak discharge was calculated to be 34.6-cfs and occurs at the MH 1 at the southeast corner of the site. Manhole #2 will have a flow separator to divert water to the water quality facility. A storm water detention facility is being provided by the neighboring subdivision. The design pipe sizes range from 12-18 inches for the entire conveyance system. Please see attached on-site conveyance calculations. ' No onsite detention is proposed since the downstream (to south) system is sized for capacity to serve this site as well as the drainage area in the upper reaches of the watershed. 1 1 1 r I Tr:\prof\402-023\Hydro\40223SDRP.doc I I EXHIBITS: I I 1 I 1 1 1 i i i 1 ' I ' N:\prof\402-023\Hydro\40223SDRp.doc I I C E cn E E I — J = Sei - e. UT E rq�ti D� m E ,PTR n / . ('7i / f-D_ >4. E N Q _ z ti m Z t E AI SIIE rn 1. Ls'� n -7-)._c-,0 z T SW BEEF BEND RD I I TAX LOTS 1000, 1900, 2000, 2200 & 2300 TAX MAPS 2S1 09DB & 2S1 09DA CITY OF TIGARD, WASHINGTON COUNTY, OREGON. I VICINITY MAP INOT TO SCALE i I • 'rileeP:'•.i.' .,)- e,. ;r•'`Rf .� 2S 1 09DB 09DB t, i.l „,,,),I._:...,,,•,,,. . ;�^ if ve'. ££ µ .f.. •'d ;unw r• ni �6 l.i i' + P AC: iM ;i , j19�, 'i1 •'r' V dd "'C^ ''1'"1171" Q l� ) � c I re 'e)m N. .r)b A'i^ N' N� .1 n,�l, yr. ▪ ,.71,,:• 1:• ' 1.200 n c A :.,...;:y.:>.;:,,,,:::•::,./.::::,.>;:,:;,..1.:•:, _t_.!1''''::,},,,i ,,F� ;j-)IF?w'.'a3)i.',','si�y;, . .'YareJw•. •:Y �� A 9 1000 F'•�••'•�... ..�''.`..•-'."%i2f �,') '1'\.'. ji.,:/. \ • ,„ .ii 8 y P, ".':?,-1"..:' :..,. ulw i ,. i . .te3k �' - 66AC 12> _____=1:.."..::::._ ".,. .`..'' NW1I48E1G4 ON COUNTY OREGON •:::::::: ,: I TSON09 T2s R1VV W.M. 4.1.:1:'',.. ....:".7,-;' L -"ti• _ _ By`.Mrs'�`.!8ne.ee "`):,.;:;.4, /,+,:. SCALE 1'a 100' 77Y Ti;.';:, „g•. >'..`•..• eoM q ;;',>::,>:',.:,::,;)::.;;::::::;12;c7,',;:,..•,,, r? e3, f 5/,P.-r,,, �i . 61:',') , ,' :. i11a >�9it ':c' 1000 8 )900 •'`i , Nq '1'4%6'":. Aqt P F— I.ii AC B SAi AC 7 yy L(JS..`�<C._.J-;L A. = 8?. � c a 660 .int _------ 7 ,. U a. '.15Y• 1.61 Ac y _________ ;5i)-�:7,7+' K.v 'Se°e _ rtcavnn aner -JX :?.4),X<[l.X �cx'..i: q„. ,,,:: '^1 7 `w''`'''wm- M.7------- ?' 'ter, s, 27•1 'loo A.`•5 •'Yk�•' ---_ •�_____ w ________wqn emm � :'‘).1';'.*`% ''':‘,.....‘`:/.,''',:.'::;:::(.:, •,,,"':'•\�'�..��r"�'.,•',.` ' ,Fr. -2(Y,Y vy' �K ). N9ti. 165 ( a6 + . ' EC 9" 30 .•' '?•,:v' 900 ":< ): ): ,' >✓:j (O 1400 4 a - uo� Y3� r :32(\�y� i d'�3ff' , i1�i', . 1200 '.k' :f .r �..: J 11�'.. ^;� N `Pa°• ;'' CC C tie Ac '): l�,f' •SFv-Y<�3f 7!�'`. '�•'�. �,-,; ,.'`., '.,, ^ inn w7 n • . _>- •,•) FOR ADDITIONAL MAPS VISIT OUR WEBSITE AT . ,„. 1. 41 nt; ';'7.,.. NE �) �J s4•,,,,d4,..,•,.. ,"6z,,I•� 0�0 F 1L.—_ a.�--W ----:I i 8_ ,� '` '.�Bi,`> '''......49 '.T:.• —=!!S�._ Saps'' /r.. ,�•.`a: ,1d0 ',f vl `\ l y 'v%1:!11.1%'•.•' yc,.' ;: ,,) c v ,;A. .,_AD,,,: i;<;;:w�R`./r`:; 88 •I¢ 1400 ~ ,7U0 ,7U0 ,600 ,=, ,p; .�GWr IJIY� 9)�� �Mp ..\xa\,w.K:�,,kd'tx,:\v+�n. I �\J l.0 Ac i.n Ac .auc rr''^O'B;,''i.CA.';� DB ,'.;DA:�., 6• �•leir9,'• 100 I I^ ,') ‘V':.';:....‘;'..':•';‘,''''.!: -q, .I:f y'. )' '193"'• •• `)iaeYw% 1 ':'' --""jt PJ;•`,c.:>,"--iii D ;^;�)-,�, .169. }{1,1i;co;' o DC:::' ;,PD(�': • rl °imlrimA - ,_,_\\____ _ - 0 '.)ppv - !1: ''': 4' ^.•=N _^ 1.411AC 11 ' moi,�,TT—`..-:^ '. �? : 1 1 ££ z 4,Irei' 4' r',:n r\N �,\M,VAwi vw\M„ ono 04 0ew 1 1500 2 I •,,181,.7 ,.)�.,' eN.wrw)w.v,( M,\*N,\\,\N4nWNN,u.,NW.,\ 1.411 AC 1Q 19oa 'li,i1G•;• 1 9 '' ,1t.. •d W(i pox , i �3U96 '•o •1 B uL k GR,9p' ,.� i• FIV'.: e l"• 4 y r �ei� � 4Aav a '" — 4 • • -f`''-f, PLOT DATE:August 07 2002 ^( I v a wi M 9 rr4+ rr � w"'"'t'�'`:`^yczr6`'w'w'<"\,w\`'A. FOR ASSESSMENT T PURPOSES v( 99, I _ �r= "='' ONLY- ▪.ra.,c' r -� '•;'_ DO N01 RELY ON .: xlim <na' 1 FO T AONERU USE "J�,e.,l)il ei� � l a; oK 17,88/ ,Ni ler ease Imi M sl rNntlh r','' Pani e.N ltlri .g.( I 4 I %t, r 9o..v �1 Nn 'nm 't men Iotrol Rohm.nn oni 'L� M nnOmn,mll kale Ilea M nroi Y I '1 1. 'l' Y a 'J, • s1 A 1618881/6901,102=11;1:4"=912891"9"""P 1. ':16 +r �i • '`� ,L, '`a” wom p• �11^ y �r h Y.\\ V% �`l h �; k a: Pnal�n : x11. '� 4 `y 1 �r "'"w09 • 2S 1 09DB 2S 1 09DB • ‘:11,47:>2‹,:i: 17, xi! y, r: y; "`•"•-'' (�. .\: .>'• :i' } l7A1911, '-' ;�•` •mil.• "'• iae 'pe.1, •i r r :i •' !y; Y�• ,•,,,,:;•„,:,:•,,::::„•:>:, ia'dy ee e;w` K" w M. e l��;t tR K� _ dww Kiri.'.''. `te r, • ,� �. • - • nN t"• • �5 op aY, i i1 ADt" \ \\�� • 'ri Rt"'' 'N"� la• ,aW%iF, Y ^;r `r 7A ;.e n 611• : C' S j GP ' • 2e-,, ih 1. .'tA,wa•. N'.;d,'w:.r`j�.1 5 .rverp •":,4,1,,'•,''' �•!r`;t`. 7 lJrtr!� 1^ ,•yl'.. .iq F•' ^17 , 700 • • [+II, ': :•,�:' �, .. ..e. ,,16,,,, 8:£' �J 1 y8 `•r" ;+,S61�r`.A6f1)',t`.I9—:`t•`:X ^.,a•is ~. (1 •pv 1.61 AC20F ,) ,.TO.°' 'SW.•" S,:t,,, 0 11°AC a :13)l�"",.,l,y,� r/!' "'•.V: t! 1.16 AC R 0< 'LL.:'t7�^R( ISI',-'• -:.,-.•:.-4 W ;: _ ? p '•, •P. �i3y1' Ca _,eu; a °e g > .!` ,'': 't WASHINGTON COUNTY OREGON d. uAc # Q .. "" ",'!''•''\•''„"','•`• NW1/4 SE1/4 SECTION 09 T2S R1W W.M. :`•,..ti..m .. uai — .,•''.t,•`�. .' SCALE I'a 100' • %'.9 tooII '', ' ?6 3• 1,i1JbrBv35« %gqSl�t :i-.z3.' 8 LL •:t}_ loon r, ,:c” '.., <Y. X';,<,' }Y / )C`, 11 AC 601AC .+A+: 2 :?.:4.1511", `',:,•,.sd'r"'.4 6oa a 112 AC Y V \. ,�y . T›,y,� "i'"''bE'ss U R', + I.f6AC _________ _ Jyy, \y"'' V/�i - -- ,!' Y'`'I 8 ae waunt -__ 1�7a't',', < ':r``/��'• ,\.(`'�• Cr;+. a __ t\yy Aw" ,e,.m iii oVIX Z2 s")y,rp.: !-• 600 8 noo f, '%73`7DaJ (.21 \ �'-% "K`c' n+ oA: 1.6 is A 1.10 AC 1200 ;�- ! if. ,�.: �'1�';.3�� (; TS ,y d .) ••( n 1.16 AC l'„,..9 y15: ',� n4&::",aj5q,;" 6t'42 '. - ,ti<' , .m- ,' ADDITIONAL MAPS VISIT QUO WEBSITE AT �'.' jI �' ': •• WNW.CO.We6hlOp(011.0/.v6a :-, ; qqF 23 78a — - - ' N \, J 1: t s7 .,)1a aoo Ll,–_ 1:,.e 8 ':r I. ;���''' ,T 71::;:1).„—...„;, ''," 1.61 AC ile ..`i,y:l:�t:! ::'. `�.. S r.,:::-;,,,,)::::::,:„..%::::::,:'::,::::<-:.-..,:::.:::, '! ;,[ C 't';eOBCO r OOB V' C � .io00 1700 ,aoo`- 1300 , l : :i / •:D :166ACM1R Ac \, IaaAc e�" ,.xa0,v \da.yA\ 8 100 sA: 1 \ 1 ` : it :: ::. \ 1n.e, ' � ' ;t N :t• 100 I (n wn;�'J; 1.64 Ac µI. iren '\\\ wl,wlm\mv. :i'>;' 1500 • �, • I , •.�y,r' • '`.1UN,�MNWnV,yr\y,,yANMN\W�\ men 10 °C 180' ,8• •Yt '`• /t ;t' 1I' in 9 - �v F ll y i ;�v �' :its 1.. r`,'. ,C , • = • r..•,' . 1a' S F'. 1 y tl R R S » 'y, cn ,er1i.! ql'r > �0 CT;OG '� ,i(•^ I; ' , tt.�.��. ---�\H'.,%�� i o4 004 Y tll )T �1 p I gd Vl �, ,ata; r wy.� • PLOT DATE:August 07 2002 F' r 9 da it. 1 'y'• '•;[•' '•„"'1: 'A,Ketaroi` `� ",p \R •( FOA ASSESSMENT PURPOSES `.1n%6.• • =,ti=�=�=�: :; ONLY•U N(,,, � ; O NOT RELY ON '>, ,aDr `r" :i O r'>;' F ROTI '�' `L:6 1EA U s'• r SE .; r 1,,,...;;4...,;,.........„; T. • '< Ate 1tle Rn.el.e Ia6G� itr",,,-•/;•.,-\,..‘',/sy"•••"•••-•/..•-•; k' D 61Ner nde, , e P• ,h GE :' �'.�'. Y prn bdnfd6d 1 Y `a,lc. nem un Iwnh 4 ' � Otl nne w MINMk �'! •,e men r n,i mey t`„ •r •• I a aRnnl D6und� I �� nL1.re6e e s crnauRl 6 r p npm v a'Y r r, P: corm emw e01e 1 I {I 11,..,•7 1 n 41 mnedm. •"Imrt. r� �:t \ V '" kf'; S .\v ri m' I^ y kk ,t: .4. rlm. ,"r„ �,5.1 •t ` lee` _ Q i 7 x Ip1 :•F� y ils y♦ •ci'a"w09 2S 1 09DB1 2S 1 09DB I IMPERVIOUS AREA CALCULATIONS JOB NUMBER:402-023 PROJECT: SUMMIT RIDGE i FILE: NEW IMPERVIOUS AREA 1 130 LOTS AT 2,640-SF IMPERVIOUS AREA/ LOT 343200.00 ft2 STREET PAVEMENT 198,328 ft2 541,528.00 ft2 12.43 ac ' EXISTING IMPERVIOUS AREA 1 BUILDINGS 17750.00 ft2 SIDEWALKS ft2 GRAVEL AT 60% IMPERVIOUS 2350.00 ft2 ' STREET PAVEMENT 25,150 ft2 45250.00 ft2 1.04 ac va�h� -rs .l' �` "'?. `t y _ d �, � � • x .Pae i � '` i 1 1 1 1 1 1 Impervious Areal 6/17/2004 6:36 AM II WATER QUALITY SWALE CALCULATIONS ' JOB NUMBER: 402-023 PROJECT: SUMMIT RIDGE FILE: EXCEL/SWALE.xlt ' REFERENCES: 1. Clean Water Services R&O 00-7. 111 2.Discussions with Clean Water Services. REQUIRED WATER QUALITY TREATMENT: 65%Phosphorus Remove PROPOSED TREATMENT METHODS: 1. Sumped Catch Basins 15% ' 2.Bio-Filtration Swale 50% total 65% DESIGN STORM: Precipitation: 0.36 inches Storm Duration: 4 hours ' Storm Return Period: 96 hours Storm Window: 2 weeks ' IMPERVIOUS AREA: Watershed Area: 27.87 acres Percent imp: 40.1 % 111 Impervious Area: 11.18 acres Design Inflow=(11.18 ac)*(43560 ft^2/ac)*(0.36 in/4.0 hrs)_ ��. IBIOFILTRATION SWALE DESIGN CRITERIA: ' Max Velocity: 0.9 ft/s Side Slopes: 4 :1 (treatment area) Base: 3.5 feet(2'min) n Factor: 0.24 (plantings) SWALE CHARACTERISTICS: Q= 1.01 Design Storm Discharge (determined above) N= 0.24 Plantings B= 3.5 ft Base width of channel I Z= 4 :1 Side slopes SLOPE= 0.005 ft/ft Slope of channel(0.005 minimum) • ASS. Y= 0.5 ft Assumed depth to begin analysis(0.5 ft maximum) II ISWALEI\SWALE 6/15/2004 3:01 PM IITERATIVE SOLUTION OF MANNING'S EQUATION FOR NORMAL DEPTH: ITERATION Y(FT) P (FT) A(FT2) R Q (CFS) %ERROR V(FPS) Ii 0.50 7.62 2.75 0.36 0.61 -39.43 0.22 2 0.70 9.26 4.40 0.47 1.17 16.27 0.27 3 0.63 8.71 3.81 0.44 0.96 -4.70 0.25 I 4 0.65 8.88 3.98 0.45 1.03 1.52 0.26 5 0.65 8.82 3.93 0.45 1.01 -0.48 0.26 6 0.65 8.84 3.95 0.45 1.01 0.15 0.26 I7 0.65 8.84 3.94 0.45 1.01 -0.05 0.26 8 0.65 8.84 3.94 0.45 1.01 0.01 0.26 9 0.65 8.84 3.94 0.45 1.01 0.00 0.26 I 10 0.65 8.84 3.94 0.65 8.84 3.94 0.45 1.01 0.00 0.26 11 0.45 1.01 0.00 0.26 12 0.65 8.84 3.94 0.45 1.01 0.00 0.26 13 0.65 8.84 3.94 0.45 1.01 0.00 0.26 I 14 0.65 8.84 3.94 0.45 1.01 0.00 0.26 15 0.65 8.84 3.94 0.45 1.01 0.00 0.26 I NORMAL DEPTH= 0.65 ft FLOW WIDTH= 8.68 ft VELOCITY= 0.26 ft/s l TREATMENT TIME 9.00 mstxin i nti4i'f' ' LOW FLOW ORIFICE CALCULATIONS I Q = CoAV2gh Q= 1.01 cfs(DesignDischarge form above) A=Cross sectional area of orifice ICo=orifice coefficient=0.62 g=gravity(32.2 ftisec2) • h=average hydraulic head= 6 inches below high flow I Q A = ICo -\./2g A= 0.29ft2 A=icr2 r= 0.30 ft. radius d=2r Id= 7.25 in. diameter,use ,-Vsj r 1 , 1 ISWALE1\SWALE 6/15/2004 3:01 PM NM NM M UN MI MN MN MI N OM 111111 M MI MI N UM EN M. MB STORMWATER CONVEYANCE CALCULATIONS Mr JOB: 402-023 PROJECT: SUMMIT RIDGE FILE: 40223-STM Design Storm: 25 YR Storm Duration: 24 HRS Precipitation: 4 IN Manning's "n" 0.013 INC. AREA % AREA CN AREA CN TIME Q PIPE SLOPE Qf Q/Qf Vf VNf ACTUAL LENGTH INC. HGL AREA TOTAL IMP. PERV. PER. IMP. IMP. (MIN) (CFS) SIZE V TIME SLOPE LINE (AC) (AC) (AC) (AC) (IN) (FT/FT) (CFS) (%) (FPS) (%) (FPS) (FT) (MIN) (%) MI-144-MH 43 0"30 030 100 0"00 86 0"30 98 10"00 0"28 12 0.0100 3.57 Lada 4.55 0.28 1.27 309.55 4.07 1.00 MH 43-MH 42 •0"35 0.65 100 0.00 86 0"65 98 14"07 0.57 12 0.0255 5.70 7.26 0.30 2.18 305.06 2.33 2"55 MI-142-MH 41 0.30 0.95 100 0"00 86 0.95 98 16.40 0.81 12 0.0700 9.45 1 e 12"03 0.29 3.44 500"00 2.42 7.00 MH 41 -MH 26 '0.30 1.25 100 0.00 86 1.25 98 18.82 1.03 12 0.0204 5.10 1 . 6.50 0.40 2.61 254"28 1.63 2.04 n MH 26-MEI 25 0.45 1"70 75 0.43 86 1.28 98 20.45 1.25 12 0"0265 5"82 �"e 7"40 0"41 3"07 227.41 1.23 2.65 M1-134-MI-125 0.15 " 0.12 75 0"03 86 0"09 98 10"00 0.10 12 0"0373 6.90 11111.1 8"78 0.22 1.89 129.14 1.14 3.73 M1-125-MI-124 0.93 2"78 75 0.70 86 2.09 98 20"45 2"04 12 0"0521 8.15 10.38 0"45 4"68 262.23 0"93 521 M1124-MH 23 0"72 3.50 75 0"88 86 2"63 98 2138 2.54 12 0"0743 9"74 He'd 12"40 0"46 5.71 252.18 0"74 7.43 MF133-MH 32 3"45 3"45 65 1.21 86 224 98 10"00 2"88` 12 0"0250 5.65 ..'10;',..,', 7.19 0"71 5.11 170.48 0"56 2"50 MEI 32-MFI 31 0.94 4.39 75 1"10 86 329 98 10"56 3"77 12 0.0592 8.69 1- 11"07 0"63 7.01 319"42 0.76 5.92 M1-140-MH 31 228 2"28 75 0"57 86 1.71 98 10"00 1.97 12 0"0649 9.10 afeW 11"59 0.42 4.83 162"85 0"56 6.49 M1-1 31 -MH 30 0.85 7.52 75 1.88 86 5.64 98 11.32 6.38 12 0.0784 10.00 1 12.74 0.84 10.67 193.70 0.30 7.84 t:. M1-1 39-MEI 38 439 4.39 65 1"54 86 2.85 98 10"00 3"67 12 0.0610 8.82 $, F 11"23 0.62 6"92 112"09 0.27 6.10 MI-I 38-MH 30 0.36 4.75 75 1.19 86 3.56 98 10.27 4.09 12 0.1495 13.814i F',rt 17.59 0.50 8.73 42.34 0.08 14.95 40223-stm.xis\CONVEYANCE 6/16/2004 7:47 AM s illIl M M SIN MI mu am um an am on am am ow am um am. 'IN MH 30-MH 29 1.28 13.55 75 3.39 86 10.16 98 11.32 11.50 15 0.0718 17.36 x'44, 14.14 0.86 12.20 205.43 0.28 7.18 MI129 M1123 0.75 14.30 75 3.58 86 10.73 98 11.60 12.08 15 0.0200 9.16 4,P 7.46 1.52 11.34 54.04 0.08 3,50 MH 23-MI-I 19 0.23 18.03 75 4.51 86 13.52 98 11.68 15.21 15 0.0438 13.56 '' t 11.05 1.32 14.61 128.00 0.15 5.50 MI-1 19-MH 18 014 18.17 75 4.54 86 13.63 98 11.82 15.30 15 0.0823 18.58 112448 15.14 1:02 15.49 145.17 0,16 8.23 MH 37-MI-I 18 0.84 0.84 75 0.21 86 0.63 98 10.00 0.73 12 0.0308 6.27 AJ 7.98 0.32 2.52 176.08 1.16 3.08 y 13.30 MI-I 18-MH 17 0.44 19.45 75 4.86 86 14.59 98 11.98 16.34 15 0.1330 23.62 Aydr,,,„ 19.25 0.89 17.16 159.84 0.16 6.89 MH 17-MH 16 0.72 20.17 75 5.04 86 15.13 98 12.13 16.90 15 0.0689 17.00 A4 a. 13.85 1.19 16.54 96.98 0.10 s `$k NH 21 -MH 20 1.45 1.45 75 0.36 86 1.09 98 10.00 1.25 12 0.0454 7.61 * ., 9.69 0.36 3.53 188.43 0.89 4.54 MI-1 20-MEI 16 0.38 1.83 75 0.46 86 1.37 98 10.89 1.56 12 0.0040 2.26 Ae1-,,t, 2.88 0.89 2.56 58.05 0.38 0.40 MH 16-MH 15 0.56 22.56 75 5.64 86 16.92 98 12.23 18.87 18 0.0729 28.44 'VC, 16.09 0.86 13.90 224.65 0.27 7.29 MI-I 15-MH 14 0.33 22.89 75 5.72 86 17.17 98 12.50 19.07 18 0.0485 23.19 iPit 13.13 1.02 13.42 57.10 0.07 4.85 MI-I 14-MH 12 0.44 23.33 75 5.83 86 17.50 98 12.57 19.41 18 0.0650 26.85 k n A 15.20 0.92 14.03 94.64 0.11 6.50 MH 13-M1-1 12 2.61 2.61 75 0.65 86 1.96 98 10.00 2.26 12 0.0050 2.53 P 3.22 1.09 3.52 114.40 0.54 0.50 flz MI-I 12-MH 11 0.18 26.12 75 6.53 86 19.59 98 13.11 21.55 18 0.1600 42.13 A1411 23.84 0.71 16.96 109.00 0.11 16.00 MH 11-M1I9 0.19 26.31 75 6.58 86 19.73 98 13.22 21.67 18 0.1600 42.13 1,,,1+ 23.84 0.71 17.03 109.00 0.11 16.00 MI-1 10-MH 9 3.09 3.09 75 0.77 86 2.32 98 10.00 2.67 12 0.0426 7.37 4-‘‘til= 9.39 0.56 5.28 106.82 0.34 4.26 a> MH 9-MEI 8 0.57 29.97 75 7.49 86 22.48 . 98 13.22 24.68 18 0.1018 33.60 r101 19.02 0.93 17.77 113.84 0.11 10.18 MI-I 8-MH 7 1.08 31.05 75 7.76 86 23.29 98 13.33 25.53 18 0.0604 25.88 e 14.65 1.19 17.38 202.75 0.19 6.04 MH 7-MH 3 0.24 31.29 75 7.82 86 23.47 98 13.52 25.65 18 0.0970 32.80 'It` 18.56 0.98 18.23 26.49 0.02 9.70 ;sa.4a� MI-I 28-MI-I 27 4.77 4.77 65 1.67 86 3.10 98 10.00 3.99 12 0.0841 10.36 QC 13.19 0.58 7.71 318.97 0.69 8.41 MH 27-MI-I 22 0.89 5.66 75 1.42 86 4.25 98 10.69 4.85 12 0.0113 3.80 4.83 1.48 7.14 130.00 0.30 1.75 MH 22-MI-I 6 0.79 6.45 75 1.61 86 4.84 98 10.99 5.50 12 0.1260 12.68 04 16.15 0.63 10.23 141.01) 0.23 12.60 MI-I 6-MH 5 0.97 7.42 75 1.86 86 5.57 98 11.22 6.30 12 0.0972 11.14 ((.4`4.0 14.18 0.77 10.86 333.73 0.51 9.72 MH 5-MH 4 1.46 8.88 75 2.22 86 6.66 98 11.73 7.49 12 0.0980 11.18 1 1 14.24 0.87 12.38 332.99 0.45 9.80 MII 4-MH 3 0.89 9.77 75 2.44 86 7.33 98 12.18 8.18 12 0.0804 10.13 V 12.90 1.01 12.99 214.95 0.28 8.04 40223-stm.xls\CONVEYANCE 6/16/2004 7:47 AM INN IIIIIII N N IIIIII N M M M M E M IIIIII M I I 1111111 a SIMI MI-I 3-MH 2 0.00 41.06 75 10.27 86 30.80 98 13.52 33.66 18 0.0654 26.93 '1 -P'.. 15.24 1.45 22.09 44.50 0.03 8.04 MH 2-MI-I 1 0.00 41.06 75 10.27 86 30.80 98 13.56 33.64 18 0.1270 37.53 a i 21.24 1.10 23.28 31.16 0.02 12.70 CB 4-MI-1 36 0.19 0.19 75 0.05 86 0.14 98 10.00 0.16 12 0.0100 3.57rP A. • 4.55 0.25 1.12 21.05 0.31 1.00 MH 36-CB 3 0.00 0.19 75 0.05 86 0.14 98 10.31 0.16 12 0.0100 3.57 pill 4.55 0.25 1.12 14.83 0.22 1.00 CB 3-MH 35 0.12 0.31 75 0.08 86 0.23 98 10,53 0.27 12 0.0875 10.57 ° 0.s 13.45 0.23 3.03 500.00 2.75 8.75 MH 35-CB 2 1.22 1.53 75 0.38 86 1.15 98 13.29 1.26 12 0.1143 12.08 ar 15.38 0.30 4.68 205.79 0.73 11.43 CB 2-CB 1 0.75 2.28 75 0.57 86 1.71 98 14.02 1.85 12 0.0100 3.57 �, 4.55 0.72 3.27 28.00 0.14 1.00 CB 1 -EW 1 0.15 2.43 75 0.61 86 1.82 98 14.16 1.97 12 0.1047 11.56 . ti• 14.72 0.37 5.45 110.84 0.34 10.47 40223-stm.xls\CONVEYANCE 6/16/2004 7:47 AM ALBERTA RIDER ELEMENTARY SCHOOL Tigard, OR 5.0 WATER QUALITY CALCULATIONS 1 1 1 1 t 1 F I I Alberta Rider Type IA 24-hr Rainfall=0.79" Prepared by Westlake Consultants, Inc. Page 1 HydroCAD® 7.00 s/n 002749 © 1986-2003 Applied Microcomputer Systems 10/21/2004 IReach 2R: (new Reach) I Inflow Area = 2.000 ac, Inflow Depth = 0.50" Inflow = --1, 0.30 cfs @ 7.93 hrs, Volume= 0.083 af Outflow = 0.29 cfs @ 8.16 hrs, Volume= 0.082 af, Atten=4%, Lag= 13.9 min IRouting by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Max. Velocity= 0.2 fps, Min. Travel Time= 9.0 min Avg. Velocity= 0.1 fps, Avg. Travel Time= 15.0 min IPeak Depth= 0.30' @ 8.01 hrs Capacity at bank full= 0.77 cfs I 3.00' x 0.50' deep channel, n= 0.240 Length= 125.0' Slope= 0.0100 '/' Side Slope Z-value=4.0 '/' Reach 2R: (new Reach) I Hydrograph 0.34 ,� Inflow I 0 30 cfs 0 Outflow 0.32 , 03 I 1' , , 'il O,tV, 0.29cf Inflow Area= .000c 0.28 Peak Depth-70.30' 0.26 0.24 tilal Max Vaf=O 2_.fps ._.. I 0.22 n=0.240 0.,8 0.16 - �- L=125.0' I 0.14 � c / ��11 012 ` =o.o100 , , ... I008 Capacity 0 77cfs 0.06' ;,fi ie "fes -_ 0.02 5 6 7= 8 9 10 11 12 13 14 15 16 17 18 19 20 I Time (hours) k.3..)CRV = (C3 31;0333°) - \13)5 12 i Q- F - 431.5 0, 30 ccs I