Loading...
28097 PE-1751B MIDILOME 3rd Addition 2001, July Stormwater Drainage Report - ~ i STORMWATER DRAIVAGE REPOkT and Rvadway Design RECEIVED MIDILO11E EAST 3rd AD.L)IT'~ON JUL 2 02001 ~~~MBMEEW, January 2001 Rev1sed May 18, 2001 OFFICiAL PJBLlC D{?CUMFNr : SPDKANE GgUNfd'Y E+lGINEER'S OFF10E Resub~~~~~~ ~ ORf GI ~V►4L July 17, ?'OQI ` PR[]JcGT #_.fii751 R 5llBM1irtAL # 12„ G§ . Frepat'ed byF RETURN TO C0UNT!i' ENGINEER Simpson Engineers, lnc. Noz th 909 Az-gonne Rvad Spokane, Washington 99212 The desxgfi imgrovements shown in this set of plans conform to the applicable editions of the SpQkarse Couzaty standards fQr road and sewer consfiucCion and 5pakane County guidelines , for stormwater management. All design deViations have been approved by the Spokane Caunty Engineer. T approve these glans for construchon TABLE OF CC)NTENTS 1. Drainage Sunnnary 11. * Typical Curb Inlet atnd 13riveway Cut CalculatiQns . (additionar calculatians with Basins) * Stvrrrzwater Draznage Calcukations for Midilome East 3rd Adtiition: Basins A through L. E. w , ~ - III. Attachmments: * Raadway Surfacing Design ~ * Sails Map and Tables * Midilome East Ist Add.; Darainage rnap and calcu]ations M7 * Midilome East 2nd Add.; Drainage map and calculations I R lYinjec[s 11283$111838-208 doc ~~s '7/1]'/ (y 3 ~ i Storinw~,tfiet' Draiiiage Iteport: Midi1piiie Easl 3rci Adclilion DRAINAGE 5U-M M ARY. Thes pi-caject is lacated saiitli crf 3211d Aveiiue and east vf Piiies Road. Ttie ~.~lat proposes 37 residential lots totaling appi-oxiiaiately 17 acres. The develapment is divided into twelve (12) basizzs; A iiYroLigh L. 5ee L7rainage Map for Midilai-ne Eask 3rd Ad'ditioTi. Eacii basiii is compased of twc~ subareas; 1) grass lawns and swaIes, and 2} iinpervious raafs, dr9ueways, and asplialt paWed sireets. Siormwater flovus overland across roofs, grass Iawns, and driveways and infi4 gz'ass swales behind the street clic-tas. Stormwater fronz asphalt streets flaws alavig the curb gtitters and into the grass swales throetgh di-iveway cunc cuts aitti crirb openings lacated at law paints in fihe curb prafi➢e. . As specift ed in the "Guidei1i1E5 for SLOII]1WaCer Ma1agenleIlfi", page 5-4, where a sloping swa1e is less than 1 00 feet long, and sfopes 1 U!Q or Iess, tt7e swale nlay be considered f1at. ]7n'veways alnng ttie road will abstruct tize swales, creating a senes of individuaf swales that are 1ess fihan ] QO feet lcrng and less than 1.0%, ancl 6inches deep between the driveways, Therefare, each swale will be considered as flat Stornawater virill fil] each svvale to a G ii1ch depth and tiien overflow acrass eacta driweway uiitia the water rcaches ihe inal swale and drywelP(s). The grass swales were calculated to hold the frst 112°' of rainfall nmoff over the asphalt street areas. F'igure 2, page 6-3, af the "Guidelines for Stcai-i-nwater Maiiagement", by Spokane Gounty Engineers, vvas used for rainfa2l intensity and duration occurring at a 10-year stoni1 Ereqiaency, . The Rational arid Sowstring Methods were used ta calctzlate the peak stormwater rianvff for each taasin, and the type and numtaer Qf drywelis needeci for eac~i basin based on the storage capacity of the swale In accardance with "Sael Surveys 5pokane GaunCy, Washington", 1968, the soals at the site are categvrized as: Gmg, Garrison very ,naVe➢1y loam,... similar to Garrison gravelly loam, except that the sLirface layer is very g-avel]y. SxS, 5gringdale grawelly sandy laani, deep,... sirnilar to SpringdaPe gravelly iflam, except that the depth tca gxavel and caarse saiad is mare than 36 inches. These types of soit are consi~ered acceptabre for drywe!l iiastallatign per 5ection 4-4. 1 of "Guidelines for Storniwafier Managemeiit". ~i Stormwater Drainage Report: Midilome East 3rd Addition CURB INLET AND DRNEWAY CUT CALCULATIONS: 1) For each basin, calculations have been made for the curb inlet located at a low point. Each curb inlet located at a low point is sized to accept the flow of stormwater from the contributing pavement subbasin. 2) In some cases, additional curb inlets are required on continuous grades. Runoff calculations have been made for the pavement area in these subbasins. 3) Driveway cuts on continuous grades will intercept the stormwater flow in each pavement subbasin prior to the curb inlet at the low pomt. A typical calculation has been made for a driveway cut for the pavement in subbasin A5, since this subbasin has the largest pavement area of any subbasin in the plat, it will have the largest peak flow of any subbasin. A driveway cut of 11.82 feet is required for this subbasin, but is less than the typical driveway cut of 24 feet. Since, the runoff will be less in all other pavement subbasins, driveway cuts for the other subbasins will be sufficiently wide (24 ft.) to intercept the stormwater in the corresponding subbasins. Drivewav Openiu, on Continuous Grade, Example: Subbasin AS a= 0 in. Flowline depression at opening y= 0.1 ft. Depth of flow in normal gutter Q= 0.26 cfs Design discharge Qa/La = 0.022 From Fig 16(a), page 6-39 "Spokane County Guidelines for Stormwater Management" L= Q/(Qa/La) = 0.26/0.022 = 11.82 ft. Driveway Opening; 24 ft. wide, 6 in. deep OKAY StQr3nwater Dz-ainac .,e Repart U. STORMVVATER DRA]NAGE CALCULATIC}NS: Basin A Area Tota1= 145,830 sg ft, - 3.3478 acre Pavernent = McDonald St = ita. 38+45.32 to 44+21,88 =(576.56')(18') = 10,i7$ sq. ft. aG4h AVe. = St3 9+54.35 t0 9+97.19 =(42 $4')(]$') = 771 sq. ft. (156.86'){18')= 823 sn ft 13,973 sq. ft. - 0.3208 acre Sidewalks = (576.56 +42 64 +12$.{2)(6.5) = 4,$62 sq. ft - 0 1116 acre {Drains toward swaIe} Dnveways = 6 driveways at (30.5')(24') = 4,392 sq. ft. - 0 1008 acre Raafs = 12 roofs at 2,0[}0 sq. ft.lhouse ='?4,000 sq. ft. - 0 55 10 acre hmpervicsus = 13,973 + 4,862 +4,392 + 24,000 = 47,227 sq ft. - 1,0842 acre Grass Lawns = I45,830 sg. ft- 47,227 sq. ft = 98,603 sq. ft. - 2.2636 acre StoraLxe R.epuired: a} "208" Storage Reqraired =(13,973 sq. ft. )(112"=12 in. per f}.) = 582 cu & b) Bowstring = 781 cu. ft. + 3 Double Sarrel I)rywell, Type B(3 0 cfs aut) StoraRe Pravided• Swales. @ 8„ 786 cu. ft. > 5$2 cu. ft. ~ @ G" 786 cu ft. > 781 cu. ft ~iII~IIJO~°[E EAS~' ~r~ AI)DIT10N DRAIhTAGE CALCULATiONS $f1STN PAVEliEN`X` AREA "20$" S7'QR-ACrE SWALE 5TORAGE REQUIlRED AVAILLABLE Ar (339')(18') = 6,102 sq ft. 254 cu. ft. {102'}(3.50 ft.2) = 357 cu. ft. I A2 (85')(18') = 1,530sq. ft. 64 cu ft. (61')(2-12 ff.') = 129 cu. ft. A-3 (85')(18') = 1,536 sq. ft. 64 cu ft (61')(2 12 ft.') = 129 cu. fi. A4 (44')(18') = 792 sq. ft. 33 cu ft. {61'}{2.12 ft. = 129 cu. ft A5 (223.2 8')(18') = 4,019 sq. ft. 167 cu. ft. (20')(2.12 ft 2) = 42 cu. ft. Total 13,973 sq. ft. 582 cu. ft.- 786 cu ft Starmw'ater F)rainage Repvrt TI. STDRMWt'~TER T?RAINAC.iE CALCULATIO-NTS: Sub-Basin A1 Curb C7nenim~ at Low Po1nt, Sta. 42+44.44, left, McI74nald Street h= S in. =0 67 ft TQtal height Qf Qpening H= 0.133 ft. Depth of water at entrailce Q=0.40 cfs Total peak rafie mf flaw Q = 3087(L)(H)312 far HTh c 1, 0.133I0.67 = Q 7 9$5 <1 L = Q - (3 087)(H)'/2 = 0 40 - (3.087)(0.133)3/2 = 7-1.67 ft. Canstruct Curb C3pening; 3 R. wide, 8 in, deep ~5 i DETENTi I[]fV BRSlN DESIGN RATIC]NAL FORMULA HYflROLOGY 8 BCSWSTRING METHOR DR,qIAlAGE BA51N AAIALYSiS for 10 YFAR STORM EVENT , ❑ate 1l24101 Prafect fVame. MidilQme EasS 3rs1 Rddittvn Joh Nv _ 12838 Rrclect Locaban N 112. 5 34, T 25 N., R 44 E WM Designer. i4 RAGMEJLK[N Drainage Basrn Name C3isk Dir P Ipap}ects19283$ltrnvv5tring tlrairtege Bastn'CJesenptinn flnsrts Fiiename 12838ME3acls °208a Poading Area Name swale Far Tamlinsvn Panding Area Lacation west s€da af Mcpanaid 5t Poirst oT Cancenirahon Low F't, 42+44 44, Lt SUBAFd£AS 71ME OF CC7NCEPlTRA71QEV (To), minutes Desenptlon Acres C A"C O+rerlend Flaw Channel FloW lfns@rvfaus "268" Rreas. Sear»ert A- L2 = 570 Asphalt Pavemerit 5.321 0 94 0.2$9 Ct = [1.1 5 Z1 ~ 45 Sidevaalks 0112 030 ❑.t 00 L1 (A) = 18 Z2 ~ 4_5 DrivewaYs 0.1 01 090 0091 N(W) = 0016 B= 2 Roofs 0551 0 90 0496 S(A) = D.02 n= 003 G cass Lawn 2 264 015 0340 Tc (A) = 0.23 s= 00102 f1!#7erAress S~ment 8 d ~ 0.459 L1(B) m 0 Fc (ch.) 424 N(B) = D Tc(A+B) = 023 S{B) = ❑ Tc tafal 500 ~ Tatal Basin Area, acres = 3348 7c (Et) trtensfij ~ 818 Campcrsite Runaff Coeffieierst = 039 Gamh3ned (Area * RunoRCaeffteisnt)° 1315 0 ;estimated @ dy = 418 cfs rme af Gnncerrtratren = 5.00 minutes °20$" QFiWiVAGE PRRAMETERS "2018° Pavement Area = 13973 scp ft PFME4 Df5CHAR6E, 10 YEAR 5T[7RM '208' Vvlume Prnvided = 786 cu ft at B` depth 53arm Stvrage Prtswdsd = 7$8 cu. ft at 8° depSh Q= C° f"+4 = 418 C F.S. $C7WSTRING CALCIJUITiONS in *z xs ~ 45 ft, F. 7 NEJMBER and TYPE of DRYWELLS RRC3YOSED Tims Ttme intensity Q deV V in V nut SYarage Incrmni. Incrmnt. t] 5ingle-Barrel {Spofcene C,nurityType A} (min ) {sEC.} (inlhr) [cis) (cu 8.) {eu R.} (Cu Q 3 Douhle-Barrei (5pokane Coutt T {#1."~) {A'C"#3) _ (QUkf,'#Z) {#5-~~`i} h~ Y~ B~ 9J .7~ ~(7 :~5 'i f5 k.'~3 1mi uuu utl 76T O1JfflOVV RTaVId@E1 3 C.f 5 5 3ov `s-TtE 4-T8 7'as o0 78t 10 600 224 295 2068 'lE30o 258 15 940 1 77 2 33 2333 2300 -367 24 1200 145 4.91 2483 3600 -1117 25 tsm 121 1.59 2554 45QA -9350 °2(k8°ITiEA7MENT VOl.,[JlNE 30 1800 104 1 37 26E12 5400 -2798 - 35 2100 091 1.2[] 2636 6300 •3664 Required G.p.A Ganding voluma 40 2400 082 1.p$ 2695 7200 -4501 Imperviaus "208" Area x 1!2" - 582 cu R 45 27414 4 74 097 2327 8100 M73 vvlume provided ai 6" depth = 786 eu ft 50 3000 0.68 069 2774 800[} -6226 OKI i I 55 3300 064 0 84 2864 9900 -7096 , i 60 3600 061 080 2970 10800 -7&30 BS 3900 0.60 0.79 3958 11704 -8542 70 4200 058 038 3282 12600 -9318 75 4504 056 6 74 3394 13500 -90910 STORM STORAGE V4LUiNE 80 4800 053 070 3417 14400 -109$3 ~ 85 s100 ❑ 52 ❑ 6$ 9558 15300 -19 742 Maximum starage requirel = 781 eu ft . ~ 90 5400 05U 066 3648 16200 -12582 volume pravided at 8' depfh ° 786 cu. ft. 95 5700 049 0.69 3339 17104 -93361 QK, 100 6000 048 0.63 3853 18Dfk7 -14147 ~ Slmpsan Engfneer's, lnc. 939 Narth,Arganrre Road, Spvkane, 1MAl 992f2 (SOS) 928-1322 RAriOrrAL FaRMULA HrDRoLaGr ❑RA€NAGE BASIN AfVRLYSIS Fnr 10 1+EAR STORM EVENT Date 9124101 Prujeet iVame Midilome East 3rd AdddaQn L7esign, kwrra Prvject Number 12838 oLskFiis PXprojecesill =18vabo,an+mi 2essrnF-3 As 5fte Locattorr- N 1f2, S 34, T. 25 N. R 44 E W M Basin Name "A3" Basin ❑esanption Mc4anald 5treet Pcsint of Cvncentrativn 5ta 42+44 44, Iefk 5tJBAREAS intensity-Cluration far ti]-year ^-~tarm EWent RescnptiQn Acres C ,q•C Time Time dnfensdy Incrmnt fncrmnt Pauement D 14f] 0 50 0126 (min } (sec ) (irs fir) (#l•so] 5[]0 3II[) i)0 318 5 300 318 10 60[] 224 15 900 177 20 120C7 1 45 25 750,7 121 30 1800 104 Tatal BasEn Area, acres = 0140 35 2100 0 91 Composte Runoff Coeflieient - 0900 40 24470 082 Gambined (Area' Runofi CoefFcfen't) = 0126 45 2700 0 74 50 3000 68 55 3300 [}54 ~0 3600 0.61 TIME OF CflNCEi+JTRATlON immuies) 65 39DB 060 70 4200 0 58 Tc (overfarrd Bvsv) 7'c (gutterflvw) 75 4500 0.56 , SO ~0] 053 Ct = ❑ 95 L2 = _ 177 85 5100 052 Z1 = 36 9[] 5400 0:50 ' Li {A} = 18 7-2 = 4157 95 5700 049 N(FI) = 0016 B= Q 100 6000 0 48 5(e4) = 0,0278 n = 0018 s = 0.007 , i Tc {A} = 021 tf = fl°I 33 La (B) = fl "Tc (gut•) 2 35 ' hd{B} = 0 7c(A+B) 021 ~ S4$] = o TC totai 500 ~ Intensify = 318 PEAK D15CHARGE, 10 YEAR STORM: Tc (B) _ 00 Holdmg 631 ' Q= C: * i` A= O.4tl C.F.S. - Q (estrmated @ d) = ❑ 40 c f s Tima of Cvncentratiun = 5 40 minutes I n, RATfQNAL FORNiUL4 HYpRQLC)Gy _ ORRIIVAGE BASIN ANALY5IS for 10 YEAR STpRM EVENT Date= 3/21l01 Praaect 1Vame Midilome Easf 3rd Addibvn Design krvm Prafect Number 92838 DskFiee P*qeclsr129MvaKjanan1 oli2s3aMEa,ds 5ite Lor.ation N 112, S 34, F 25 A! , R 44 E W Nf Basin IVame "A5" Basin pescnptivn 36th Ave and McDonald St Poin1 o4 Cvncenfration Sta 38}70, left SUBAREAS Intensily-Qurati on for 10-Year 5forrn Event Desenpfian Acres C A•C Time 7ime Intensiiy Incrmnf InCrmnt Paverrrent 0092 0 90 0083 4min 3 {sec } {in Ihr} I#1'60] 500 300 b0 318 5 300 318 10 600 224 95 900 1 77 20 1200 1 45 25 1500 1 21 30 1800 9 04 - Total $asin Area, acres = 0092 35 21G0 0.97 CamposiYe RunofF Coe#ficien1 = 0900 40 2400 82 Combined (Area ` Runoff Coefficien4) = 0083 45 2700 0.74 ` 56 3000 4 58 55 336{7 0 64 60 3600 0 61 TIAAE pF CONCENYRATION (mEnutes) 65 3300 0.60 70 420[} 0.58 Tc (ouer[and flow) Tc {gutter ffow} 75 4500 Q 55 ' 80 480{l 0.53 - Ct = 015 L2 ~ 223 85 5100 0.52 Z1 = 36 90 54[}0 0 50 , L1 (A) = 1$ Z2 = 0167 95 5700 049 N(A) _ 0.016 g= fl 10{] 6000 048 S(A) = 027$ n= 0016 s = 00135 Tc (A)= 0.21 d= 01 i • ~ Lt(B) = o Tc (9ut ~ 258 N[B] = 6 Tc(A+B) 0 21 • S(B) _ 0 Tc total 5 00 j Intensity 318 REAf( DfSCHARGE, 10 YEAR STORM: Te (B)= CJ 0 Holding 7,95 Q~C'I•,6,s 016 C.F.S. Q testimated @ d} _ 0 26 c f s ; Yime af Gancentrabon ~ 500 mmutes ' AS aEF'TH C7F FLC3W - y _ FEET Di 02 03 Qa ()5 06 Qs 10 2 3 4 5 B 7.9 .9 i 4 ~ . ' • ~ I I ~ ~ 1 10 ~~"`p i T I i f I-~ ~ ~ i t', t-1' T- I 1 ~ ~ a ~ L_L7 Q~ Lo ~ ~ ~ i ~,~<v • /f ~ I e ~ ~ ~ ~ dl v e ~ ~ ~I I I os L' L fI '.QS va .oz ~ I I f IT ' I j - - ~ 1 , ; I ~ ~ s i I t ~ F I I ~ o d~ I I I .o~ iD ' I I I ~ i 777-1 6 i I' ~ I , (a ) aCSCHARGE PEFt FC3dT OF LENGTH OF CURB OPENlNG ~_~--+-.~a i lNLETS WF~EN INTERCEPTING 1 ' ' ~ !ad°Io OF GUTTER FLOW 4 ° ~ 4- 0 (b) PARTIAL INTERCEPTIQIV ~ E I ~ RATID FC7R INLETS OF T i~ ~ LENGrtH LESS THAN La ~ - ~ ~ y I- ~I-.- } •.2 ~ i -~e~ ~t ti ~ -~•-t~~~.-t -f-_"~- i ~a,i"o ~ ~ ` 9~.-1.~~-•.~ k b ; aS 06 Os aD 2 3 a .y 6 1.0 LJLa CAPACITY QF CURB {7PENING iNLETS - ON CQNTINU[}US GRADE 6_39 FIGURE 16 Circular Channel Analysas & Design Solved with Manning's Equation Qpen Channel - iTniforrtt flow Wrrksheet Name : Midslome East 3rd Comment : Pipe frflm Conc.Inlet to Drywell Solve Far AcC.ual nepth Given Input Data: Diameter.......... 1.00 ft 51ope 0.0200 ft/ft Manning' s n....... 0.010 pischarge 1.00 cfs Computed kesults: Depth 0.2 5 ft Ve1. oci ty . . . . . . . . . . Flaw Area 0,17 sf Critical Depth.... 0.42 ft Critical Slope.... 0.0034 ft/ft Percent Full...... 25.41 % Full Capacity 6.55 cfs QMAX @.94D........ 7.05 Cfs ~-I Froude Number 2.45 (floea is Supercritical ) ~i Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 05708 MIDiLOME EAST 130RD AQDITiON ~~nu°rv, 2001 FwM1CCC 1948 ~ GflVisUrie L7lol4u1s; 114L Di" oP Cl C~ ~e C~lculG L I c7 nS ciVIL erucir%'EPs & L,vvD SURVEt-ORs h 9CtS ARG€71.tVZE Rt3P.CS SPOKs1M= Hh 99212 °H 938-1~~w I p PICAL SECTION. Ds: ;INAGe:. 5WALE AND DR1VEWAY rao i ro scAL" R'JW 6?5' f 6 25' 0 5' y~ -b' Qeo rf1. cu i" U6 . ~5%- +"nin cQ - 00 ` I ~ . aa i ~6;1 ~ ~ Cemerit Cancreiz~ A Sbi ---Nvrmol swale sloDe . t }k~C1 ~ ~,Or1CFeL2 Cufh, '--SW4fe BQei47m i . 1.3' RjW 7' Cross-SectRonal Area vi 5wofe - ~ 0 25' i 6 25' 5 5' ~ , ' ~ ' (1/2)(0 5')[2 ss') + (1/2)(0.5'){2 68'} ~ 1 34 sa ft ss~ 2 5a ~ 067 067 i i 5 q~+3~~ `Q ~6~1 ; • I I f YP}CAL SFC!lON: DRAiNAGE SVVALF1 2' WIDE i NOi 10 SCALE i ~ j' i ~ ~ 5, _ I ! 2 I 1` 1' . ?g' ~ t' + 6 5" deep, vurb cut ry44 s5: m,n } =r ~orr°ial sw~ln slo e , Gement Concret ~ --~J F Goncrete Curv and Sidewalk dr+veway 5wolz on'tLom 10' R/W 10' Cross-Sertionoi Area of 5wale - ~ 5 25 1 ?'P 5 ~5 ii'i 6 5' ~ (1/'2)(0 5')I2 25 3 (1/2)(0.5')(2 75') 4 (D 5')(2 0!) - 2 12 sq F[ ' 0 ~25 ~5~ D 56 C1 56 T C1{] z ~ 2 2Z 7 U "r~ k - ~D ~`1VlJf fI~N Janvary, 2D41 ' M9D[LO~y~E EASE l1 I r~ Foundptl 7848 i C rC] d~1 C~Qe + ~ C L~ f Qt IoCl s ~✓im~scm. -7 CIVIL EIVGiNEERS & LANR SURVEI'ORS N 904 ARGQNNc RC7RR I SPOKARIE, VYA 99212 PH 926-1322 ~ i T4'"P1GAL SLCTfON: DRAINAGE SWALE AND DRIV~I~t~Al' NC7T TC) SCALE ~ i R/W ~ 6 25, p ^5! ; I 1 ~ ❑ 5 ~ 0- ~~,,dAO curk~ cut 2 Qs~ G '"P' I ` .~51 mm I ~ ~1 sf • ~ , , - .-.i~ ~ :J 7 r ~ 2 I = ` L ` , ~.p ..ment l ,r. JoncreIC ~ r' rr ~')~1Jormol swaie slo~e Concreie Cur~ ~5wofe ~~rt:orr~ I I . i.a' Rlw ~ 625' , e25' 65' ~ Cr-L+ss-Sectional Area pf 5wole i - (1 /2)t0.5')(2 sa') + (3 /z)(o s')(z 6 8') _ 1 34 5q fit ~ s 7 000o 57 , o 67 5k I , TYPI CA--L SECTf QN: DRAINAGE SINALE 5.5 INIDE NOT `I G SCALE 13, R,rw 7 3 50'~~ 5 5' ~ 1 3 StJ'~65' ! 2 00: ~6" cieep, curb euT I • ~ 3 5_~nin . - 1 ° I ~ . . • 5 1 I I..] iGemenf Concrete [7riveway ~ Nvrmal swofe slape ~ Concre:e Curb ❑nd 53dewalk ~ Sw41e BOtiGm . i0R!rw iQ' Crp55-SeC[IpnC]l Aret] Of S+NqIE - f 350, 5 5` 5C! i7',i 6 S' I + ; sd ' 1 12);O 5'~ii s~') + (1/z)(o 5)(1 sa') + (a 5')(5 s') _ 3 sa sq Tt p 3r ~ 5❑ ` ~ 0,375 0375 ' _ _ . 4 3 f 3~ ~ S 2 75 O ~ Stoniivvater Drarnage Report 11. STORIVTWATER DRAINAGE CALCULATI4N5: Basin B Area TQta1= 49,000 sq. ft. - 1. 1249 acre Pavement = McDanald St =Sta 42+01 40 to 44+2 1 8 8 ={2? l' J( l8') - 3,978 sq ft. 35 `h Ave = Sta 0+15 to ]+SCY =(13`?')(18') = 2,376 sq. ft. , fillet - (70)(20) --(114)(rt)(2C1)2 - 86 sa ft. 6,440 sq ft. - 0.1478 acre Sidevvalks= (179' + 31' + 112')(6.5') = 2,096 sq+ ft. - 0.0481 acre (Drians tousard swale) ~ Dnveways = 2 drfveways at (30 5')(24') = 1,464 sq. ft - 0.6336 acre ~ Roofs = ? roofs at 2,000 sq. ft.lhause = 4,000 sq ft. - 0 0918 aGre Impervious = 6,440 + 2,095 + 1,464 + 4,000 = 14,fl0CJ sq. fC. - 0.3214 acre ' Grass L.awns = 49,000 sq. ft, -14,0430 sq+ ft. = 35,000 sq. ft. - 0.8035 acre - Storaee Reauired a} "248" Starage kequired = (6,440 sq. f't. f2"-1 2 in. per ft 26$ cu+ ft. b) Bowstrin; = 442 cu+ ft. + I Double $arre] D~}n~eil, Type B(1.0 cfs out) (~'or 50 year storm due to sanaao area af off site) , Stora,2e Provided. Swa1es: @ 6" 354 cu. ft. > 258 cu. ft. @ 8" 591 cu. ft. > 442 cu ft. ~ li Starrnwater Drainage Report T.T. STDRNWATER DRAINAGE CAI,CULATTONS: (continued) Sub-6asin B2 Curb E?nenin2 at Low ]'oint, Sta 42+44 44, fight, McDonald 5treet h= S in = 0.67 ft. Total heigh# ofopening H=0 086 ft Depth af water at entrance Q= 0 13 cfs Total peak rate af flvw Q 087{L}(H)"2 farHfh < 1, 0 08610.67 _ 0 1284 r I L=Q - (3.087)(FI)3'2 = Q 13 -(3.087)(Q 086)312 - 7 67 ft Constn.fct Curb Qpening, 3 ft wide, S in deep Sub-Basin B1 - Curb Dneniniz en Cantinuous Grade, Sta. 1+40, left, 35'hAvertue a=? in =0 17 ft F1awline depression at opening y={l 099 ft T)epth of flavv in normal gutter Q = 0 21 cfs Design discharge ~ Qa/La = C1.056 From Fig 16(a), Page 6-39 "Spokane Cvunty Guidelines for Stormwater Nlanagement" L= Q/(Qa1i-a) _0.2110.065 = 3 18 ft ' Construct Curb Opening; 4 ft wide, 8 in deep I MIDILoME EAs~ 3"d ADarTIaN - DRAINAGE CALCULATIONS BASIN PAVEMENT AREA 11208" STC3RAGE SWAI.,E STORAGE REQLTfRED AVAILABLE SI (20-r150){1 S'} = 3,060 131 ct~. ~t. (100')(2.I2 ft 2) _212 cu. a76'= - (20)(20) (,1/4)L' )(20) ~ ` ❑6 (1 0fl')(3..}4 ft. 2) = 334 Cl.l. ft. (f; 8" 3,146 B2 (106')(18')= 1,908 sq. ft. 79 cu. ft. (86')(1.34 ft. = 115 cu. ft. @(" {68'}(334 ft') = 209 cu- fi- ~JS„ B3 (77')(1$')= 1,3386sq. ft. 5$ cu, ft. I(20')(1 34 ft. ) =27 cu. ft. @6" (2v')(2 34 ft. 2) - ..48 cu. ft gr, , 354 cu. ft. @(" ;Total 6,440 sq. ft 268 cu. ft. 591 cu. ft. P,$" ; . 'i , ~ _ . Stormwater Draitza~e ReporE Q~ _ II. 5TORNIWATER DRAINA,GE CALCULATIONS: (continue Sub-Basin B2 Curb Qnen= at Low Point, Sta. 42+44.44, nglit, Mc Do ald Street h= 8 in. = 0.67 ft Total height af openang H= 0.086 ft. Depth of water at entr e Q=0 13 cfs Total peak rate of flo Q= 3.48'7(L)(H)30- far Hih <1, 0.086I4. = 0. T?84 ~1 L = Q - (3.087)(K)31ry = 0.13 - (3.0$7) .086}3f2 _ 1.67 ft. Construct Curb C7penxng, 3 ft. wide, in. deep Sub-Basin Sl Curh Gvenine an Gontinuous rade. Sta. 1+40, left, 35th Avenue - a= Z in. A0.17 ft Flawline depression at apemng • y=0.099 ft. ]7epth af flow in nornial gu{tter Q= 0.21 cfs Desip discharge ' QafLa = 0.066 From Fzg 16{a}, page 6-39 "Spnkane County Guidelines for Stornwater Management„ ~ L= C~1(QaILa) (~.21lQ 066 = 3.18 ft ,i C0n5t1"L1Ct rb Opening, 4 ft, wide, 8 in. deep I I RATiONAL FORNEULA HYDRQLC3GY ORAINAGE BASfN ANALYSIS far 10 YEAR STQF2M ERIENT Date 4111100 Project Name• MitfiEvme EasY 3rd Addqran Qessgn kwm Pro}ect Nurnber 12838 opsk Fiie aVmjecW 2saamhonaniflil 28ssME3x1s 5de Location N 1 f2, S. 34, T 25 IV , Fi 44 E W. RA 6asin Name "B? Basin l7escrrpbvn. McOaraki Street Panf of Catar.enteafiort Sta 42+44,44, nght ~~~AREAS Irrtsnsfty-Quratipn fvr 10-year Stnrm Event i?esanption Acres C A'G Ttme Time lrstertsrt}r Ircrmrrt kncrmnt. Pavement 4G44 090 ❑ 439 {min 3 {sec } (in Ihr) ~~+`60) 500 30003 31 R 5 300 318 10 600 2 24 . 1 s 900 7 77 Z{l 1 270 1.4 r 25 15Qo 121 ' 30 180} 104 Tcsta[ Basin Area, acres = 0044 35 211DU 091 Cvmpnsite Runo'Fk Coeffrcient = 0900 40 2400 0$2 Cor3t6ined (Area * RunofF Coefficient) = 4.039 45 2700 ❑ 74 I I 54 3000 t7 6B - 55 3300 ❑ 64 5D 36DCi 061 TIME OF GONCEAITRATIDN [mrnutes)' 65 3900 060 70 4200 0 58 Tc (ovsrlarrd itow) Tc (gutfer f14w) 75 4500 056 88 4800 0.53 Ct = 015 L2= 177 85 5100 0 52 Z4 = 36 90 54[]0 0.50 ; L1{A} = 18 22 µ 0367 95 570E3 0.49 N(A) = 0016 B= ❑ 100 6000 048 $(A) ° 00278 n= 4.016 s = 0Z07 , Tc (A)= 0 21 d= 0,(}86 _ L1(B) = p Tc {gut } 315 N(B) = D 7c(A+B) 021 S(B) = 0 Tc tQtal 5.017 Irrtensity = 318 PEAK DISCHARGE, 70 YEAR S'Ff7RM; _ TG (13) = 00 Hvlding 6 31 Q=C°F*A= 0.73 C.F.S Q (esEirnated @ d) = 019 G f.s, Tirrre af Conoentrabon = 5 00 minutas I I ~ az I' f7ETENTfON 8A5[N QESlGft! R,qTIOIJAL FQRM!!LA Fi'1'RQC3LOGY & BOWSTRING METFiC}[7 QRAItJAGE 3A51N ANALYSIS fflr °iO'YE4R STb#tM EVENT Daie 1i24101 Rrajact kUame Midilame East 3rd Addrdon Job No 12$38 Project Locabon- hl t12, S 34. T 25 N., R 44 E WM Designer YC MCNIULKIN Qrainage Basin Idarne W. pisk pir P tpresiectsli 28381bpwstting Drainage 9asin bescnpLon C7nsae ~ Fdenarne 128MME3 xIs °208°Pondmg Area Atame swaEe Far Tomlmsora Pandmg Area Lacabon east side af'McL7anald St. Roint of Cancentrahon Lssw Pt, 42+44 44, {tt SUBRRERS TllUIE OF CpNCEMTFtATIpN (7c). minutes ❑escnphnn Aeres C W'C Overland Flov Channel Flo+rv Jmaervrous 248'Rrees 5cum2rtfR• L2 ~ 177 ksphalY Pavement Q'[ d8 090 D,'S 33 Gt = 015 Z1 = 45 5idewalks O.048 090 0 D43 L1 (A) _ ❑ c2 = 4.5 ❑rrveways ❑ 034 090 030 h!(fl) = 04 B= 2 Roofs 0092 0.90 4.083 S(A) = ❑D7 n= ❑.Q3 Grass Lawn Q 804 015 D'S 21 Tc [Ab = GDO s= 0007 d = 0281 Qther Areas• gEpnmngB L1(B} = 0 TE {ch ] 2.[]8 , N(B) = 0 TC(A+B) = D.EIp S(B) = Q Tc tafial 5.00 Total Basin Area, scres 1 125 3c (B) = 0.0 Intertsity - 118 = Compasite Runoff Cccefficient = 436 Combtned (Area " Runaff Coefficient) = 0410 Q (esfrmated @ d) ~ 130 c.f s. "Fima of Concertrabon = 500 minufies °208° dRAiNAGE PARAMETF-RS _ °208" PaVement Rrea m 6440 sq ft PEAft I3lSCHARQE. 3G YEAR 5TORM "208" Vvlurne Pravidsd = 354 eu R ai 5' depth ' Starm Storage F'rauideei = 354 cu ft. aY 8' depth Q= C° I' A= 1.30 C.F.S eOWSTRING CALCULATIO~ES , 1 A 94 95 96 NUIUIBER and'Tl'PE ot ❑F2YWELLS PEtC]POSE[7 , Time 'fima 4rrtensity q dea V in V pu[ $torage lncrrnn't. inermrtt. Q Single-Barre! (spokane County Fype A) (min ) {s-] {'srtlhr} {cfis) {cu ft.} (cu ft.) (cu €t ) 1 bouttie-Barre1 (5pottane Courdy Type 8) W`BQ (A'C`#3) (ouff '#2) ["6] 6"OG p 378 tm 5z4 3udb 724 OuTRow Rravndsd. 9 c.f s 5 300 31,13 7 30 524 300 224 , i 10 6f10 2.24 0.92 644 OD6 44 - 15 9m 177 073 727 900 -913 20 1200 1.45 0.59 773 1200 -427 ,25 1500 1 _21 0.50 754 15M -706 "208"7ftEATMEMT VC}LUME 30 BI3t1 1.04 043 810 1800 -990 - - i 35 2100 D.91 037 821 2100 -1279 Requved G P.A pondang valume - 40 2400 0.82 034 841 2400 -1559 Impe Ama x 1!Y = • 45 2T~ (S 74 0.30 ~}9 27[)[] -1851 '~Y 30U 0.68 0 20 8&4 30OU -2136 ' 55 3300 0 64 0.25 892 3300 -2408 ; 60 3600 061 025 925 360D -2675 _ 65 3900 060 0 25 884 3900 -2916 70 4200 058 024 1622 4200 -3178 _ 75 4500 056 623 1055 4500 -34444 STORNi S70RAGE VpLlJME 80 4800 D 53 022 1064 4806 -3735 ~ 85 5100 052 021 110B 5100 -3992 ~Ila~mum - cu R` ' 90 5400 0 5d 0.20 1127 5400 -4273 MSSVNMHMP. 95 5704 0-09 [3 20 1965 5700 -4535 pKI 100 6000 048 0_20 1200 6=1 -4800 i I - Sirnpson Englneens, fne. 9M Nvrlh Argonne hcad, Spaksne, •WA 99212 (509) 92('r9322 I I ' ~5~ a ~ RnriaNAL FORMuLa HvaRaLoGr & sowsrRiNG cRLcuuariows ❑RAIf+lAGE BASIM RNALY5IS 8 DESlGM1! fpr 50 YiEAFt 5i"pFtfvf EWEI+lT Sfmpspn Englneers, fnc Nerth 809 Arganne Road, Sppkarse WA 99212 ❑ale 05/17161 Pro7ect Name Midialme 3rd Qesign Chuck Simpspn Pm)ect Numher• 12838 o,sk FPe p 12500- ti3ua0uWi2a1&n~~h Srta Location Midilome 3rd Spokane, WR Basin Nam2 Basin B Basin Descnpbvn Mc 6onald & 35th G P A niame SWALE 61 G P A LocaUVn North side 35ih Poin[ at Cancenfrabon North cur6 $L1BA¢ZEAS TIME QF C01VCEhfTRATIflN (mrrsute5) C]escnption Acres C A'C Asphalt Pavement 0148 090 0133 Tc (overland ffow) Te (gufter Row) Bwfdmg Roat 0092 ❑ 90 0083 Ct ~ 6 95 L2 = 177 Canerete Walks & Pads 0048 0 75 4 036 z1 ~ 45 PernQUSAreas 0 804 015 0 721 L1[A] _ ❑ Z2 = 45 Elnveways 0034 0 90 0037 N[A] = 04 6 T 2 S(A) = 0 01 n= 003 Tvtal Basin Area, aCres = 1 125 s= ❑ p0i Campvsite Runoff Cpeffiraent = 0358 TC(A)= 000 d= 0 34 Comhined (Area " Runpff C6effiGent) _ ❑ 4fl3 L7(B) _ 0 7C (gut.) 1 83 h!(B) = 0 Tc(A+B) 000 S(B) = d 7G iotal 500 - "208' pR,41NRGE PARRMETERS 9ntensity 4 58 ~ Tc (B) = 00 N[5lding 308 Imperviaus "208" Rrea = 5440 5q ft "208' Volume Generated = 354 eu f t Q [estimated @ d) = 183 c f s Trme flf Concen}rabon = 5 00 mmuies °209' G P RDATA for pROPOSED SWAL£ B7 PEAK RISCH/aFtG~, 5d YEAR STORM. _ Trealmenl Voiuine Provided 354 cu (i , Q=C'I'A= 1 7.85 CFS•' - SQWSTFtING CALCIJLATIDNS NlJMBER and TYPE of DRYVJELLS PRQPpSEO #1 #2 #3 04 #5 #S #7 Time Yime Intenst{y Q dav V in V ou! 5torage fl Single-@arrel [Spokane Caunty Type Rj - PncrmnS frsc.rmnt_ 1 f]ouple-Barrel (Sppkans CountyType B} (min ) (sec ) (in drtr) (cfs) (eu st ) {cu ft.) (eu ft ) p+'sa] EA'C"V3] (ow •e21 0s45) Outflow Proaided 5 c f s 500 30000 4 58 1 85 742 30000 442 5 300 4 58 1 8S 742 300 442 10 800 320 1 29 906 600 306 15 990 247 7 QO 898 900 98 "208" TREATrt+fENF VQLUME , 20 7200 198 080 1039 7200 -767 ' 25 15[]0 1 87 067 1079 1590 -424 Required G P A. pandmg vglume _ 30 7860 5 46 0 58 1120 1800 -eBfl Imperviou5 '208° Area x 112 = 258 Cu ft 35 27410 7 30 052 1154 2100 -946 40 24pp 118 0 48 1190 2400 -121 D O'(E i 45 2700 1 07 043 1209 2700 -7491 50 3000 7 44 040 1251 3606 -1748 - 55 3300 0 92 037 1262 3300 -2038 SF{7f2M STrJRRGE VDLUME - 60 3800 087 0 35 1299 3660 -2301 - 85 3900 082 038 1323 3900 -2577 Mawmum storage required = 442 cu ft 70 4200 080 032 1383 azaa -2812 75 4500 0 77 0 31 1429 4500 -3(571 DKl Si] 4800 075 0 3[} 1482 4800 -3318 85 5100 072 p 29 1570 5700 -3590 - 30 5400 070 628 1553 5404 -3847 []RYWELL REQUIREMENTS i~ 95 5700 ❑ 6$ U 27 1591 5700 -0109 100 6000 087 Q 27 1848 6000 -4352 p Single {fypa A} 1 poLble (Fype B) Simpsan Engineers, Inc. 909 Narth Argpnne F2oad, Spokane, WR 39212 Phane (509) 92&9322 Fasr• (5a9)92G•1323 a~m e RATdC7NAL F0Rl47ULR NYDROLOGY ❑RAINAGE BASfhJ ANAL.Y51S far 40 YE4R SfiC]RNi EVENT ;Date 41191[9U Proaect Name• Midifome East 3rd Addifivn aesign kwm Prajed IUumber 12838 D,s~ P'O,oleMn2aMVehananI€n12saaME3)ds 5iie Laca#ian N 112, 5 34, T25 h3 . R 44 E. VV M Basrn Name "B4" Basin Qescnption 35th Avenue Prnn# af Cgnaentraficarr Sta 1 +40 Sk16AFiEAS Intensity-i7uration ior iD-year 5tarcn EvenF Descdption Acres C A'C 3'ime Time Intensity incrmrst Incrmrst Pavemerit 0072 0 90 0065 {min } (sec ) Cin.lhr) M•SO] 5 00 30p 00 318 5 300 3.18 10 600 2.24 15 9m 1.77 20 12{]0 1.45 ^t5 1500 1 21 30 1800 1.04 Tafal Basin Area, acres = 072 35 2100 0.91 Campasi#e Runoff CDfficient = 03(]0 40 2400 082 Combined (Area ` Runoff Coeffictent) = O.Et65 45 2700 0 74 50 3€0fl 0.68 55 33f70 ❑ E4 . 60 3600 ❑ fi1 TiME OF GDNCENTRATIDN (minutes) 65 39M 0.60 70 4200 0.58 rG (overfand Baw) Te (gutter flow) 75 4500 056 $0 4800 053 Ct = 015 L2 = 143 85 5440 052 , Z1 = 36 9(} 5400 0 50 L1(A) - 18 Z2= 0167 95 5700 049 N(A) = 0(]16 B= 0 100 6000 0.48 S(A) = 00278 n = 0.416 0,t1097 _ Tc (A) _ 0.21 d = 0099 - ti (B) = 0 Tc (gui ) 1 97 i N(B) = CI 7c{A+B} - ❑ 21 _ S(B) = fl 7c total 5.00 1nters4ty = 318 PEAK Df9CHARGE, 10 1fEAR STORM: Tc (B) = 00 tdo9dEng 509 ~ Q` C*i° A= 0.21 C.F.S. ❑(esfimated @ d) = 021 c f s - Time crf Concenfratirsn ~ 500 tninuEes ai ~ ri oqq - oEPrH oF FLaw-- y - FEer oi 02 03 04 .05 05 08 !10 2 3 a 5 g 7 8 910 '`7^1 i ti+J i 3 0 - ~ . 1/4 , ~ ! I . fi -s 4--- 4' 1- .S T-t -7F 11 7- ~ T-t-L I~IG Q0 ~ ~ J ~ 1 1 L° ~ ~ ~ I I I f~ ~I I, I I I F I Tl~ orb .aa ! ' f '~~,L i ~I ~.I•P .04 ~ .03 , 01 ~ ' (a) [}ISCHARGE PER FOQT ❑F LENGTH t3F CUR6 4FENING .~---~--~---+a -~i~ --r iNLETS WHEN iNTERCEPTING 5 100°lo QF GUTTER FLDW .a , H Q I y ^ (b) PARTIAL lNTERCEPTiON f~ 4a RATI~D FOR lNLETS OF - LENiaTH LESS THAN Lfl j / ~ I ~ I I i y ~ ~ I _ ,r~ti~ji r 0 03 Z6 .Qa .iv .2 .3 .4 .s .6 .B 1.0 L/La CAFACITY OF CURB QP£NiNG fhILETS - QN CONYINU4US GRADE 6_39 EiGuRE is ~ MRDILQNIE EAST 3PD ADaITfON Jonu°r", 2001 F-0" ,a46 - 69 zm~rsc~r ~'ng~.a~e V rs, 1= ' DI`aI ~l ~7 C~ e C~1lCU loi ! Cl ~15 a~L Era~~NEERs & LANp sURrrraRs h 909 RRGflNNE RD,kL) Sppl[AH'f- WA 99712 PH 92E-i3? TYPICAP SECTION. DRAlNAGE 5WALE AND DRIVEWAY NOT 70 SCALE r/W ~ t , 6 2 5' s zs' ~ 5 5` _ f -aa-. flaeP, curn cu; , ~ Cem6nt Coneref p 4 ~a~~ ~ ~c~rmal swole slape Concrete i,urb \-5wole Ba'ttom ' 13' RJw 7' Cf055-SECuOi101 Rrea 0f SWCYlB j B 2$' ~ 6 25' a5` &Sm 2ss(1 f2}(0 5~)(2 68') (7/2)(0.5')(2 6£~') = 1 34 sq ft 067 067 s q7"36) p tis y S ~I TYF ECAL SECTIaN: DRAINAGE SWALE 2' WIDE hJOT iO sCALE I 1 3' R /w 7, 18, ~ 5 25' I 1' 1' S 25' ~ 6 5' a _W 1" fi" deep, curb cut _ ~ i, 2 0~ : f ~ . 5 o mTn t01 - . • ~ - - , , ~ ^ ' ~ . " i 0 Lu ~1 ' CP ..r Normal swalp sfope Concrete Curb ond S,dawalk ,~ent C~~,~cret.. Drfveway . - 5wale Bot'Lom - RIW 10' Cross-Sect,onal Area af Swale _ J s 25 , 2'1 s _~5 il'i s S' ~ r~121)(0 5')(2 25) } (1 /z)(o 5°){7 ?5°} + (e 5')(2 o') ~ 2 12 5q ft ? ~i 2 zs~ 7 ~]C~ 'V~i D i L IVf LL 1~S 1~- 3 aR D .`11D I T 10 Ilf Je;rucr~~, ~{~~~i Fcvnaec iS+~ ❑ r{] mio)Qi, CEN! G.VGIh ="FZ5 & LkMD SURbr` 0.1ZS " N 605 RRGON4= ROyD SPOtiAK, Wn 34-'71^_ Pr; TYPlt~ ~,L SE~~ TI~?~~: i~P ."\i~lr-,4 ~'0/1^:'LLE ANi ~ DRE~~EW,; I hlOT TO 5C,~~LE- r; w W ~ - 6 25' 65' f ! , ~'-0e_e^, curb cu' ao% mm ~ 1 ' - ~ ~ • , ~ x I '?;~a Ce~~°n~ . Con~~rateJ~ 'Narrr:al swale slope ~ a ,1 - C~r~c~ ei.. Curc \-5wale 6o[_om 13, ~/W 7 ~ ~ Cross-Seczivncl Area ol Swa[e 1 6 25' ~ s?5' _ f,'~ c s' ~....^~sm 213$i._ (112}(0 5)(2.68') + (1/2)(0 5')(2 68') _ 1 :54 Sq ,t a~ 067 057 7 es a - I TYPlCAL SFC! iON DPAINAGLE-E SWALE 5.5 WlDE ~NOi Eo sc,~Lr- Z)jw ~ 7' , 1,, I 3 50'r1.., 5 5' 3 50'- 1 s 5 deep. ~:urb cu: 00: ~ z oll ; I C?ment Concrdt=.--' ~,s --Norrnai swalz slapz Concrei° Curb and Sidewalk [?riveway \--!zwol= 5oktam 10' R/w CrcEs-5cciionol Area oa 5wolr- 5GC, 5' J (1% 'l 50"1 (1 /~~)(t] 5`). ll yC+') (0 5' ~5 _ 5[1 °+~L sq ~t ~ _ ..a.~..~.1 0373 0375 ? 75 i Stonnwater x]rainage Report H STORMWATER DRA]NAGE CALCULATTONS: i Basin C ~ Area Tota1= 45,874 sq. ft. - 1.(]531 acre ' Pavement = 35`b Ave. _ Sta. 0+IS to 1f50 = (132')(1 S') = 2,376 sq ft. fillei = (20)(20) (1i4)(n){20}' = 86 sq. ft. Mcl7viiald St =Sta. 3 8+45.32 to 42+01.40 _(356')(18') -6,409 sq. ft. 35th Ave. = Sta. 9+54.35 to 4+97 19 =(42-84')(18*) = 771 sq. ft. (156.86')(18') = 2.823 sa. ft. 12,465 sq. ft. 0.2862 acre 5rdewalks= (112 + 31.4' + 318.19' +42.84 # 1 a6.$5)(6.5') = 4,298 sq ft. - 0.0987 acre (Drains toward swale) Dnveways = 8 driveu=ays at (30.5')(24') = 5,856 sq. ft- [1.1344 acre Rvvfs a 0 raofs at 2,000 sq ft.lhouse = 0 sq. ft. , Tmpervious = 12,465 + 5,856 + 4,298 =22,619 sq. ft - 0.5193 acre ' Crxass Lawns = 45,874 sg 1ft. - 22,619 sq, ft. = 23,255 sq ft. - 0.5339 acre - Storaee Reouired: ; a} "208" Storage Required =(12,465 sq. ft )(112':--12 in. per ft.) = 519 cu. ft. b} Bvwstnng = 6$0 cu. ft. +I Dvuble Barrel Drywe11, Type B (1.0 cfs out) (Far 50 year storm due to sma➢l area off sifie) Stara~e Provided: Swales. @&' 530 cu ft. > 519 cu. ft. @8" 943 cu. ft. > 680 cu ft. 5tormwater Drainage Repart II. ST(]RMWATER I3RAINAGE CALGLTLATIONS: (cantanued) Suh-Basin CI Curb Qnenzn2 on Continuaus Grade, Sta, 1+40, right, 35t'' Avenue a= 2 in =0.17 ft. Flowline depressiaza at opening i y= 0 103 ft. Depth af flova in zaormal gutter - Q = 0.26 cfs Tesign discharge ; Qa1La = 0.07 Fz-om Fag 16(a), page 6-39 "Spokane County Guidelines afor _f 5tormwater Managernent" L= QI(Qa1La) ~ 0.2610.07 = 3.71 ft. ~j - Construct Curb Clpening, 4ft. w2de, 8 in. deep ~i MIDTLC}1VIE EAST 3r6 ADT?TT1DN I]RAIlVAGE CALGULATTC7NS BAS]N PAVEMENT AREA "20$" STORAGE SWALE ST[)R-AGE REQUII~-ED AVAILALLE ci (64+150)(18°) _3,852 164 Gu. ft, (100°)(2.i? fc. Z) -217 cu. ft @6„ (LU)(LV) - (114)(7r)(20)2 = 86 (100')(3.34 ft.') = 33 )4 cu. ft @Ct'y 19J 9 C`i (80'){1 8'} = 1,440 sq. ft. 60 Gu. ft {68'}(1.34 ft. 2) = 91 cu. ft. @G„ (68')(2.43 ft =I65 cu ft @8„ , C3 (80'){18') = 1,440 sq. ft 60 cu. ft. (56')(1.34 ft = 35 cu ft. c'~i~,6„ (56')(2.43 ft. = 136 cu, ft. @g" C4 {$4'}(18') = 1,440 sq ft. 64 cu. ft. (56')(1.34 ft. 2) = 75 cu. ft. @5„ (56')(2.43 ft 3) _136 cu. ft. (a&= G5 (39'){18'} = 702sq. ft. 29 cu, ft. {56'}(1.34 ft. 2) = 75 cu. ft. @6'> - {56'}(2.43 #t. Z) = 136 cu ft. (a-),g„ C6 (52.29')(18') = 941 sq. ft. 39 cu ft (X 5')(1.34 ft. 2) = 20 cu. ft. @6" (1C7 (52.29')(1 8') = 941 sq. f~. 39 cu. ft. 5"}(2.43 f~. _~0 ~u ♦ ft cg (s a.29')( i 8') = 1,031 Sq. ft. 43 Cu ft. _ 0 cu. ft. C9 (3284')(18') = 592sq. #t. 25 cu. ft. = 0 cu. ft ' 530 cu. ft. @6" Total 12,465 sq. ft. 519 cu ft. 943 cu, ft~?g" i ~ ' Q£TEh1TION BASIIV DESlGN RATICfVAL FORMULA f-[YL3PC3LC]GY &BpWSTRING ME7HOC3 17RPJNAGE BASIN AhlPsLY515 for 10 YEP,R STfJRM EVENT Data 1124101 Praject Name iNidiRame East3rd Addition Joh No 1283$ PrajecY Location N 112, 5 34, i 25 N, R 44E W M Destgner K MCUIIJLKIN Drainage Basin Name '.C" DiSk Dir ? 1projects1128381bmvs6nng i]rainage Basin DeStnptran [7nsde Filename 12$38ME3xls "208" Pond3ng Area Name swale Far Tomlinsan Pondmg Area Locatian sauth side af 35th Avenue Point o4 Concefltration Sta 1+40, nghf, 35th Ave SL]BARE,45 i"Ih+rG OF C7NCEN7RATEON CFeI, minutes DescnpSsQn Acres C R'C Overland Firnn1 Channel Flow lmoervrotts "208"Areas SsomenE A = 694 wsPhalt Pavement 0286 090 0256 Ct = 015 Z1 - 54 S{dewaflcs 0099 090 co89 L1 (A) = d 7-2 = 54 Dnveways 0134 4 90 0 121 fV{A) = ❑ 4 B= a Raafs 0000 090 0000 S{R} = 001 n= 003 Grass Lavm 0 534 015 ❑ fl80 Fc {A} _ 000 s 9 00105 d = 0410 QtherRreas Seqment S- Ll {8p = a Tc (eh ) 6 59 N(B) = 4 Tc(A+$) = 000 S(B) _ 0 Tc tata{ 6 59 Te (B) = 00 Intenssay = 288 7ota3 Basin Area, act'es = 1 053 Campasle RunoffCaeffictent= 052 Cmmhrned (qraa " Runo€f CQeffitient)= ❑ S43 ❑(estima#ed Qd) v 158 c.Ts Time af Corsceritration ~ 6 59 resinutes °208" DP,R(AWGE PARAMETERS "2087 PavementArea = 12465 sq ft P£Ai{ DISCHARGE, 10 YFAR STC]RM "2018° Iloiume Provided = 530 cu ft at 6" dapth , Storm Storage F'rovided = 530 cu ft at 8" dapth Q= G` I" A= 1.6$ G.F.S BC31flt5TR1NG CALCUL,4MON5 -41 701 43 #4 w-6 #7 NUfulSER andTYPFaF I]RYWELE.SPROPC15Ei7 Trrcte Ttrne I17Y8f153f]I Q dev V en V out Storage . Incrmnt Incrmnt Q Single-Sarref (Spakane Caunty Type A) (min ) {Sac ) (inJhr} {cfsl {cu fL} (cu fk) {cu ft} I aaubE~Barrel (5polane Countp Type B) [91"80) +'A'C1#31 (outf `#2} (954f6) --bt)9 3~4 C-$tl 1 56 $:ifi 3~ 64 aIF 17uiffRW °fovid2d 1 c.{ S `,r 3{]L] 31ti 1 i4 7£1C7 311U tiClf; 10 500 224 7 23 901 600 301 i5 900 177 0 97 1002 900 102 20 9200 1 45 079 1059 1200 -141 z~ 1500 1.21 asa 1083 1500 -~~7 "208" TREA7MEN7 VC7LUMF so 1e00 104 057 lial 1800 -699 ~ 35 2100 4 81 050 9113 2100 -987 Required G F A ponding volume - 40 24QC} 0 62 0 45 1438 24100 -1262 Imperviaus "248° Area x 1I2" = 519 cu ft 45 2700 074 041 1148 2700 -1552 voiume prtivided at fi" depth = 530 cu tt. , SD 3000 068 037 1167 31700 -1833 4KI 55 330(} 0 64 035 1203 3300 -2097 60 360D 061 033 1247 3600 -2353 65 390(] 060 033 1325 39{]0 -2575 70 4260 058 032 1378 4200 -2824 75 4500 056 031 1421 4500 3079 STC]RM STC3RAGE 1fC3LLlME $0 4613[] 0,53 029 1432 4840 -3368 85 5100 052 0.28 1490 5100 -351 0 Mawmum storage required ~ 460 eu f. 90 5460 0 50 127 1515 5400 -3885 vaEume prowded at 8" depth = . 530 cu R_ 95 5700 049 027 1565 5740 -4135 OKI 100 saQa 048 025 1612 8Q4q _33a8 I 5impsan Engineer's, lnc 909 No+7h Arganne F2nad, SRakane, W.4 99272 (549) 9264322 ' , ~ RRTI(]NAL FQCdMULA HYDRDLOGY & 6pW5TRING CALCIJLAYICINS pRRfiUAGE 6ASfN AIVALY515 & ❑ESIGhB fnr 5a YEAR S7ORM EVENT 5imp5arr Engineers, lne. hlorth 909 Argonne Road, Spokane WA 99212 Qale 45117105 Project Name Midiolme 3rd ❑esign Chuck Simpsqn Pra)ert Number 12838 oisk Fiie P 1250o-sanMRsa»2eaame3 xis Si[e Lorafipn Mrdrlorne 3rd Spokane, WA 8asin IVame Basifl C 6asin Crescnptron Mc Dflnald & 35th G P A Name SWALE 01 G P R Lacatipn 8auth 5ide 351h Point of Coneentration Soutl'i eurb SUB,4RE,la$ FIME OF CC]NGENTFt4TIQN [mrnutes] Descrrptrun Aaes G A'C Tc (overland ()aw) Tc (gutter Row) Asphalt Pavement 0 386 090 0347 Budding RoDT 0 000 0 90 0000 Ct = 015 L2 = 690 C.aneaete YVa9ks 8 Pads d 099 0 75 v❑ 074 Z1 = 54 Per++rpus Rreas 0 534 015 0080 Lt (A) _ 0 7-2 = 54 Dnveways 0 134 090 0031 N{R) = ❑ 4 B= p 5(A] = 001 n= 003 TQIaI BBSin Area, ac,res = 7 053 s= 00105 Composife Ftunoff Coefficient = 0606 Tc (A) = 000 d= 047 Combmed [Area ' RvnafE CoeKcient] = 0532 u(6) = 0 Te [9Lrt l 602 N(S) = 0 Tc(A+B) 000 5(8) = Q Fe total 602 °208°pRAIWAGE PARRMETERS Intensity 430 'fc (B) = 00 Hofding 2458 I fmpervrous °208" Rrea - 12,455 sq ft "2418" Volume Generated = 530 cu ft 4(esbmated @ d) = 2 28 c 15 Tame of Conce ntrati on = 6 02 minutas i ~ '268' G F A(7RTA for PF:[7Pp5Ep SWALE C1 REAK Q25CHARGE. 56 YEAR 5TORM: Tre2irrEent Valume Prowded @ 6' = 530 ev ft ~Q=C`I'A= M 2.29 CFS ~ I I BOWSTRING CALCUL9,TIONS MUMBER and TYPE of 17RY4WELL5 PROPOSED 41 #2 #3 t14 #5 #6 #7 Time 7ime Intensity Q dev U m V aut S[arage 0 Single-Barral (Spokane CountyType A) ' Inramnt. Incrmnt . i C7putlfe-Barral (Spokane Counfy Type B) ;mm ) (see ) (in Fhr) [cfs] (cu ft) [cu ft ) (cu ft ) sx1'601 (.a•C-aa) ;oun ,uz> (cesns) Outflaw Pravided l c F s $ D2 381 1 S 4 30 2 29 1168 381 19 746 5 300 9 58 2 44 880 300 880 -16 9170 3 20 1 70 1231 600 631 15 900 2 43 1 31 1345 900 445 "208" TREATMEMT IAflLUME - 20 1200 1 98 1 05 1394 9240 194 25 7500 7 67 4 89 1443 1500 -57 Required G P A ponding vQlume 30 1800 146 078 1494 1806 -308 Impervious "208° Rrea x 912" = 513 cu 35 2100 3 30 069 1538 2100 -552 uvlume prpvided at fi' depiFi = 536 cu k 40 2400 118 063 9585 2400 -815 OK9 45 2700 707 057 1908 FiDO -7092 50 3000 1 UO 053 1882 3000 -7338 55 330[] 0 92 049 1876 3300 -1624 STpRM STOFL4GE VC]LUME 90 3600 0 87 0 48 1724 3600 -1876 ` _ 85 3900 ❑ 82 044 7758 3900 -2144 ftlaximum St9rage requtred = $0 ~u R r i 70 4200 080 7: 3 7841 4200 -2355 voluma pmwded at 8" depth = 84~" i75 4500 0 77 041 1895 4500 -2505 OIC! - 80 4800 075 0 40 1965 4800 -2835 85 5100 , 072 038 2602 5100 -3098 - 90 5400 070 0 37 245$ 5400 -3342 DRYWELL REQLlfREPvfE:IJTS I 95 5700 068 0 36 2108 5700 -3592 i 100 saaa 067 038 2184 soaa -ssi s b Single (TYPe N) I oaubie (ryRe g) I 5fmpson Engrneers, Irtc. 949 Morth Arynnne Road, Spvkar+e, SNA 99272 Phvne (504) 92tr1322 Fax• (509) 9$6-7327 I Basirr C RATIONAL F[]RMLJLA HYDf:QLDGY DRAlNAGE 6ASlN ANALY515 fior 14 YEAR 5Tt7RM E►JEAET ❑ate• 1124101 Praaeet Name MidGlome East 3rd Addtion E]esign- kwm F'rra3ect hlum5er 12838 ~ile P•1prqact&\1 283ffinibonanl 0\1 2MME3-A5 5ite Location Ef 1 C1, S 34, T 25 N. R 44 E WM SaSin IUame °C1Basin Descnptiort 35th Avenue Pvint of Cvnr.entraban Sta 1+40, nght SUBAREWS intensttv-Durativn fvr layear Storm Event Descripttan Acres C A'C TirrEe Time IrSterasdy Incrmni Incrmnt, Pavement OZ90 090 0081 {mm } (sec ) (in !hr) 5.00 30000 318 5 300 318 i 14 600 2 24 - 1 s 900 177 20 12i1a 145 - 25 1 scC1 9 21 ' 30 18IID 1.04 ToteS gamn Area, acres ~ 0.09[3 35 2100 091 Camposde Runaff CveffieFent = 0900 40 24DO 4 82 , Coenbined (Area ' Rurnsff Craefftcienf) = 0 081 45 Z700 074 50 3000 a ss 55 3300 O.sa so 3saa 061 , TIME OF CONCENTRATION (minufes). 65 3900 t],FiC} ' 70 4200 058 Tc (averlarrdflaw) Tc (gufterRaw) 75 4500 0.56 $[7 4$Oa 0.53 - Ct = 0.15 L2 = 205 85 5100 052 ' Z1 = 3E 90 5400 050 ' Ll(A) ~ 18 ?2 = 0.167 95 57DO 049 N(A) = 0016 a= ~ 100 soDO 048 5(A) _ 0.0278 n d 0016 s = 00118 Tc {A} = 0.29 d= 0103 - - Ll (B) = o TC (gut ) 249 , N(B) = 0 Tc(A+B) 021 S{8] = a 7C kotal 5 00 ' Irt#ensity • 318 PEAK DfSCHARGE, 10 YE4R STi ❑RM: _Tc (B)= 00 Holdmg 7 3[l Q=C * A = 0.28 C.F.S. Q (estcmateci @ d) ~ 026 c f,s ' Time of Concentrativn ~ 5[]0 mirsutes i c+ I}EPTH OF IFLOW FEET pl 02 03 04 ❑5 QG (}B ty 2 3 4 5 6 T B 9 1.0 10 -4` Tt J-- E . 1~4 T, 1 4-11 ~ -44 ~ I 1 r 7 ~r f I 1 I ~ ~ jf E .z Q a ~o v~ 10 i-j i ~~,4'' ~s e ► ~ , ~ ~ I Ofi ;r- ~ os 04 -l--~-- , iT-Fl. I- i 10 dISCHi4RGE PER FC7OT OF ~ i~!► 6 i LE~VG7hl OF CUf~B (]FEAIfNG 4---{--~Q ~ --lpzz t ENLETS WHEN INTERCEPTING ' lat~ °o t~F GUTTER FLdW ~ 4 '~Q PARTIAL lN7ERCEPTIQN ofe~ Qa , (b) RATIO FOR iI~LETS OF - ~ - LENGTH LESS THAN La r L ~ ✓~°v ~ ~ ~ j i ~ I Os A6 AS .Ip .2 .3 4 .S .fi 6 10 I L/La CAPACITY OF CllRg OPENiNG IfVLETS ON CCINT3NUDUS GRADE 6- 39 FI CUR E 16 ~ ~11Q D~Jd I IVN Jonuary, ?~J~i MIDIL'~JIVIE E,`1ST ~1 Fwn~ t9a6 Di V I I Il~:J~e cO Icu~L ons ~ vL~S~T~u ET~~iZeG l .y. 2 P4C, CI'u'EL cNGIlYEERS d, LAAfC1 SURVEYORS ht 5D9 ARGONNE ROAD SP4}(r1Ha. WA 952112 PH 9?5-3.i22 1 YPICAL SECI ION: DP.AIN'rl~L SM",i c,'~ND DRIVEWA)' NOT T0 SCAL-r 625- 6 ?a' UL e ~ s--a d?op! CGr7 CUt co ~ . I if , ~ f ~ ° f ~ - . Cemer1i C(Jr1Crei° J 3 ~n"bi _IdorlT70l swC71A slp~~ ~ C[r . nCr?ie Curb SN+t7l £ sp i v, t`7i'i"i 1 a" RJw 7~ ~ 625' i 625' 6 a' ~ Grass- Sectionpl Rre❑ ot 5w❑Ie i ~M.~~ ~ _ (7I`')(0 5')(2 68°) {i /2)(0-5')(2 ss') = 1 4 sfit ~ 5 28G~ ~6~~_~.._.._. ~ J~7 4 ~ s DA y 0 67 r~,4 I iYtl iC!-lL SELTI ON. DRAI1 YAGE SYYr"ILE WiDE ~ NC7T I O SLAL-L W r ~ 7' 18, - ~ 25 525' _ 16 5' 200: deep, curb cut 5 : min . . , ~y ~ . • , ~ ~ ~ I Cement Concretp. ~No;mal swple slope ' - ~7rive+~aY ~ Cancrete Gurb and 5fdewnik \-SNrale EattQm . 10 RIw 1C~' - ~ ~ LrOss- aectiana! Areo of 5wale 5 j 525 1', 6 a' I ~ ? ~5+ ~i (1I2)(0 5')(7 25') . (1,/2)(f7..~i')(7 25') - (t`~ 5")(2.0') = 2 ii sq ~ R s s~2~ 0 56 055 1 00 Stoi-mwater DrainaQe lZeport II. STC?RlVIVaATER DRAIlVAGE CALCULATIQNS: Sasin D 1) Pre-Develat)menC Area Tc►ta1= 143,500 sq. ft. 3.2943 acre 1) Post-Develoumeni Area Tota1= 71,130sq. ft. - 1.6329acre Pavement = 0 sq, ft. Driveways = 0 dnveways at 1,000 sq. ft.rhouse = 0 sq, ft. Roofs = 7-112 driveways at 2,000 sq. ft.IhoLise = 15,000 sq. ft. - 0.3444 acre Irnpervious =1S,0p0 sq. ft. - 0.3444 acre Grass Lawns = 71,130 sq, ft. -15,000 sq. ft. = 56,130 sq. ft - 1.2886 acre NOTE: The Pvst-I]evelopnzent rate of z-urtoff flowing aff the site aiid to the east and svuth Qnto adjacent properties ~ ~ is 1es s than the Pre-D ev elflpm ent rate of runof f. ~aer~ ore, ~ o Ora"~ ~_,e ~ac`~i ~ie are p~a eci or Fs<arsirn i~ i ~ ~ ~ \ ~ ~ ~ ~ • ` . - ~ ~°y,,' ; ~ lry° ~ , ~ ~ ` ~ lXti y~ ;r~~t' Ef i ~ ~ k, ♦ \ , ',Y. g •~,q~i x• yl. ~ ~ ~ , y ~ ` ,~l w ~ ~ ' ~ ~ ~ I `TS 'y \ t ~ 's~ ~\\„'1, ~~~~y,~~\•`~\, ~ ~ ~ ~ i ~ ~f I n 1 1 y f ~1 ~ ` \ ~ t ~ ~ ` ✓ ~ ~ _ _ ~ • ~ "q ~ ~ti~ ~ ~ti . R~ _ - , i ' ~~a / ~ ~ ~ ~.a~~ • ~ ° ~ ~ { } ~ ~ ' , / r6L C6 9F701 ~ r•t~ 1 v • ' ~ f~ . , ~ A \ g ~ ~ r~'~ y e9szs ~aas ~ ~ ctz ; r~ ~ ~ ~'a ; ~s~r os7ar ~ ; 9 crc ~ 0.68H ~ ~ S~! tJ ~ ~ y \ i $ 7C1 , ; ~ if} ~ ` ` g ~Y'22[ 6522[ ~ QrL ~ ~ rr I I -3AV qlafl ;1 9 i.c..... ~ ~ i ~ i ~ I iv , '0 A ~ \ 11 11Y~ ~ 4"_"""_`___ ' , ; J l -~Il - FiA'1'fC1NAL FDRMEJLA HYDROLOGY , ❑RAIAPAGE BASIN ANRLY515 for 1STORi1A EVENT Date 3124101 Project Name Middarne East 3rd Addition Dmgn kwm Praaecf Number 12838 o,sk Ftle PlproJaclslt2$36LrabanaR10112839ME3xls 5ae Looafsan N 1/2, S 34, T 25 N. R 44 E VII.M 6asm Name at Basin Descriptinn Pvs ~ uelo me Pnint of Concentrativn Nor[e SLIBAREAS Entensity-puration tor 10-year 5torm Event Descnptinn Rcres C A'G Time Time intensity Incrmnt Incrmryt. Grass Lawn 1 289 015 ❑ 193 (min ) {sec } (fn Ihr) Fiouse Roofs 0344 090 0310 01160) 605 36329 2 98 5 300 318 10 6O4 224 15 9fl[] 177 20 1200 145 25 1 5M 1 21 3[7 l8{30 104 Total Basirs ,Area, acres = 1633 35 21 i]Cl 091 Composife Runoff Coeficient = 0308 40 2400 082 Cambined {Hrea ` Runaf€ GnefficientJ = O.503 45 2700 074 50 3000 068 55 3300 064 60 3600 061 TiME OF CDNCENTRATION (minutes) 65 39E30 060 7[? 4200 058 Tc (overfatad Bon•) Tc (guttBr flow) 75 4500 056 80 4800 053 , ct= ois Lz~ 0 85 5100 052 ' Zl = a • so 5400 050 _ Ll (A) = 95 Z2_ 0 95 5700 049 N(A) = 05 B= o 100 6000 ❑ a8 S(A) _ 001 n = 0 s= ~ Tc (A) = 6.05 d = 4 L'I (B) = 0 Tc {gsrt.} 000 N{B} = ❑ Tc{AtB} 605 S(B) _ 0 Tc tatal 5 05 Intens3ty = 2 98 PEAIC I]ISCHARGE, 70 YEAR BTORM: 'fc (8)= (].(l Holding 000 Q(estimated @ d) = 400 C.f s. 73me af Concenfration = 605 Enirrutes I~ ~{PosR] I RAFIOhlAL FC3RAAL1l.A HYDFdC]LC]GY QRAINAGE BASfN AfVRLYSlS iar4=STORM EVENT Daie 1P24101 Project Name Midilvme Eas4 3rd Additian Design kwm Proaect Number. 12$38 OiskFiis PtproJsCt5112&361rabrma3190l12938ME3sd5 5fte Locafion IV 112, 5 34, T 25 fRI , R$4 E W M " 6asin Name' Q Basm DescrrptEOn aev I e t PoEnt of Concentrahon. None SE3BAREAS Intensity-Duration for 10-year 5torrn Event Desenphvn flcres C A"C Time Time Irstensfty Incrmrtt lnerrnnt t3rass Field 3 294 0,25 0824 {rnin } (sec.) (in !!°rr) W*6v] 8 95 50718 253 5 300 318 ' 10 600 2 24 15 900 1 77 20 1200 1 45 25 15Q0 1 21 ?d] 1800 1.04 Tot$I 8asrn Prea, acres = 3294 35 21 0D ❑ 9'! CampoMe Runa#F Caefficjent = 0250 40 2400 0 82 Combmed (Area " Runo#f Ceseff~ciani) = 0824 45 2700 0,74 ' 50 30p[] 068 55 3300 054 6[] 3600 061 TfME C7F Cb9NCENTRATION (ssiinutes) 65 39(3a 060 70 42[l0 ❑ 5'8 Tc (vverland Raw) Tc (gutter flaw) 75 4500 056 so 4800 053 ct= 0.15 L2= a 85 5100 052 Zl = o so 5400 ❑.5o ! LI (A) = 360 Z2 = Q 95 5700 0 49 N(A) = 03 B= D 100 6000 04E3 S(A) = 0017 n = 0 ! 5 ~ fl i 7c (A) = 8.45 d = 0 L1(6) = 4 Tc (gut ) 000 N(9) = 0 Tc(A+B) • 6 45 5(B) = 0 Tc tota9 8.45 Intensfty • 2 53 PEAFQ DISCHARGE, 10 YEAR $TDRM: - 7c (13) = 00 Holding Ct4 Q-C*I*A= Q(estimated @ d) = 4[)0 c F s - Time vf Concentrafion = 8 45 minutes qPr$) Stonnwater prainal-ne Report ll. STORMWATER IJRAZNACE CALCiJLATIC3NS Basirr E Area T4ta1= 23,500 sq ft. - 0.5395 acre Pavement = 30 Ave. _ Sta. 7+96 84 to 9+54.35 =(158'){18'} = 2,844 sq. ft. fillet = (20)(20) - (114)(7r)(20)2 = 86 sq. ft. Woadlawn Drive = {I70'}(18') = 3.4[}0 sa. ft. 6,330 sg ft. - a 1453 acre Sidewalks= (112' + 31.4 + 117 5)(6.5') = 1,696 sq ft - 0.0389 acre (I?rains toward swale) Dnveways = 1 drivevaay at {30.5"}(24') = 732 sq. ft, - 0.0168 acz-e Rbofs = 1 roQf afi 2,040 sq. ft Ihouse = 2,400 sq. ft - 0.0459 acre Tinpervious = 6,330 + 1,636 + 732 + 2,000 = 10;758 sq. ft. - 4.2470 acre Grass Lawns = 23,500 sq ft-14,758 sq. ft. = 12,342 sq. ft. - 0,2925 acre Storaize ReQUared: ' a} "208" Storage Required =(6,33Q sq. ft- )(112°'-12 in. per fk 264 cu. ft b} BIJWS'LTIt?g = 250 Gil ft+ 1 Single Earrel Drywell, Type S(0.3 cfs out) ~ 5toraae Provxded: Swales: @6" 295 cu. ft. a 264 cu.ft. - @6" 295 cu. ft, > 250 cu. ft. MIDILOME EAST 3`d ADDITION DRATNAGE CALCL]LATIDILTS BASIN PAVEMENT AR.EA "208" STORAGE SWALE STaRAGE REQiTIlZED AVAIL.ABLE E] = 2,844 134 cu. ft. (66')(2 12 ft.') = 140 (20)(24) = 400 (1 q'){2.1? ft.'} _ 21 (20)(20) - (1s4)(7t)(20)2 = 86 161 - 3,;3[~ E? (150')(20°) = 3,000 sq. ~ 125 cu ft. (100°)(1.34 ft _ 13 )4 cu. ft. Tatal 6,330 sq, ft. 254 cu. ft. 295 eu ft il 'I ~ i ,i Stormtivater Drarnage Report II STORMWAT'ER I3RAINAGE CALCZTL.ATIQNS: {cantmued} Sub-Basin El Curb Onerun,2 at Low Point. Sta. 8+45, rig11t, 36 I'' Avenue h= 8 xn = 0.67 ft. Total height of apenin~ H= 0.1 Qft. Depth vf water at entrance Q= 0.22 cfs Total peak z ate afi flaw Q = 3.087(L)(H)312 for Hlh<1, 01 0l0 67 = (J.15 <1 L = Q Q ).0$7)(H)" - 0.22 - (3.0 87)(0 10)1i2 T 2.25 ft. Consmuct Curb 4pening; 3 ft. wide, Sin. deep ~ i Sub-Basin E2 ~ - Curb Onengna on Cantinuous Grade. 5ta. 35+91, right, Waodlawn Drive a= 2 in. = 0617 ft. Floruline depressian at opening y= 0.496 ft. I7epth of flow zn nDrmal gutter ' Q _ 0.20 cfs Design discharge QalLa = 0.065 From Fig 16(a), page 6-39 "Spakane County Guidelines fvr _ Sfiarmwater Managernent" L = Q1(Qa1La) = 0.2010.065 = 3.08 ft. I Construct Curb +dpening; 4 ft. wide, 8 in. deep li ❑ETEfVT1ON BASIN DESIGN RATIt7NAL FDRMULA HYDRtJLRGY 8 BOWSTRING MET1iOCY ORWNAGE BA5lN ANALY515 fcr 10 YE,4R STORM E11ElVT Date 1124101 Praject Narne Micldome East 3rd AddiGon Joh No 92838 Praject Locabon N 112, S 34, T 25 N, R 44 c W M DesEgtter K 3HCMULK]N Draittage Basin h7arrse "E" E3isk Dir P Iprn}ects1128381isovustnng Dratnage 6asin Descnption Onsfte Fiiename, 72835ME3 xls "206" Ponding Area Mame swale Far Fvmlmsan Pondirsg Area Lcxahon. sfluth side af 36th Avenue ' Paint af Cancerwatian Sfa 8+45, right, 3fi#h Aua SUBAR£RS TIME DF CQNCENTRATIaN (To), mmutes ❑escnabon Rcres C A°C Overland Flow Channel Flvw fm,oervtQus '208"Areas Seamenf A L2 = 150 AsphaEt Pavement 0 145 0 90 0131 Ct = 0] 5 Z1 - q 5 Sitiewatks 0039 0 90 0035 L1 (A) = D 22 = 4 5 ❑riveways . 0017 090 0015 N(A) = 04 B= 2 Roofs 0046 090 0 441 S(A) - 001 n= 003 Grass Lawrs 4 283 015 0❑44 Tc(A)= 000 s= 001 d = 0205 OfferArees• Seur»en£ B Li(e) _ ❑ rc (cn ~ fi as N{8} = p Tc{R+B}= OQD S(8) = 0 Te tatai 500 To4al 8asin Area, scees ~ 0539 Tc = 0.0 Irttensrty W 3 i$ ~ Composrte R11R6}F COICEBtIt a 049 , Comhined (Area' F2unnff Goeffieient) = 0266 ❑ (esbmated @d) = 085 c f s ' Time af Cancenteabon = 5DO minsates - - °208° f3RWNAGE PRRAMETERS "208" Pavement Area = 8330 sq R pfAlt DISCHARGE, 10 YEAR ST❑RflR "248" Valume Provided = 277 eu fE at 6° depth Starm Storage Provided = 277 eu R at 8" depth Q=C• I` A m 0.85 C.F.S. 13CZWSTi21NG CALCULATIONS ,H2 95 ;~4 oS F8 Wlr NCIMBER and TYPE e. DFtYWEl.LS PRQPC95E13 Time Time Interisiiy ❑ dev V on V aui Sioraga Incrmrrk Inermnt 1 Single-Barrel (Spakane Courdy Type A) (min ) [sec ) (inJhr) {cTs} {cu fC9 {cu ft} (cu R ) 6 Rouble-E3arrel [Spnlans Couhty Type 8) f#1'6~} ~[A'G'#3) (autf'42) (#5-#6) s'o,+ s T 3 ~ t ; 3 ~ ~ i l f $ ~ : s d w w uu z ] " ~ Quiflow Prewded 0.3 c f s ' s 300 316 a ss 340 so -2t% - 10 600 224 060 41$ 180 238 75 9m 1.77 047 472 270 202 20 1204 1 45 ❑ 35 502 360 142 25 1500 9.21 032 576 450 BCr "208" TREATNSEhI7 VOLUNiE 30 180D 1 44 0 28 526 540 -9 4 , 35 2100 0 91 024 533 630 -97 Required G PA pmnding volume 4[] 2400 0$2 022 546 726 -1 74 Empervtous "2D8" Rrea x 112" _ 264 cu R. 45 27DO 074 420 552 810 -258 vofume providecl at 6°depth= - 277 cu ft ~ 50 3= 068 0.18 561 900 -339 pKI 55 3300 fJ 64 017 579 990 -411 ~ 50 36[30 0 61 016 6Q1 1080 -479 65 3900 0.60 f}16 639 1170 •531 70 4200 ❑ 58 015 664 1260 -596 , 75 4,si0Q 056 015 686 1350 -654 STpF{l9+1870RAGE VaLUME ~ sa 4800 053 014 691 1440 -749 85 5100 0,52 014 720 1530 -$`iD A+Eaximum storage requEred = 250 cu ft - 50 5400 6 50 013 732 1520 -888 vof ume pmvEded at 8" depth = 277 cu fr 95 5700 049 013 756 1716 •954 pKI 100 6000 048 013 779 18(]0 -1021 ' I . i Simpson Engrneers, fnc, 908 Narth Argenne Road, Spgkane, WA 99212 (5U9) 9264322 ' RATRt7NAL FORdNULA NYpRQLOGY C]RAINWGE gASlN fINALYSlS for 14 YEAR S7qRM EVENT Date 1124101 Prvaect Name Nfidilesrrze East 2nd Add3tivn Design kwm f'roject Number 12838 Oisk File R1 lratiana11S651Z838 xls Srte Lacatian N 112, S. 34, T. 25 N, R 44 E W NI Basin Name "E1" 8asin C1esenptian Sfith Avenue . Point of Corrcentrativn Sta 8-r45, 1 S` nght SUBAF2EAS Irstensity-O uratEVn far 10-year Siarm EvenY , Descnption Acres C A`C Time Time kntensay - lncrmnt #ncrmrrt Pevement 0 476 ❑ 9D 0069 (min.) tsec ) (in.lhr) (u-i-sa) 500 30000 318 - 5 300 318 10 600 2 24 75 900 177 24 1200 1 45 25 15t30 1 21 34 180[} 104 Total Basin Area, acres = 0076 35 2104 0 91 CompDsite RunofF CoefficEen# = 0900 40 2400 082 Gornqined (Area ' RunoFf Coeffciervt) = 0069 45 2700 074 50 saoa 068 55 3300 ❑ sa EQ 36aC1 061 TiME QF CONCENTRATiON (minutes)_ 65 3900 ❑ 60 I 70 4200 058 Tc (avarland ffaw) Tc {gutter ffaw) 75 ~ 056 Sf} 4800 0.53 - Ct = 0.15 L2 = 109 85 5100 052 ~ Z1 = 36 90 5404 050 ~ I Li [A] = 18 Z2 ~ 0167 95 5700 49 N(A) = 0016 B= 0 1[)0 6000 048 S(A) = 00278 n= 0016 001 Tc(A)= 021 d = a.I ~ L7 (6) = 0 Ta tgut } 1 47 I N(B) = 0 Tc[A+B] 021 _5(B) = 0 Tc totai 500 Infensity • 318 PEAK Di.SCHARGE, 70 YEAR STQRM: , Tc (B) = 00 Hofding 3 88 ' Q_ C*I*A = 0.22 C.F.S. Q{est(mated @ d) = 0 22 c.f s. Time of CQncerrtratian - 500 mmutes - •Er RATICrNAL FOFiMULA HYDRCJLOGY ' DRAINIIGE BR51N ANALY51S far 10 YEAR STORM EVENT ~ _ Oate, 1124101 Project lVame Middome East 2nd Addikivn [7es3gn icwm Pra}ect Number 12838 ' Qisk Fiie R9 Srahona117Ci112838x1s Sde Locafion N 112, S 34, T 25 N,R 44 E W.NE ' 6asm fVame "EZ- Basin DescriptECSn Waodlavn prive Paint af CvncentrafEOn Sta 35-1-91, 24` nght SUSAREAS Intensifv-Cluration fQr 1 f3-year 5farm Event Desenpton Acres C A'C TEme Time IntensAy Incrmnf Incrmnt pavernent 0 M 090 0062 {min ] (sec ) {in Ihr} w'sq 500 30000 318 5 300 3.18 10 6[]Q 2 24 15 900 1 T7 20 1200 1 45 25 15{]t] 121 3t] 1$OQ 1 Od --Tota! BasinArea, acres = a Q69 35 2100 fl 91 Campvsite Runaff GoefFicsent = 0.900 40 2400 0 82 Com6ined (Area ` Runoff Coefricient) _ 0062 45 2700 074 ~50 3f}00 0 68 55 3300 4.64 60 3600 [t 61 TIME L]F CaNCEN7RA1'iC]N (mmutes) 65 3900 ❑60 70 4200 0.58 ~ i Tc {averfand tJvw} Tc {gufterRow) 75 4500 ❑56 _ 80 4800 053 - Ct = 015 L2 ~ 150 85 5100 052 Z1 = 36 9[] 5400 050 L1 {A} ~ ZCY Z2 = 0167 95 5700 0 48 N(A) - ❑ Q15 6= 100 5000 048 5(A) w 0025 n= 0016 s = 0 01 ' Tc (A)= 0 23 d= 0096 - L'l{s} = p 7c {gut ~ 207 , N{Bl = 0 Tc{A+B} 023 S{8} = D Tc tcstal 500 Intsnsity • 318 PEAIC D15CHARGE, 70 YERR ST❑RM: 1`e {B} = fl p Haldmg 5 34 'Q=C* I"R = 0.20 C.F.S. C t (estsmated @ d) _ 0 20 c f s Titne af Cvnrentrafion - 500 minutes Ea , i I , ~ DEPTH OF FLflwt- y - FEET vi oz 03 04 os oe ae ~o I-s 6 a s E.0 10 t I ' F G i T -Tt- ; ~ i , i s tT s I 4 I t ~ i r i ~ f-4- 1 p , 1 aa La Til i :A 06 i O • t~ .ns ~ 05 .04 ~ L.l ~ I r ~ T .fls , ~ tT-~- .01 ~i i_o .8 1 (a) D1SCHARGE PER FDOT OF I~- ~C3/L. B ~ LENGTFi OF Cl]RB DPENING s IPlLETS WHEN ENTERGEPTING 100°lo OF +GUTTER FLQW T a Q _ (b) PARTiAL INTERCEPTION 4° RArlO Fa~ INLETS OF LENGTH LESS THaN La '---.~j--4- -f----~--~-~~.x L 05 QS .08 10 2 4 9 .8 .8 10 1 L'La GAPACITY OF GUR9 aPEN9iVG 9NLET5 OIV COAifilNt~OUS GRAQE i 6-39 FdGC1RE 16 - MfDIL!C~ME EAST 3Rd ADC~IfiION J°nu°ry, 2001 ' Faimasd 1946 9 'L'1'1tp5U?Z EqZ?ZL'27'S1 I7bC. D r a i n a g e Ca lC L! latI onS CEML EMGINEERS & LAN[] Sl1RVEY0R5 N 909 ARGONNE ROA4 SF'CjKANE. WA 99212 'FH 925-1322 TYPIGAL SECTION: DRAfNAGE SWALE AND DRl1JEUVAY NOT TO SCALE 13° R/ 1 7' 18, ~ ~6 ? ~ ' V 5' ~ 6 z5= a- 1' I 6 5' r6„ deep, cLirb cut ~ ~c~ao / ~ f _ 3s7, rnm l - ~ 7$67 ~Ll_~ ~ l 10- ' Gement Goncre'te J ~tr'Ff ~ tg61 ~hlorrnal swale slapa ~Concrete Curti 5wole Sottom ~ R/w 7 Cross--Sectir~n41 Are❑ a~ 5wale ; ~ 6 25' i 6 25' ii.' 6 5, ~ (1/2)(0 5')(2 68') + (1 I2)(0 5')(2 68') = 1 34 sq ft 2 sa '0' z sa 067 0 57 S ~~$s7 ~ }g~~~ . a ~a iTYPiCAL SEGTION: DRAINAGE SWALE 2' WlDE ' NOT 7Q SCALE I 13' R/W 7' ro S' ~ ~ 5 25' 5 2 S' ~ j 6 5' I 6° deep, curb cut 2 00% ~ ~1357. mRn oa+ . . . ~ ~ 3 '~~Normal swale slo;ae ~Cement ConGrete ~ Concrete Curb and $idpwalk - prrvewoy 5rouole Botfom I i p' RI"' 10' Cross-5ectianoi Area of SwaEe I 525 5'25 11 °1 6 5' (a/t)(o s'){z 25') + (1 /2)(0 5')(2 25') + (a $')(2 0') _ 2 12 sq ft _ z zs a 56 o 56 1 00 Q ~ , _ ~s ?2 p25~; s , Stannwater I)raanage Repart i U. STCDRMWATER DRAJNAGE CALCLJLATTONS: Basin F Axea ?otal = 20,200 sq. ft. - 0.4637 acre k'avement =Wovdlawn prive = 5ta. 36+3 1 to 39+00 =(269')(20') = 5,3 80 sq ft. - filfet - (20)(20) - (1I4){7r}(20)' = 86 sq. ft. 36th Ave. _ Sta. 8+16,$4 to 9+54.35 = (1'D 8')(18') _ 2.4$4 sa. ft . 7,950 sq. ft - 0. 1825 acre 5idewalks-= G 17.5' + 31.4' 231')(6.5') =2,469 sq ft, 0,056 7 acre (Drains tousard siderualk) I7nveways =2 dnveways at (28.5'){24'} = 1,368 sq ft. - (].6314 acre Roafs = 0 roofs at 2,000 sq. ft./house = 0 sq, ft. InperviQUS = 7,950 + 2,469 + 1,368 + p= 11,787 sq. ft. - 0.2706 acre Grass Lawns = 20,200 sq. ft. - 11,7 $7 sq. ft. = 8,413 sq. ft. - 0.193 1 aere ' Staraae Reauired• a} "20$" Storage Requared =(7,95(l sq. ft. }(112"-12 in. per ft.) = 331 cu. ft. - b} F3owstring =258 cu ft. +1 Sxngle Barz-el Drywell, Type A{0.3 cfs out} Storaee Provided ~ - Swales: @6" 332 cu. ft. > 331 cu. ft. @S„ 332 cu. ft. > 258 cu. ft. i~ ~i i - - I - Storiiiwater Drainage Repork H. STQRMWATER Df2.AAINAGE CA,LCllLATIGNS: (conYinued) Sub-Basin Fl Curh Oneninsz at L4w Parnt, Sta. 37+75, rigtit, Waodlawn Di-ive h=$ tn. = 0.67 tt. Total ]leight of opening H= 0 122 fl. Depth oFwater at entrance ' Q= 0 34 cFs Total peaic rate vf flaw Q _3 487(I.)(14)31' for HIIi<1, 0.12210.67=0.18 C 1 L~ Q T(3.fl87){H)" = 0.30 -(3 087){0.122}312 _2.ZB ft. Cvnstruct Curb C)peiting; 3ft. wide, Sin. deep Sub-8asin F2 . Curb Qneiiinp- Qn CaiitiniEOtis Grade, Sta, 8-h45, left, 36"' Avenue a= 2 in. = 0 17 ft Flowline depression at opening y=0.1 0S fk. L]epth o F flow in iioi-mal gFitter Q = 0.22 cfs Design discharge QafLa = fl 07 Froin Fig 16(a), page 6-39 "Spokatle County Ciurdelines for _ Stomiwater MaiZagement„ 7.. = QI(Qa1I-a) = 0.2210.07 = 3.14 ft. Cons#rtict Ctirb dpenmg; 4 ft wide, 8 in. deep ' MI[]ILOME EAST" 3rd AZ}DITIahi T3RAINAGE CALCLTLATI(JNS BASIN pAVEMENT AREA "208" STQRAGE SWALE STC?RAGE REQiJ9IRED A'VAILABLE F1 (231')(20') = 4,620 sq. ft 193 cra. ft. (61')(3.50 ft.2) = 214 cu. ft. - F2 (38')(20') = 764 13 8 cu. ft. (55+33)(1.34 ft. 2) = 118 cu, ft. - (11$')(18') =2,124 (20' )(1s') _ 360 (20)(20) - (114)(7r)(20)2 = 86 3,330 Total 7,950 sq. ft 331 cu. ft. 332 cu. ft. i_ i~ ~ I3ETENtaON sASIh{ pESIGN RATIqNAL F'OfiMULA HYDRaLOGY 8 BOWSTRiNG MEFHC]D RRAINAGE BA59N ANALY5IS for 10 YEAR S7C]RM EVENT ❑ate 9125101 Project Name Middome East 3rd AddifEQn .l06 No 12838 Froject Loeation N Vd, 5 34, T 25 hf , R 44 E W TA [5esigner ft MCMULffIN Drainaga Basin Name "F" ❑isk Qir R lprojects11283$16rnvstr3ng Dramaga 6as1n Descnptirn C7nsde Fdename 12838ME3 xls "208" Pandmg Area Name svvale Fnr Tomimson Ponding Area Locakian west sido af Woollawn Dr. PojnE of Cancenfrattan Lavr qt, 37+75, RY SU8RF2EAS - , TIME OF Cf7tUCENTRRTI[3N [TcL mmut$s oescnphon Acres C A"C C3uertand Flvw Channel Flavv Ilitnertnous 248",4 raas' Seament JS L2 = 255 Asphalt Pavement 0163 0 90 0 164 Ct = 15 Zi = 5 4 Sidewalks 0057 090 {145°1 L1(A) = f] Z2 = 54 - Dnvaways 4.031 090 0028 N(A) ~ 04 8= p Racfs 0 D00 ❑ 90 00130 5(A) = 001 n= q 03 Grass Lawn 0 193 015 0029 Tc {A} = 000 s= 0007 ~ C1fherRreas Sepment 8. d 0354 L9 (6) = 0 Tc {ch j 329 N(B) _ 0 Tc(A+p) = 6 D6 S(B) = ❑ Te taYa! 5 {10 = Tntal 8asin Area, aores ~ 0464 Te [B] 00 Intensity = 3 18 Compasite Runaff Cpefficient = 059 Gpmbined [Area * Runoff CacRicieM} = 4 279 a(estimaisd @ d) ~ 087 c f s 7ime bF [:onr,erttra4an = 500 mtnutes "208" DRAINAGE PARAMETERS "20?8° FTavament Area = 7950 sq ft PEAK IIISCHIIRGE, 10 YEAR STORAfl °2Q&" Valume Prvvided = 332 cu ff at B" depth Storm Starage Pravtded = 332 eu R at 8" depflt q=. C"! *A = 0.$7 C.F.S. BCIWSTRING CALCIJLATI4NS #1 #2 -------0 ---~`4" 45 ~li #7 NUMBER and T1'PE af []R'P'WELL5 PRUPOSEC} Time Fime Intensity a dev. V m V aut Stflmge - Incrmnt lncrmnt 1 Single-Barrel (Spofcane Gounty 7ype R) (min ) [sec ) (tn thr) (cfs) {eu R } (cu R ) (eu ft) 0 L1oub18-Barrel (Spolane Cauniy Type 8) [#g°GO] (A'C'#3) outf #2 {~5-~6} 5` , uu a'~'~t~ a~i$ o~ r ~ 258` oufflow Provsded 03 c f s bp 300 s i a 087 S48 yn 25F _ 14 600 2 24 0 61 429 180 249 15 900 3 77 048 483 270 213 20 1200 1_45 040 519 360 154 ~ 25 1500 1 21 033 528 450 7$ °208°TREATTNENT VOLLIME 30 1&)0 1.04 028 539 540 -9 • 35 2100 091 ❑ 25 546 830 -84 Rr3quired G P A. pondmg volurne. 40 2400 082 022 559 724 -16f Impmious °208° Asea x 112" = 331 cu ft 45 2740 0 74 6 20 565 816 -245 voluEne prnviderl at 8" depth = 332 cu g , 50 3006 ❑ 5& 01S 575 900 -325 f3Kr 55 3340 0 64 ❑17 593 990 -397 60 3600 0_61 017 615 1080 -465 55 3900 060 b i 6 654 1170 -516 70 4200 0.56 0_16 686 1260 -580 75 4540 ❑ 56 o'f5 702 1350 -648 STORM S7ORAGE VGLUME i 80 4806 053 614 708 1440 -732 85 5900 0 52 0 14 737 153D -793 Maxirctum 5laraga requited = 25$ cu ft 90 5400 050 419 750 1620 -870 valume pro~fded at 8' depth = 332 cu R 95 5700 049 013 775 1710 -935 ~K~ 1~ soaa 048 013 798 1800 -1 oaa i • Sfmpgnn Engineers, Ins 909 Nae2h ArgonneRoad, Spakane, i+YA 89212 (509) 926-1322 z~~, F RATIONAL FORMEJLA iiYDROLOGY ❑aAINAG€ BASIN ANALY515 for 10 YEAR 5T{]RM EVENT [3ate' 41l1100 Project Name fHidilome East 3rd Addition i3esign kwm Project Number 128'18 ra~~~ ~ile P rprniectsk7 28=rat onani rnl 2838nnE3 xis Site Locatian N 1l2, S. 34, T. 25 N, R 44 E W M Basin Name "F1" Basrn k7escnptian• Waedlawn Rrive Prsirtt af Concentrativn 5ta 37+75, 20' nght Sl1E3AREA5 Intensity-purefion far 1[]-year Sinrtn Event Desci'ipfion Acres G A"C Time 3ime Intensity lncrrrinf Incrmrst Pauement 0106 6 90 0.[}95 [min ) (sec.) {in ►hr} Wi'60S d(a•ZfJ 0 1o(O oLCrC FJ00 3W.DD 318 a 3Qt? 318 10 600 2,24 15 900 177 20 1200 1,45 25 1 500 1 21 30 1800 104 Total Basin Area, acrss = 0.106 35 2100 091 Campasite Runoff CoefficFent = 0 9w d[i 2400 082 Comtcined (Arsa' Runaff Coeff'ioient)= 0095 45 Z700 0 74 50 3(3[JO 4 58 55 3300 064 60 3600 061 "fIME CSF CONCENTRA710N (minules) ' 65 3900 060 70 42W 0.58 Tc (auerfarrd Houv) Tc (gtlt#erflcrw) 75 4500 056 80 4800 053 Ct = 015 L2 = 125 85 5100 0 52 Z1 = 36 . 90 5400 050 L7(A) = 20 Z2 = 0967 95 5704 0.49 N(A) = 0016 6= 0 100 6000 0.48 S[A] = 0025 n= 0016 s 0006 Tc (A) = 023 ci = 0122 L9 (9) ~ ❑ 7c {gut J 190 N(B) = D Tc(A+B) • 023 s($) = n Te toiai 500 Intensily a 31$ PEPIK QISGHARGE, 10 YEAR SYQ12M_ _ 7r (6)= 00 Holding 4 45 Q~C"I`A= 0.30 G.F.S. Q{estimaked @ d} _ 030 c,f s 7ime of Canoerstration = 500 minutes i' F1 I RA71QhfRL FQRMULA HYDROL[3GY C7RA5NAGE BASIN ANRLYSiS for 10 YEAR STORM EVEIV7 Dgte 4113100 PrajecE lVame' Midilorrae East 3rd Additian 't)esign kwnt Praject K+Fumber• 12838 Mr.k File P lprojecPsL1 289BVationa1L90112896ME3 xls ultB LqCatlpn {tJ `IjZ $ 34, T. 25 N,R ¢4 EW M. Basin Natnre' `F2.' Basin Descnptiocs Woodiavm ❑nvs Point o€ Concerrtratson 5ta. 36t72, 20' fight SUBAREAS intensifiv-i7uratian far 10-vear 8torm Event ❑escripfion Acres C A'C Time Time Irtitensify Inermnt, Inamrnt. Pavement 0076 090 0069 (min ] (sec ) (in Rir) co +rev1 500 30000 318 5 300 318 10 &4[3 2 24 15 So4 177 2D 1200 1 45 25 150!! 1 21 3£l 1800 1 04 Tatal 8asirr A►ea, acres = 0076 35 2100 0 91 Campasrte Runaff Coe'fficient = 0900 40 2400 082 Gambine.d (Area ' Runaf{ Coefiicient) _ 01759 45 2700 074 5[] 3000 0.66 55 3300 064 60 3600 061 TiAAE aF Cc3NGENTRATI[7N (minuies)• 65 3900 0,60 70 4200 ❑ 5$ Tc {overlandflaw+) Tc {gutterffow} 75 4500 0,56 SO 480Q 05.3 Ct = Q'k a L2 = 150 95 51Df] 052 Z1 = 36 • 90 54pp 050 , I L1 {A) = 20 zz = 0167 85 5700 0.49 N(A) = ❑ a16 8= o 100 6000 oaa S(A) = 0025 rr = ❑ a1s S = 00065 Tc {A)r 023 d= 0108 L'i~8) = 0 Tc (gut ) 2 38 N(8) = 0 i"c(A+B) . 023 ~ S{B) = D Tc tatal 500 Irrtensdy - 318 PEAFC DISC1°IARGE, 10 YEAft 870RM: Tc {B} = 00 Halding 53.4 Q= ,fi*I'"14= 0.22 C.F.S. Q(estiRtated @ d) _ 022 c f s Tfine of Concen[ratian ~ 5.0E1 minutes Fa CI.aLfQ DEPTH [7F FLQW ' y - FEET Qi ❑2 ❑3 ❑a 05 45 D& .f0~ .2 3 4 ,g 6 7 9 91D 10 ~ 6 4-- -7~~~ ~ ~ ~ I T, TT H y -r-T ~ L a .10 CO I ' ; ~,~.ti ~ I a~~ P i •.ae as i 03 04 T-H .(13 ~ I~ I il I I ~ I ! ~ I I~ ~ ~I I lld~ I~ i i i~ I I~ II19 ~ I I 02 i.ai DIScHaRGE PER FoaT aF fi L£NGTH OF Cl~i~B ORENING INLETS WHEN INTERCEPTiNG 5 100°!n 0F GUTTER FLOW t-- - -t 4 - (b) PARTIAL fNTERCEPTkON ~ ~fix Qa ~ RATlQ FL]R INLETS 0F -1---~- - LENGTH LESS THAN L - 71 s. ~ ~ i -t--- -F.- - . a ~~♦1ir OS 06 .09 10 2 .3 4 .S .6 ..B 10 L/La CpPACiTY QF ClJRB OPENlNG IIVLETS - C?M CON31NL1QlJS GRADE ; i 5-39 FaGURE 16 MIDILOME ErqST JRD ADDITfON jan"ory, 2001 Fo_.~ Ig" 61.'TR.~SiYTv ~,'fE~I'~7teas, 1'~Z.C Dro! n Cl ge CaiCulatI O nS CIvIL FNCINEERs a LANn suftvn•aRs N 903 ,4RGONhlE R4AD 5PL7HANE, WA 99212 Pk 925-1322 I YPICAL SECTION: DRAINACE SW,ALE AND DR111EWAY N0T TD SCALE RA~~ ~ , . 13, 18' .6 2 5' ~ fi 25' ~ 65' I ~-ri" deep, curb cut rnJq ~8~~ - ~x~~: f arnent Goncrete -Naimal swaie slopc- Cnncre#e Curb ~-5wale Sa1tom 7 Cross-Sec#tonal Rrea of 5waie f "n 25' S 25' 65' ~ (1 /2)[0 5')L2 ss') + (1 /2)(0 5')(2 68') = i 34 sq ft 067 067 ~ S qr&6~ fl 1$~~i r ya I TYPfCAL SECTiON: aRAlNAGE SWALE 2' WIDE NlaT TO SCALE , R I`W ~ , 13' , 7' , 1 9 f I ~ 5 25 ~.j 525 6F' ~ i ~6" deeP, curb cut 200% 0 ~ .'~--•-`~2~ fG --~-tJormal swole slape i ..ement Canc~..te ~ Concrete Curb and 5id°waik I IJriveway Swale Bot#am 1pR/W yp' Cross-Seckiantal Arsa of Swple ~ s 25 F 2`r 525 f1'r s 5` 1 (1 /-)(o s')(? 25 ) + ~1 /2)40 5 7t?'5} + (o 5')(2 a') - ? 17 sq ft 2 z~~~~, 056 056 1 oc~ ~ ~ ; I , iD1LOVL~ Lf iST 3I1D ADDETfOl~ Jc~nuar~~, '~~Q1 IVl Fwnaeq 14" 66 intpsan Ertgineers, Inc ❑ i-C} i n Q l~ e CL7 lCd_1 lQt! oI"1 S ciML ENGiNEFRs a: L,aN❑ suRVDoRs !V 909 RRGflhlME R44Q SPOKAHE, N'A 39212 PH 9:6--13^.? , i ~ T1'PICAL ~ECTlQN DRAINhCE SWALE AND DRIL'EWAY hlOT TO SCALE Rrw ~ 5 25` ~ 6 5' ~ ,---fa" deep, curb cuf + 3 t1~7 e R / _ _ - - -tt' .r~-. ' ~ `~'~■I~ ~ • _ _ ~ ~a57 . ~Normal swale slope Cancrete Curb Cement CanCrete-' cr $~'i ~~p ~ `--5wole Bot.om 13, 7' Cross-Seri.ional Area of Swale F 525' i 5 25' Q1' 0 5' ~ ~ ta ~ z~s (1 /?)(fl 5')(2 68') +(1/2)(O S')(z ss') = 1 3~F sQ ft _ ❑ 67 057 ~ ~ ya ~ TYPfCAL SEGTION: DRAINAGE- SWALE 5.5 IrVIDE ~ NC3T TO SCALE - R/W 13' i$' 3 50'~~ ~ 5.5' 3 54'_ + 1' 65, - I _6" deep, 4urb cut 2,007 I Z ' ~ _ . t - • ~ - - - - ° ~c.+ f ~r f']~ ! Cemenk C:ancreie~ --Normnl swale slape ~ Concrete Curb and Sidewalk Driueway Swale 9offom ~ )0' RiW ip' ~ Crass-5ectional Area of 5wale ~ sa ~ 55' ~ 50 ~1 , 5 s' ~ (1 /z)(o 5')(1 50') + (1 /2)(0 5°)(i 50') + (o 5')t5 5') _ 3 so 5q rt sri~' ~ J 0375 0375 2 75 ' - E ' I I F~,,D Tp~~~~~ ~`~-I~lN~1C~E ~~~~11i..~~svl~ ~ • K ta ~ 9~.5iL ox r e ~ l,'~.~. o ~ ~ a.z.`~~5 ac~~ ~ Y ~ v. i i~ ~G V 1 ~S ~ ~ C, x' `~'4 ~ 11 ~ { ~rj • ,~i 5 ~ 'A I ~ d ~i ~'E". ~ 10, 0`1' j. d c v o_ ~ ~ F~3E ~ ~,t~$.~~~~.=~ ~ af;~ 3i[700 aCre. ~ao£ 0 + ~ 2 ir 3,0 0 t2 55 OLr-t-e y ~ D. ,o 3 z r~g~. t~ in - I~ Ft. ~ S'T ~7F=AC~ ~ ~'~av ~gs E~ ; VA XD1Lot~E 26ID AC1C~t.T loA Df-~a►NAGE CPLcULA-rrONS ~W1~1 ~R~tt`! PAvENtEN~i AR~A `20$" sWaLE ~ SToRACa E STog,AG.. C~EC~U« Ev AVAtl.ABLE r} , 3 ji4l}~.~-~ Y OI 53 ~i.! FS,' A . ~ = p ~a~ {'~4'~~1g'~ = ~lZ ty• st•~ (-~2`}(l•9$ FS?} lat2 ~i, ul l.orrt @~. G9„ ~1b5}~ti~'~ Z \,~~6Q ~<o6j (~•Gl~ F~ Z~ ~ \30 Ft~ (z (Z.6:. ~T.2~ ~ 81 Fz ~ (Za'~ FI-n t00 (~5') (Zo) (~.34 F-~i j= 120 F~•+ C~5 (~5'3C'-~1 2 l,~oo ft? ~ l f~ 06) , "T g 0 -q-t" 20 {t.3 ~~~1 ~l•?4 F~L~ ~ S~ F~.J ll,19`1 o C\t` 49( f ;3 ~t3 Ft.~ C1E7Eh1710N 6ASIN DESIGN fiRTIQfVAL FflRMEJLA HYDRC]LC7GY &@aWSTR{MG MET{-i0D - QRRINAGE BRSIPJ ANALYSfS 4ar 10 YEAR 574)RNE EVENT Date 1125161 Prnjeci Name Miriilarc€e East 2nd AddiLnn Ja6 fUa 12$38 Project Loeaiion N 312, S 34, T25 N. R 44 E W M fJesigner K NiCRhULKIN Qrainage 8astn IVxme "G.' fltsk Dir A1 Ihowsfrmg l7rainage Basin OescriptEan Onsite Fdenama 12838 xfs °24$°Panding Arsa 7Vame swale For. TamlEnsvri Ponding Area L4catvn sduth side af 35th Avenue Pvini af Cancentration L. P 9+54, Rt SLJSAREAS TIME OF CONCENTRATION (Tc), minutes [3escriptan Acres C A"C nverland Flow Channal Floau lmDenious 208" Areas Seoment A. 1-2 ~ 294 . Asphait Pavement 6.273 090 0245 Ct= 035 Z1 = 7,3 Sidewalks 4043 090 0038 L1{A} = 4 72 ~ 86 Raols 6 069 090 0062 N(A) = 04 B= fl Dnvevrays 0093 090 0 083 S(A) d 007 n= 003 Grass LaHrn 0449 015 0067 Tc {A)= n f}4 s= 0 039 d = 0317 OHrer.qress swment 8 - L9 (B) = a Tc (ch ) 2 43 fV(B) = A Tc(R+B) = ❑ Ob s(B) = a Te totai s o0 rC (B) = 00 [ntensity = 318 Total Basin Area, aeres = 0926 Cflmposda Riinoff Coefficient = 054 Combined (Area " Runoff Coefficient)= 0496 Q (estimafed @ d) = 1 58 z t s Time of Canaentra4an = 5 4Q minuies "208" ORAINACsE PA'fZAMETERS , "208° PauemantArea = 11876 sq ft PEAK DlSCF3AIdGE, 10 YEAR 5TORM "20$" VafunrQ Pravided = 713 cu ft at 9" dapth Storm Storage Prarridsd = 713 cu R st depth Q= C° I" Am 7.58 C F.S. - F,SaWSTRING CALCULAFIONS #3 - #4 #5 MUMBER and T1'PE oP f1RYWELtS PE20POSED 7ime Time lntensrty 0 dev Vin V aut Storage Inermnt incrmnf_ Q Single-Barrel (Spokane Counly Typa A) {min ) {sec ) (inlhr} [cfs] {eu R } (cu R ) [cu ft ) 1 Qouble-8arrel (Spokans Cows3y Typ$ 6) C#1'80) fA"C'#3) ioutf '#21 [#5-#G) 5~ 3 ~ d c a :s~'a 9"5~ 63 a s m T G . s 3 T 6utHrnN Prayded. 1 c f s 5 3bi7 3 18 1-96 d334 mU 334 16 600 224 9 11 780 600 180 15 900 177 4 88 880 900 -20 20 1200 1 45 072 837 1240 -263 ' 25 1500 1 21 0 60 962 1500 =538 "208" TREATMEN7 VOLUME 30 1800 104 052 982 1900 -818 _ 35 2100 0 91 0 45 994 2100 •1 106 Required G RA ponding volume 40 24330 0$2 ❑ 49 1018 2400 -7382 Imperviaus "20$" Area x 112° = 495 cu ft 45 2700 0 74 4 37 1025 2700 -1671 valuma prwided at fi de,pth = 733 eu R, 50 3Ddi} 068 034 1447 3090 -1953 Oi4I ' 55 33D0 6 64 032 1080 3306 -2220 I, SO 36Ui] 061 6.30 1121 3600 -2479 65 3900 060 030 1182 3900 -2708 70 42[0 058 029 1238 4200 -2962 75 4500 056 028 1279 4500 -3221 STORM STCIRRGE VC3LLfME i; 80 4800 053 026 1289 4804 -3511 85 5100 0 52 026 1342 5100 -3758 Allaximum storagg requirad = 334 cu ft 90 5400 0 50 025 1365 540O -4435 Volume provided ai 8° depth = 713 cu fr 95 5700 0.49 024 1411 5766 -4289 [7KE 700 6000 048 024 1453 6060 -4547 i Slmpsvn Fngeneers, lnc. 909 North Argahne F?osd, Spokane, lMA 99212 (509) 9264322 am~s.H n M\V11_C)MS SAST 2,11V A~~iTtoN l2$3~ D'f~A1N~GE CA~CULATtaNS ~,,~;,~sw - . . - _ ~ . . - - ~~~~x~ ~ , . , - - = - o - - - - . . . . . - , - - - ~ ~ - - - . . . i s~•• y. • ' 1'_ _ " ' 1 ' _ ' ' ' ' ' ' _ ' ' • - G.ZS' _ I _1 I G.5 t. ~ - - - ~ - ~ - - - - - - - • - - - - - - ~ . _ ~ - - - - - ~ ' ; ~~Cop of ~ ~ -00I ~ '~y~~7i.~'o. . t.~e • ' ' ~ .I/t~ t . • < . . . . ~ • • • • ~ . - . . . , ~~a . , . ' e • 4 . . • , . • . . ~ _ • ~[(U,;'i~_,'J,i'/.~~ „a,..,.. ~ - ..Fr $67 o ~~1~.~: .::.r:-- - - T. F ~ ~ Swa1e`Bo~'t'oti►~ ~ Conc:-~Curb' a~hd Sic~ewalk _ - lo ►o' - _ ~ ~ Cross- Sect~o~o,1_.~rea o~ Swqle G.25 ~.25 . i~ i~ 6.5 ~J; • • - • ~ -•-------j r-------~--- ---L.l___. , - - - _ _ _ • -00- 248 _ I~ ,..r_~~. ~_Z.~_~_° _5 ~_~2~6$~ ~ {.~z~~°~`'-~~ ~?'~°-a ~-z--1•34...~-c?. / ~ - _r - ` \~'7i~~` . s _ ._---_~F-_G~~ I ~91 ~•r • 0.61 _ _ 0. G Z... - - - - . - • - - - - - _ - - - ' ~ - - - - - - ase.~vhe.~~- - - - g,-p I----- 11_ 15~ 1 l:5 ~ - ~ - - I 5.25 ~ 1 I _ G.5 Top ok 'Drivewa~ ~ 2.00°~• , ^ 7~~~ = _ ~ ~ _ ~il~~~i e. d - ~ • • 1: ~5 _ . .s , • ~17 - oo fi.4f1~~ ~ ~ . ~ . rnn~~„~,.~•,.~~•~.~i~.~,: ``e . . t . _ . ~ - •a~. 9 • e . , . . ~ ~ - - - . . . - - ~ ~ ~ ~ •~'I• . ~ -----•?~Z- -•r 1~T1 0' - - -----------~-Cor~c._.~u`rb s►aewA~k-- s _ --I ~ - -~I I -C-r-as.s.-_S_et~.~hAI--A~eA - ~ - - ~ . . ' ~ - - - - p '2:25 ~ 2.25" ' . - ~ - ' •S_~ ~ ~ ~~2:z5~_~ (~,5~(3 ~--'~~Z~ (Q:S~~~2_Z5 R - ~ - ~ - ~ v--------- ~ z.- 0 . . - ~2,(,2F i C'~\'DtUaME SASY 2Rv p~~UIT~oN DRR1Np~GE CAI-CU LAT1Qi~ls ~2~3~ . - - - ~ - ~ - - - - . . - RIW • - . ~asznr, ehi • ~ - • 1~ - - - . `~I__ . . J I = ` . . _ . . . . p ~ . ~ _ _ -Co~ osc Dr~veway. . • - - - y .i~~•l:l.t'-•r~.,. - - - - - - ~ ~ i - . ~.~a~=-- . - - oo - - o.ol~~ ~T•/Ft•.- -;~T(~`~~~~vtllo 1 ~ ~ . i ' , ~ ,y . , p , , 1 r o ~ o ' < ' l . ' . , f ~ 1 ---N~im~~ FT.. T. pA3"13 . . - . ~ Swale..S~oPe. . NorYn\e- . ~~.Corc. C yrb Swa1e. 80fitow+ . . V . - - - - - . ~ $.s ~i ~ - - - - - - ~ _ - - -429~ 0.91 - • ` Of6 . ~ ~ Yihf , ~ _iFr. 0• ~ . . - - . . _ . . . . _ .1.3~ _ E as e- rn eht - . - - - I ` S.5 - - ' ~CoP of Driveway ~ ~ ~ s - 00 ~ o, 016-1 _ ~ . . ~ , - , - • a _ , . . I^ . • ; o•= i,~ , .~-,.•o.~ ~1 I I ~ F T ~97 ~ ~ . ~ ~ , . 1...,_ - Normal ~ /FT, _ - ,~c~~.~ ~ - . Wale S~p ~ - w - - ' -0- ~ Cohc. P Sal~ BoTtom Cv.r~ _ . . - - 1p~ - --B.S~ - - - 1-- - CrosS - SZc.'~►Ona~ Areo. oT SW q~e. - - . . - = 4~ _ = l . S. - . • _ _ ~ - - _ . . . . Z. o 0 . ~ Fr F' 3.55 - . - - - • - • • - p• - p~' ~ i F p ~`"'~1~1i_D~►t~. ~~5~ 'L~i° f~~~fiE~E~I S 17-419B - j)1?-AVNAGw CALC,U! KTIvNS ; ~ J W 'V 6A, ~ifi~e v f~~~ ~k -:5kv,~ +~~n 2 93~~.~]b ~ '~P.wT- ~ ~t7ur~.~oiW~o ~7Y'iv~~. : ~ .~.a~ 3 (a T ~t Ili~ E:.vt'~1. 5 ~ ~ 6~ . ~i ~ ~ ~ ~ ~ C • ~ ~ ~ ~ir,~ihir~ ❑c~ca . D't . ~ r ~ 5k~p~~rai,,~}S5 ~ f ~~5~ ~r 3i°~tr~-~~~~ ~,L~ w~.~ a~,,p~. {q(]C=S ~rsr_..._~.3.~,~ syt.9.9~-~a~ ~ ~,~t~~S ~ S7►Ci~~.S ~~°~~~~~,~s~ ~ E66 4 •s. f7.C?~~~? cl~r~ ~ P~-ooi s ~ 4DO T~ ~ , 1~}iQC?'~ ~ 0.3~4~ at,r~ i L ~ tMy ~f-wus ' 1~ ~ ~n~ ~ ~~r~.~ l~'~~:+!~~ : ~~r`~'~`~~1 ~ p .~`i ~iC~ ~ ~13r2oo i-- 310~~C,~`~' ~ ~~F ~a~ ~ ~i~• ar4-~ i , S;ti~~e:~• ~~1,~. ~Eifr ~c~c~. C.~.~:Gv~~~a~iuc~~ I - OL) ki _ 1~ ~bjbt~ ~~~r e-k ~.F3 ~ ~1 \ ~ • ~ ~ A~ t~ l ~ I R~C7LTIc~E~1 Q~►~It~AG~ Cf~LCUL.A~~D~lS ICVN tA ~j A51 N wkylALS ¢i.Ge ; • ~E~~3t'~E~ ~ f~i~~iLF~~l.~ ~0 a 04tcR ~~i,L ~C~i.3 ~ ~~ll•~~'r F~~`~ ` sa~}3 ~ ~ [ 4G ~ ~ . (65'~j (1.,i 8 f T?-) = 12~ z,~~~ f}~ (~s_~t'~C~•~B F T3} = 3 l 3,4r1 ~ f'[? (G3l) (l.Ll$ P , . ~ ~ 3$z4C~ 135 i~~.~ ~l~►~I ~l,`~ 8 ~T~'~ ~'2. 4, '£~C . ~ ~ . ~ I . 1•c ~ ' V 9 Ily~ V~~ ~ l 6~'~.~1`~ .7 i -i ~ ~ - . 1z.~6"t6 i i I _ - ~ i ; - I ~ i . j i i 1 ' 1 ~ ~ ~ DFAMN(:j~- CALCULA.~ ~DN5 - ~ ~ , _ - - - - - - - _ - - - - - _ _ _ - - ~IW - - - - - - ~3` - EaS~rn~~n~-- - - - - ~ ' ' - - ~ - - - - _ _ . . - . - - - - _ . . - - - - . _ ~ ~ - . ~ ~ . ; Q , s , . • • - ~ D.D1G'~-,~T-fFT• ,^~'f~~~l~~ ~ ~ ' ~ ~ M_ ~a. ~ ~ , ; ~ , . , . . , ; i~... , -~WalF 5- ti~elr=} ~ ' C): 3"1 ~o~~ - - _~oC-Y+n ~C vn~. - - Swa,le 8vttvm - - - - - - Curb r1~T i~- Yzo ~2~1b•~~~~.~'~] ~~Y~~~0,5}~3^G4} zY l.°~~ FT• o.°t l . f~~ r- - _ - p•f.I`•fl~ _ _ _ _ _ _ F'r~~~~~ - • - _ . _ • • _ • ~ - ~ / T ~ -0~ - - - - - - - - - - =-_.~___.-__..-~'--W-~ l~,T 7~0.5'S,'1(Y~~V1:~~__.~.... T_~ _ ~fW "•--__-_-r""----• • - - - - - - ~ C7~ - - - • - r ~ - • + ~ ~ ~ i l.5••• • - - , r , i . ~C ~ ~ D ~ D C ~ V ~ W 0. L~" . _ • - - _ . _ _ _ s :n a.a t ~ . _ ~tiy~rT ~ - h- - ~ ~ ' ' L ~ _ a • ~ . . f L ."I11i1fiA;'r)~ ~rt'J1I . 1 - N~,~, ~i~~I1=~►uf~~Yr,W ~ mu~ 5W te s~T._- - _ _ ~ - - - - - Garc, a pe - _-v ----~.J~ s~` 1.5~-• !--y: °---•~-•--~~D55 ~ 2~C'~i IOn0.1 ~~~A 0'T ~~fV 0.~~_ _ ` I ~ 4-° ' ^ ~ ~ ~ ~ . _ - - - - - - - - - ° - • - - _ • _ - - - ! - ~--~-9_ i•`~3l . `~~L(3.5~~~.~9~ ~ ~ ~.~~O.S~~1.93~ ~ p.5) s : 7- . d o - •C . F-~' - - _ - - - • ~ f I.`Y~~., ~ y~~~' . _ n, - = F~ - - o• n,- - - - - ~ - ~ - - - - - - - - - - - - - - - - - ~ ~ _ - - - - _ ~ DETERVTEC}h! 6A5fhJ CIESIGM RATlaNRL FORMULA HYDRC]LOGY 8 Sf}WSTRING METHOD ❑RAINAGE BASIN ANALYSIS fnr 10 YIEAR STORM EVENT Date 1125101 Praject Name Middcsme Esst 2nd Addiban /rV'' A Job hia 1283$ Froject Lgcakinn N 11Z 5 34, 7 25 N. R 49 E W M [7esigner fC HICMLJL}CIN Drainaga Basin Aiame "H" ask i]ir Al 16owstnng C]rainage Baain Descnptivn bnsds Fdename 1283$ xis °208" Pondtng Area Name swafe For 7nmhnsan PoRding Area Locatian east side af VirgEnia Rnad Pafnt of Coneentrabon E R 0+38, Rt StlBARERS 71ME OF CDNCEiJTRATIDAP Cfcl. mmutes descnotion Acres C A'C Uverland Flnw Channel FIQw ImnqMorls'208"Rreas SggmerrtA L2= 350 Aspfiaft Pavernent 0291 090 0262 Ct = D 15 Z1 = 73 S€dawalks ❑ 622 090 0 020 Li [A] = [Y 7-2 = 86 Roofs 0 321 090 0 289 N[A] = 04 S= Q Driveways 0061 ❑ 90 ❑ 055 5(A) _ ❑ ❑1 n = 003 Grass Lawn 1444 ❑ 15 ❑ 2t 7 Tc (A) = 000 s= 0012 d = 0 421 DAherAreas. Segmerrt 8- L# [B] = ❑ Tc (c3a ) 3 []6 iV{B} = ❑ Fc{A+B] = ti DQ S(6) = 6 Tc total 500 Tata! Basin Area, aares = 2140 Ts (B) = S] 4 irrtensity = 31 8 Compos" Runaif Cfleffciani = 039 Com6irsed (Rrea ' Runaff CaefficEent) _ 0843 Q {esemated Ind) = 268 c P 5 rime of Concentratton = 500 minutas "208° f]F2AINAGE PARAMETERS '2(]8' Pavement Rrea = 12676 sq ft. PERI{ DESCHARt3E, 10 YEAR 87[2RM "208° Valume Pravidad = 588 cu ft at 6" depth 3tnrm SYorage Provided = 588 ou ft st 8" depth 4= C* I' A= 2.68 C.F.S. BOWS7RiIVG CALCULAT101VS J 02 - --#3 _ #4 95 #5 NUMBER and TYFE ot CIRYWELLS PRRP[7SEp , Tims Time IFltRn51Yy ❑ den V rn V nut Storage ' Inermnt Incrmnt ❑ Single-6arref (5pokane County Type R) (miq.) {sec } (snJhr) (cfs) (cu R ) {cu ft } (ou ft ) 2 Dauhle-8arrel (Spokana Gaunty 7ype B) ~1`~50~ [A'C`#3 (outf'#2j {#5-#6] ~ 000 iti e i u,~ r ~ a 7 7 " dutllow Prawded 2 c f s j 5 300 316 2 68 1 i]77 Bi10 A 1r 10 660 2 24 189 1325 1200 125 i5 900 1 77 149 1495 1800 -305 20 1200 fA5 122 1551 2400 -808 ~ 25 15(]0 1.29 1 02 1634 3000 -1365 °208" TREATMEiVT VDLUA+IE 36 18[70 1G4 088 1667 3600 -1933 35 21 DO 091 4_77 1$$8 4200 -251i Requirad G PA ponding vrslume 40 2400 082 0 59 1729 4606 -3071 impervtous'"2D8" Aeaa x 1 fr = 528 cu ft 45 270[] 074 082 174$ 5400 -3652 wolume prawdad at 6" depth = 588 cu ft 50 3000 058 0.57 1778 5400 -4222 pKi ~ 55 3300 0 64 ❑ 54 1835 6600 -4765 60 3600 ❑ 61 0_51 1903 7248 --5297 65 3900 060 051 2024 78mO -5776 70 4200 058 049 2503 8400 -6297 75 4500 056 ❑ 47 2172 9pOQ -6828 8TC3RAd STORAGE VpLUM£ 1 80 4800 053 045 2190 96D1 -7450 85 5100 ❑ 52 044 228{] 102(]0 -7920 MaxEmum storage reqwred ~ 477 cu R 9U 5440 ❑ 5Q 6 42 2339 10800 -m1 volume prsvided at depth = 588 cu it. 85 5704 049 041 2396 11400 -9404 OKf _ 900 6000 048 0 40 2468 12000 -5532 i S+mpson Engfneers, !nc 909 Narth Argonne RQad, Spokane, UYA 89212 (509) 9264322 ,~a~ ~ , StnrnlwaCer Drainage Report " I1 STC3RMWATER DRAINAGE CAI.ICLTLATIONS (continued) Basiit H Curb amnine, at Low P'oint. Sta 0+43, right, Virginia Road h= 8 in = 0 67 ft Total height af cspening H= 0 145 ft i)epth of water at entrance Q = 0.22 cfs Total peak rate of fiow Q=3487(L)(H)"a fQr II1h <1, OA05f0.67 = 4.16c 1 L = Q - (10$7)(x)112 - a 22 - (3.087)(0 105)311 = 1.90 ft Canstnacted Curb Qpening; 3ft wide, 8 in deep Curb Oqening an Continuaus Grade, Sta. 6+10, left, 36tb Avenue a=2m= 0. 17 ft Flowline depression at apening y= 0(JS ft Depth of flow in nvrnnal gutter Q_ o ! i efs Qesign discharge QaILa =[1 054 From Fig 16(a), Page +5-39 "Spvkane Cvun#y Guideiines for Stormwater Management,> L- Q/{Qa1La} =0 l l I0 454 04 ft. Canstructed Ctarh Opening; 3ft wide, 8 in deep Curla Openiniz on Gantinuous Grade, Sta 7a-00, ]e#l, 36 ln AVenue a= 2 in_ = 0 17 ft. F1vw11rse depre5sinn at apening y=009 ft l]epth raf flow in narmal gutter Q _ 0 15 cfs Uesign dischacge QalLa = (lb Fram Fag i 6{a}, page +6-39 "Spokane County GuidElines far Starmwater Management" L _Q/(QalLa) = o. 15/0 os = 2 so ft Canstruct Curb Opening; 4 ft wide, 8 in deep I RATIONAL. FORNiLJLR HYDRGLC]GY DRAINAGE BA51fV ANALYSiS far 10 YEAR ST4RM EVENT 17afe 11261I31 Project Name Middome East 3rd Additivn ❑asign kwm Project Number. 12838 Disk Fde A1 lratwnaR101l 2838 xls Site L=tivn. A! 112, S 34, T 25 N,R 44 E W M Basin Name °H" 6asin Qescnption 3fith Avenue RTM'-I-, Paint of Cvncentration Sta 7+00, 18' left y! SUBAREAS InterrsitY-Quration fos 10-yea► utarm Event Description Acres C A'C Trme Time 3ntensrty Incrmni Incrmrat. , PaVement ❑ 059 090 ❑ Q46 (min) (sec ] (in Ihr) [~R7'f3L7} 500 30000 318 a 3Q[3 318 10 5[7L] 2 24 15 900 1 77 20 1200 1 45 25 1500 1.21 30 9 SM 1 04 7ofal Basin Flrea, arlres = 0051 ~ 2100 091 Camposite Runaff Caefficient = 09[]0 40 2400 0 82 CombEned (Area' FiunQff Coefficient)_ 0046 45 2700 0 74 sa 3000 068 55 3300 064 60 3600 061 TIME OF CC]1VCEh1TRATION (minwtes) 65 39[k3 060 70 4200 058 Tc (averJand fiow) Tc {gutterilpw} 75 4500 0.56 8o 4800 0 53 Ct = 015 L2 = 88 85 5100 ❑ 52 Z1 = 36 90 5400 050 Lt {R} = 20 7-2 = O; 7 67 95 5700 0 49 N(A) = D016 8= Q lfld 6000 048 - S(A) = 0025 n= 0016 s = 0 0077 Tc (A) = 023 d = 009 L1 (B) = U Tc 4gut ) 145 N(8) = Q To{A+8} 023 , 5{B} _ ❑ 7c toEal 500 Entensity - 318 PEJ4FC DfSGHARGE, 10 YEAR STCJRNI: 7c (6) - Cld Holding 314 Q=C*I*A= 0.15 C.F.S. Q{estimated @ d) = 015 c f s , Time of Gancentratipn = a L1D m+nutes Hi (a) ' R,azionrAL FoRnnuLa, HroRaLoGr ❑RR9NAGE BASIN ANALYS15 #ar 90 YERR STORM E'JENT Dafe 9196198 Project IName: hRiddome East ?nd Addition Design kwm Project Nutnber. 12838 Disx Fife Al +uabo„al=1s83axis Site Locatian N 1a S 34, T 25 N, R. 44 E W 11A Basin Afame "H" Bawn Descnpfion ~ 36fh Avenue . ~ E ; Point of Coneaenfrafion . ` 5ta. 6+10, 18' Ieft - - - SLJBAAfiEAS 4ntensity-Dura4ortfccr `iQyear Sturm Event Descnption Acres C A`C Time Time Irrtensity Incrmnt Irrrrmnt Pavement O.0:37 4.90 0.033 (mtn ) (sac ) (in.Rtr) ~"~~]~lR ,t~ ~-'a • t~.r~~`tx. ,r,c. 500 30000 398 5 3D[} 318 10 , 640 224 ' 15 9oQ 1 77 20 1200 145 25 1500 1.21 30 180CY 104 7otal Basin Area, acres = O.037 35 2100 0:11 CvmpQSite Runraff CoefFir,leni = 90[] 40 2400 082 Combined (Area * Rur►ofF Coefficient) = 1033 45 2700 074 50 3040 068 55 33❑0 064 sa 3600 0.61 FIME DF CONCENTRA'flOfV (minutes) 65 3900 061) Tc (averland flaw) 7e [gvfter flow 70 4200 0 58 ] 75 4500 0.56 so 4800 ❑ 53 Gf = 015 L2 94 85 5100 (].52 Zfi = 36 90 5400 4.50 L1 {R} = 18 Z2 = 0.167 95 5700 0_49 N{R} = 0.016 B= Q 10[] 600E7 048 S(A) = 0.0278 n= 0016 s = 0 aDTT Tc (A) ~ 0 21 d= 0.08 L1 {8} = 0 To (gut ) 160 N(B) = 0 Tc(A+B) 0_21 sp _ 0 Tc total 5 00 [rrterssdy 318 PEAK DISCHARGE, 10 YEqR STORM: 7a (g) = Holding 321 Q= C k I`A = 0.11 C.F.S. q(estimated @ d) = 0 11 c f s. Time af Concentration = 500 rninutes H1 RATIaNAL FDf2MLJLA HYQRC3L[3GY C}RAlNRGE BAS1N ANALYSIS for 10 YEAR STORN6 EVENT ❑a#e• 9115I98 Project Name. MuSdame Easi 2nd Additivn ❑es€gn: kwm Project Numher. 12838 o«k Fi3e A7 irahor1a1110112836xEs 5fte Location. N tif2, 5 311, T 25 N, R. 44 E W.M. Basin Name: "N° Basfn pescriptiors: Urginia Road , Poi[rt af Concentration l Sta ❑+q$,1$' RI9ht SUSAREAS Intens'tp-p€artion ior 10-year Starm Evertt Descnpfian Rcres C A'C Time 1'ime intenstjr Incrmr7t lncrmrrt Pavement (1.076 094 0.059 (min ) [sec•) Cin ihr} [#i`= 500 30]_00 319 5 300 318 10 600 2.24 15 JO[} . I 7T 20 12C1d 9.45 25 15[]0 421 30 1800 1.04 Total BasiR Area, acres = 4 476 35 2104 091 C017ipO5kE RLlT16fiF Coe{FCI2Rt = 0.900 ~ 240(} Q.$2 Combined (Area " Runoif Goeffictent) = 0.069 45 Z700 074 56 3000 Q.68 55 3300 0.54 60 36Ui3 061 7fME OF CDIVCENTfdq7lOhf (mtnutes) 55 39130 060 70 42C1Q 058 Tc (aveflatrdilow) Tc {gu[terflow] 75 4500 0.56 80 48DQ 053 Ct = 015 L2 = 97 85 5104 0.52 Z'! = 36 90 ~4[]0 {D SQ _ L1 ~A] - 18 Z2- 0157 95 5700 0.49 N(A) = 0016 8= 0 100 5000 i14f3 S(A) = 00278 n = 0.016 s = ' 0 007 ' Tn (A)= 021 d= 0105 L1 (B) = C} Tc (gut ) 1 44 N(B) ° a Tc{A+S} ' 027 S(B) _ Tc tofal 5.00 Intensdy = 31$ PEAK DISCHYIRGE, 10 YEqR STORM: Tc {8} = 00 HoldEng 3 46 Q° C`1 "A= 0.22 C.F.S. Q(estimated @d) _ 012 c f s - T~ime af Cancentration = 500 rrunutes H DEf'TH OF FLOW - y - FEET e1 .02 03 ❑d ❑5 06 a8 4 10 2 .3 4 .5 6 7 .8 9 10 ~ i ~ I ~ • ^ ~ ' ~ ~ ~ ~ ~ 1❑ I~; + ~ I I I -r-T . La ~.to .oa P. ~0--ol, - i-s I ~ _ ~ • ~ ~ , 03 as 71 oz .o1 I.o (a) [3iSCFiARGE F'ER FOOT OF a LE NG7H OF CURB OPEIVING L 4o INLETS WHEiV INTERCEF'TIAlG T--- ~ S 100 °/p OF GllTTER FLDW - - - + ~Lo' ~ ~ I I 1 Q (b} ppRTlAL INTERCEPTlt?N i 3 RATi❑ FOR tNLETS OF L`~_.I_~I~ ~❑6_ ~.~.._~~-~--~-y-~ Qa - LENGTH LES5 THAN La 1 ~ r ~ z - -1- i~/ i ` ~ I ~ I ; 05 06 .OB .10 2 .3 4 .S .fi .8 IO L,La CAPAClTY OF CURB DPENlNG INLETS DN CONT]NUC]US GRADE ~ ~ 6-39 FIGURE 16 ' tAkVlL0MS 1~-A5T '°l"~ 1"',DV1 r iON D~f~1 N f~~~ ~.f~L~G Lr~Ti[7~5 ~CV~JM ~A l V l f t t f`-'c ~ ~ 1-~'d T 1f ,~jJ t3 1111 1A I 13 f•S [R ~ I I. c, O`"t 3 g f~~l T• ~ o o~l no v.~vt Qir i~[ L`~ 3~~k F1.~ev+v e. : ~.~r5~o ~v -I 19 6.5`~ 03b-~4 -20'4C? ,,~wn 7- ~ ~ ~ ~ ~ ~ ~ RCIrf- 4^~, A ~ Si~6V~..3 ~ ~~~•~31P1~,`~~p~ ~,~av~5 ~ ~ ~?~~[.ES~S ~.~►~p ~r~~ ~ ~~~~?~a ~ '~.l'~~~~~ t~~~ c; ~u~~ti4s~ P~ 2 ~~o f~ ~ , CtCJ~t~ ~.~`oi~il 6 ~°~`•~j`~• ~.~I.+~ a G~►'-ss 47~9qU acre _ ❑~fs;~e area Ll~l V) si~ere~ ~eg4ly;61 e. , ot P, d i nc.lI,A e-~, ~s ~1ev~e.lr,~e~ , 0 K5 i ~ e, a"r e.a . 90 3 iw~(e Bo,rr~! ~ 1,. 3 Js ou4) ~ 1; 5z C~3 ~73 ~ r.•r, 61 9 i ~ L+,~ ~ S k-S -r D M~ ~ ~ -r i o N ~ l ~ ~ ~ ~ ~ ~,vF~tLlkBL E 15 Flt~ ) .-4. .0 ~ 1.~~°~. '~•~~'t- . ;~~u ~ s,- ~ n~ -3 1 ~y ~ ~ ~ l. ~ !~t g 1 • ~J~1 ~t ~L3ot 'j` ! ° '~~'~F~~~~~} ~ ~,~~v ~nD F~i•2 t~~ ~S~F~~~.~t'~ ~Y~~j ~ 1 Ls- ~y~. ( r,°i;'~} x I°,} S 9~,~ l= ti,aw ~ ~ ~ (~Z.~~~~tg'~ ~ ~~53~ ~T~ Wl f~ f T~~ ~ ~ ~~i~-~~~~~~F~ = ~~4ti F~~ 33 ~ ;~;~'~5~~~~~.1Z 1~.- ; « ) ~ ~ • a ~t• ~ , ~ 190 ~(z .12 4-2. 'F7 jo 0 1-1 ~~c.~7~ j_ ~ ~~t~~ ~ ~ , Z137-~a 9-7 ~i T•~ ~ 3 ~aD v IzS -2- F rZ) t-x•' 7'j ) .t ~jj 4 Stormwater D3-ainags Ftepart II, STC3RMWAI'ER dRATNAGE CALCi.1LATiONS (Continued) Basin I NTidilonae East 2nd Additiar► • Curb OoeninL, at Low PQint, Sta 5+(]6 28, right, 36 Avenue h~ 8 in. = 0,67 ft Total height of apening H=0 48 ft Flepth nf water at errtrance Q=0 11 cfs Total peak rate af flow , Q = 3.087(G)(,Hf' for HI}i < 1, 0.I7810.67 = 0.12 < 1 - L = Q = (3 087)(H)112 = U 11 - (3 ~187)(0.[3$}2 = 1 58 ft. Construt;t Curb Opening, 3 ft, vvide, S in rieep Midil4rne East 3rd Additiaii Curb ODeninp- on Can#inuous Grade, Sta 35+91, left, Wv[adlawn Drive a= 2 in = 4. l7 ft Flawline depressivn at opening y== 0.095 ft. Depth of flow in normal gutter Q _ 0 20 Cf5 DeSlgli {iiSChaTge Qa1La =0 065 Frtam Fi~ 16(a), page 6-39 "Spakane Cvunty Guidelines far ~ • Stormwa#er Management" L = QI(QafLa) = ~ 2010 066 = 3 03 ft Construct Curb flpening, 4 ft, wide, 8 in deep , DETENTION BASIN DESIGN RATIONAL FORMULA HYDROLOGY 8 BOWSTRING METHOD DRAINAGE BASIN ANALYSIS tor 10 YEAR STORM EVENT Date 5/18/01 Project Name Middome East 2nd Addihon Job No 12838 Projecl Location N 1/2, S 34, T 25 N. R 44 E W M Designer• K MCMULKIN Drainage Basin Name T. Disk Dir • A1:lbowstnng Drainage Basm Descnption Onsite Ftlename 12838 xls "208" Ponding Area Name, swale For Tomlinson Ponding Area Location• soulh side of 36th Avenue Point of Concentratiom Sta 5+06 50, Rt SUBAREAS TIME OF CONCENTRATION (Tc), minutes DescnpUon Acres C A'C Overland Flow Channel Flow lmoervious "208" Areas. Searnent A- L2 = 416 Asphalt Pavement 0 304 0 90 0 274 Ct = 0 15 Z1 = 4 5 Sidewalks 0 057 0 90 0 051 Li (A) = 0 Z2 = 45 Roofs 0.138 0 90 0 124 N(A) = 0.4 B= 2 Dnveways 0.116 0.90 0 104 S(A) = 001 n= 0 03 Grass Lawn 0.995 0.15 0 149 TC (A) = 0 00 s= 0.0094 d = 0 344 O1herAreas Seomenf B L1(B) = 0 Tc (ch.) 3 79 N(B) = 0 Tc(A+g) = 0 00 S(B) = 0 Tc total 5 00 Tc (B) = 0.0 Inlensity = 3 18 Total Basin Area, acres = 1.670 Composite Runoff Coeffcient = 0 44 Combined (Area ` Runoff Coefficient) = 0.703 Q(estimated Q d) = 2 23 c.f.s Time of Concentration = 5.00 minutes "208" DRAINAGE PARAMETERS '208" Pavement Area = 13246 sq. ft PEAK DISCHARGE, 10 YEAR STORM '208° Volume Provided = 755 cu (t al 6" depth Storm Storage Provided = 755 cu ft at 8" depth Q= C'I' A= 2.23 C.F.S. BOWSTRING CALCULATIONS 41 #s rW li5 nti NUMBER and TYPE of DRYWELLS PROPOSED Time Time Inlensity Q dev V in V out Slorage Incrmnl Incrmnt • 1 Single-Barrel (Spokane County Type A) (min ) (sec ) (in !hr) (cfs) (cu ft ) (cu ft ) (cu. ft.) 1 Double-Barrel (Spokane County Type B) (#1"60) (A'C'#3) (outf'#2) (#546) 5 00 30000 318 2 23 898 390.00 508 Outflow Provided 13 c f s 5 300 3 18 2 23 898 390 505 10 600 2 24 1 57 1105 780 325 15 900 1 77 1 24 1246 1170 76 20 1200 145 1.02 1327 1560 -233 25 1500 1 21 0.85 1362 1950 -588 '208°TREATMENT VOLUME 30 1800 1.04 0.73 1390 2340 -950 35 2100 091 0 64 1408 2730 -1322 Reqwred G.P A ponding volume• 40 2400 0 82 0 58 1442 3120 -1678 Impervious "208" Area x 1!2" = 552 cu ft. 45 2700 0.74 0.52 1457 3510 -2053 volume provided at 6" depth = 755 cu fl. 50 3000 0 68 0.48 1482 3900 -2418 pKi 55 3300 0 64 0 45 1530 4290 -2760 60 3600 061 0 43 1587 4680 -3093 65 3900 0 60 0 42 1687 5070 -3383 70 4200 0 58 0.41 1753 5460 -3707 75 4500 0 56 0.39 1811 5850 -4039 STORM STORAGE VOLUME 80 4800 0 53 0.37 1826 6240 -4414 85 5100 0 52 0 37 1901 6630 -4729 Maximum storage reqwred = 508 cu ft. 90 5400 0 50 0.35 1933 7020 -5087 volume provided at 8' depth = 755 cu ft. 95 5700 0 49 0 34 1998 7410 -5412 OK! 100 6000 0 48 0.34 2058 7800 -5742 Slmpson Engineers, Inc. 909 North Argonne Road, Spokane, WA 99212 (509) 926-1322 a~~~ RATIONAL FORMULA HYDROLOGY & BOWSTRING CALCULATIONS DRAINAGE BASIN ANALYSIS & DESIGN for 50 YEAR STORM EVENT Simpson Engineers, Inc North 909 Argonne Road, Spokane WA 99212 Date 05/17101 Project Name Midiolme 3rd Design Chuck Simpson Project Number 12838 Disk Flle• P 12500.130001R50112836ne3 xis Site Location Middome 3rd Spokane, WA 8asin Name Basin I 8 J Basin Descnption 36ih G P A Name SWALE I G P A Location South sid 36th Point of Concentratwn South curb SUBAREAS: TIME OF CONCENTRATION (minutes) Description Acres C A'C Tc (ovedand llow) Tc (gutfer flow) Asphalt Pavement 0 304 0.90 0 274 Bwlding Roof 0 138 0 90 0 124 Ct = 015 L2 = 418 Concrete Walks & Pads 0 057 0 90 0 051 Z1 = 45 Pervious Areas 0 995 015 0 148 Lt (A) = 0 Z2 = 45 Dnveways 0 116 0 90 0 104 N(A) = 04 B= 2 S(A) = 001 n= 0 03 Total Basin Area, acres = 1.810 s= 00094 Composde Runoff Coefficient = 0 436 Tc (A) = 0 00 d= 0 47 Combined (Area ' Runoff CoeffiGent) = 0 702 L1(B) = 0 Tc (gut ) 318 N(B) = 0 Tc(A+B) 0 00 S(B) = 0 Tc total 5 00 "208" DRAINAGE PARAMETERS Intensity 4 58 Tc (8) = 00 Holding 7 24 Impervious "208" Area = 13,246 sq fl "208" Volume Generated = 755 cu fl Q(estimated Q d) = 4 21 c f s Time of Concentralion = 5.00 minules "208" G P A DATA for PROPOSED SWALE I PEAK DISCHARGE, 50 YEAR STORM: Treatment Volume Provided Qa 8" = 755 cu ft Q=C'1'A= ~ 3.22 C.F.S , o BOWSTRING CALCULATIONS NUMBER and TYPE of DRYWELLS PROPOSED• #1 #2 #3 #4 #5 #6 #7 Time Time Intensity Q dev. V in V out Storage 1 Single-8arrel (Spokane County Type A) Incrmnt Incrmnt 1 Double-Barrel (Spokane County Type B) (min ) (sec ) (in./hr) (cfs) (cu, ft.) (cu ft ) (cu ft ) (arso) (A'C149) (oun •a2) (asns) Outflow Provided* 13 c f s 5 00 30000 4.58 3 22 1293 390.00 903 5 300 4 58 3 22 1293 390 903 10 600 3 20 2 25 1578 780 798 15 900 2 47 1 73 1738 1170 568 "208" TREATMENT VOLUME. 20 1200 1 98 1 39 1811 1560 251 25 1500 1 67 1 17 1879 1950 -71 Required G P A ponding volume 30 1800 1 46 1 03 1950 2340 390 Irnpervious "208" Area x 1/2" = 552 cu ft 35 2100 1 30 0 91 2011 2730 -719 vofume provided at 6" depih = 755 ai ft 40 2400 1 18 0 83 2074 3120 -1046 OKI 45 2700 1 07 0 75 2106 3510 -1404 , 50 3000 1 00 0 70 2179 3900 -1721 55 3300 0 92 0 65 2198 4290 -2092 STORM STORAGE VOLUME. 60 3600 0 87 0 61 2262 4680 -2418 65 3900 0 82 0 58 2305 5070 -2765 Mammum storage required = 903 cu fl 70 4200 0 80 0 56 2417 5460 -3043 volume provided at 8" depth = 1 I( 4 cu ft 75 4500 0 77 0 54 • 2489 5850 -3381 OKI 80 4800 0 75 0.53 2582 6240 -3658 85 5100 0 72 0 51 2631 6630 -3999 90 5400 0 70 0 49 2705 7020 -4315 DRYWELL REQUIREMENTS 95 5700 0 68 0 48 2771 7410 4639 100 6000 0 67 0 47 2871 7800 4929 1 Single (Type A) 1 Double (Type B) Simpson Engineers, fnc. 909 North Argonne Road, Spokane, WA 99212 Phone• (509) 926-1322 Fax: (509) 926-1323 Basin I 6 J RA710NRL FORMULA NYDRC]LOGY pRAINAGE BASIhI RNALYSIS fc+r 14 YF-AR STDF2M EVENT ❑ate 9115198 Rroject IVame Miditorrte East 2nd flddifion besign_ krvm Project Number 12838 o,sk Fila Al Vatanan=2838-Ag S[te Lor,attpn, fV 112, S_ 34, 7 25 N, R_ 44 E W M Basm Name Basin C7esenption• ~36fhAuenue Point af Conceritration. .^ata 5+46 28, 18' RightC-- x~`w SUBARERS Intensdy-Quratian for i0-year Skvrm Event Clescnptors Acres C A'C Time Time lntensp fncrdrnf. Incrmnt. pavement 0.038 090 0,034 (mm.) (sec ) in IhrJ W116q ~ ~~t' ~#''~y•r~ , ~ :v-~~.' , 0_e~3z ar_e•e 540 3DO.40 3.1$ 5 300 3.1$ • 10 fi❑0 2.24 15 9C1Q 1 TI 20 1200 145 25 15[l0 121 3[} 1800 1 f}4 7otal Basin Area, acres = Q.438 35 21 GO 0 91 Camprosite Runoff Coefficlent = 0.900 4@ 2400 0 82 , Cambmed {Area' RunofF Coefficient} W ❑ 434 45 2700 0,74 ' 50 30pQ 0.68 _ 55 330[3 064 6Q 3600 0 61 TIME OF C4NCENTRAYIDf[ imEnutesJ, 65 3900 0.6D 70 4200 0 56 Tv {pverfand fiow} Tc (gutfer flow) 75 4500 056 80 4804 0.53 Ct = 015 L2 V 58 85 5100 ❑ 52 Zl = 36 9f} 5400 050 Li (A) = 18 Z2 = 0.167 95 5700 ❑ 49 P!{A] = 0016 B r 0 100 6000 048 S(A) = 0.0276 n= 0016 ' S = 00077 'Fo (A) = D.21 d = ❑ 08 ~ - L1 (6) = 0 Tc (gut ) 1 03 ; N(B) = 0 Tc(A+B) fl 21 S[B} _ 0 Tc tatal 500 Intensity = 318 PERK DISCHARGE, 14 YEAR STORM: - Tc (B) ~ 0 0 HoEding 207 Q= C*E' A= 0.11 C.F.S. Q(estumated @ d) = 0 1 1 c f s i; Time a{ Cancentrafion = 5 00 minutes ~ ; RRTIaNa,L FoRMuLA HvoRoLpGY DRAfNAGE 9ASIN ANALY51S far 10 YEAR STORM EVEN7 Date, 112sd01 Project Name Midiiame East 3rd Rdditran []esign kwm Project IVumber 72938 Qtsk Fila akMjecrski2asftanana is1 011 2838M E3 x[s Site Locatian N112, S 34, T. 25 N, R 44 E WM E3asm Name "17" Basin Desenpttan ~ Wc+odlawn ariVe ~ j Point af Concentratton ( 5ta 35+93, 2{]' ieft SU5~RF-AS. IntensAy-Dura#wn far 10-year Stvrm Event ❑escnptian Acres C A'C Time , 7ime Intensaty Inr.rmnt Incrmnt Pavement 0069 090 0062 (min ) (sec ) {m lhr} [ar601 5 iD] 30000 318 5 300 3 18 10 sQa 224 15 900 177 20 1200 1 45 25 1500 1 29 ' 30 T soo 104 Tatal Basin Area, acres = 0069 35 2100 091 Crsmposite RunOff Coefficient = 0900 40 2400 082 Combined {Area * Runaff Coefficient} 9 0062 45 2700 474 50 3000 068 - 55 3300 0 64 60 3604 61 TiME C]F GONCENTRATlC3N (mrnutes) 65 3900 060 70 4200 058 Tc (ouerfandElow) Tc (gut#erifow) 75 4500 056 $t'J 4$00 053 - Gt ~ 015 L2 ~ 150 85 5100 052 71 = 36 90 5400 050 LS (A} = 20 Z2 = ❑ 167 95 5700 049 N(A) = ❑ 01 E B= fl 100 E000 048 , S({1) = ❑ 025 n= 4] 016 ' s = 001 ' - Tc (A) = ❑ 23 d = 0.096 , L'I (B) = G l"c (gut ) 207 Ai(B) = D Tc{A+B} 023 5(B) = 0 Te tvtal 500 intansity = 318 PEAK C}ISCHARGE, 10 YERR 5'tORM: Tc (B) = 00 Na9d,ng 5.34 Q=C * i ' A = 0.20 C.F.S. Q{estimafed @ d} = ❑ 2U c f s Tirrje af Corcentrativn = 500 minutes ❑ [3EPTH C7F FLUW - y - FEE7 ❑i ❑2 03 04 QS Qf QS 10 2 3 4 .S .8 7 8.9 1.0 10 -Tt.. ~ • ,5 4-► 4.TIT - -j--~ ~ f-~± ~ a4 E-.l~l- L o ~ e I~ I°. ~ ~----L# I ~ t ~.as r° os i aa ~ I .il3 .02 I I I I,J ~ I V I! I I I f 1 ~ I~~' i I i Qj r.o D15Ci-4ARCaE PER FOC]T OF LENG7H OF CURB dF'ENING INLETS WHEN INTERCEPTIIVG ~ ' , I00°/o OF Gf1TTER FLC]W - ' a ' - - ~ " ~ Q 1 f I I I (b) PARTIAL iNTERCEFTIDN ~a ~ ~--I_4- RATID FOR INL£T5 C]F 1 ~ ~ I I I ~.El~GTH LE55 TH,AN L n -1- -I-- ---i-- ~ a ~i r"~ 10 ~os qis oa 10 2 .3 a s.s .e t.o L/L fl i CAPACITY DF CL1RB DPEN1NG IfdLETS l QN CONTINUOUS GRADE ; ~ 6_39 FIGURE 16 I ~ s ~ _ . I •1~ ~.5~r'r~~h . ~ _ . __s . _ _ _ _ • - - - - ~D~•_•. - _ . - I--•- ~.~rl _ _ ► ~ ~ - - ~v._~. - ~._-J _ p-i Q~C lti} ~V,1R~_•-• - -•r•_ • - - - . _ - -•e._ . . _ _ • ~ 00~=--~c ~.~7~~0~• C"{•'F'~• ~ ~n 7' . 1 • . ~ e a . ~ , . , ~ ~ ~ a I .c . ' ' J . • T ~ 1 r r e . 7 . 7 t e ( 7 - 1 • • I . ' " ' ~ ~ ~ . ~~L - F T. f F7,_ ,D, ~1.> 5~07 • • - - . ~ - 0 pe-- _ - - - C "Yb - - Sv~~l~ $~~~~r~s - - - - - . - _ _ - v~s-=_-s_et~ia.~,~,~ - . _ ` `3~5~ ~j~~ l 5' _ - - - s - • ~ z~(o,s64~ ~ `d F-rZ 4.z9~ 3 ~5 ~ - _ _ ~ - - - --~.~4 _----__T _ - 6a ~r , =t9 - - - - --~~~~~~.~,a~~`~~~'~~"i~t~~j L ~•_~,~~~'`~••~°,f" - , - - - o N - • e~ _ _ [ ~o 4 i. t~, 1 , - t jW - _ _ _ - - - _ - ~ - . . l3`. ~ ~.5.e.~e.v~~ - - - - =7 - - - ~ . _ _i-•-•--- _ . 1(}~ ~ _ - _ r + - - ~~~r- ~ ~.~e•• . _ - po~ ' ~,alG~ +;F"f. ~~~t. h• _ ~ ' t • - a 1 ~ S o '~Y - _ -r ` ~ a ~ ~ 4' s 1 ' ~ i ~ ~.y '~7 . ` -------------N~'~~a~~~~ FT•IFTA__,•~~r,~~e~9 ~ . ~ r~~y'~f~:7't~~~ ~ !►i 3 - - ~►'~'al~ 51C) pe - - C,o~~, tor~,~ - - - _ _ _ _ - - - - - - ' - B 5+ crvss - 5ec~ie~+~l Ar~w ~ti Sw a~ - - ~ - - - - - - - e- . _ - ~-.-~g _ ~•`y3/ r~G -8 ~ - ~ ~ . • ~ , o~ - • - - - - - ~ o v ~o;•`_ - - - - _ - - - - - - - - - ~tl - - - - - - - 3.55 MIDILOME EAST 3Ra ADaITION January, 2001 , rmww ,w 6& impson Enganeers, Inc. D r a i n a ge C Cl lG LJ lCl t I GnS CIMl EwciNeERs & LnND suRVFraRs 1V.909 RRGONNE RflA[7 SP6HANF, WA 99212 PN 926-1322 TYPICAL SECTION: LRAINAGE SWALE AND DRI11EUVAY NQT TO SCALE 13' R/w 7' (L ~ 6 25' 6 25' fi 5' - ~ ~ - 1~ ~6" deep, curb cut 200% min co ~ t Cemenf COnCreke_~ pe/F~~ ~ t861 NormQl swale skppe ~ Concrete Curb ~ Swaie Battvm 13' R/w 7' ~ Cross-SeGtional Areo of 5wale i 5 25' i 6 25' 11'' 6~5 6 8~ (1/2){0 5'}(2 58') + (1/'2)(0 5')(2 68') = 1 34 sq. tf ° 067 067 s~'a" ~ j TYPlCAL SECTIQN: DRAINAGE SWALE 2' 1NIDE avoT To scALE ~ 13' R/W ~ 7' 1$' V.- _W - 5 25' 1' 1' f ~ 5 25' 5.5' _ g" deep, curb cut 2007 ` ~ ` ~ . . 0 ~06 Cement Concrete Norrraa4 swQle slope ~ Concr'Ete Curb and 5idewalk ilri vewa y , \-Swale Bottrrrn i i, 1a' R/W lfl' ~ Crass-S2ctionpl Are❑ of 5rvale 525 2'e 525 1't 6.5' [1I2)(0 5')(2 25') + (1I2)(0 5')(2 25') + (o 5')(2 0') = 2.12 sq. ft 225 ~ 225_~~~ 0.56 i 00 - 0 22 ,o Slorrnwater 1]rainage Fteport 11. 5TC]RMWATER aRA1NAGE CALCLTL.AIIO1VS: Basin K Area Tcrtal= 20,250 sq, ft. - 0.4649 acre Faveili ent = Woodlawta Dr = Sta 36+39 to 39+00 ={23l'}(20') _4,520 sq. ft. - [}.1(]f j acre - 5idewalks =(2 31')(6 5') = 1,5 02 sq ft. rv 0 0345 acre (Drairts toward swale) Driveways = 2 dnveways at {Z8.5'}(24') = 1,368 sq. ft. - 0.0314 acre _ RoaFs = 1 roaFs al 2,000 sq. ft.1hQtise = 2,000 sq t-t [].0457 acre hnpetvious = 4,620 + 1,502 + 1,368 +2,000 = 9,490 sq. ft. - 0.2179 acre Grass Lavvns = 20,250 sq. ft - 9,490 sq. ff = 14,760 sq. ft- 0.2470 aGre SxQra,Qe Reqiiared- ay "20$" Starage Required =(4,620 sq. ft. )(1l2"- 12 in. per ft.) = 193 cti. ft b} Bowstri2xg =2OS cii. ft + 1 Sirigle $arrel Urywe3l, Type A (0.3 cfs atrt) Stora2e Provided: Swales: cv6" 214 cai ft. a 193 cu ft . @8„ 214 cu ft. > 2{]8 cti. ft. BASIN PAVEMENT AR.EA "208" STC?RAGE SWAALE STQRAGE REQUZkkET] AVATLABLE K (231')(20') = 4,620 sq. ft. 193 cu. ft. (6Y')(3-50 ft.2) = 214 cu+ fl. Total 4,620 sq ft. 193 cfi ft. 214 cLI, ft. I Storinwafer Drairiage Report II STQRMWATER QRAiNACiE CAL,CULATIDNS' (continued) Basin K Curb Oi)enina at Low Point, Sta 37+75, ieft, Woadiavvn Driue h= 8 in = 0.67 1 Total heighC of opening H = 0, 122 ft. Depth of water at entrance Q = D 30 cfs Total peak rate of flow Q= 3 087{L}{H}312 Far H/h < 1, 0 12210 67 = 0 18 < l L Q - (3 087)(H)312 _ 0.30 - (3 087)(0 ]22)"2- 2.28 ft Construct Curb Qpening, 3 ft vvide, 8 in. deep ~i ❑ETER171L7A1 BASfN bESfGN RATIOfVAL FL3RMUi.A F4YOROLOGY &BC3W5TRlIdG IMETHaD DRAINAGE 6A59N ANALYSIS far 10 YEA'R S70RM ELIENT Daia 1126101 F'rnJact Nama M3ddome East 3rd AddiYion Job !IVo 12838 PrajQCt Lacatlan N 112. S 34, T 25 N, R 44 E bl! M ❑esFgner K bACMULKIN f7Fairsage Basm Name "FL" , Qisk [3ir . P.iprajscis112&381howstruig Drainage Basser Descnphon ti]nsite FdBnamm 9283$ME3 tcls °20$" Panding Area Name swaie Far Tamlinsan Panding Area Locabvn, west side vf INoodta+am Dr Paint rsf Contentratnn Low Pt, 37+75, Rt SlJ6AREA5 TIME C3F CaNCENrfRAYlON {Tc), minutes Deseriaton Acres c A"C £]verland Fluw Channel Flow Imnertnous `208"Rress,- SeamerrfA: LZR 125 Asphalt Pauement 0.108 090 0.095 Ct = 015 9 Z1 w 54 Sidewalks 0 035 090 0 031 L1 (A) = D 72 = 54 IDrNeways 0031 090 002$ N(A) ° 04 B= f1 Roors 0046 090 004t S(A) e 001 ❑ as cra5s Lawn 0247 0.15 ❑ a37 r~ (A) = 000 s= a Ws a = 0342 f]ttesrAseas smmenFA: Lt(B) n 4 Tc [ch ] 1 78 lV(6) II 0 Tc(A+B) = 000 S[B] = 0 7'c koTal 506 Tc LB? ° 00 IntensitY ° 318 Tatai Basin Area, acrss = 0465 Compnsite Runaff° Coefiiciant = 05D Comhinad (Rrea " Runaff Coeificrsnt) = 0 233 0 (esdmated [c~ d) = 074 G f 5. Time csf Cancentra4an = 5.00 minutes "208" flRAINfIGE PARA4VlETEFtS '208' Padement Rrea = 9620 sq fl. PEA#[ D[SCHRRGrz. 10 YERR STDRM •208• Valume Rrssvideci = 214 cu ft at 6" siepth St9rm Storage Praviderl = 214 c4 ft aE 8° d0pt41 Gk a C'i ` I' A m 0.74 C`. F.5 BOWSTRihdG CALCULAYIt7N5 0i #2` ~i 94 #S - _ #7 MLtfNBEf2 and TYPE a! DRYV41ELL8 pRt]POSEd Fime Fime Intens"sty L4 dev V tn V ouE Storage Incrmnt Incrmnt I 5ingle-Barrsl (Spnlmna County Type P) (min ) (sec ) (nlhr) Wsy (cu tt.) {cu ft.3 {cu ft.} 0 0ouble-Barrel (SpoIane Counh° TYPe B) 12 0 ~ J~ 3'~8 (A•CR0t37"A [~i3 {oul#'#2] (#5 #fi~S Qutl3aw Provided C1.3 e.f_s 9~ 5 300 3 78 0 74 m 97 ZOti 10 6m 224 052 367 180 187 15 9170 1 77 041 414 270 144 20 1206 145 034 440 350 So 25 1500 9 21 0128 452 456 2 °208" TREATF/tEAfT VOLUME 30 48GO 104 024 461 540 -79 35 2100 0.91 0 21 467 630 -1 E3 Reqttire[t G PA panding valume 40 24(]0 082 419 478 720 -242 lmperv[ous "206" Area x 1P2° = 193 cu ft_ 45 2700 6 74 017 463 810 -327 voiume provided at 6" dspth = 214 cu ft 50 3000 068 8.48 492 Sa0 408 OKi 55 3300 064 (115 578 990 482 _ 60 3600 061 p.14 527 1050 -553 65 394D 0160 014 560 1170 -610 70 4200 058 014 582 4260 -678 75 450G 056 013 6Q4 1350 -749 STORM STpRAGE VOLL1NiE 8Q 4800 053 012 606 1440 -834 $5 5100 9 52 012 631 1530 -399 Maximum siarage reqwred = 20$ cu R so 5400 0 50 B 12 647 1626 •979 arolume pravided at 8' dspth = 214 cu. fl 55 57[70 G.49 ❑ 1 i 663 1710 -1041 pK! 190 fi[1IM} 0 48 0.11 683 1 Sm - k 14 7 Simpson Errglnears, 1nc. 909 AlorGh Arganne Rcfad, Spokane, WA 99212 (509) 926-1322 . RA7IL36dAL FdRdNL!!A HYDROLC]GY DRAINAGE 6ASfN ANALYSISfor 90 YEAR STORM EVEfVT C7a#z, 1126101 • Project Name, Midilome East 3rd Additian C}estgn kwm Project Number 12838 Dsk Fiie PVprnjec[s112f93BkatwnaR701728381vFE3 bs Siie L.ocatian N 1/Z S 34, T. 25 N. R 44 E W M Basin Name "K" Basin i7escnpttgn W4ndlawn Drive Pacnt of Concentration Sta 37+75, 20' le[t 5k i@FtRERS lntensdy-L7uretian for 10-year Storm Event ❑esenption Acres c A'C Time Time Intensdy incrmnt Ancrmnt ' Pavement Q 1135 9t] ❑ [}J5 (rnin ) tsec 3 (in IFir) sa1•sa) I;?sl`}(?.r')~ ~r?o. ~ 00 300300 378 10 600 2 24 15 900 1 77 2} 1200 145 25 1500 121 30 18i]Q 104 Tota! Basm Area, acres = 0106 35 2100 0 94 Campvsite Ftunaff CDefficient = 0 900 44 2400 082 Cvmbined (Area ' Runcsff Coeffia'serit) = 0095 45 2700 074 .FSQ 3000 0 68 55 3300 0 64 60 3600 061 TIME c]F CQNCENTRATION (minutes) 65 3900 060 7{3 420[] 058 Tc (overlandflaw) Tc (gutterlfow) 75 4500 456 8o 4800 053 Gt = 015 L2 = 125 85 5100 0_52 ' zl = 36 so 5400 o 50 L1 (R) = 20 Z2 = 0167 95 5700 ❑ 49 N(A) = 0016 B= D 100 6GQO 0 48 5(A) = 0.425 n = ❑ 016 5 ° Q.GD6 Tc (A) = 4 23 d= 0122 L1 (B) = 0 TC (gut ) 1,90 N(B) = 4 7c(At8) 0 23 S(B) = 0 Tc total 500 fntensity = 318 PEAK DISCHARGE, 10 YEARSTDRM: Tc(B)_ 00 Holtfing 4 45 Q=C*1*A= 0.30 C.F.S. i C! {eshmatecE @ d) = 030 cf s 7ime mf Goncentraiiars = 5 0C) minutes i , _ K IVIIVILVME LASI 3rLD ADVITIOIV January, 20I71 Fwntled T9*a [ s '~1TZp5Q'TI, ~'7E(~Z1~B~1'S, I7ZC. D ra i n a ge ,r~ t~ a 4cu Iafions CIVIL ENGINEERS & LANp SLIRI+EYORS h1 909 ARGCINNE ROAO SP01(AhlE. WA 99212 PFi 926-1322 TYPICAL SECTION: aRACNAGE 5WALE ANa DRIIIEWAY NOT TO SCALE R,~w ~ , 13 7 ~ 1$ ~ j t _ 6 25' s 25° s s i' 6" deep, curb cut ~ 200% Lff ~ Cemenl Concrete-/ .✓FII p %8~l \-Normal swale slope ~ Gancrete Curb 5wcfe 8ottom , . 'Y R,w 7 , ~ 6 25' , 6 25' 1's 6 5' I Cross-5ectivnpl Areo of Swale Ilk ~ (1/2)L0 5'}(2 68') + (712)(0 5')(2 ss") - 1 34 sq rt z ss~ zes.~- o ~ ❑ 67 C7 67 s ~'8s~ Q N 7 5q TYPICAL SECTION: DRAINAGE SWALE 5.5 WIUE NOT TO SGALE 13' R/ - 7' 18, ~ GL 350'~I-.. 55. 3.50'~ _ r~00% 6° deep, cunc cut 5% n,n L- ~ 3 ~ ~ Cement Cancre#e~ Narmol swale slape ~CQncrete Curb vnd Sidewalk Qriveway - 5wale Bottom 10' R/'" Cross-5ectianal Area ❑f 5wole 350, 5 5` , 3's0 i1'i 6 5° ~ (1,2)(05')(1•50) + (1/2)(0,5')f1 50') + (0 5')(s s') = 3 -9o sq ft a~5 ~ I15, ~ 0 375 C) 375 2 75 n .y 1 , - Stannwater I]raiiiage Report li. 5TC]R1VIWATEFt DRAiNAGE GAGCULATIC]NS. Basin L Area Tota1= 32,000 sq ft. - 0 7346 acre Pavernent = Wovdlawii Dnve = H.P 39+00 to E R. 43+07.73 =(44$')(20') - 8,160 sq. ft. - 0.1873 acre Sidewalks =(408')(6 5') ^ 2,652 sq. ft. - 4.0609 acre (flrains toward Swale) - L3riveways = 4 driveways at {2$ 5'}(24') = 2,736 sy' fl. - i] 0628 acre Roafs = 1 roof at 2,00(} sq. ft.IhoLtse = 2,000 sq. ft - 0.0459 acre Imperviotis = 8,160 2,652 + 2,736 + 2,000 ~ 15,548 sq. ft - 0.3569 acre Grass Lawns = 32,000 sq. ft. - 15,548 sq. ft. = 16,452 sq. ft. - 0.3777 acre StaraRe Reauired: , a} "208" Storage Required =(S,160 sq ft- )(1f2°'-12 in. per ft.) = 340 cu. Fk. b) Bowstring = 414 cLi ft. + 1 Single Barrel T3iyweI1, Type A(0.3 efs aut) Existing Storaae Provided: Sruales: c~,r~, G" 498 cu. tl > 340 cLt. ft @8" 498 cu. Ft. > 474 cLt. fi BASIN YAVEMENT AREA "208'° STORAGE SWALE STQRAGE REQUIE"tE17 AVAILABLF, L1 { 165'}(20') = 3,3 Q(} sy. ft 13$ cu. ft. (l Q(}')(1.34 ft.z) = 134 cti. ft L2 (45')(20') = 900 sq. ft. 37 cu. ft (48)(1.34 ft 2) = 64 cu. ft. L3 (86")(2(]') = 1,720 sq. ft. 72 cu. ft. (20)(2.I2 ft = 42 cii Fl. I,4 ($6')(20') = 1,720 sq. ft. 72 cLr. ffi. (61)(2.12 ft = 129 cu. ft. L5 (26'){20') = 52[] sq. ft. 21 cu. ft {61}(2.12 ft. 2) = 129 cu. fiC. Total 8, 160 sq. ft. 340 cir ft. 498 cu. ft. - DEFEhlTI[3M BASiN DESIGN itATlOHIAL FQRlIi"!LlLA H1'CtRQLOGY & 8OIN5TFtING METFiflD QRA[Nt1GE 6ASIN AMALYSI5 €crr 1G YEAft SYORM EVEN7 Datv 1r26101 Rroject hEame Midilame EasE 3rd Addibcrn .loh No 12Pr38 Projffct Locaban N 112,8 34, T 25 N. R 44 £ Vll M Desfgrser, IC MCMULlCIN Qramage 8asin Name' "L" Qisk Oir. P WojecLsl128381houvstring brainage Bassn f]esenption Bnsite Fiierrame, 12838ME3 xls °208' Panding Area Narrte swale For 7amiinsott PorKiing Area Lpcation easf side of Woodfawn Dr PoFnT of Cnncentrati en. Law Pt,+32+5{l, Rt. SU8AREAS TIME c7F CC7NGENTRATI[7N (fc), mmuies Dascnptisn Acres G !1'C ❑vedand Fiow Channol Flasv lmoIVf6LS '209'13fB8.S; $9C1metrr A. L2 ° 350 Asphalt Pavement 0187 030 0169 C1 = 015 Zt ~ 54 Sidewalks 0051 090 0055 L1 {A] a f] Y2 = 54 Drivsways 0063 050 0057 N(A) - 4 6 R a Rocsfs 0046 0DO 4 d-47 S(A) = 0 41 n= D3 Grass Lawn 0378 015 0057 Tc (A) ° 000 s g ❑ 4i d = [1.573 @ftrArees ~menf B: L1(B? ~ a Tc {ch.) 365 N(B) = D Tc{R}6) = 0 00 S(B) = o rc totar Son Tc (8} ~ 4 ~ Interssit~+= 3.98 Tata~ ~3asin Area, acres ~ 0735 Compssite RunoH Coefficient = 051 Gomb3ned (Rrea ' Runssff GoeFficient) _ 0378 0 (estimatad [c~ d} - 120 c.f.s. 'fiime uf Concentratinn = 500 minutes °20$" DRAfNAGE PARAiUfEYER& '208° Pavemarit Atea = BifiD sq. $ PEAIC [1lSCHARl3E, 10 YEI1R STORM °2W Vaiuma Frouidsd = 498 cu ft at 8' dapth Storm Stvrage prouided - 498 cu ft at 8" depth R=C" f* A Q 1.20 C.F.S. BOWSTRING GALCLILATIt5145 #1 #2 wi A #S #Es #7 h1UM8ER and 71'PE of E]RWUELLS PROFQSEE7 7'4me Time Intensiiy 0 dav, V in Vout Storage fncrrrsnt. Incrmnt t Singls-Sarrer (Spokans Countyi Type R) {min } (sec ) (in1hr) [cfs] {cu ft1 (cu it.) {cu. R.) 0 Daub1e-Barrel (5pokane Countj 4ype B) #160 [A'G"~3 (ntt~ `#2 (05~~ ~ :~'f€s t~ 4FJs 39T Outfiswv Provided o 3 c f s 0 ~n 3 ia , zU aW 9u 3Er3 10 600 2.24 0.85 ssa 180 414 15 9m 1 77 ❑ 87 670 270 400 20 220[] 1 45 055 713 360 353 25 1500 121 046 732 450 282 °208°'TFtEATMENT VOLUME 30 4wQ 104 0 39 747 540 207 35 2100 081 034 757 630 127 Required G P.A pmnding volume 40 240(] $2 0 31 775 720 55 Imperotows "208°Area x 1/2°_ 340 cu it, 45 2300 0 74 028 783 si -27 valume pravidad at 5" depth_ 488 au ft, so 3040 0 6F3 0.26 797 900 -903 bKE 55 3300 0.F4 0.24 823 g9t1 -167 60 3600 OfiT 023 853 1080 -227 85 3900 060 0_23 307 1170 -263 70 4200 058 022 943 12617 -317 75 45OU 056 021 974 1350 -375 57dF2M 5TORRGE VC3LUME $Q 4800 053 020 982 1440 458 85 51[]0 052 020 1022 9530 -598 Maximumstvrageraquired = 414 cu,ft 90 5400 0 50 019 104I1 1520 •5B6 valume pmvided et 8° depth = 498 cu ft 95 5700 0 A9 019 1074 1714 -536 C]KI 10O 6000 0 48 0.18 1107 18M -693 5lmpson Engineers, lnc. 969 Narth Argonne rtoad, Spokane, WA 982f2 (W9) 926-7322 ~ I Stomlwaler Drainage Report H. STClRM17VA,TER T)ftAIlVAGE CALCi]LATTONS (coci4iliEied) Sasin L Curb Qnenine at Lotiv Point. Sta. 42+50, riglit, Wcae,dlawn Diive h = 8 in. = 0.67 ft. Tratal hciglit af opening H=(}.11 ft Depth of vvater at etitrlnce Q = 0 29 cfs Total peak rate of Flow Q= 3087(L)(N)3e2 for d-Tlh s l, 0.1100.67 = i3.16[ 1 L = Q (3.087}(x)" _ 0.29 - (3.087)(0 11)312 _ 2.58 ft. Constnicfi Ctiria Opening; 3ft. wide, 8 in. deep No . ti-z no, (415h -D F A4NA G e CA~-CULF.'t RC) N~ _ . - - - ~ - - - - - - R1W - - - - - - 1D S~k5etime"t - - - - ~ - - - ~ l C)~ - - - - - I - - -i- - - - - - . _ m _ _ . _ . - ~ Co.25' _ d ~1 k_ i ~-5~ Tv? vi -prtve.wa~ 2-0a ° n~ ..n~ ~ ¢~I ' _ _■.4~ ~ a - ' ti . ' ~ 4 • _ a , , . , r~~~'`. , . . e - d _ _ ~ ~ • ' 1, •Y!/~I,:t;~.,.•.~•~; - - c~. ~ ,~~~`~4~~~ - - - - - ~ ' - r. - - - - - - - •----Swr~l~.-~nt~8m - - - - - Co~c. ~r.~'+~la - ~ - - - ~ - - - - - - ~ - - - - - - - - - - +o _ C~`ass- S~.c~~~v~o.1 r'~t-ea o~ SwAI~ - '3 ' - - - - - _ - _ - - - - - - - _ . _v. ___P• _ _ _ _ . _ ___d___..__.._..__ . . _ , $ _ _ ~ , r- ~ - • - _ '0'. 61 _ _ _ _ - 0.(. ~ - • - - _ _ _ . _ f J ~q~ ! ~ar~~~ r_ - - - ° • . _ • q • _ ~ _ _ ' _ _ . . ' ' ' " ~ . _ . R lV~ ~ . _ _ _ _ . _ - 1~2 p___~ o;~~:~r►~~.v+~m _ ~ - --c~ - - - ~ 5D.25' 5.25' _ 2.ri 0,° . ~ co~ ; _ _ • . ~L - , ~ ' ~ ~ ~ ~4 ° • .`J~d . e ~ ~ G . _ - .y~. 4 +Irn• ~ . c ♦ d' , . ~ I. ~(~((l.ri~rrin~~ - J . W g . . ` • '7. _ ~ ~ ~L_••- ~i~~~«~ L7''~'~~~-• • - ~-4 c 01RI[, •_.i~. lA`f k? 12' ~ g' 5sdewa~ 1- - - • • 2:~5 2,.7.5 . - - • ~ _ - • ~ r r ~ , . • ~rS~~~ _ tiy _ ~ ~ - l~~Q~-rJ~~~.2~~'~ ~e.~~L~_~ ~~.~y?~t~..,Z~~~ - • - _p.5~''_ ~.40.- - 4`•~~--- - ts- _ . _ d_~__..._.~._ - _ ; MIDILOME EAST 3RD ADDITION February, 2000 Faunaa lesa 9a7npson Engineers, Inc. D r a i n a g e C a I c u I a t i o n s qVIL ENGINEERS & LAND SURVEYORS N.909 ARGONNE ROAD SPOKANE. WA 99212 PH 926-1322 TYPICAL SECTION: DRAINAGE SWALE AND DRIVEWAY WOODLAWN DRI VE NOT TO SCALE R/W _ 10' 10' 20' 6 25' ~ 6 25' 1 11' 1 6•5' ' 6" deep, curb cut I - - ~ - - - I I - z oo% . ~ \Sq min. a0 / _ , L` , ~ . V 186j ~c[1 ~ ~ fE ~t~ ~ tzFV Normal swale slope Cement Concrete F ~ Concrete Curb and Sidewolk Driveway Swale Bottom 10 R/w 10 . Cross-Sectional Area of Swole 6.25' i 6 25' i1'~ 6 S' ~ 2 sa~ 2.68 1 (1/2)(0.5')(2.68') + (1 /2)(0 5')(2 68') = 1.34 sq. ft o, 0 67 0 67 S 4 86j 0 ~86~5 S• TYPICAL SECTION: DRAINAGE SWALE 2' WIDE WOODLAWN DRIVE NOT TO SCALE R/W _ 10' ~ 10' ~ 90, ~ 5 25' y 1' 5~25' I 1' ( 65 ' _ 2007 - ~ 6" deep, curb cut - ~ • ; . \3 57. min ~ . • i - • . . . . ~ . Cement Concrete~ 022 0 222 Normal swale slope . ~ Concrete Curb and Sidewalk Driveway \-Swale Bottom . 10' R/W to' I Cross-Sectionol Area of Swale ~ 5 25 2' i 5 25 i1'i 6 5' (1/2)(0s')(2.zs') + (1/2)(0s')(2 Zs') + (o.s')(Z.o') = 212 sq. ft 225 m z zs~ 0.56 056 1.00 s?~2 ~ o2z2? 45 Try a depth of 1.21 4--4. 1 I]rywelis - Precast cvncrete dry_ wells, as showa dn Couzity standard V=1.4$6 R 213 5112 R = Area drawf.rcgs, may be used to retain stares , dsainage in soil.s wf th avery ragid per- n Wetzed pesimeter meability. fiypes A and BDrywells in , ~2'xI.2'+{2xl.2xl.2} - 5.28 s.f. the foZlarvfag soils may be desi intiltrate a rare of fZaw af 0.3 ~ sd and 2 ~-2(1.2~+2.4Z) 7.35 ft, 1.0 cfs respective3y: R ~ .717 gong P~larbIe Bonner Phoebe t' Garrison L,~Prizgdale_~ V - 1.486 (.717) 21'3 (.OZ)IIZ~ 5.52 fps $agan .03 The lacatiQns of tkxese soil types are sttowx in the 5ni3 Caaservation 5ervice Q trVA - 5.61 fps x 5.28 sf ~ 29.6 cfs Soi1 Surney far SpoTcaae Cauntq. The drainage repart shall include a cvpy of - 30 cfs .r. a e1.2f the SCS map with zhe subdfvision plotted therenn. The C❑unty Engineer shaT1 re- SoYVe IYC: Try1.31 '4uire the developer to gsovide a sfev~ ~nalysis and soil ty°,pe test fsam a soils 312 Zaboratvrp aeceptabZe to the Coun[y Ea- Q o g(b +3 Dc) 3 DC gineer ff theze is a question regarding , + 2Z T3c t he abave sa iI types. i~ -432.2 (2+2xI.3)~ g~.~312~ Ir~ rural areas, as defined in spaka.ne 30.9 cfs Caun.ty Road Standarc3s, apea grave), dry- (2+23C2X1.3) we27.s ma.y be germ.#.tted in ],ieu of the 30.9 cfs - 30 cfs de ffi 1.3, precast cancrete drywe3ls. ~ Dc > Dn, f1ow is supercsitica3. Precast coacrete dryTwel].s praposed far use in other soils thaa those showa 5ince zhe flora fs supe~~ritical, care above and a4,3 open graval drywetls sha7.l should be taken ta pravide a proger de- be designec3 accordfug to percolation sign at goiats wIaere hnrizonGal andIor rates deternfned by afield test can- „ vertical alignment change. forming tv the Manual c►f 5eptic tank pr$ctiGe. A County inspector $ha11 be A free bvard of .30d shovld he applied Present duxing a3.I percolation tests. A percQlatian test calculatian sheet D=.30 X 1.2 - 3.56' signed ana sealed by aregistered clvil engineer shall be submitted. The per- v= 5.6 fps > maxitaum allowable. colatiQn rate sha3l be equaT ta or greaeer thaa 72 inehes per hour ta be Provide rig rap. {Refer tv 5e~tien aceepCable far drqwe.Il eanstxuction. k. 5. } 4-r4.2 5tcrage Facilities - Detention ~ 4-4 DeteatiaalRe[ention 5ysLems ~The storage faeiZities may he used to peak rate of rua-crff from aa existing reguZate flow rates. Aa' overf].ow $ite sha].1 not be iacsaased due to the type starage sys[em wtiich regulates the pr~oposed de~velc~pmex~t far a g~.vea design rate af ❑utf3ow s~a~.l, ~e ~ssed. 5ae str~rm. Therefare, a retent~.oa~Ideterc-~ Fig~res 4~3y 4-4, 445, a.~d 4~6 for [iau facil.ity en-site sailI he required. s~'ggested details. 7~andscaped faci~.- i t~es such as parks, g1ayfieZds, tennis I}ate: 414I84 courts, etc. are reeommended fos ' 4-15 Midiloi-ne East 3rd Addition R[3ADWAY SCIRFACING L3ESTCN: The Spokane County Alternafive Favement Design (Interim) far Local Access Paveranent Stnactures was used for desigil of the raadway surfacing. Fram the table, Local Access Pavement Struu#ures, the following inforrnation is needed to determine the required surFacing depths l} The type of street must be local access 2} Soit type (as classxfied by the Unified Soii Classificatian System) 3} The average daily traffic, AADT _ Street Type: A1l streets within t,he plat are designated as locat access (residential). Sai11`ype The geotechtaical engineering repvrt shovvs that soil sarnples were taken at 3 test pits within the plat. TP- 3 wa.s at the intersectian of 35"' Avenue and McDvnald Street, 7'P-2 was at the intersectivn of Woodlavvn Dfive and 36 th Avenue, and Tp-3 was at the intersection of 36hAvenue and McDvnald Street. Gradation analyses shaw rhe soil sanraples fram TP-1 aTe CDa551fiLd 7.5 GP-CTK TP-2 7Ie Cla551fi~d aS GM, and TP-3 are classified as GM based on the T,3nifieti Soi1 CIassificatian System notatian (See geatechnical test reszlts) Average T]aiiy Traffic, AUT: Waodiawrx Drivewill have aVerage daily t.ratFic counts of less than 200, In the future, r.his road may be extended south and the ADT caunt cauld increase tv the 20[}-604 range Therefare, this road will be cvnstructed at 100% huild vut far °the future conditian. The semaining rvads, 35th Avenue, 36th Avenue, a.nd McI)onald 5treet, vvi11 be short cross streets each with average daily traffic caunts vf less than 200. A table of the street narnes, de51gI1 d3ta c3i3d the 1'oadWay SL1If&C1Il~ ~ept}1S IS 1I1Gli1ded. SUMMARY DF ROAD WAY S LTRFACIN{s DEFTHS ry~rn~vw..vr rj!~~s5,~F9 'yj]{x[ " ".w '~~r~n1 ~L .L i~~ r~ ~~~','i,'~ ' ~ , .~,~~t~i'-,ki~tF fi F , ,•ino,. a v'~ % s _ ``~i''./'~ fF~/ v~ Fi•%.:%.' • / `y`i7 F i s ' t Waadlawn Drive Local Access GM 200 -bt]a 2" ACP Class A assumes 100°/6 build aut 7" Crushed Surfacirkg , 35th Avenue Local Access GP-GM 0-200 2" ACP Class A d" Crushed Surfacing 36th Avenue Local Access GM 6] -2OQ 2" ACp Ctass A ' 6" C1'UShed S11PfaCing MCDCYf1ald StI'L'~t Local AcCeSS C7P-GM 0- 200 2': AC,P C;Ia55 A 6" CI715lied Sui-fSC1I7g LOCAL A,CCESS P►4VEMENT STRUCTURES AVERAGE DAfLY TRAFFiG SC7aL TYP'E 0- 2t30 200-600 600 + Gllil 2"/610 . 211/601 2„16" GP 2F,16" 2117« 2177'r (GM) 4 :2716A (2211/811 GC 27701 2tt/811 311/60t S V V `Jstf6rF L r]ii T71f 2fIr~7fi ~ ! SP 2r~~6" 2ii~-711 r~e`pC3~l ~ P ~ I i7 ~A t~Ehll f Jlr /711rr8e1 f]1r'~~~+11 ive ~ ~ ~ , 5C Pavemenf Design Ml. 311f611 311/$'r 4sR16" CL Pavement Gesign CJL 477,e 511~~t 578„ MH Pavement ❑esign _ C3H Pavement ❑esign PT Pavement Qesign 1) Soi€ type is c3assified by the iJnified 5oil Glassifica#van 5y5tem. , 2) Required thickness is given as inches vf asphalt cvncrete pavement over inches of Grushed surfacing. S~OKANE COUNTY ALT~RNATE PA'V'~~ENT aESlGN (1NTERIM) . - 3820 E. Braasfway Spakane, Washington 99202 budinger & associates, inc. ~Qgi gootechnical & material engineers , Kevsn McMutkin, PE ]une 36, 2400 . Simps6n Engtneers . N. 409 Argotuie RQad 5pokane, WA 39205 F'rojec[ Nurnbcr tvlOD 170 P'1tQTECT: Midilame East, 3'd Additiorr Spokane, WA 5LJBT;CT: Resu3ts of iaE3aratory 'i"est'sng Repurt 41 Deat Mr. McMulkin, At your request, vve have provided iaboratary testing services far the subject prrrject. C}ur services = were limited to ihe perforrnance Qf specife iaboratary tests, selected at your discretion. Far this period aur involaernent was limited to the excavation of 3 test pits (]oln L]eere 310 backhoe) and sampling of soils expose.d by the eaccavatirn. The test pit locatians vvere selected by y4u prior ta our site visit. Two samples were taken from each test pit, one near the swrface to regresenf pavement subgrade soil, and one near the bnttorrj trf the test pit to represent soils that may be affec#ed by storm drainage. At your request, the f411owing tests vvere conducted an each sample in genera] accordance with the methads Iisted. d. M[aisture Content A5 TNF D-21 i6 2. Atterberg I irnits ASTM D431$ 3. Gradation ASTM D-422 Soils were then classified according to the Unifieci SoiI Cfassxfication System {ASTM D-2487}. i Resufts are presented tan the attached Luboratory Surnmary, ~ Ie has been a pleasure ta he of service ta you an Lhis praject. If yau have any questions, please caIl. Respectfully 5ubmitted: ' BLIDiNGER & ASSOCIATES, IIVC. Thornas A. P'omts, EIT Staf#' Engineer TA}'Isa Addressee - 2 Attnchmenrs ■ d.abomtary 5ummsry F.C. Sudinger PE S#ephen D. Burchett PE (509) 535-8841 J'ohn E. Finnegan PE FA}C [549] 535-9589 Scot# L. Walters i MidilUme East, 3rd Additivn f'roject Numtcr MOO 170 5pakene, WA TABLE 1 ~ L.ABC)RATORY SUMMARY UNFTS LOCATi[3N Mci]onald Street & 35#h Ar+e Wovdland DriWC Bc 36!h Ave Mcl3onald StFeet & 36th Awe TEST F'1T"NUMBEIi 1 1 2 3 3 7 _ L]EPTH Ti3P ft 1/2 S 1/2 7 0 7 BOTTC1M R 1'/: 10 1 9 1 9 SAMPLE TYPE Bu1k Bulk Bulk Bulk Bulk Sulk MOISTfJRE ~ °fa 7.1 3.2 ~ 5.5 5.2 ~ 7.5 3.6 I,IQ[]IT) LZMIT °l0 3$ 39 - PLASTtC LTMI'1" % 25 25 PLASTICZTY TNQEX °l0 13 14 UMFIED CLA55IFIC,r1TIC?N ~ GP-GM GP-GiVP ~ GM Gw GM GW +5" COBBLES lo0 100 100 3" 88 10[} .106 40~1RT=. : 9~` - - . •J~~ , S 1'l~" °/o $D 83 73 $8 $7 89 I 1" 74 76 76 75 81 8o E 314" GRAVEL P 67 7(} 68 59 75 67 V 1!2'° A 54 52 S$ 42 64 52 E 3!8" S 41 52 48 32 55 35 . #4 . S 29 37 35 , il 40 19 5 #10 1 23 20 25 12 29 9 1 #!+S N 21 11 22 9 25 6 z #30 SAND G 19 $ 20 7 22 5 E #40 18 7 11 G 21 4 4100 15 C 17 5 19 4 #200 _ . , 12 ' S 15 ` . - 4 16 3 SILT budinger & assoclates, InG. geotechnical & material engPnesrs