Loading...
28095 PE-1751B MIDILOME 3rd Addition 2001, Aug Stormwater Drainage Report i ~ I STORfYlWATEiL DRALN~~E REPOill _ anC~ RoadvVay DeSlgI1 MI17ILQNE EAST 3rd ADI)rTYON OFFICLAL PUBLIC Dac~MEW August, 2001 SPoKANE Cfl~NTY ENGtNEERS OFFjr.E ~ ORIGINAL - PROJEcr # sUsMfrrAL ~ ~UM To CoUNI,r ENGINEER Prepaxed by: F ~ , Sirnpson Engineers, Inc. _ North 909 Argonne ~`tvad - - Spokane, Washxngtan 99212 The desTgn improVements sh6wn in this set af plans ccrnform to the applicable editaons of the 5pokane County+ standards far raad and sewer construction and Spokane County gurdelines ~ for storrrtwa#er managernent. A.II design devaations have been _apprQVed by the Spokane Couniy Engineer. Tapprove these plans for c4nsh-uction TABLE OF cONTENTS s4ECEI~ED T. Drainage Summ~ary , Sl~~ 2`7 2~Q~ :sMlQ&EC0uMr~MNEER II. * Typical C-urb Inlet and Driveway Cut Calculations (additional calculations with Basrns) * Stvrmwatex Drainage Calculatioi2s for Mxdilvme East 3rd Addztion: Basins A through L. B. ITT. Attachrnents: 0 ~ * Roadway Surfacing Design * Soils Map and Tables ~ P 1Projects 11283$l12$38-208 doc JEXPIFE5 .711 ~IC3 ~ Stormwater Drainage Report: Midiloine East 3rd Addition DRAINAGE SUMMARY: This project is located south of 32nd Avenue and east of Pines Road. The plat proposes 37 residential lots totaling approximately 17 acres. ' The development is divided into twelve (12) basins; A through L. See Drainage Map for Midilome East 3rd Addition. Each basin is composed of two subazeas; 1) grass lawns and swales, and 2) impervious roofs, driveways, and asphalt paved streets. Stormwater flows overland across roofs, grass lawns, and driveways and into grass swales behind the street curbs. Stormwater from asphalt streets flows along the curb gutters and into the grass swales through driveway curb cuts and curb openings located at low points in the curb profile. As specified in the "Guidelines for Stormwater Management", page 5-4; where a sloping swale is less than 100 feet long, and slopes 1% or less, the swale may be considered flat. Driveways along the road will obstruct the swales, creating a series of individual swales that are less than 100 feet long and less than 1.0%, and 6 inches deep between the driveways. Therefore, each swale wil] be considered as flat. Stormwater will fill each swale to a 6 inch depth and then overflow across each driveway until the water reaches the final swale and drywell(s). The grass swales were calculated to hold the first 1/2" of rainfall runoff over the asphalt street areas. Figure 2, page 6-3, of the "Guidelines for Stormwater Management", by Spokane County Engineers, was used for rainfall intensity and duration occurring at a 10-year storm frequency. The Rational and Bowstring Methods were used to calculate the peak stormwater runoff for each basin, and the type and number of drywells needed for each basin based on the storage capacity of the swale In accordance with "Soil Survey, Spokane County, Washington", 1968, the soils at the site aze categorized as: GmB, Garrison very gravelly loam,... similar to Garrison gravelly loam, except that the surface layer is very gravelly. SxB, Springdale gravelly sandy loam, deep,... similar to Springdale gravelly loam, except that the depth to gravel and coazse sand is more than 36 inches. These types of soil are considered acceptable for drywell installation per Section 4-4.1 of "Guidelines for Stormwater Management". 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 point. 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 Ooenine 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 Storniwater ManagemenY" L = Q/(Qa/La) = 0.26/0.022 =11.82 ft. Driveway Opening; 24 ft. wide, 6 in. deep OKAY ,i Stannwater 17rainage Reparfi - H. STOxMwArER nRvrrAGE cALCvT.ATzaNs: I Basin A ' Area , Toxa1= 145,$30 sq. ft. - 3.3478 acre Fa`=ernent ~ McI3onald St =Sta. 38+45.32 to 44+21.88 ={576.56'}(18.5') = 10,666 sq. ft. , 36 th Ave. _ Sta. 9+54.35 to 3+97.19 = (42.84')(18.5') = 792 sq. ft. {15 6.86'}(18.5°) = 2.902 so. ft. 14,350 sq. ft. - 0.3297 acre Driveways = 6 driveways at (37')(24') = 5,328 sq ft. - 0.1223 acre Sidewallcs =(576.35 + 42.84 + 128.52)(5') - fi @(5')(24') = 3,020 sq. ft. - 0.0693 acre Roofs - 12 roofs at 2,000 sq. ft.ihause =24,000 sq. ft. N0.SS 10 acre Irrapervious = 14,360 + 5,328 +3,020 + 24,000 = 46,70$ sq. ft. - 1.0723 acre Gzass Lawns = 145,830 sq, ft. -45,70$ sq. ft. = 99,122 sq. ft. - 2.2755 acre Storaae Recauia'ed: a) "208" Storage kequzre-d _ (14,3 E0 + 5,32 8 sq. ft. )(1 f2"i 12 in. per ft.) _$20 cu. ft. -b} Bawsfinng = 781 cu. ft. f 3 Uouble Barrel I]rywe1l, Type T3 (3 43 c£s vut) Storaize Provided: G" Swa3es: 1,087 cu. ft. > 824 cu, ft. , 8" Swales: 1,087 cu. ft. > 770 cu. ft. 4 , - MIDII+C]ME EAST 3rd ADDTTION DRAAIAGE CALCY.ILATIaNS BASIIV PAVEMENT AREA "20$" 5TC?RAGE SWALE STC)RAC'rE + DRIVEWAY AREA kEQUIRED AVAII,ABLE A.1 (339')(18.5') = 6,272 sq. ft. 335 cu. ft. (102")(4.40 fk.2) =448 cu. ft 2 @ 1 ')lL4i) - 1.776 C]TLI4v I A2 (85')(18.5') = 1,573 sq. ft. ] U3 cu. ft. (6l')(3.14 ft. ~ 192 cu. ft. - + (37')(24') = 888 2,461 _ A3 (85')(18.5') = 1,573 sq. ft. 103 cu. ft. (61')(114 ft. 2) _ 192 cu ft. + (37')(24') = 88$ 2,461 A4 {44'}(1$.5') = 814 sq. ft. 71 cu. ft (6 l')[3 14 ft.2) = 192 cu. ft. + (37')(24') = 888 1,702 A5 {223.28'}(18.5') = 4,131 sq. ft. 209 cu. ft. (20')(3.14 ffi. =63 cu. ft. + (37')(24') = 888 5,019 Total 19,691 sq. ft. 821 cu. ft. 1,087 cu. ft. i i DETENTiDN BASIN QESIGhP RA7fQNAL FORMUL4 HYQROLOGY & BQWSTRING RAETHOD DRAINAGE 6A51ni ANALY5i5 far 10 YEA9t STpRM EVENi' pate• 9I8101 Project Name Midilprrre East 3rd Addrtfvn Job No 12839 ?raject Lacawn N 112. 5 34, T 25 N, R 44 E W M , I Oesigner K NSCh9ULKIN L3rainage 8asm hlame "•,4" Disk Dir R Ipmjectsi128381bQwstring Drainage Basin Descnption dnsite ~Fdename 12838lNE3 xls "208" Ponding Area Name swale For Yomlmson f'ondmg Area Laeatinn west side nf McDonald Si Point of Concentratian{ Low Pf, 42+44 44, Ll SL1BAFtEAS TIME pF CQNCENTR,4TIbiV {Tc}, minules , gescnotion Acres C R"C Overiand Flaw Channei Ffow , fmtlenrzous "208"Areas Sament A° L2 = 580 Asphalt Pavement 0330 090 Q.297 Gt = 0 15 Z1 = 86 Sidewalks 0 069 090 0062 L 1{A} = p 7~ = 86 - Dnveways 0122 090 0110 N(A) = 0016 B= 2 Raafs 0551 0 90 0496 5(A) = 0 92 n= 003 i Grass Lawn 2276 015 0341 Tc [A)= 0oo s= 001 - d = 0 338 d][her Areas_ 5e{zment B. - Ll (B) = 0 Tr. (oh f 5 02 N[6] = 0 Tc(A+B) = 0.00 S(B) = 0 Tc tatal 5.02 - Tc (B) = 00 intensity = 3 18 Total 6asin Area, acres = 3348 CampQSit$ Runvff Goefficient = 039 ~ Combined (Area " Runvft Coe#fidenl) = 1 .308 Q(esUmated @ d) = 415 e f s `7ime of Gorrvsntration = 5 02 minutes ~ "208" DFtAINAGE PARANfETERS i "208" Pavement Hrea = 19686 sq ft PEAIt DISCHARGE, 10 YEAR STC3iiM °298" Valume Prpvtded = 1087 eu ft at 6° depfh ~ Storm Starage Preavrded = 1087 cu ft at S` deplh q =C" I° A= 415 C F.S. • BCIW3TRING CALCULWTIONS v7 #2 93 04 96 #6 RI NUNSBEFt and TYPE vf ORYWELLS PRpPOSEd I' Tfine Time Intensity Q dev V dn V ouf Storage Inermnt Incrmnt fl Singl2-8arre[ {Spokane County Type A} {min ) (ses ) pn 1hr) (cfs) [cu ft ) {cu ft ) {cu ft ] 3 Qouhle-$arre9 (Spr3kan$ Gounty Typ2 6) _ (#9'8[]~ {A'C"#3} (putf `#2~ (#5-#F,) - I ~ 4'2 3[]7 b 31B 415 i~i75 903 S 171 QutflQV+ provrded 3 C.f 5. I 5 300 3 18 41 5 1670 900 770 ~ 10 soo 224 293 2056 1e00 zss 15 900 177 2_31 2318 270(} -382 20 1200 145 189 2467 3606 -5133 ~ 25 1560 121 1 56 2533 4500 -1967 °248"TRERTMEN7 IIQLUME , i 30 1800 1 Qd 136 2585 5400 -2815 i 35 2100 091 1.79 2618 6300 -3882 Requirad G P A pvnding valume - 40 2400 0$2 ro 07 2681 7260 -4543 !mpeEV3ous '208' Area x 112" = 820 cu ft 45 2700 074 0 97 2709 8900 -5391 Valurrse pmvided ai 6° dep1h = 1087 cu. f!. - 50 3040 0 68 089 2756 9400 -6244 pKI 55 3300 0 64 a B4 2845 ssoo -7055 fiCt ~'i0p 051 080 2950 iosao -7850 - 65 3900 060 0 78 3137 11700 -8563 70 4200 058 0715 3260 12500 -9340 75 4500 056 073 3367 13500 -10133 STCIRM STORAGE VdLUME ~84 4800 053 0 89 3394 14460 •11006 , I 85 5100 0 52 0 68 3534 15300 -11766 Maxdrnum staraga requieecl = 770 cu ft 90 5400 050 065 3594 1$200 -12506 va9ume provided at 5" depth = 1087 cu f# 95 5700 049 064 3114 17100 -133B5 pKr 100 6000 048 053 3827 18000 -14173 I , i Srmpson Eng7rreers, 1ne 909 Norlh Argonne Rvad, 5ppkane, WA 99247 (5(19) 926-1322 I - - StQtmwater Drainage Report ~ II. STORMGVATER DRATNAGE CALCLTLATICINS: Sub-Basin A,1 Curb []periin2 at I.raw Paint, Sta. 42+44.44, 1eft, McDonald SCreet h= 8 an. = 4.67 ft. T'otaI height v£apening - H_0.133 ft. z]epth af water at entrance Q= 4.40 cfs Totai peak rate 4f flow ~ Q= 3(3$7(L)(H)112 for Hlh <T, 0.13310.67 = Q.198S <1 T..= Q-. (3.087)(H)"z = 0.40 =(3.i787){O.X33}"z ~ 2.67 ft. Cozast.ruct Curb C?pening 3ft vvide, 8 in. deep ~i i i i RATiONAL FC}RMULA HYDROLOCY ~ ; C]RAfNAGE 6ASIN ANqLYSIS fvr ifl YEAR ST(]f2M EVENT bate 11241fl1 Project Name Midilame East 3rcf Adddion Design kvum Project Number 12838 - 6isk Fi[e P 1prqeMS12838Vahanaill [7112839ME3.7ds Site Location. N 112, 5 34, T. 25 N,R 44 E W M 8asin Name "A1" 8asm Description: MaDonald Street Point af Concentratiarr 5ta, 42+44 44, left SUBAREAB Irrkensdy-buratian for 1(}-year 5torm Evarrt C7escriptan RGres c A'C Time Time fntensfty Iracrmnt Incrmnt , Pavernent 0140 090 0126 (min) {sw) {iri.lhr) {~r•so} 5170 30000 318 5 3[30 318 10 600 2 24 15 940 1.77 20 12fl[? 145 25 1SQ[] 129 30 1800 104 Totai Basm Area, acres 9 0140 35 2100 097 Gomposite Runotf CoefFicient = 0900 40 2400 0 82 Cmmhined (Area ' Runoff CoefFciertt) ~ 0.126 45 2790 0 74 58 3[Hf0 4 68 55 3300 064 fiQ 36(3Q 061 TlME OF COhJGENTRATION (tninutes). 65 3900 060 - 7[} 6200 058 Tc (ovarfand 8vw) Tc (gutferflaw) 75 4500 L1.56 so aacm 0.53 Ct = 0.15 L2 = 177 85 5100 47.52 • Z7 - 36 90 5400 050 L9 (RI) = 18 Z2 = 0167 95 57017 0 49 N(A) = 0 016 B= a 100 600D 0.48 5(A) = 0.0278 n = {].Q16 ' S = ❑ G47 Tc (A)= 021 d= 0133 r L1 (B) = 0 Tc (,qut.) 2.35 N(8) = D Tc(A+B) = 021 S(B) = 0 Tc total 5 00 intensfty = 318 PEAK DESCHARGE, 10 YEAR STORl41: ~ Tc (B) _ 00 HrsEdirtg 631 ' 4= C°` I k R= 0.40 C.F.S. Q(esbrnated @ d) = 0 40 c f s. Time of Cvncenfratiars = 500 minutes A1 E ~ ~ Mt~IL~Ni~ EAST 3R~ ADDITION ~ug~5t, ~ i~n.~srr~, E~.gi~e~rs, Tr~c. ; a r a i n a g e C~a I c u~ a t i o n s Clt+iL EHGINEERS de Lql~ip S11R1+EY0R5 N.9Q9 ARGQNNE RqAQ SPOKAldE, WA 99212 PFf 928-13C2 _ TY~~C~L SEC~I~N: DI~AIN~IGE SWALE A~ND ~RIVEWAY i I N DT TtJ SCALE ; ~2° s.~~~ ~ ~ ~ ~ 5.i}C~' p 6 75' i F.75' P~' ~ ~ - ~ - - f - ~ - - + ~ I + tj- s.~ deep, curb cui , . z.QO~ • f • . a y \<~:f„~~/.3~ ' n'vS„T. ~ Gement Cancre4e ~ a.'~~~~ ` Cemenf Cancreie ~ Cpn~rete Cur6 ond 5idewc~ik _ SidewQlk dFi~~~~ Y NormaP swa~e SI6~E 5w~le 8attam 12' 7~ Cross-5ectianal Are~ pfi 5wale I ~ 675' i~ 675' ~~QS' ~ ~ ~ ~ - ~'3f~.a~~} (i Iz)[~ ~4'~ = z.~~ 5 ft. ~ 5.04' mM 5 64' f~~rr. 1.~~ 1.~6 [3.Og~~ ° 0~~3 ~ D. p p 1 T`~PICAL ~~ECTI~N: aRAIN~GE SINALE l~1DE Ef0'3 T❑ SCALE - ~r~ , , iz' ~ a.~4' ~ ~s.~a' ~ ~ , ; ~ ~.oa~ s.~~! _ ~ i _ ~ ~ _ _ - - _ _ - I ~ 23; 6" deep, curb c~+t - i , . , _ ~ na~ ~ ~ ' ~~/,'t~'~ ~ "''~~~~'..t<X~" . Cement Cancrete~ {J.]a~~ ~.11~5 ~ Cancrete Curb ❑nd 5idewolk 5ivewalk Swole ~ottam ' Cernent CflnGrete ~riveway Narmal swole slv~e ~iw Cross-Seetivrr~aP ~Sre~ of 5wale i ~ s~s~ ~ s~s~ ~~o s~ f~ I~~(a ~'~(4 2g'} I27[a ~~~L4 29'} +[o s')~z.o'} i 4 5~ f~ f I ~ ~.2~' - 4-Z`?~ , ~ 7~ 1 fY7 1 40 ~ m• 8 $ , ss . . ~a ~s~-~- MiD1LOME EAST 3RD ADDITION August, F-a-d ,90 6& arapsnn Engineers, Inc. ❑ f G E nLgG CC7 lCfrl lotI Q I"15 CIVIL EraGIkEERs & LAap suRvEYoRs h1.909 ARGQNNE ROA❑ SPCJKANE, WA 89212 PH 926-1321? TYPICAL SECTEON: DRAINAGE SWALE 6' WIDE NOT TO SCALE I i - f~/yy 7 B.S0' 5.00' ' 1 3.75' 1 3` ~ 3' ~ 3.75' I 2 I - - _ ~ 2% ~.~p~ + 6" deep, cunc cut _ rs - • u.~ ..a~ g7 ~ ~ Ce~rrent Concrete ~ 87p.l~ 5idewafk Concrete Curb ond Side~valk - - Cemeni Cpncrete Swale Bvttnm Drivewcy Narmpl swa4e slopa 12' R/w 7, Cross-5ectional Aren oi 5wffle - 1 375'1 s` 1 3 75' ~~o (1 /2) [4 5')(2 80') + (1 ,12) (a 5')(2 sa') ~(0,5')(B 0') = 4 40 sq ft z~ 0' 070 0.70 300 5.. I ~ Stornlwater Drainage Report H. 5TORMWATER DRAINAGE CA.LCULATIONS: ` Basin B ' Area , - Tota1= 49,000 sg. ft - 1. 1249 acre ~ Favement =McDanald St = Sta. 42+01.44 to 44+21.88 =(221')(18.5') - 4,08$.5 sq. ft 35jh Ave. = 5ta. 0+18 to 1+50 _G 32')(18.5') = 2,442 sq. ft. fllet _ (20)(20) - (114)(7r)(19 5)2 = 161.5 sa. ft. 6,632 sq ft ~ a.1522 acre ~ I Dnveways = 2 driveways at (37')(24') = 1,775 sq. ft. - 0.0448 acre ; Srdewallcs= (179' + 3 V + 1 12')(5') - 2 @(5')(24') = 1,370 sq. #t. - 0 0315 acre Roofs = 2 roofs at 2,040 sq. ft Ihvuse _4,000 sq. ft. ti0.0918 acre Inipervivus = 6,632 + 1,776 + 1,370 + 4,000 = 13,77$ sq. fr. - 0.3163 acre Grass Lawns _ 49,000 sq. ft. -13,778 sq. ft. = 35,222 sq. ft - 0.8086 acre Storaae Reauired: ~ a) "208" Starage Required ={6,632 + 1,775 sq. ft. }(112"-, 12 in. per ft.) = 350 cu. ft. b) Bowstring = 433 cu. ft. + 1 Doubl~ Barre1 Dryweli, Type B{Y.i] cfs aut) ' (For 50 year storm due tQ srnall area off site) SCoraize Provided: 6" Swa1es: 581 cu. ft. > 350 cu. ft. 8" Swales: 581 cu. ft. > 433 cu. ffi,. _i i NIID1LdME EAST 3rd AI?.~'7TTIQiN T3RAINAGE C.AI.CULATIQNS BAS~T PAV~MENT ~EA "208" STf_7RAGE SV+aALE STQ~tAGE + URITEWAY AREA REQULRED AVAILABLE ' B1 (20+150)(18.5') = 3,145 135 cu. ft. (104')(3 14 ft. = 314 cu. ft. ~ (20)(20)-- (114){7c)(19.5)2 = 102 , 3,247 B2 (I06')(18.5') = 1,961 sq. ft 119 cu. ft. {$6'}(2.52 R. 2) =217 cu. ft. + (37')(24') = 888 2,849 B3 {77'}(18.5') = 1,425 sq. ft 96 cu. ft. (20'){2.52 ft2) = 50 cu. ft. + ()7'}(24') _ 88$ 2,313 Tvtal 8,409 sq. ft 350 cu. ft. S$I cu. ft. I . i i ~ RATICtNRi. FORMULp HYDRCILQGY 8 BQWSTRiNG GALCUL4T10NS fJRAINRGE B6tSfN ANALY515 &DESIGhI for 50 YEAR STORM EAENT ` SfmpSVn Engineers, Inc. Narth 909 Argpnrse Road, Spokane WA 89212 1 Date 09107101 Project Mame Midiolme 3rd ;Qesign Chuck 5impson Project Mum6er 12838 ask Fe P, 1251Da-1 3oaow5(h1 2a3emsa■m 5ife Laeation Midilome 3nd _ Spokars8. WA Basin fdame Bas€n B Basin Descnptivn Mc Donald & 35th j~ G P A Name SWALE 8i G P R Lvcahon North side 35th ~ I Pairst a{ Canoentrab❑n North cut SL76RREA5 TIME OF CONCEhFTfd,A'f1C1EJ [ininvtas] Oescnphan ACres C A'C ` 'fo (avedand ffow) Tc {gutter flow} Asphalf Pavament 0155 U e0 G 140 Building Rbof 0092 090 0 683 Ct = 015 L2 = 376 Conr.reta Walks & Peds 0 032 075 0024 Zl _ 101 ' PeruiQUS Areas 0 809 0 15 0121 L'l(A) = p 22 = 101 ❑nveways 0 041 G 90 0031 iV(A) = 04 B= fl $(A) = 0 01 n= 003 Total Basin Area, acres = 1 725 6= p ppg CampaSite Runof# CoeffieAent = 354 Tc (A)= 000 d= 036 ~ C.ombined (Area ' Runoff CoeNicient) = 0398 L7(B) = 0 Zc(gut) 368 Pl(B) = p Tc(A+B) 000 _ 5(B) = 0 Tc tnSal 5 O€} "208" pRRIiVRGE PAR,qMETEFtS lnfensity 4 58 ~ Tc (9) _ ~ q Holding ~ 1 04 lrnpervinus "208" Rrea = 8408 sq ft. "208" Volume Generated ~ 350 cu ft C} (estEmated @ d) = 1 82 c f s , 7ime of Coneentrativn = 5 00 minutes i "248" Volume Pro+nded ~ 581 cu ft. Sform 5forage Volume Pravidad = 587 cu R. PEAFC DISCHARGE, 50 YEAR STORflJI• Q=C'I'A= ~ 1.82 C.F.S. ' B€?WSTRING CALCLFlATIL7N5 NUh48ER and TYPE pf C?RYWELLS PROPO5E0 #i 92 #3 #4 #5 q$ #7 i`ime Time lntensify 0 dev V m V aut Starage 0 SEngle-Barrel (5pokane C:auntyType A) lncrmnt, Incrmnt 1 Douhls-Barrel (Spokane CaunSy Typa B) [min ) {sec ) ;m /Itr] (efs) {cu ft ) [cu it } (cu ft ) ras'so) iA•c•431 Ioua'R21 t#s-asl l]utflocuu PrCrcnded 1 c f s ' 500 300 DO 4 59 1 82 733 30000 433 5 300 4 58 182 733 300 433 10 600 320 127 894 600 254 15 900 2 47 98 985 900 85 'P(]S" TREATlHEN7 VQLLlME 20 12E7D 7 98 079 1028 1200 -174 25 1660 - 7 67 066 7085 1500 -435 Requued G p A pondmg vafume 30 1900 7 46 058 1105 1806 -595 lmperviaus "248" Area x 112" = 350 cu ft 35 2100 1 30 0 52 1139 210e -981 voYUme proyided et e" depth = 581 cu R - 40 2400 1 SS 047 1175 2400 -1225 d}4I , 45 2700 107 0 43 1193 270[] -1507 50 3000 100 040 1235 3000 -1785 55 3300 ❑ 92 037 7248 3300 -2054 STORM S7QRAGE 1/OLUME 80 3600 0 87 035 1282 3800 -2318 , 65 3900 0 82 033 1306 3900 -2594 Maximum sterage reqwred = 933 cu R ' 70 4200 ❑ 80 032 1370 420€1 -2830 uolurrie peodided at 8° depth = 581 w ft _ 75 4500 0 77 037 1410 4500 -3(}90 OK! 80 4800 075 0 30 7483 4800 1337 85 5100 072 029 7491 5704 -M[79 99 5400 070 0 28 1533 5400 -3857 DRYWELL REQLlIfdtMEPJTS , 85 5700 656 027 1570 5700 -4930 100 8000 067 0 27 7627 6004 -4373 6 Smgle {T}+pe A} 1 Qcsuhfe (Type B) Srmpsan Engineers, Inc. 908 North Argrnne Rvad, Spa&ane, 4NA 49242 Phone. (309) 926-9322 Far (509) 926-7323 Besin 8 - 6ETEPI7IQN BASfN DE51GN RATICDNAL FORMLiLA HYQROLC7GY &BpW5TRllVG ME7HOQ QRAINAGE BASIN ANALYSIS for 10 YEAR STC]RM EVENT ! pate 9f610i Projec3 Name Nfidilome East 3rtl Addiiton Joh No ' 12838 Prpject Locafion M 112, S 34, 7 25 N, R 44 E W A+} Designer- K MCMEJLKIN Drainage Basin Name "B" ' aisk Dir P_tproj ec#sei283816pws3nng Orainage Basin []escnplion C3nsiie Filename 12838ME3 xls '20$° Ponding Area Name swale For Tomlinspn Pondmg Area Locativn east side pf Nfcponald 5[ PAint of CQnoentration Low Pt , 42+44 44, Rt I Sl1BAREAS 71ME OF CQNCENTlZATION i7c1. rmnuies v, I l7escnption Aeres C A'C Qverland Ffow Chartnel Flrnv ; I lmnervrous °208' Areas 5eoment R L2~ 310 Rsphalt pavernent 0 152 090 0 137 G1= 015 Zt = 101 Sidewalks 0 432 0 90 0 028 L1[F1] = a 7-2- 101 Clnveways 0041 090 0 037 N(A) = 04 B= p RQOfs 0.092 090 0083 5(A) = 001 n = 0A3 i Grass Lawn 0809 015 0 121 Tc (A) = fl pp S = 0008 d = 0.815 ❑[her,4reas• 5eqmend B _ L1{B} - Q Tc (Gj.) 4.01 ` . N(B) = 0 Tc(A+8) = 000 S(8} = D Tc total 5 ffp , Tota] Basin Area, acres = 1 125 Tc(6)= DD Intensrty = 318 Cvrnposate Runaff C.oeNicient = 038 Cambmed (Area ' Runaf{ Coefficient] = 0406 Q(estimatsd @ d) = 1.25 c.t s. Turie ot Canrentratian = 5[)0 mmufes "268" ORRINRGE PARAME7ER8 "248" Pavement Area = 8408 sq ft PEA1C p15CHARGE, 1U Yr-AR STORIN ~ "208" VQlvma Rrovided = 581 cu R, at 5` deptYr Storm Storage Prov3ded = 581 cw R at 8' depfh a= C' i`!1= 1.29 G F.S. SOWSTRING CALCl1LATIDNS ` F1 P{ M$ ;F'+ ;15 R115 #r NUflABER and l'YPE 6t DRYWELLS PROPDSEO Time 7ime Intensity 0 dev V in V aut Slorags Incrmnt Incrmnt 0 53ngEe-6arrel (Spakane Caua13 Type A) {min ] [sec ) (m lhr) (cfs) {eu N.) (cu it.) {cu ft ) 1 6ouGle-Sarrel (5pvkane County Tyrpe B) - [#t•6Q} fA'C'#3) {ou4f "#2} i#5-961 5 DO :iUC} bU 315 1 2J 5i9 300 [l219 DufFlauv Provided 1 c f s , 5 300 3 78 9 29 519 300 219 10 soa 224 091 sss soo aa 15 900 177 072 720 960 -180 20 1200 1 45 0.59 766 1 Z00 -434 - 25 1500 121 049 787 1506 -713 `208"TREATMENT VOLUME 30 1800 1 04 042 803 t80gi -997 35 2100 091 ❑ 37 35$ 2100 -72$7 Requcred G P A {sonding vplurtne - 40 2400 0 82 033 833 2400 -4567 Tmpesvious "20$" Rrea x t12° = 350 cu R_ 45 2700 0 74 6 36 842 2700 -1858 volume provided at 6" depfh = 587 cu. ft 50 30[]0 0 88 0 28 856 3000 -2144 OKf ' 55 3300 064 026 884 3300 -2416 64 3600 461 0.25 997 3890 -2683 55 390p 0.60 0 24 975 3940 -2925 70 4200 058 0_24 1013 4206 •3187 75 4500 056 023 1046 450[} -3454 STpRM 5TC1F2,4GE VOLUME I ~ 80 4800 0 53 4 22 1055 4800 -3745 85 5100 0 52 021 1058 5100 4042 hAaxin-cum storage requ€red = 219 cu R. 96 5400 050 020 1117 5400 -4283 volume provrded at 8' depth = 581 cu R 95 5700 049 020 7154 5700 -4548 ❑KI 100 6D00 048 0 19 1189 fiQpO -481 i ~ Simpson Engrneers, dnc. 909 NvrtM Arporrne Road, Spokane, WA 39272 (309) 926-932$ i i ' Starmwater Drainage Repeart H. STC3TtMWATER DRA[NAGE CALCLILATIONS: (continued) , Sub-Basfn B2 ~ Caarb Onening. at Low Paint, Sta. 42+44.44, nght, McDonald Street h= 8 in. = 0.67 ft. Tata1 height of openinc., H~ 0.086 ft. Depth of water at entrance Q= 0.13 cfs Total peak rate af flow - - Q= 3.os7(L)(x)"- fvr H/h<i, 0.086f0.67_ 0. i2g4<1 ; - L = Q = (3.0$7)(H)3/1 _ 0.13 - (3.0$7)(0.086)31 = 1.67 ft ' Construct Curb Opening; 3 ft. wide, 8 in. deep Sub-I3asin B1 _ Curb ODeninL- on Cont,inuous Grade, Sta. 1+40, ieft, 35th Averaue ~ a = 2 in. = 0.17 R. F1vwZine depression at opening y= 4.099 ft. F7epfla of flaw in normal gzztter Q = 0.21 c£s Design discharge QarffLa = 0.065 From Fig 15(a), pa-e 6-39 "Spakane County Guideilnes for Stormwater NIanagement" L _ Ql(Qa1La) = 0.2110.065 = 3.18 ft. ~ i Construcfi Curb Upenin,g; 4ft. wide, 8in. deep i i ' J RATIt7A1AL FORNiULA HYQFipLC1GY , ORA{NRGE BR51N Ah[,WLY51S fvr 10 YEkR STORfVI EllF-Nfi - ~ Date 4I19100 Project Name Midilome East 3rd Addiban ~ Design, kwrn Projecf Number 12838 o~ ~ile. PlprDp=1128354ahonanIm12&MwE3,hs Sike Lar.~iion: N 1f2, S 34, T25 fV , R. 44 E W M 8asin Name. °89" 8asrn Description; 35th AVenu~ PoiN crF Concen#ration- Sta 1*40 I ~ SU9AREAS Intens#ty-Rurativn far 3G-year Sform Event Descriptzcm Acres C A'C Time T€me Irttensity Encrmnt Incrmrit i Pavement 0072 0 90 0065 [mirr } (sec.) (in Ihr) ~ . {#t•6M 5.00 30a 00 3.1 B ~ 5 300 3.1$ i 10 6(l0 2 24 - 15 900 177 I 24 120[] .45 ~ -25 1500 4.29 30 1800 1 .17t1 - T+Q#af Eiasin Area, acres = 0.072 35 2100 0.91 Camposte Rurroff Caeffrcien4 = ❑900 40 2400 0.82 Cambired (fvea' Ftunoff Caeff'idenE) = 0065 45 2700 0.74 ' i 5(} 3000 0.68 55 3300 0.64 60 3600 061 - T1ME OF CdNCENTRPaTION [minvtes?' 65 3900 0 60 70 42DO 0 5B To (oveNa►td flow) Tc (gutt$r Aow) 75 4500 pss 80 4800 D.53 Ct = 0.15 L2 ~ 143 85 5100 0 52 Z9 = 35 90 5" 050 ' - £.1 (A) = 4 S I2 = 01V 95 5700 O.49 N(A) = 0.016 6= 0 100 6{)C3p 4 48 S(A) = 00278 n= aAS F i s = 00097 Tc (A)= 0.21 d = 0.499 Li (6) ~ o rC (V) 197 ' N{g} = a Tc(A+B) • 0.24 ' S(8) ~ 0 Tc tQtaf 5.001 lrr[errsay = 3.98 IPEAIt E1ESCHARGE, 10 YEAR STORN!: i I Tc (e)_ 00 Holding 5 09 OmC"f*Am 4.21 C.F.S. Q(estrmateFf @ tb) = 0.21 c f s Time vf Caneentrativn = 5 00 minutes s~ a,+oqq , ~ DEPTH DF FLQI~1 _ y - FEET I 01 0 2 03 Da .05 fls QB lO 2 .3 a 5 8.7 8.9 I❑ L0 I glo, I , 1 i~ I II ~ , ~ ~ S ~ f ! ; ~ - -4 7t. L_ -4- ~`7 a r I r f t ~ ~ 1 ~ j r .3 ~ ~r i f~ f I 1 I i 2 Q a L a C)v I~ I I_ I~_i ! j~ I j I 4-4 .'o p.08 .os .os ~ p ~ ~ ` ~r l I oa .as Oz t ~ vi T in I + I ~ (a) D ISCHARGE PER Ffl47T OF ~ I lm/~ LE'NG7M []F CURB OPENPNG ~ .s fNLETS WFiE~I IhITERCEPTENG ~o ~ 10 ' 1Q47 °a t]F GUTTER FLDW .s .4 - - - Q tba FARTIAL lNTERCEPTIQN wv a RATIQ FQR INLETS t]F '~a g LENGTH LESS THAN LQ I y'-r ~ j - 2 i f r~,~/I ~ ~ eo-I .OS .06 .08 dD .P 3 .4 .5 .S .B LU L/La 5 w6 q - ~r56VI '0 ~ CAPACITY OF CLIR'$ DFENfI1IG ihILETS ~ . . ON CONTIIV!]UlJS GRADE ' 6-39 FdGURE 16 i _j RATI(7NRL FOR1VILiLf1 HYC]R[3LOC,Y ~ [3RAINAGE BASlh1 ANALY5i8 fvr 10 YEAR 5TC7RM EVENT ~ Qate 4111/00 PrsjecrS Name. Midilvme East 3rd Addftrorr C]esEgrt. kwm Project Number. 12$38 Osx File pWrojectslissaevatorani mz283BMEs.As Sae Locatson N 112, 5 34, T 25 N, R 44 E W M Bas3n 1lfame "$2" Basfn Descnphnn McDcsr€ald Street Point of Concentrafion. Sta 42+44.44, rtght SUBpREAS. Intensly-Durabonftir i0-year Sforrn Event ~ C]esonptian Acre.s C A`C . 7irne Tltne Entensiky Incrmnt IncrmnL F'avemen4 0044 0.90 0039 (min.) (sec ) Cin mr) i -(4q'm 5.00 304.G7 318 - s 3DO 31s 10 600 224 - I5 sm I i7 20 12QD 1 45 25 15[IEl 121 30 1800 1 04 - Total Basm Area, acres = 0044 35 2100 091 Comprosde Runaff Coeff~cient = Q 9m 40 24DO O.82 i Co►'nhined (Area ' Runaff Gnefficiert) = 0 {13A 46 2700 074 ' 50 3000 0.68 ~ 55 33(m 0.64 60 3w0 061 TlME bF C❑NCENTRATIC?N {mrnutes]' 65 3900 064 if] 4200 ❑:5£3 Tc (evariand iJaw) Tc (guf[er tJaw) 75 4500 0 56 80 4800 E3.53 Ct= 4.95 L2= 177 85 5100 052 Z1 ; 36 90 54()0 050 L7 (A) = 18 Z2 = a'& 67 95 5700 0 49 N(A) = 0.016 8= 0 700 6Cl0O 048 , S(A) = i] QZ?g n = 0016 s = 0.007 - Te (A) = ❑ 21 d = 4.086 L1 (8) = Ct Tc {gsat } 315 ' i N(B) _ 0 TG(A+8) = 421 ${8} = 0 7c tatal 500 lnterssity = 318 PE14K Di3CHARGE, 14 YEAR STORM: - Te {8} = 0.0 Hoiding 6 31 Q=C"F°'Aa 0.13 C.F.S. 0 (estimated @ cf) _ ❑ 13 c f s , ime of Conoenfrahon r 500 minutes R2 MIaILOVE EAST 3RD ADDITION A"gust, 2001 1 I r~ Fwnbnd iii~ - Vimp5D'T1. ~,''?w1.7Zeff5, I7tC. D ra i nage C a I c u Iaf i a ns CIV1L ENGYNF-ERS dz LAhlD Sl1RYEl'L7RS N.909 ARGONIVE ROAD - SPOKANE, WA 99232 Pk 926-1322 i TYPICAL SECTfaN: DRAINAGE S1NALE AND DRIVEWAY ~ NDT Ta SCALF' . i 12~ W 850' 16.50' ~ 5 00' 5.75' I ~ ~ I 6.75' ' 2' ' ~ ~ I TI 6,p deep, curb cut ' - • 2YLCLX P,-' Cement Concrete ~ ~ ~993 ' i 5idewo~k C~m~~aCorscrete ~ Cor+crete Curb and 5idewalk Y hfarrno! swale slops . Swole 8attam I 12' RIW 7, i~ Cross-Seetional Areo of 5wole 6 75' 6 75' (1I2)(0 5°)(s 04') + (1/2)(0.5')(5 04°) = 2.52 s tt 5 04' 5 26 q. ❑ Ogg~ ~o ao 1 25 10 C4Sg3---- 7 ~p 1 TYPICAL SECTION: DRAI'NAGE SWRI__E 2' WfD'E N QT TO SCALE _ 12' R 8.50' , 16.50' ~ ~ 5.D0' I 5 75" - ~ - -5.75' ~ 2'~ 2% I' 6" deep, cunc cut Cement Cvncrete7 0'715 0,1165 Sidewolk Concrete Cur6 ❑nd 5idewalk Cement Corscre#e Swole Bottom ariveway Normol swole slQpe 12' R/w 7- CrQSS-5ectiana4 ArPG ❑f 5wole 5 75' as ~~P ~-D 5' (112)(0 -5')[4.29') + (1/2)(0 5')(4 zs') + (0 S')(2 0') = 3 14 sq st ~ 1 ❑7 ~ g~9'; q?C' 1 47 1 OQ 8 } g5 ~ Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Midilome East 3rd Comment: Basin"B" Solve For Actual Depth _ Given Input Data: Diameter . . . . . . . . . . 0.50 ft - Slope 0.0300 ft/ft Manning's n....... 0.110 Discharge 0.07 cfs "g-2~ Computed Results: Depth 0.27 ft Velocity.......... 0.60 fps Flow Area......... 0.11 sf Critical Depth.... 0.13 ft Critical Slope.... 0.5091 ft/ft Percent Full...... 53.85 0 Full Capacity..... 0.11 cfs QMAX @.94D........ 0.12 Cfs Froude Number..... 0.23 (flow is Subcritical) r Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 E ~ Stozrnwater Uraina;e Report II. STC)RMWATER DR.ATNACrE CALCULATIONS• I Basin C PI i Area _ Tota1= 45,874 sq, ft. - 1.0531 acre Pavernent =35='' Ave ~Sta 0+1$ ta 1+50 ={132'}(1$.5') = 2,442 sq- ft- fillet = (24)(20) - (114){n}(19.5)2 = 102 sq. ft. _ McT]onald St = 5ta. 38+45.32 to 42+01.40 _ (356')(18.5') _ 6,586 sq. ft. 35`h Ave. _Sta. 9+54.35 t0 9+97.19 =(42 84')(I8.5') = 793 sq ft. ' (156.86')(18.5') =2,902 sa - ft. 12,825 sq. ft. - 42944 acre -i Driveways = 8 driveways at (37')(24') = 7,104 sq. ft. - 4.1631 acre i - Sidewallcs= (112 + 31.4' + 31$.19' +42.84 + 156.86)(5')- 87a(5')(24') = 2,345 sq. ft. - (}.0539 acre ; Raof's = 4 raofs at 2,000 sq. ft Ihouse = 0 sq ft. Irnpervinus = 12,825 + 7,104 + 2,346 = 22,275 sq. ft. - 0.5114 acre ~ Grass Lawns = 45,874 sq. ft. - 22,275 sq. ft_ = 23,599 sq. ft. N 0.5418 acre I Starape ReQuired: - a) °°208" Starage Required = (12,825 + 7,104 sq. ft. )(112"- 12 in. per ft.) = 830 cu. ft. b} Bowstnnly = 468 cu. ft. + 1 nouble Barrel Drywell, Type 13 (1.0 cfs out) , (Far 50 year storrn due tQ small area off sifie) Storaee Proaided. ~i 6" Swales. 946 Gu. ft. > 830 cu. ft. 8" Swales: 946 cu. ft. > 468 cu. R. MIIJLC.ONfE EA5T 3rd ADI3TTTQN DRAIlNAGE CALGULA'I`If3NS BASIlN PAVEMENT AFLEA "248" STORAGE SWALE STQRAGE " + DRI-`VEWAY AREA kEQLTIRED AVAILABLE ~ C1 (64+150)(18.5') = 3,959 169 cu. ft. (100')(3.14 ft.') = 314 eu. ft. , (20)(20) - (114)(7c)(19.5)2 = 1[}2 ' 4,C]E 1 - - C2 (80')(18.5') = 1,480 sq. ft. 99 cu. ft. (~O)(2.52 ft. 2) _ 11'3 Gu. ft - I + (37')(24') = $88 E , 368 C3 (80')(18.5') 1,480 sq. ft. 99 cu ft (56')(2.52 ft. 2) = 141 cu. ft. , + (37')(24') = 8$$ ~ 2,368 C4 (8 0')(18-S') = 1,480 sq. ft. 99 m ft (56')(2.52 ft. 2) = 141 cu. ft ~ + (37'){24') = 888 2,368 ' c5 (39')(1s.s')= 722 sq ft. 67 cu. ft. (56')(2-52 ft. 1) = 141 cu ft. ` + (37')(24') = 888 1,610 C6 (52.29')(18-5') = 967 sg. ft. 77 cu. ft. (x 5')(2.52 ft. 2) = 38 cu. R. + (37')(24') = 888 - 1,855 - ~ C7 (52.29'){18.5'} =967 sq, ft. 77 cu. ft. = 0 cu ft. i + (37')(24') = 888 1,855 - C8 (57.29')(18 S') = 1,060 sq. ft. 81 cu. fl. = 0 cu ft, ' + (37')(24') = 888 1,948 C9 (32.84')(1 S.5') _ 608 sq. ft. ' 62 cu. ft. = 0 cu. ft. + (37')(24') = 888 1,496 . ' Tofia.l 19,929 sq. ft. 830 cu. ft. 8,98 cu. ft. I' ~I , , RATIONAL FORMULA HYDROLOGY & BOWSTRING CALCULATIONS DRAINAGE BASIN ANALYSIS & DESIGN far 50 YEAR STORM EVENT Simpson Engineers, Inc. Norlh 909 Argonne Road, Spokane WA 99212 _ Date 09l07/01 Project Name Midiolme 3rd Design• Chuck Simpson Project Number 12838 ' D,sk Flle P:12500.13000Ut501f2838me3.xls Sde Location Midilome 3rd Spokane, WA Basm Name Basin C Basin Description Mc Donald & 35th G P A. Name. SWALE C1 G P.A LocaLon Soulh side 35th Pomt of Concentration• South curb SUBAREAS TIME OF CONCENTRATION (minutes) Descnption Acres C A'C - Tc (ovedand tlow) Tc (gutterilow) Asphatt Pavement 0 294 0.90 0.265 Building Roof 0 000 0 90 0 000 Ct = 0.15 L2 = 690 Concrete Walks & Pads 0 054 0 75 0 040 Z1 = 101 Pervious Areas 0 542 0 15 0 081 Lt (A) = 0 Z2 = 101 Dnveways 0 163 0 90 0 031 N(A) = 04 B= 0 S(A) = 0 01 n= 0.03 Total Basin Area, acres = 1 053 s= 0 01 Composite Runoff Coeffiaent = 0 396 Tc (A) = 0 00 d= 0.33 Combmed (Area ' Runoff Coefficient) = 0 417 L7(B) = 0 Tc (guL) 7 79 N(B) = 0 Tc(A+g) . 0 00 S(B) = 0 Tc total 7 79 "208" DRAINAGE PARAMETERS Intensily • 3.81 Tc (B) = 00 Holding 24 58 Impervious "208° Area = 19,929 sq ft "208" Volume Genereted = 830 cu R Q(estimated @ d) = 1 59 c.f s Time of Concentration = 7 79 minutes "208" Volume Provided = 946 cu ft Storm Storage Volume Provided = 946 cu. ft PEAK DISCHARGE, 50 YEAR STORM: Q= C' I' A= 1 1.59 C.F.S. , 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 0 Smgle-Barrel (Spokane CountyType A) Incrmnt Incrmnt. 1 Double-Barcel (Spokane County Type B) (min ) (sec ) (in !hr) (cfs) (cu fi ) (cu ft) (cu ft.) (arao) (A'C'03) (oun •m) tasars) OutOow Provided 1 c fs. 7 79 467 68 3 81 1.59 995 467.68 527 5 300 4 58 1 97 768 300 488 10 600 3 20 1.33 1013 600 473 15 900 2 47 1 03 1090 900 190 "208" TREATMENT VOLUME 20 1200 1 98 0.83 1122 1200 -78 25 1500 1 67 0 70 1155 1500 -345 Required G P A ponding volume. 30 1800 1.46 0 61 1192 1800 -608 Impervious "208' Area x 1/2" = 830 cu ft _ 35 2100 1 30 0 54 1224 2100 -878 ~ volume provided at 6" depth = 946 cu. ft 40 2400 1 18 0 49 1259 2400 -1141 OKI 45 2700 107 0 45 1275 2700 -1425 - 50 3000 100 0 42 1317 3000 -1683 55 3300 0 92 0 38 1327 3300 -1973 STORM STORAGE VOLUME: 60 3600 0 87 0 36 1363 3600 -2237 65 3900 0 82 0 34 1388 3900 -2512 Maximum storage required = 468 cu ft 70 4200 0 80 0 33 1454 4200 -2746 volume prowded at 8" depth = 946 cu k 75 4500 0 77 0 32 1496 4500 -3004 pKI 80 4800 0 75 0 31 1551 4800 -3249 85 5100 0 72 0 30 1579 5100 -3521 90 5400 0 70 0 29 1622 5400 -3778 DRYWELL REQUIREMENTS. 95 5700 0 68 0 28 1661 5700 -4039 100 6000 0 67 0 28 1720 6000 4280 0 Single (Type A) 1 Double (Type B) Simpson Engineers, Inc. 909 North Argonne Road, Spokane, WA 99212 Phone, (509) 926-1322 Fax. (509) 926-1323 eavn c i I DETENTION BASIN DESIGN: RATIONAL FORMULA HYDROLOGY 8 BOWSTRING METHOD DRAINAGE BASIN ANALYSIS for 10 YEAR STORM EVENT I Date: 9!6/01 Project Name- Middome East 3rd Adddion Job No., 72838 Project Location N 1l2, S 34, T 25 N, R 44 E W.M Designer K MCMULKIN Drainage Basin Name C. Disk Dir P.1projects\128381bowstnng Dreinage Basin Descnption• Onsite Filename. 12838ME3 xls "208" Ponding Area Name swale For Tomlinson Ponding Area Location south side of 35th Avenue Point of Concentration• Sta. 1+40, nght, 35th Ave i SUBAREAS TIME OF CONCENTRATION (Tc), minutes Descnption Acres C A'C Overland Flow Channel Flow ' Imnervious "208"Areas• Seament A• L2 = 690 Asphalt Pavement 0 294 0 90 0.265 Ct = 0 15 Z1 = 101 Sidewalks . 0.054 0.90 0 049 L1(A) = 0 Z2 = 101 Dnveways 0.163 0.90 0 147 N(A) = 0.4 B= 0 Roofs 0 000 0.90 0 000 S(A) = 0 01 n= 0 03 Grass Lawn 0 542 0.15 0 081 Tc (A) = 0 00 s= 0 01 d = 0 312 Other Areas Seoment 8 • Lt(B) = 0 Tc (ch.) 8.04 N(B) = 0 Tc(A+B) = 0.00 S(B) = 0 Tc total 8 04 Tc (B) = 00 Intensiry = 2.61 Total Basin Area, acres = 1 053 Composite Runoff Coeffiaent = 0 51 Combined (Area ' Runoff Coeffiaent) = 0 542 Q(estimated @ d) = 1 41 c f s. Time of Concentration = 8.04 minutes I "208" DRAINAGE PARAMETERS ' °208" Pavement Area = 79929 sq ft PEAK DISCHARGE, 10 YEAR STORM "208" Volume Provided = 946 cu ft at 6" depth Storm Storage Provided = 946 cu. ft. at 8° depth Q= C• I" A= 1.41 C.F.S. BOWSTRING CALCULATIONS ~ si I;L tts rta so sti Ri NUMBER and TYPE of DRYWELLS PROPOSED Time Time Intensity Q dev. V in V out Storage Incrtnnt Incrmnt 0 Single-Barrel (Spokane County Type A) (min.) (sec ) (in./hr) (cFs) (cu ft.) (cu ft ) (cu ft ) 1 Double-Barcel (Spokane County Type B) (#1'60) (A'C'#3) (outf'#2) (#5-#6~ tS U4 4~5ti 'G1 l ~ i ais aaz.ob a Outflow Prowded. 1 c f s 5 300 3 18 1 72 692 300 392 10 600 2 24 1 21 927 600 327 15 900 1 77 0 96 1020 900 120 20 1200 1.45 0.79 1071 1200 -129 25 7500 121 0.66 1090 1500 -410 "208" TREATMENT VOLUME 30 1800 1.04 0.56 1106 1800 -694 _ 35 2100 0.91 0.49 1716 2100 -984 Required G.P.A ponding volume. 40 2400 0 82 0 44 1139 2400 -1261 Impervious "208° Area x 1/2" = 830 cu. ft 45 2700 0 74 0 40 1748 2700 -1552 volume provided at 6" depth = 946 cu. ft 50 3000 0.68 0 37 1165 3000 -1635 OKI 55 3300 0 64 0 35 1201 3300 -2099 60 3600 0 61 0 33 1243 3600 -2357 65 3900 0 60 0 32 1320 3900 -2580 70 4200 0 58 0 31 1377 4200 -2829 ' 75 4500 0 56 0 30 1414 4500 -3086 STORM STORAGE VOLUME , SO 4800 0.53 0 29 1425 4800 -3375 85 5100 0.52 0 28 1482 5100 -3618 Maximum storage required = 392 cu fl 90 5400 0.50 0 27 1507 5400 -3893 volume provided at 8" depth = 946 cu ft 95 5700 0 49 0.27 1556 5700 -4144 OK! 100 6000 0 48 0 26 1602 6000 4398 Simpson Engfneers, Inc. 909 North Argonne Road, Spokane, WA 99292 (509) 926-1322 Stormwater Drainage Report J II. STORMWATER DR.AINAGE CALCLTLATIONS: (continued) Sub-Basin C1 Curb Onenina on Continuous Grade, Sta. 1+40, right, 35`h Avenue a= 2 in. = 0.17 ft. Flowline depression at opening y= 0.103 ft. Depth of flow in normal gutter Q= 0.26 cfs Design dischazge Qa/La = 0.07 From Fig 16(a), page 6-39 "Spokane County Guidelines for Stormwater Management" L= Q/(Qa/La) = 0.26/0.07 = 3.71 ft. Construct Curb Opening; 4 ft. wide, 8 in. deep ~ RATIONAL FORMULA HYDROLOGY , DRAINAGE BASIN ANALYSIS for 10 YEAR STORM EVENT Date. 124/01 Project Name Midilome East 3rd Addition Design. kwm Project Number. 12836 DiskFde. P1projectsV2838NationaM0112838ME3xls Sde Location: N 112, S 34, T. 25 N., R 44 E. W.M. Basm Name "C1" Basm Descnption: 35th Avenue Pomt of Concentration• Sta. 1+40, right ' SUBAREAS Intensity-Duration for 10-year Storm Event Descnption Acres C A`C Time Time Intensity ' IncRnnt Incrmnt. , Pavement 0.090 0 90 0.081 (min.) (sec ) (in.fir) (u1 •so) _ 5.00 30000 3.18 5 300 3.18 I 10 600 2.24 15 900 1.77 20 1200 1.45 , 25 1500 1.21 30 1800 1.04 Total Basin Area, acres = 0.090 35 2100 0.91 Composite Runoff Coeffiaent = 0.900 40 2400 0.82 , Combined (Area • Runoff Coeffcient) = 0.081 45 2700 0.74 50 3000 0.68 55 3300 0 64 60 3600 0 61 TIME OF CONCENTRATION (minutes). 65 3900 0 64 ~ 70 4200 0.58 Tc (overland flow) Tc (gulter flow) 75 4500 0.58 80 4800 053 Ct = 0.15 L2 = 205 85 5100 0 52 Z1 = 36 90 5400 0 50 L1(A) = 18 Z2 = 0167 95 5700 0.49 N(A) = 0 016 B= 0 100 6000 048 S(A) = 00278 n= 0 016 s = 0.0118 Tc (A) = 0.21 d = 0103 L1(B) = 0 Tc (gut.) 2 49 , N(B) = 0 Tc(A+B) ; 0.21 S(B) = 0 Tc total 5 00 Intensity = 3.18 PEAK DISCHARGE, 10 YEAR STORM: Tc (B) = 00 Hoiding 7.30 . Q= C* I* A= 0.26 C.F.S. Q(estimated @ d) = 0.26 c.f s. Time of Concentration = 5 00 minutes ~ c, DEPTH OF FLOWY - FEET ~ .Oi 02 .03 .Oa .05 06 .08 .10 2 .3 ,a .S .6 T .8 .9 1.0 1.0 - - -T- i 'L1 I ~ Tr ~ ~ ~T -4- I : I i I . s fi - ~ ~ , ~ I f ~T 4 1--~-~- ~ T-L-T - I+~ I I I i I Q ~ a ol La I t i~~~~ I I ~ i► I I °~j I i ~_i I I i ~ I ~ g i~ l ~ I I .10 ~ ' ' • I. LI I~ . o s I ~ I I ; i I' I i I~ •{~'ti I ✓ ~ ~ ~ I ~ os --f ~ ~ ~ ' ~ I i _ I . ♦ ~ i ~ .OS i ~ i ' I I ~ I I .04 .oa ~ . ~ i AV .02 ~ t ~ 1 i►~/ ~ I I I i ~ ~ I I ~ i ~ I ~ 1 I I t V I I I I I t 1 I 1► I I i l oi ! I I I ~ ~ 1.0 , ~ I ! I ; I I e (a) DISCHARGE PER FOOT OF y ~.6 LENGTH OF CURB OPENING ~---~--~.--+o -t INLETS WHEN INTERCEPTING ~ i •s Ole , 100 % OF GUTTER FLOW .a I I 1 I I Q , (b) PARTIAL INTERCEPT10N I ~ 3 Qa RAT10 FOR INLETS OF o~ I ± ~``-4' --j- LENGTH LESS THAN La . i_r~_~ + --z I ~ --•-I I ~ ~ ~ I I ti• ~ fi--L--+- -f---t--~- ~ /1 ,OS .06 .08 .10 2 .3 .4 .b .8 .B 1.0 L/LQ CAPACITY OF CURB OPENING INLETS ON CONTIIVUOUS GRADE 6-39 FIGURE 16 i MIDILC~ME EAST 3Ra ADDITION Rugust~ 2DC}1 F~ped 5948 - 6 impsnn, Engineers, Inc. D r a i n a ge C a f c u E a t i o n s C1ViL FJVGINEER5 & LAND S1tR1+ETORS N.902 ARCONUE Ro,aD SPOKANE, WA 99212 PH 928-1322 TYPICJIL SECTfON: DRAINAGE 5WALE ANQ DRIVEWAY N DT TO SCALE ~w ~ 12' R P i x 8.50' 16 50' ~ ~ i I 5 aa' ~ 6.75' 4 6.75' 1 2~ ' ~ 2% fi" deep, curb cut - • S;7 z DoR• i ~ • . + ement i.7.'7 C Cancrete , 5~dewalk Cement Concrete •0 993 Cancrete Curh and 5ieewoGle ~ Driveway L~NormaE swole slope , 5wale Bvttom I I 12, ~~W -7- Cross-5eciiono! Area of 5wale 1 675' ~675' i~0 5' - . - `(1 /2)(0 5') (5 04') + (1 I2)(0.5')(5 04') - 2 52 5q. ft co ' 1.26 1 25 - g O1g3 i rn~ TYPICAL SECTION: DRAINAGE SWALE 2' WkDE NOT T0 SCALE _ R'W ~ 12' 850' , 16.50~ ' I 5.00' I 5.75' 5 75' 1 2' ~ ~ - 2% 6" deep, curb cut 7~y5 Cement Cancretey, ~ ~ ' 8•11s5 S~dew~lk Concrete Cur'~ and Sid°walk Cement Concrete 5wafe Boitam ~ Driveway Mormfll swale aiope , 12, RAW 7 Cross-5ec#ional Arep o# 5wole k s 75' ' 2~ f 575~ (1I2){0 5'}{4 29'} + (1/2)(0 5')(4 zs') + to 5'7(2 o') _ 3 14 sq ft. ~ ~ _j~29. 4,, .Z~_ 1 07 1 67 1 00 ~ 2 8 5 165 ag 56~ 1 1 Circu'Lar Ghanmei Fnalyszs & Deszgn - Solved with Manning's Equation I Qpen Chartnel - Uniform flvw Worksheet Name: Midilvme East 3rd Gom1Tle1rIt: $asin rs,Csp 5alve Frrr Actua7. Degth _ GTVen Tnput Data : , ' Dia~neter.......... 1..17 ft t`~ S1bpE . . . . . . . . . . . . . 0.0560 ft/'ft Manning's n....... 0.100 aischarge......... 1.41 cfs - Camputed Results : I]epth 0.83 ft Velocity.......... 1.74 fps Flow Area...,..... 0.81 sf Cri.tical Depth 0.48 ft C1Citi,Cal Slvpe.... 0.3243 ft/ft _Fercent Full . 70.59 ~ Fu3.l Capacity . . . , . 1.67 cfs -QMAX @.94D 1.79 Cfs ' Fraude Number.. . , . 0.35 [ fZvw is Subcritical] ~ ~ Open Channel Flow Module, Versian 3.21 (c) 1590 Haestad Methvds, Inc. * 37 Brookside Rd * Waterbury, Ct 06706 I ~ , Stonnwater Drainage Report H. STORMWATER DRAINAGE CALCULATIONS: Basin D I 1) Pre-Development Area Total = 143,500 sq. ft. - 3.2943 acre 1) Post-Development Area " ; Tota1= 71,130 sq. ft. - 1.6329 acre Pavement = 0 sq. ft. ' Driveways = 0 driveways at 1,000 sq. ft./house = 0 sq. ft. Roofs = 7-1/2 driveways at 2,000 sq. ft./house = 15,000 sq. ft. - 0.3444 acre Impervious = 15,000 sq. ft. - 0.3444 acre Grass Lawns = 71,130 sq. ft. -15,000 sq. ft. = 56,130 sq. ft. - 1.2886 acre NOTE: The Post-Development rate of runoff flowing off the site and to the east and south onto adjacent properties is less than the Pre-Development rate of runoff. Therefore, no drainage facilities are planned for Basin "D". - ~ - ~ a % f ~1"~ I ses~ss°~e~e f ~ • F P E L ~1/ J)~ ~ 1 f ~ ~ ~ ~ t L - ~ 35tn AvE. ~ 161; 10 r°°-_______ _ i 122''JO ~ ~ ~ ~ fI n ~ I 1 •F ~ NB9'{ 1~ 4 I I . ~ 1 18~Sf1 ]E2i ~ EL Z 17.7C j F789'4 i'95H ' I ' ~ ~ ~ I 0 0 Ner• ~ o i " ; ~ T~ = \ I 7-W . 1 12'CS➢ 1~~1 ~ ~ ~ _ ~ ~ ~ ~ ' ~ 1 ~ x 2&00, , L ____---3[Y ~ VI,J tv.ae i aa ~a~ • _ _ _ _ ~ . ~ ~ • r I l ~ 4 .@.~ ,e-r ~ / ~ ~ ~ r---°°-.,----- = - ~ ~ aa•, 5~ar y1 $ am WM 7"5~ ~~~t L- o m e T - ~ RATIONAL FORMULA HYDROLOGY DRAINAGE BASIN ANALYSIS for 10 YEAR STORM EVENT Date: 1124/01 Project Name Midilome East 3rd Addaion Design. kwm Project Number 12838 - Disk File P 1projects\128361raUonan10X12838ME3 zis Sde Location. N 1/2, S. 34, T 25 N., R 44 E. W.M. ~ Basin Name "D" Basm Description- Post Development Point of Concentration- None SUBAREAS: Intensity-Duration for 10-year Storm Event Descnption Acres C A'C Time Time Intensiry Incrmnt. Incrmnt. Grass Lawn 1 289 0.15 0.193 (min.) (sec ) (in./hr) House Roofs 0.344 0.90 0.310 01 •so) 6 05 36329 2.98 5 300 318 , 10 600 2 24 15 900 1.77 20 1200 1.45 25 1500 1.21 ~ 30 1800 1.04 Total Basin Area, acres = 1.633 35 2100 0.91 Composite Runoff Coefficient = 0.308 40 2400 0,82 Combmed (Area' Runoff Coefficient) = 0.503 45 2700 0 74 50 3000 0.68 55 3300 0 64 60 3600 0 61 TIME OF CONCENTRATION (minutes): 65 3900 0.60 70 4200 0 58 Tc (ovedand flow) Tc (gutter flow) 75 4500 0.56 80 4800 0.53 Ct = 015 L2 = 0 85 5100 0 52 Z1 = 0 90 5400 0.50 L1(A) = 95 72 = 0 95 5700 0.49 N(A) = 0.5 B= 0 100 6000 0 48 S(A) = 0 01 n= 0 s = 0 Tc (A) = 605 d= 0 L1(B) = 0 Tc (gut ) 0.00 N(B) = 0 Tc(A+B) : 6.05 S(B) = 0 Tc total 6 05 Intensity = 2 98 PEAK DISCHARGE, 10 YEAR STORM: Tc (B) = 00 Holding 0.00 Q=C*I"A= 1.50 C.F.S. Q(estimated @ d) = 0 00 c.f s Time of Concentration = 6 05 mmutes D(Posq RATIONAL FORMULA HYDROLOGY DRAINAGE BASIN ANALYSIS for 10 YEAR STORM EVENT - Date- 1/24l01 Project Name: Midilome East 3rd Addition ' Design kwm Project Number• 12838 " DiskFde. P1projedsl'128381ra4ona111 011 283 8ME3)ds Site Location: N 12, S. 34, T 25 N, R 44 E W.M. Basin Name• "D" Basin Description• Pre-Development Pomt of Concentration• None SUBAREAS: Intensfty-Duration for 10-year Storm Event Description Acres C A'C Time Time Intensity Incrmnt. Incrmnt. Grass Field 3.294 0 25 0 824 (min.) (sec ) (in./hr) W•so) 8 45 50718 2.53 5 300 318 10 600 2 24 ~ 15 900 1.77 20 1200 1 45 25 1500 1.21 ~ i 30 1800 1.04 - Total Basin Area, acres = 3 294 35 2100 0 91 Composite Runoff Caefficient = 0.250 40 2400 0 82 Combined (Area' Runoff Coefficient) = 0.824 45 2700 0.74 50 3000 0 68 I 55 330O 0.64 60 3600 0 61 T1ME OF CONCENTRATION (minutes): 65 3900 0 60 , 70 4200 0.58 - Tc (ovedand tlow) Tc (gutfer flow) 75 4500 0.56 80 4800 0.53 Ct = 0.15 L2 = 0 85 5100 0 52 Z1 = 0 90 5400 0 50 L1(A) = 360 Z2 = 0 95 5700 0 49 N(A) = 0.3 B= 0 100 6000 0.48 S(A) = 0.017 n = 0 s= 0 Tc (A) = 8.45 d = 0 L1(B) = 0 Tc (gut.) 000 N(B) = 0 Tc(A+g) • 8.45 S(B) = 0 Tc total 8.45 Intensity 2.53 PEAK DISCHARGE, 10 YEAR STORM: , Tc (B) = 00 Holding 0 00 Q= C" I* A= 2.08 C.F.S. Q(estimated @ d) = 0 00 c f s Time of Concentration = 8 45 minutes aPre) ~ Stormwater Drainage Report II. STORMWATER DR.AINAGE CALCULATIONS: Basin E Area Tota1= 23,500 sq. ft. - 0.5395 acre Pavement = 36'h Ave. = Sta. 7+96.84 to 9+54.35 =(158')(18.5') = 2,923 sq. ft. fillet = (20)(20) - (1/4)(n)(19.5)2 = 102 sq. ft. Woodlawn Drive = (170')(20.5') = 3,485 sa. ft. 6,5 10 sq. ft. - 0.1494 acre I Driveways = 1 driveway at (37)(24') = 888 sq. ft. - 0.0204 acre Sidewalks= (112')(6') +(31.4 + 117.5)(5') - 1@(5')(24') = 1,297 sq. ft. - 0.0298 acre Roofs = 1 roof at 2,000 sq. ft./house = 2,000 sq. ft. - 0.0459 acre Impervious = 6,510 + 888 + 1,297 + 2,000 = 10,695 sq. ft. - 0.2455 acre Grass Lawns = 23,500 sq. ft. -10,695 sq. ft. = 12,805 sq. ft. - 0.2940 acre - Stora2e Required: a) "208" Storage Required =(6,510 + 888 sq. ft. )(1/2"=12 in. per ft.) = 308 cu. ft. b) Bowstring = 249 cu. ft. + 1 Single Barrel Drywell, Type B(0.3 cfs out) Storaize Provided: 6" Swales: 490 cu. ft. > 308 cu. ft. 8" Swales: 490 cu. ft. > 249 cu. ft. ' i MID]LOME EAS T 3" A]]DTTIQN I]RAIIVACiE CALGULATIQNS i ; BASW PAVEMENT AREA "208" STORAGE SWALE ST(]RAGE + DkTVEWAY AREA REQL3]REL} AVAILASLE El I (158')(18.5°) _ 2,923 iso cu. ft. (66')(3.14 ft.) _ 207 - (24)(20) - 400 (10')(3.I4 ft.) - 31 (20)(20) - (114)[7t)(19.5)2 = 102 238 + (37')(24') = 88$ 4,313 ' E2 (154')(20.5') = 3,075 sq. ft. 128 cu. ft. {X00')(2.52 ft. 2) = 252 cu. ft. ~i Total 7,388 sq. £t. 308 cu. ft. 490 cu. ft. ,i - i DETENTION BASIN DESIGN RATIONAL FORMULA HYDROLOGY 8 BOWSTRING METHOD DRAINAGE BASIN ANALYSIS for 10 YEAR STORM EVENT Date 9I6/01 Project Name Midilome East 3rd Addition Job No. 12838 Project Location. N 1/2, S. 34, T 25 N., R. 44 E W M , Designer K MCMULKIN Oramage Basin Name "E" Disk Dir • P.lprojects1128381bowstring Dramage Basin Description Onsite Fdename- 12838ME3 xlS "208" Pondmg Area Name swale For. Tomlinson Ponding Area Location, south side of 36th Avenue Point of Concentration Sta 8+45, nght, 36th Ave. SUBAREAS TIME OF CONCENTRATION (Tc), minutes Description Acres C A'C Overland Flow Channel Flow Imnervious "208"Areas Seoment A. L2 = 150 - Asphalt Pavement 0 149 0.90 0.134 Ct = 0 15 Z1 = 101 Sidewalks 0 030 0 90 0.027 L1(A) = 0 Z2 = 101 Dnveways 0 020 0 90 0 018 N(A) = 04 B= 0 Roofs 0 046 0 90 0 041 S(A) = 001 n= 0 03 ; Grass Lawn 0.294 015 0 044 Tc (A) = 0 00 s= 0.01 d = 0 257 OtherAreas. Seament B• Lt(B) _ 0 Tc (ch ) 1 99 N(B) = 0 Tc(A+B) = 0.00 S(B) = 0 Tc total 5 00 ' Tc (B) = 0.0 Intensity = 3.18 Total Basin Area, acres = 0.540 Composite Runoff Coefficient = 0 49 Combined (Area ' Runoff CoeffiGent) = 0 265 Q(estimated @ d) = 0 84 c.f.s , Time of Concentration = 5 00 rcunutes "208" DRAINAGE PARAMETERS °208" Pavement Area = 7398 sq. ft. PEAK DISCHARGE, 10 YEAR STORM "208" Volume Provided = 490 cu. ft. at 6" depth Storm Storage Prowded = 490 cu. ft. at 8" depth Q= C' I' A= 0.84 C.F.S. BOWSTRING CALCULATIONS u1 i7z 43 ifn 95 4Ei P7 NUMBER and TYPE of DRYWELLS PROPOSED Time Time Intensity Q dev. V in V out Storage - Incrtnnt Incrmnt 1 Single-Barrel (Spokane County Type A) (min ) (sec ) (in mr) (cfs) (cu. ft) (cu ft.) (cu. ft ) 0 Double-Barrel (Spokane County Type B) (#7'60) (A•C'#3) (outf.'#2) (#5-#6) 5.00 3bGOU 3-M 0.84 3,39 90 ob 243 Outflow Provided• 03 c f s. 5 300 3.18 0 84 339 90 249 10 600 2.24 0 59 417 180 237 15 soo 1.77 047 470 270 200 20 1200 1 45 0 38 500 360 140 25 1500 1 27 0.32 514 450 64 "208" TREATMENT VOLUME 30 1800 1 04 0 28 524 540 -16 35 2100 091 0.24 531 630 -99 Reqwred G P.A ponding volume 40 2400 0 82 0.22 544 720 -176 Impervious "208" Area x 1/2" = 308 cu ft. 45 2700 0 74 0 20 550 870 -260 volume provided at 6" depth = 490 cu ft. 50 3000 0 68 0 18 559 900 -341 OK! 55 3300 0 64 0.17 577 990 -473 60 3600 0.61 0 76 599 1080 -481 65 3900 0 60 0.16 636 1170 -534 70 4200 0 58 0.15 661 1260 -599 - 75 4500 0 56 0 15 683 1350 -667 STORM STORAGE VOLUME 80 4800 0 53 0 14 689 1440 -751 85 5100 0 52 0 14 717 1530 -813 Maximum storage required = 249 cu ft 90 5400 0 50 0.13 729 1620 -891 volume provided at 8' depth = 490 cu ft 95 5700 0.49 013 754 1710 -956 pKi 100 6000 0 48 013 776 1800 -1024 Simpson Engineers, Inc. 909 NoRh Argonne Road, Spokane, WA 99212 (509) 926-1322 I]ILUEJawtl E Stormwater Drainage Report - II. STORMWATER DRAINAGE CALCULATIONS: (continued) Sub-Basin E1 _ Curb Onenine at Low Point, Sta. 8+45, right, 36th Avenue h= 8 in. = 0.67 ft. Total height of opening H= 0.10 ft. Depth of water at entrance _ Q= 0.22 cfs Total peak rate of flow Q= 3.087(L)(I-)3/2 for H/h < 1, 0.10/0.67 = 0.15 < 1 L= Q=(3.087)(H)3n = 0 22 - (3.087)(0. 10)31 = 2.25 ft. Consixuct Curb Opening; 3 ft. wide, 8 in. deep ~ Sub-Basin E2 Curb Onenine on Continuous Grade, Sta. 35+91, right, Woodlawn Drive a= 2 in. = 0.17 ft. Flowline depression at opening y= 0.096 ft. Depth of flow in normal gutter Q= 0.20 cfs Design discharge Qa/La = 0.065 From Fig 16(a), page 6-39 "Spokane County Guidelines for Stormwater Management" L= Q/(Qa/La) = 0.20/0.065 = 3.08 ft. Construct Curb Opening; 4 ft. wide, 8 in. deep RATIONAL FORMULA HYDROLOGY DRAINAGE BASIN ANALYSIS for 10 YEAR STORM EVENT Date: 1/24/01 Project Name: Midilome East 2nd Addition Design: kwm Project Number• 12838 DtskFile A1lrationalNON2838x1s Site Location: N 12, S. 34, T. 25 N., R 44 E W.M Basin Name "E1" Basin Description: 36th Avenue Pomt of Concentration- Sta. 8+45, 18' nght SUBAREAS: Intensity-Durabon for 10-year Storm EveM Descnption Acres C A'C _ Time Time Intensity Incrmnt Incrmnt Pavement 0 076 0 90 0.069 (mirt.) (sec.) (in./hr) (#rso) 5 00 300.00 3.18 5 300 318 , 10 600 2 24 15 900 1.77 20 1200 1 45 25 1500 1.21 30 1800 1 04 Total Basin Area, acres = 0.076 35 2100 0 91 Composite Runoff Coefficierrt = 0.900 40 2400 0 82 Combined (Area' Runoff Coeffcient) = 0.069 45 2700 0 74 50 3000 0.66 55 3300 0.64 _ 60 3600 0.61 TIME OF CONCENTRATION (minutes)- 65 3900 0 60 , 70 4200 0 58 Tc (overland flow) Tc (gutter ffow) 75 4500 0.56 80 4800 0 53 Ct = 0.15 L2 = 109 85 5100 0 52 Z1 = 36 90 5400 0 50 L1(A) = 18 Z2 = 0.167 95 5700 0 49 N(A) = 0.016 B= 0 100 6000 048 S(A) = 0.0278 n= 0 016 s = 001 Tc (A) = 021 d = 01 L1(B) = 0 Tc (gut.) 1 47 N(B) = 0 Tc(A+B) : 0 21 S(B) = 0 Tc totai 5 00 Intensity 318 PEAK DISCHARGE, 10 YEAR STORM: ' Tc (B) = 00 Holding 3.88 Q=C'I*A= 0.22 C.F.S. Q(eshmated @ d) = 0 22 c.f s. Time of Concentration = 5.00 minutes E1 ;i RA71C]NA[. FORlVEUEr4 HYDROLC]GY ❑RAlNAGE BASIN AiVALYSfS far 70 YEAR 5TDRM EVEN7 , -Date' 1124101 Project hlame MEdilame East 2nd Addition C3esign kwm Project Number 12838 oisk Fae AS Vabanalll Q1t2838.x1s Site LacaYian. N 112, 5 34, T 25 N., R 44 E. VH M ; Basin Afame "ET Eiasm Descnption Woodiawn Qrsve Paint of Gvncentratian 5ta. 35+91, 20' nght SUBARF-AS Intensity-Duration far 10-year Storm Event ' Descripbon Aores G A'C Time Tfme Intensdy • Incrmnt lncrmnt Psvement 0069 090 0062 {rnin } (sec ) {m fhr} _ 5 40 30000 318 5 300 318 10 600 2 24 55 9D0 1 TT 2(] 1200 145 ~ Za 1500 121 ' 30 1800 1E}4 - Total Basin Rrea, acres = 0069 35 2100 0 91 Compasite Runoff Coefiicient = 0.900 40 2400 082 Cambinsd (Area * Rurmff Coefficierrt) = 0062 45 2700 074 50 3000 0 68 55 330t] 0.64 60 3600 061 ' TIME OF CONCEh1TRATIDN iminute.s) 65 3900 0.6(] ' 70 4200 ❑ 58 ~ Fc (averland flaw) Tc (guiter fiow) 75 4500 056 SD 4840 053 ' Ct = 015 L2 = 150 85 5100 052 Z1 = 35 94 540E3 0 50 L9 (A) = 20 I2 ~ 0167 95 5700 0 49 fV(A) ~ 0016 B= a 100 6000 048 5(A) _ 0025 n = €715 s = 0 i71 - Tc {A} = 023 d = 0096 Ll {B} = ❑ Tc (gut.) 207 N(B) = fl TC(A+B) 023 S{8} = Q Tc totaP 500 lnfensity ; 31$ PEA14 DISCHARGE, 14 YEAR STORM: To {B} = 0.0 Haldmg 5 34 Q-C'"I"A= 0.20 C.F.S. 0 (estimated @ d) = 020 c.f s Tfine of Concentration = 500 minu#es E2 - - DEPTH OF FLC]W -~/o y - FEET , Of Y/ 0z 03 64 I 4,5 06 9s 10 8 3 4 5 6 .T 8.9 I.01 4 ~ , ' • I ~ i ~ ~ ~ ~~f i_T~ i ~ ~ ~ `tJ-~ ' . a JIV t ~ t I ~ j; i i ~ ~ ~ ~ • ; ~ - -4- 4-7 4-1 I4, 1 t I I ~ I I 4 1 ~ I ~ f .3 Qo L 0Y a ~i164°~./ ~ I ' ; G•~``' i i~ •.oe ~as OS va , 77 i .a3 Y! ~ I I 1 I~! Y I! I_ I I R I I I_ I I ~ .Oi ~ I I 1 ~ 1.0 ! ! ~ ❑15CI-IQRCsE P'ER FC70T OF ~ f n/~ I 1~ i.6 - LENGTH OF euRB aPENeniG ~-~~-7__ --+4 --r INLE75 WHEN 1NTERCEPT[1VG ~ 5 ~ IQD°Io OF GLfTTER FLOW 4 - ! 4- a ~ o0 (b) PARTIAL lNTERCEPTEON 1_1 RLlT10 F(7R 1NLET5 df LENGTH LESS THAN Lm eol .~f ~.~..2 " I { ~ I .OS 06 .Da .10 ,a 3 .a 9 .6 8 14 L/L4 13 Si~ S2- CAPACITY OF CURB DPENING ENLETS . _ ~ _ . ❑N CQNTINUOl7S GRADE 6_39 FIGURE 16 i~ MlDILOME EAST 3RD ADaITIDN AugUSt' F~,~aed e~a Dr CI I I~ QC~ c~ Inc. E C f] lC~! lC.] t I a~]S ciy~~ac~~E~ a~ ~i~rr~v~suRVEYORs ~ N.909 ARGDNNE R€3Ab -l SPOKANE, WR 89212 PH 926-7322 I TYPICAL SECTION: DRAINpGE SVUALE AND DRIIIEWAY , NOT TO SGALE a i R/w ~ 12' 16.50' 5 oO' 1 s 75° 6.75° 1 2; • 2% a" oeep, curb cui ~ ~9 C) 0 C~ Gemeni Concrete Cement Coneret3~\.e ~~~\ry~l ~ ~Cvncrete Gurb and 5kapwalk 5idewalk privewoy ~hlormol swale sloRe Sv+ale Baf#om 12 R!W 7 Cross-Sectional Area of 5wale I ~ 5 75' i6 75' - ' ' {7/2}(a 5'}(5 04) + (i/z)(o.s')(5.o4') - 2 52 sa ft 1 26 1.26 ~ Q 0'993 D ~gg3 , , td ~ TYPiCAL SECTION: DRAlNAGE SINALE 2' WiDE NQT Tp SCALE R/W ~ 1 12 , S•50' 16 50' I_ 5 OC}' ~1- 5 75' I i}! 5.75' 1 2-I 2 6° deep, curb cut 00% Cement Cancreta~ ~•f76~ , , " ~.1165 ~ Cancrete Curb and 5iciewalk 5idewalk Swale Batt~m j Cement Cancrete ' priueway Norrnal swale slnpe 12' R/w 7- Crass-5ectionaf Area of 5wale ~ ~ 75' 1 25 75• ~ ~o s' (7 /2){0 5'}(4 zs`) + (t I2)[o 5')(4.29') + (o s')(z 0') _ 3 14 sq tt - ~ '-Z~. ~ '4 .-~r-' 1 07 i 07 i ao ~ ~ $~,s5 a8~~, MIDILOME EAST 3RD ADDITION August, Zoo, Fwnaed 19" 9 timpson Engtineers, , Inc. D r a i n a g e C Q lC u I Qtion S CIVIL ENGINEERS & LAND SURVEYORS ~ N.909 ARGONNE ROAD SPOKANE, WA 99212 PH 926-1322 TYPICAL SECTION: DRAINAGE SWALE AND DRIVEWAY ! WOODLAWN DRIVE NOT TO SCALE ' R/w ~ = 10' , 11.50' ~ 18.50' 6.00' ~ 6.7~' 6.75' 1 2' ~ ~ - 2% 6" oeep, curb cut - , , _ - • 2.007 F~f . J' ~'~~l'.t~i;~v::t:c / ~.~99 Cement Concrefe J Cement Concrete ~'~993 Sidewalk ~ ~ Concrete Curb ond Sio=wolk Driveway Normol swole slope --Swole Bottom }o R/w io Cross-Sectionol Area of Swole I i 67 5' ~ 6 75' ~~0 5' (1/2)(0 5')(5 04') + (1/2)(0.5')(5 04') = 2.52 sq ~t. 0.09 4'5.p~ ~ 1.26 1.26 1O, g3 Q Ogg3- 1 ~p 1 TYPICAL SECTION: DRAINAGE SWALE 2' WIDE WOODLAWN DRI VE NOT TO SCALE R/W ~ 10' , 11.50' , 18.50' ~ 6.00' I 5.751 I- - 1 1' 1' ~ 5.75' 1 2' i 2% I I I r 6" deep, curb cut Z.oo% r.l „ .JJSJJ J ) 1 ~r1 -'`rs'~if1~r~~~*vr-.'.,o-...st.e•r'~~'~l •i i1y ~ Cement Concrete-/ 0•1165 p.1165 Concrete Curb ond Sidevaolk Sidewalk Swale Bottom Cement Concrete Drivewoy Normol swale slope 10' R/W 10' Cross-Sectional Areo of Swale ( i 5 75' 2' 1 5 75' 1 ~-0 5' (1 /2)(0 5')(4.29') +(1 /2)(0 5')(4 29) +(0 5)(2 0') = 3.14 sq ft ~ ~9' ~ 4.29' I ` 1.07 1 07 1.00 ;a 85165 ~1 oa~6,~m Circular Channei Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Midilome East 3rd Comment: Basin"E" 5olve For Actual Depth Given Input Data: Diameter.......... 0.50 ft Slope 0.0425 ft/ft Manning's n....... 0.110 d~~}~lE irQ~q Discharge......... 0.10 cfs x z~ fl,2.a rr-s Computed Results: Depth 0.32 ft Velocity.......... 0.76 fps Flow Area......... 0.13 sf Critical Depth.... 0.16 ft Critical Slope.... 0.5063 ft/ft - Percent Full...... 63.51 % Full Capacity..... 0.14 cfs QMAX @.94D........ 0.15 Cfs Froude Number..... 0.26 (flow is Subcritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 t I i ~ ! Storznwater Drainage Report , 11 STQRMWATER DRAINAGE CALCULATIONS: Basin F I Area Total = 20,200 sq. ft. M 0.4537 acre I ~ Pavement = Woodlawn Dnve = Sta. 36+31 to 39+00 =(259')(20.5') = 5,515 sq. ft. fillet = (20)(20) 6(114)(n)(19.5)2 = 102 sq. ft. 35" Ave. = Sta. 8+I6.84 ta 9+54.35 =(138'){1$ 5'} = 2,553 sa. ft. 8,170 sq. ft. - 0.1876 acre I7n'veways = 2 driveways at (35')(24') = 1,680 sq. ft. - 0.0386 acre Sadewalks= (231')(6') +(117.5' + 31 4'}(5') 7a,(6')(24') = 1,$43 sq. ft. - 0.0423 acre Raafs = t] tvofs at 2,000 sq. ft.Jhouse = Q sq ft. rIrnpervious = 8,1.70 + 1,684 + 1,843 + 0= 11,693 sq. ft. - 0.26$4 acre i Grass Lawxzs = 20,200 sq. ft. -11,693 sq. ft. = 8,547 sq. ft. - 0.1953 acre ~ Stora~e Aeauired: ; a} "208" Storage Required =(8,17a +1,6 80 sq. ft. )(112"=12 zn. ger ft.) = 410 cu. ft. b} Bowstring = 256 cu. R. + 1Sangle Barrel ]3ryweil, Type A({7.3 cfs out} St❑raRe Provided: 6" SWaleS: 472 CLl. ft. ] 4] 0 Gu. ft. SVSra]£5: 472 CLl. ft. 7 256 Cll. ft. . I • ~i ~ MIDTLQME EAST 3,d ADnzTZON - L7RAINAGE CALCi]LATTC]N5 ' - BAS1N PAVEMENT ARE.A "20$" 5TORAGE SWAI.E STORAC'rE + DRNEWAY kREA REQL3IRED AVA,IT eBr P F1 (231')(20.5') = 4,736 sq+ ft. 267 eu. ft. (61')(4.40 ft.2) _268 cu. ft. ~ +2@(35')(24') = 1,680 6,416 F2 (38')(20.5') = 779 143 cu ft. (65')(314 ft. 2) ~ 204 cu ft. (118')(18.5') _ 2,183 (2 0')(1 8.5') = 370 (20}(29) - (114)(n)(19.5)Z = 102 3,434 Tota1 9,$50 sq ft. 410 cu ft. 472 cu. ffi. i` E ~ I i t I I i ~i i~ QETENTIdN 8A51N OESIGN RATI[]NAL FORMUL,N HYpRdLOGY & 601N5TRING METHOD ; DRAIIVAGE 6A51N ANALY5IS for 10 YEAR STQRM EVEN7 ❑ate• 916![}9 Project Name Mrddome EasS 3rd Addition Job f4o 12838 Rroject Lora4on N 1l2, S 34, T 25 N. R 44 E W Nf Qesigner K MCMULKIN Qrainage BasEn Name °'F° Ltisk ❑ir P kprojee1s1128381howstnng Drainage BasEn Descnptifln Onsi[e Filename 12838ME3 xls "208" Ronding Area Name swaie For Tomlmson Pond€ng Area L.oeation west side [rf Woodfawrr Or _ Paint of Conceniranon Law Pt, 37+75, fif SUBAREAS 71NiE GF CbNCENTRATION {Tc), minutes ❑escnption Acres C A'C Overland Flow Channel Flow i ' lmoervtaus "208" Areas Seoment A L2 = 255 Asphalt Pavermnt 0188 090 D 169 Ci = 015 ZI = 101 $idewalks 0042 0 90 0038 L1(A) = p Z2 = 101 - Dnveways 6 033 O90 0035 N(A) = 04 B= p ' RaafS 0000 090 0 O66 5{A} = 001 n= 003 ~ Grass Lauvn 0 195 015 0029 Tc [A} = p pq s= 0 067 a = 0278 QtherAreas Seament 8 , L1(B) = Q 7c (ch ] 3 84 N(8) = 0 Tc(A+B) = 000 ' S[H] = p Tc tntal 500 Te (8) = 00 lntensity = 318 Tofal 8asin Area, acres - 0464 Compvsile Rursaff Goeffiaen4 = 0 5B ' Combmed (Area " Runoff Caeffepenf) = 0 271 Q(estimated @ d) = 0 86 e f s i TEme pf GoneentraUon = 508 minutes i "208" ORAINACxE PARAMETERS °20$" Pavemerat Area = 9850 sq ft PEAK O1$CHAI2GE, 10 YEAR STORM ^208" Vofume Provided = 490 cu ft at fi" depth Stprm 5[orags Provrded = 450 cu R at 8" depth Q= C' I' A= 0.86 C.F S BOWSTRING CNLCUL4TIpN5 ~ *h 92 93 na M, ab €rr NllMBER and TYPE of pFtYWELLS PROPOSEa ~ Time Time kntensity Q dev V in V out 5tarage ' Incrmnt Incrmnt 1 5mgle-8arre{ (Spokane Coun[y Type A) [min } {see } (m !hr) {cts) {cu ft ] {cu ft } {eu it } 0 Oouble-Barrel (Sp6kane Gounty Type B) _ (#1'84) {R"C'#3} [autf"#2] ~#5-116) , 5 s~~a 3o~a {~0 3.1a 0 66 aab 9u Ui~ 25b OutFlow Pm+nded 03 c f s 5 300 s_ ti a 086 sas so 256 10 sao 2.24 051 426 iso zns 15 900 3.77 0 48 481 270 211 20 1200 9_45 0 39 532 360 152 25 1500 1.21 033 525 450 75 "209°TREATMENT VOLUME 30 1800 104 028 536 540 -4 35 2100 "0.99 025 543 530 -87 Required G P A pvnding volume 40 2400 082 0 22 556 720 -164 Imperwou5 "208" Area x 312" = 410 cu ft 45 2700 074 020 562 810 -248 volume prouided at 5° depth = 494 cu fl 50 3000 068 058 572 9GD -328 pKi 55 3300 064 017 590 990 -400 , 86 3600 061 017 612 5086 -469 - 65 3900 060 016 851 1176 -519 70 4200 fl 58 0 46 676 1286 -584 75 4500 056 0 15 69$ 1356 -652 STORM ST[]RAGE VJLLJNSE 80 4800 0 53 014 704 144a -736 i 85 5100 052 014 733 9530 -797 Maximum storaga required = 255 eu ft - 90 5900 0 50 014 745 1520 -875 volvme prodided at 8" deptFr = 49[} eu fl 95 5709 0 49 013 770 1710 -946 (}KI 100 6004 048 413 784 1800 -7006 I Srmpsnn Engrneers, Inc. 909 Norfh Argonne Road, Spokane, WA 99272 (508} 926r1322 ~ i ' I aae~~..,b v Stormwater Drainage Report II. STORMWATER DR.AINAGE CALCULATIONS: (continued) Sub-Basin Fl Curb Openina at Low Point, Sta. 37+75, right, Woodlawn Drive h= 8 in. = 0.67 ft. Total height of opening H= 0.122 ft. Depth of water at entrance Q= 0.30 cfs Total peak rate of flow Q= 3.087(L)(H)312 for H/h < l, 0.122/0.67 = 0.18 < 1 L = Q = (3.087)(H)31 = 0.30 = (3.087)(0.122)"2 = 2.28 ft. Construct Curb Opening; 3 ft. wide, 8 in. deep Sub-Basin F2 Curb Onenina on Continuous Grade. Sta. 36+75, right, Woodlawn Drive a= 2 in. = 0.17 ft. Flowline depression at opening y= 0.108 ft. Depth of flow in normal gutter Q= 0.22 cfs Design discharge Qa/La = 0.07 From Fig 16(a), page 6-39 "Spokane County Guidelines for Stormwater ManagemenY" L= Q/(Qa/La) = 0.22/0.07 = 3.14 ft. Construct Curb Opening; 4 ft. wide, 8 in. deep ` ~ ~ I , RRTtDNAL FQRAFlULA HYCIRC7LQGY I]RAINAGE BASIN RNALYSiS iar 10 YF-AR 5Tf7f2M ErJEN7 Date' 4111100 Project Name Niidifome East 3rc4 Adddiarr Descgn kwm Fraject Number 12838 nisk Fde ' r~lprajectsSi283$lratwnaRi4112&38ME3 x1s 5i6e Locatten• N 1 t2, S 34, T 25 N, R 44 E W M I Basirr Name "Fi" Basin flesenptiors• Woodlawn dnve Poirrt af Cnncentration 5ta 37+75, 20° right I ~ SUBAREAB _ Intensny-Durahorr far 10-year 5torrn Evant Qes=pfion Acres C A'G TEme Time Intensity - Incrmnt Iricmnrrt I Pavertent 0106 090 0095 (min ) (sec ) [in.(hr) --i#9'6oJ a~,re 500 30000 318 - ~ 5 3[7D 318 14 6DQ 2 24 15 9C10 177 20 1200 145 25 9500 121 30 3 800 104 Ttt-al Basin Area, aores = 0106 35 2100 091 Gamposife Runvff CCeffiLienf = 0 9m 40 2400 082 ~ Com[xned (Area " RunvfF Caeffiaient) _ 0.095 45 2700 0,74 50 34f)O 068 55 3300 0.64 60 3500 061 TIME OF CL7NCENTRATIDN (mEnutes)• 65 330D 4.610 Ti! 4200 0 58 Tc (overtand flnuv) Tc (guffer flow) 75 4500 0.56 80 4800 0 53 Ct = 015 L2 = 125 85 5100 052 Z1 = 36 90 5404 0.50 Ll (A) = ZQ Z2 = 0167 95 5700 049 N(A) = 0016 B = 0 1 00 60DO 0.46 , S(A) = 0025 n= 016 s = 0006 7e (A)= 0.23 d= 0122 , i Li (8) = 4 Te (gut•) 190 , N(B) = o zccA+ay - 023 -J s{BJ = o Tc total 5 0o {ntensrty = 318 PE4K DISCHARGE, tQ YEAR STt]RM: 7c (B) = 0.0 Holding 4 45 Q =c • I• A= 0.30 C.F.S. Q tesbmated @ d) M 4 30 c fi.s Tima af Concentrabon = 500 minutes i , F4 i RATIONAL FORMULA HYDROLOGY DRAINAGE BASIN ANALYSIS for 10 YEAR STORM EVENT -Date* 4111 /00 Project Name: 'Midilome East 3rd Adddion Design: kwm Pioject Number: 1283$ oisk Fne P lprojects\128981rahona1N0112838ME3.xls Site Location: N 912, S 34, T. 25 N., R 44 E. W M. , Basin Name: "F2" Basin Descnption. Woodiawn Drive Point of Concentration: Sta. 36+72, 20' nght , SUBAREAS: Irrtensity-Ouration for 10-year Storrn Event Description Acres C A`C Time Time Intensity - fnormnt. Incrtnnt. , Pavement 0 076 0.90 0.069 (min.) (sec ) (in.Ihr) 5.00 300.00 318 5 300 3.18 , 10 600 2.24 15 900 1.77 20 1200 1.45 25 1500 1.21 30 1800 1.04 Total Basin Area, acres = 0.076 35 2100 0.91 Composite Runoff Coefficieni = 0.900 40 2400 0.82 Combined (Area ' Runoff Coefftcient) = 0 069 45 2700 0.74 50 3000 0.68 55 3300 0.64 60 3600 0.61 TIME OF CONCENTRATION (minutes): 65 3900 0.60 70 4200 0.58 Tc (overland flow) Tc (gutter ftow) 75 4500 0.56 8U 4800 0.53 Ct = 0.15 L2 = 150 85 5100 0 52 Z1 = 36 90 5400 0.50 L1(A)= 20 Z2 = 0.167 95 5700 0.49 N(A) = 0.016 B= 0 100 6000 0.48 S(A) = 0.025 n = 0.016 s = 0.0065 - Tc (A) = 0.23 d = 0.108 L1(B) = 0 Tc (gut.) 2.38 N(B) = 0 Tc(A+g) • 0 23 S(B) = 0 Tc total 5 00 Irrtensity = 3.16 PEAK DISCHARGE, 10 YEAR STORM: , Tc (B) = 00 Hofding 5.34 Q= C* I• A= 0.22 C.F.S. Q(esbmated @ d) = 0 22 c.f.s. Time of Concentration = 5.00 minutes F2 ~ aEPTH dF FLn1N `y- FEET ❑1 tl2 03 04 05 06 OB IJ .2 3 +i .5 E 7 0.9 1.0 ~ 1 ; , ~ ,---~I I~b ! 1 , 1.❑ I. - -T-- -I- ~---r - -1- ~ ~ 4-1 _ S T; I~7TT Ly -j 4 p . ~~I € I i i~~19~I °l~I:a~ 5~ ~ i / I . I i " ❑s \It'' QS ~ ~ ' ~ f . f k i ~y .0a ± ! ~ ~ I 03 .02 - ~ i.01 10 ~a) ❑1SCHARGE PER F(]OT ❑F LENGTH ❑F CURB dPENlNG ~.----t--~---~❑ -t- -fi INLETS WHEN INTERCEPTING 5 i00 °Io (3F ('aUTTER FLOW tL-[~L- - -f J,; N ~ - (b) pART[AL ]lVTERCEPTIQN Q a RAT1t7 FOR 1NLETS OF _l._, ~ -L----~--+ ~-~1- LENGrH L,ESS THAN La i~_~, ~~~y•`~ I~-fi---~-j-_--~---3---x a y/_ f z ~ - - - - -L • - -i ~ - -~-E-~ os .ns .as .sa .z .3 a .s .s ,a 1.0 L/L 4 CAPACfTY OF GURB OP'ENlNG tIVLE7S QN CD3VTINUDUS GRADE 6--39 FIGURE 16 I 6 MIDILOME EAST 3RD ADDITION August, zoo, Fwu,eea is~a ; & timpson Engtineers, Inc. D r a i n a g e C Q I C u I Qti0 n S CIVIL ENGINEERS & LAND SURVELYORS N.909 ARGONNE ROAD SPOKANE, WA 99212 PH 926-1322 TYPICAL SECTION: DRAINAGE SWALE AND DRIVEWAY , WOODLAWN DRIVE NOT TO SCALE R/W ~ 10' , _ 11.50' 18.50' % 6 00' I 6.7~' 6.75' I I I - - - - ~ - - ~ 2% 6" deep, curb cut z.oo~ r•~ f- -,z,-: l Cement Concrete 993 0 o993 Cement Concrete V Concrete Curb and Sioewolk Sidewolk Dnvewa Y Normai swale slope Swale Bottom 10' R~ W 10' 6 75' 6.75' , Cross-Sectional Areo of Swale - ~ (1/2)(0.5')(5.04') + (1 /2)(0.5')(5 04') = 2.52 sq ft. ~ , 4 - ~-`4~ ~ 5 ~ . 1.26 1.26 ~•~99 . 3 10 0993 7 ~•~p,} TYPICAL SECTION: DRAINAGE SWALE 2' WIDE WOODLAWN DRIVE NOT TO SCALE R/W 10' , 11.50' , 18.50' = 6.00' 1 5.75'1 I I _ 5.75' I 2' I I 2% I I_T_ I 6" deep, curb cut ~ . _ 5 z.o0-7 n ~ 1i41.Y/,1~J?j..J Cement Concrete-/ 0•1165~\~ p,} 65~ Concrete Curb ond Sidewalk Sidewalk Swale Bottom Cement Concrete Driveway Normol swale slope ~ 10. P/w lp' Cross-Sectional Area of Swale I ~ 5 75' , 2' ~ 5.75' i~-0 5' (1 /2)(0 5)(4 29') +(1 /2)(0 5)(4.29') + (0. 5') (2. 0') = 3 14 sq ft i i ~9- _m 4 ~y. ~ , 1.07 1 07 1.00 8gi65 0116 1 .1 55 i I MlDILOME EAST 3RD ADDITfC~N Augus~° Fwnaed 7936 &Mvson ~,'`7ginE2'i'S, InC I rCl I n Q gGCCl lC l~ latf C} ns CisnL ENciraEeas & Lnnro suRveroRs h! 809 ARG{]NNE ROAb SPOKANE- WA 99212 PH 926-1322 ~ _ TYPICaL SECTION: DRA[NaGE SWALE G' W[DE WOJDLAWN DRIVE NaT TO seALE _i RrW ~ , 11 50' , 18.50'~ 600, I I. 3.75' 3' I_ 3' ~ 3.75° I- 2- ~ 2% ` I n~ o„ d=ep, c€~rb cu~ 2 [10% r ' "~.-.Lwl ~-hi9i_n. .;sr a .r.•af-r. ~ I ~eus~'t y1.-anr+rx~.fs.'mk.•~.r~~~~~ ~ '•7'`•',/~~/~`'T=`; ~ r Cerr~ent Concrete~' 0 gi' ~ Concreie Curb pnd 5idewolk Sidewalk 5w~6a ~ottom Cernent Conerei.e Qrivewoy fJrrmpl swale slope - ~aRIW 1fl. Cross-SaWfioncl Area ❑f 5wflle i 3 75'1i s' , 3 75' 5' (1 /2) (p 5')(2 80') +(9 /2)(0 5') (2 80') +[f] 5){6 p'} ~ 4 40 sq ft L- ~ 070 070 3{]0 ' - 2 o' : ~f s il i~ f r✓l1UlLoNiG ST 2~'h A~DIT~QN `~FAtNAGE GAl.CULA710111` 5(z6lg~ , ~wM M1DlLOM; P~9'DI i tb f~i l~Z(,~ES ( Vr1+8N1 ~ 0.9256 r~c~e ~ 01 AL 5Tk A ~Av;. " (3~5~)(18~~ = (o,~~Q ~kZ 3 N1SNUG W-0 oD LRwN DRI-VE ~ ~~~-l. 0 i~•Z t?.2-{z5 Acr e ~Cn` act-~ 3 ~rives @ (3171)(2-~~.~z 9,9~ act-e C~xis~~rg~ 2 'Dt,,vcs Ca Z. Roct, (2 Z~~4o ~E? r,`z L 3tOQo i c7_0689 ctCtie. ~QpL ~ 1r~?Eg-~6eoE25 ` 1t ~B~Q s l,4-l(o + 4,334 ~31 000 A-o~ 3z0 - ~od(~8o ~ @~, s(c4t~ -F~? n- o. ~~ag. acre c "FEG2UtR'ED ; - 5 6 4 ~ i 3 t2 tr • / ~ ~,O CTS `J(;'i ) ~ S'C D~RG ~ ~ RQV t~ E Q: SWk1eS 'Bq 1 7 1 > 333 MVD1Lot~S. t_~AZ7 "2.0 SWALE ~PIStN PAN s MFN, i A?I S: fi STeR,R~E STo~aG~ g,EQ41lCz EU A\IAtLA6LE - ~ 3 o G~ 0 f~, Q rt• j~~`'~ r ~ 53 Yos p C~ {7d~~~~~ ~ I~Z t'~~ r~- (~Z~~~•~~ f'' l42 ~ f~ 3 ` ti ~oW Ft. G~, ~tb~}('~~ = 1,~~-0 ~~,(o~~(~•~i~ tt2~ ti \30 ~z~ ~(ZD') (Zo') 40o 1 (15F) (Zo) a 1,°i0 fl 3 i 1 FT- 1 ,45$ ~'~z 3ttf-t3 ' - ~5 (s5)t=~~~ o li"100 11? 90~ t~.5~ FZz~ = FS (24~(35` ~ " S~o 2 5~' o bBo SAO t3io sG5 i DETENTION BASIN DESIGN RATIONAL FORMULA HYDROLOGY & BOWSTRING METHOD DRAINAGE BASIN ANALYSIS for 10 YEAR STORM EVENT Date 9/7101 Project Name: Midiloma East 2nd Addiiion Job No : 12838 Project Location• N 112, S 34, T 25 N, R 44 E. W M. Designer K MCMULKIN Dramage 8asin Name, "G" Disk Dir • A1 \bowstnng Drainage Basin Description. Onsite Filename. 12838 xls "208" Ponding Area Name swale For Tomlinson Ponding Area Location• south side of 35th Avenue _ Point of Concentrafion: L P. 9+50, Rt. SUBAREAS TIME OF CONCENTRATION (Tc), minutes Descnplion Acres C A'C Overland Flow Channel Flow , Imoervious "208" Areas• Seoment A- L2- 290 Asphalt Pavement 0 273 0 90 0 245 Ct = 0 15 Zt = 73 Sidewalks 0.034 0.90 0 031 L1(A) = 0 Z2 = 86 Roois 0 069 0.90 0 062 N(A) = 04 B= 0 Driveways 0 100 0 90 0 090 S(A) = 0.01 n= 0.03 Grass Lawn 0 451 015 0 068 Tc (A) = 0.00 s= 0 019 d = 0.316 Other Areas Seoment B. L1(B) = 0 Tc (ch ) 2.44 N(B) = 0 Tc(A+g) = 0 00 S(B) = 0 Tc total 5.00 Tc (B) = 00 Intensiry = 3.18 Totat Basm Area, acres = 0.926 Composite Runoff CoeHicient = 0 53 , Combined (Area ` Runoff Coefficienq = 0 495 Q(estimated @ d) = 1 57 c f.s ~ Time of Concentration = 5 00 minutes "208" DRAINAGE PARAMETERS "208" Pavement Area = 13550 sq ft PEAK DISCHARGE, 10 YEAR STORM "208" Volume Provided = 891 cu. ft. at 6° depth Storm Storage Provided = 891 cu ft at 8" depth Q= C• I' A= 1.57 C.F.S. BOWSTRING CALCULATIONS tti tte Ks #a 1;5 itii 07 NUMBER and TYPE of DRYWELLS PROPOSED Time Time Intensity Q dev V in V out Storage _ Incrmnt Incrmnt 0 Single-Barrel (Spokane County Type A) (mm ) (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 00 300 Ou 3.15 1 57 633 300 Ob 3$3 OuHlow Provided• 1 c.f.s 5 300 3 18 1 57 633 300 333 10 600 2 24 111 779 600 179 15 900 t 77 0 88 878 900 -22 20 1200 1.45 0 72 935 1200 -265 25 1500 7.21 0 60 960 1500 -540 "208" TREATMENT VOLUME 30 1800 1 04 0 51 979 1800 -821 35 2100 0 91 0.45 992 2100 -1108 Required G P.A. ponding volume: 40 2400 0 82 0 41 1016 2400 -1384 Impervious "208" Area x 112° = 565 cu ft 45 2700 0 74 0 37 1027 2700 -1673 volume provided at 6" depth = 891 cu ft. - 50 3000 0.68 0 34 1044 3000 -1956 OK! 55 3300 0.64 0 32 1078 3300 -2222 60 3600 0 61 0 30 1118 3600 -2482 65 3900 0 60 0 30 1189 3900 -2711 70 4200 0 58 0 29 1235 4200 -2965 75 4500 0 56 0 28 1276 4500 -3224 STORM STORAGE VOLUME 80 4800 0 53 0.26 1286 4800 -3514 85 5100 0.52 0 26 1339 5100 -3761 Maximum storage required = 333 cu. ft 90 5400 0.50 0.25 1362 5400 -4038 volume provided at 8' depth = 891 cu. ft 95 5700 0.49 0.24 1408 5700 -4292 OKI 100 6000 0 48 0 24 1450 6000 4550 Simpson Engineers, Inc. 909 North Argonne Road, Spokane, WA 99212 (509) 9261322 a.o ~ Starmwater Urainage Report , II ST(JRMWA7Ek DRAIlVAGE CALCULATYONS: (cantinued) i' Sub-Basin G4 Curb Cmnin~ at I,ow Point. Sta. 9+50, right, J5Yh AveI1T1e (Existing) h = 8 in. _ 0.67 ft. Total height vf apening H= 0.094 ft Dapth of water at entrance Q _0.23 cfs Total peak rate uf flow - Q= 3.Q87(L){H}312 for Hlh<1, 0.094f0.67 = C1.14 <1 L= Q-(3.087)[H)" = 0.23 -(3.087)(6.094)31z = 2 59 ft. Existing Curb Dpening; 4 ft. wide, 8 in. deep - I' - Sub-Basin G4 Curb QDenina an Cantinuous Grade, Sta. 41+05,left, Woodlavvm (Existing) a= 2 in. _0 17 ft. Flaruline depressian at openang y= 0.076 ft. Depth af flow in nonnal gutter Q= 0.12 cfs Design discharge QaiLa = 0.052 From Fig 16(a), page 6-39 "Spokane County Guidelines for Stom-iwater Management„ L _ QI(QaILa) _ 0 1214.452 = 2.31 ft. Existing Curb Opening; 4 ft. wide, 8 in. deep ~ i i _i ~ RATIONAL FORMULA HYDROLOGY , DRAINAGE BASIN ANALYSIS for 10 YEAR STORM EVENT Date• 9/10l01 Project Name- Midilome East 2nd Addition Design: kwm Project Number• 12838 DiskFde A1 Vationa1110\72638x1s Site Location: N 1/2, S. 34, T. 25 N., R. 44 E. W M Basin Name: "G4" Basm Description: 35th Avenue Point of Concentration• Sta 9+50, 18' Right i SUBAREAS Intensdy-Duration for 10-year Storm Event Description Acres C A'C Time Time Intensity Incrmnt. Incrmnt. Pavement 0 081 0.90 0.073 (min.) (sec.) (in./hr) (x1 -6o) - 5 00 300 00 318 5 300 318 I 10 600 2.24 ' 15 900 1 77 20 1200 1 45 25 1500 1.21 30 1800 1.04 ' Total Basin Area, acres = 0 081 35 2100 0.91 - Composite Runoff Coefficient = 0.900 40 2400 0 82 Combined (Area ' Runoff CoeffiGent) = 0.073 45 2700 0 74 50 3000 0.68 55 3300 0 64 60 3600 0.61 TIME OF CONCENTRATION (minutes): 65 3900 0.60 70 4200 0.58 Tc (overland flow) Tc (gutter flow) 75 4500 0 56 80 4800 0.53 Ct = 015 L2 = 104 85 5100 0 52 Z1 = 36 90 5400 0 50 L1(A) = 18 Z2 = 0.167 95 5700 0.49 N(A) = 0.016 B= 0 100 6000 0 48 ^ S(A) = 00278 n= 0.016 s = 0.0149 Tc (A) = 0.21 d = 0.094 L1(B) = 0 Tc (gut ) 1.19 N(B) = 0 Tc(A+g) 0.21 S(B) = 0 Tc total 5.00 Intensity • 318 PEAK DISCHARGE, 10 YEAR STORM: Tc (B) = 0.0 Holding 3.71 Q= C`I* A= 0.23 C.F.S. ; Q(esbmated @ d) = 0 23 c.f.s. Time of ConcentraGon = 5 00 minutes Gaa - RATIONAL FORMULA HYDROLOGY DRAINAGE BAS{N ANALYSIS for 10 YEAR STORM EVENT Date, 91101o1 Project Name. Middome East 2nd Addition , Design. kwm Project Number: 12838 Disk Ftle: A1 VaLona1110112838x1s Site Location. N 1/2, S. 34, T. 25 N, R. 44 E. W M. Basin Name. "G4" Basin Description: Woodlawn Point of Concentration• Sta. 41+05, 20' left SUBAREAS- . Intensity-Duration for 10-year Storm Event Descnption Acres C A*C Time Time Intensity , Incrmnt Incrmnt. Pavement 0.041 0.90 0 037 (min.) (sec.) (in /hr) (ui•so) _ 5 00 30000 3 18 5 300 3.18 10 600 2 24 , 15 900 1.77 20 1200 1.45 25 1500 1.21 _ 30 1800 1.04 Total Basin Area, acres = 0.041 35 2100 0.91 Composite Runoff Coefficient = 0 900 40 2400 0.82 Combined (Area ' Runoff CoeffiGent) = 0.037 45 2700 0.74 50 3000 0.68 ~ 55 3300 0.64 i 60 3600 0.61 TIME OF CONCENTRATION (minutes): 65 3900 0.60 70 4200 0.58 Tc (ovedand ffow) Tc (gutter flow) 75 4500 0.56 80 4800 0.53 Ct = 0.15 L2 = 90 85 5100 0.52 Z1 = 40 90 5400 0.50 L1(A) = 20 Z2 = 0.167 95 5700 0.49 N(A) = 0.016 B= 0 100 6000 0.48 S(A) = 0.0278 n= 0 016 s = 0.01 TC (A) = 0.22 d = 0.076 L1(B) = 0 Tc (gut ) 1 45 N(B) = 0 Tc(A+g) 0 22 S(g) = 0 Tc totaf 5.00 Intensdy 3.18 PEAK DISCHARGE, 10 YEAR STORM: Tc (B) = 0.0 Holding 3.21 Q=C'1*A= 0.12 C.F.S. Q(estimated @ d) = 0 12 c.f s Time of Concentration = 5 00 minutes G4b y O_v-I6 - aEPTN t}FFLDW - y- FEET ~ l Q UI 02" 03 ad 4}5 06 OB .10 2 3 4 5 5 T $ 9 10 f p i ; ' I -~-E- , ~ K 4 g-7-t- +TJT_t I-4- 47 f4 L4-4 j ~ j~ ~~R~-~ j j ~ ~ dl~~l ~ Qa ~ ii L ~~w~ n i~Vll~ o• - ; ;---r--~-'• 6 o i ~ r~ I ~ { 1 ~ fl ~ ~ ° .04 ~ Li ~ E _I ! I I ~ I I I f a I ~~1 I I .02 i 1 I I- ' ~ io 1 • I l I ~ - I k P ~ I • oiscHaRGE PE~ FOOT oF s 4 LENGTH OF CLiRB C3PElVING °+o , s - lfuLE7S WHEN INTERCEPTING IDq°Io 47F GIJTTER FLQW a - - ~ ~ I I ~ Q, ' b} PARTIAL I~1TEF~GEPTifll~ L~ ~~I ~a 4 RATIa FoR w~v~.ETs o~' ~ LENGTH LESS fiHAN L,3 oor ~ f y,~ ' _rJrz % I _L._.~.. s a t I i'r t ! I,I..1....--=1.~.~.1.4. to - 05 .Dfi d~ If7 .2 9 4 ,S .6 .8 l.~ ~~Lci ~ cAPacIrY oF cuRB agENeNG INLErs ~.~1;~ -~~a~~~' DN CQfVTFtVUI'3US GRAbE, 6-39 FiGuaE 16 M~~~Lot~~ '~AsT 2"a A~o~T1oN 12839 DFZKi Rp~GE CAI.CULA'T►oNS ~g~,P~s..~1a::.~; t:- . _ . . " ' ' _ " . , ' ~ . _ I Sk~K- :F~,:~:i • ._r ~ _ _ _ . . • _ ' ' _ ' ' _ ' - • ' - I~ 1 W ~ . - -~p • - . =i~.-,,.;• a. c~-_ - _ - ' - " - - ' L _ " " ' " " " " ' - - - - - ' - . . . . 6•5' ~ - • . . ~Zop o~C ~Drive.wa - J - • : - Z. Do ° ~ - . _ . . _03 L ~ ~ • ° ~ • • • - ~ • . . . , ~'a • . . ~ . e ~ a . . _ ~ . . . ~ . ~~i,.;. .~:•i~.:..,•, ~ • `--8--- - - C- - Swa e o-~~~v►~ onc. C~►rb - o.hd S►dewalk - - _ - 1O tO Cr~ss- Sec~~ov~o,l Area of Swqle i - _ - - ~ - - - - `-r-----1-- ••~-•--._l. ✓ 2.~8 Z.~e ~ - - !•J . -5 -6 ~ ~ z~ ~°-5~ ~ ~?:.6_a ---~•.34 ~~Z _ F-B6. l ~9~_ r- - . 0. G l - - - ~ Z • - - - ~ r h. - - - • - _ . ~rW , _ - 0.5e-vr~~h~-- - _ . c , - g;-o ~ -I- - - = 5.25' _ _ : 5.25~ l I--~----- 6.5 ~ Zop of ~riveway 2.00`~• s ~ I/~~\\~~~ ~ ~ ~ ~ ` I ~ i'~ ~ ~ ~ e. 4 - . ~ ~ ~ • ~ . ~ /A~ • _ . 1 .i_~E . . ~n ~ . . . ~ . tlllil/Iliriii::ini.iNi.i: o, • l . ~I , ~ .1 .yL~ . _ . ~ - o~ • -----~2- - ~ Swa1e. Boiicm C o~nG ur b 12' ~ -------~--a~ ~ Vla e w alk r E-a--a~ r . ~ --_C0 - ~ '2.25 ~ 2.2">~ ~ '2 ~ ~ 5~~~ ~y ' "~v -~,J ~z•/l-Q..~~~2'Z5~ { ~0•5~~3 ~--}~Z~'~Q'S~~~2'Z~ ~ - ------._i--'~~ ` 5~~_ _ . Fr ~ . _ z2.6Z: F i ~ M\p1LaME ~PST 2t~T~ p~b4tTt~N ~2g3~ DRRINP~~E CA~-C~ I.P•T1OI~5 - - ~ • - - _ . ~/W • . . _ - - ~ - - - - ~ - 0. 5 c, rr\ e hT. . . I ` _ . ~ _ . . , ~ - - • - 10~_.... . _ ~ . . . " ~.5~ Dr;v eway ~ . ao~ _ O.ol~~ ~T•/Ff. ~~r~Y . . 1. ~ ~ - . ~ . , ~o ; , ` . . _ , . . , . t _ - ~ •----D.I~~~ FT. " ' ~ ~ ~ F~'~F~` Slo ~ 9 - - Norr„~.t Sr`laleS~p~` s,iy°'`~- e orc. . N or-xrl C urb _.A.~req-.d~~al~ . _ - 0.5 F-~.5' - • - - - • • - - - - . . . _ ~ . _ 9 ~ - 3 GS - ~ t.o"► p.91 .7. _ _ ' _ 116~ ,l9 ~ 1'~~`_.. . . _ . . • ~ ~ 6 , FT,~ p . . ~ . . _ . • ~ ~ - FT ~ ♦ . . . - - - ~ - ~3 _ as e.~nn.~ht . . . _ . --1• ~ - - _ ~ ~ ~ ; , - - - - • - - . - - - 10 - - - - ~ - ~O. 5 ~ , l. ~ - - - ~ 7op of DrivewAy /~t~lOYflFl' 1• - ' . t - \ ~ . L ' o - , . • a . ~ . . . ~ • I . ~ . a C • ~ ~ • ":i - - • ~ . s• al9 ~ ` ~ • ~ I •1/! o. ii6~ 'T• ~ T7!!~%i/~~\L'J(~\ • z, - - - Normal ~ ../FT.-- • - - . _p Conc. ~ ~ - ~Wqle s~pP~ SwAI~ Boitom~ C.~.rb . _ . • - . i._ ..$.5i_ _ . . . r C'coss - Szc-,-, io,na\ Area c~c Sw a1~ . . _ . - - ' 4~ . , / q~.29 ►.`t3~~ (=a)10.5~(,k.Z9o ~ l z~(O.S)~1.93) p , T--- - - a~-A•.... _ . _ . . _ ~ - - - _ 3.55 r.; MIDILOME EAST 3RD ADDITION August, 2001 Founded 7848 - ~ i~n,pso~, E~,gti~,eers, I~,c. D r a i n a g e l~ Q lC u lQ t ion S CIVIL ENGINEERS & LAND SURVEYORS N.909 ARGONNE ROAD SPOKANE, WA 99212 PH 926-1322 I , TYPICAL SECTION: DRAINAGE SWALE AND DRIVEWAY WOODLAWN DRIVE NOT TO SCALE R/W ~ 1 i_ 11.50' 18.50' _ i 6.00' 6 79' 1 6 75' ~ 2' I Y ~ I I I 2% 6" deep, curb cut - ~ 2.007 ~ r ~,.i.l^..ri~:~ :»;r~~ae~c;+f-ar-v..++^.r- • ~ 0.099 Cement Concrete Cement Concrete ~ 0'pg93 ~ Concrete Curb ond Sidewolk Sidewalk Drivewa Y Normal swale slope Swale Bottom 10' R/W 10' 67 5' 6 75' Cross-Sectionol Area of Swale I ~ 5 -~1.~'S 4 (1/2)(0 5')(5.04') +(1/2)(0.5')(5.04') = 2.52 sq. ft `1.26 1 26 ° °gss 09g3- ~ TYPICAL SECTION: DRAINAGE SWALE 2' WIDE WOODLAWN DRIVE NOT TO SCALE R/W , 10' , 11.50' , 18 50'/~ ~ 6. 00' ~ 575' 5.75 ~ 2' ~ - 2% I I I 6" deep, curb cut -z.oox nr r r.•-r_:~;:.~: / Cement Concrete J ~•>165 0.116 5 \-Concrete Curb and Sidewalk Sidewalk Cement ret Swale Bottom Conce Driveway Normal swole slope _ ip' R/w 10' Cross-Sectional Areo of Swale 1 5 75' i 2'1 5 75' ~_p 5' (1/2)(0 5')(4.29') +(1/2)(0 5')(4 29') +(0.5')(2.0') = 3.14 sq ft i i i - ~94 9' 1.07 1 07 1.00 I5' co 85 ~E~ D65 6t i M~~~LoME ~AsT ~.~D AD~~-c~oN s [ZG(~~ ➢RA1t~AG:-:: CAI.Cu +_AT►'Z~ N5 ~WM M~~kLUMS ~~A51% 3~"° t116a , ~~.►t~ ;k' A..~QeA ~ g As 1 I4 tt G ~ GI3~2o~ Z... 2. 13`~(o Z RL a c Woo~.`c~wh 3GT ~4 fiv e.vtvte 5~a~,.~~ }o ~R4 .0,~ = Nq ~ ~ , ~I1rc~ihe~ ~oac~ . 0 ~ l$ "Co ~'S'C ~g.$Qc - 3`t1.Q~ 3 S-r N~• v e.~n ~ e. : = 29 0` ~2°~~~Z°} t~Z°I~ ~ 3"'fti Za'~~t$t~ _ ~Z~Ev~~ ~~j'.•. ~.Z`~to a~ctc . ~ r A\ S~DEWf.LrS ~ ~ ~25~ f~5~~ ~ G25; o6Cr4 Ok-;ves (a 2t660~ 2,DOo ~.ooz z \Z ~ bl ~•Z.a~ 2~(v(o~{ ~~~~~~0 05 T f.~ 08 19 oiC~ e A ~MQEC~~~~U S m 9 3,20p - 294965 ~ 6312:35 -~i•2 1A5 LI act-e Q~~s~~-e v~Yeo~ cov.s~de.re~ o.s dv-ve.loYed ovsiie, arew . ~~~,oQr ME. '7K4 P~.a. catcwtaT~ohs S ToR-AC~E R6c~~.~t~tip „ OL) N20~ a~E. STr~~ ~2.o c:s ov}) 1 S~o(zA~~ PC~ov~v~~ : Swa~es : 5$~ > ~t~'G~ ~~~~LOt~l~ ~P.S-t 2~~~► K.wrR o~~.1NPGE CA~.cvL~t~oN~ "2og, ~W ~•~..6 ~-toC~~•~ = ~.EautgE~ z ~"f ~ ~~•~1~ • 2,14~ z . 31 - (~s~~ )C~.~~ ~tZi) Z (\v) a ~ S lGa ~t• > y 4 1' S34 ~4 Z-,'15~ ~ 4 R~("~ ~1 1..5 y ~.l°~t~~,•~$ ~ 4 E~\ ~y3 3Z 0~, 7- ` ~y ;y .L ~}3 • , / ~ ~ 4~~~-~~ ~~Z 52$ ~ DETEPIT€C1N BASIN DESIGh! RATION,4L FORMLlLA HYDRC]LC1GY &BOWSTFtlNG Ar1ETHOD _ DRAINAGE SA51N ANALY515 fior 10 YEAR STORM EVENT Date 917101 Praject Mame Midilarie East 2nd Addition,~ 3~~ A~sd Job No 12838 Prolect Locataon N 112, 5 34, T 25 N. R 44 E W f+A Designer K IsriCMULKfN Drainage 8asm Name "H" ! pisk [7ir A1 lhclwstnng ❑rainage Bas+n Descnp[ivn Onsite Fdename 12838 x!s "208" Panding Aeea hlame swale For Tomlinsvn Pondmg Area Locatjon east side of V3rginia Road PoEnt of Concen[ratian E R0+38, Rt SLJBAREFIS TIME C}F CdNCENTRATIQN [TO, minutes Descnpfion Aeres C A'C Overfand Flow Channe! Flaw Imasroous "208" Areas 5eament A L2 = 350 Asphalt Pavement 0291 090 0262 Ct = 015 Za = 73 5rdewakks 0014 090 0013 L1(A) = Q Z2 = 8 6 _ Rrofs 0 321 090 0 285 N(A) = 04 6= p ; Dnveways 0061 090 0055 &{A} = 001 ra = 003 Grass lawn - 1 452 015 0 218 7c (A)= 0 00 s= 0012 ' d = 0419 OPher Areas Segmerrf B L1(B) = 0 - Tc {ch ] 3 07 N(6) = 0 Tc(A+B) = 0 00 ~ S(B) = 0 7e talal 5 00 Tc {B} = 00 Intensify = 318 To1al 6asm Area, arres = 2 140 Composite RunoH Coefficient = 0 39 Com6ined (Area " RunoH Coeffioient) = 0 837 4(estimated Q d) = 2$6 c t 5 ; Time af Concentratipn = 5 00 minutes "208" bR,41NAGE PARAMETERS i "208" Pavement Area = 12676 sq ft PEAK DtSCHARGE, 10 YEAR S3ORN1 _ "208" Volume Proaided = 588 cu ft at fi" depth Stvrm Sfoiaga Pmvided = 5$8 cu. ft at S" dapth R= C` I" A= 266 C.F S 6L1W5TRWG CRLCULATIt7N3 7f7 42 7t3 #4 v5 ;rd 4? N[JNiBER and 7YPE of DRYWELLS PRQPQSED Time 7ime Intensity Q dev V in 'J out Storage _ Incrmnt Incrmnt 0 3ingle-Baerel (Spokane CQUnfy Type A) [mus ] [sec ] [in fhr] (cfs) [cu ft ] [cu f[ ] (nu tt ] 2 Doubie-8arrel (5ppkane Gaun#y7ype 8) (#1'60} (q•C`#3) (out4'#2) [~5-~P6] 5 oU 3UU Ul] J I B 2 66 7070 600 flQ 470 OutTlow Provided 2 c f s 5 soQ 319 2 ss 1070 saa 470 10 6Dp 224 187 1316 1206 196 15 900 177 148 1484 1800 -316 20 1200 1 45 1 21 1580 2400 -820 25 1500 1 21 1 01 1622 3004 -7378 "208" 7REATA+IENT VOLl1ME ~ 30 1800 1 04 087 1855 3600 -1945 ~ 35 2700 091 0 75 4$77 4260 -252$ Required G P A pandmg vglume 40 2400 082 069 1717 4800 -3Q83 ImRervi9us °'208" Area x 112" = 528 cu ft as 2700 074 062 1735 5400 -3665 vo3urre provided at s^ aeptn = sas nu r+ 50 3000 068 057 1765 6000 -4235 ❑KI 55 3300 064 6 54 1822 6600 -4778 ; 60 3600 061 m 5 i 1894 7200 -531 0 - 85 39OD 060 0 54 2009 78170 -5791 70 42(70 058 049 2088 8400 -6312 75 4500 058 047 2157 9000 -6843 ST(]RIN STORAGE VQLUME Ba aBUQ 053 044 2174 9500 -7426 85 5100 052 044 2264 14200 -7936 Maximum starage required = 470 cu ft 90 5400 050 0 42 2302 10800 -849$ volume prnvided af S" depth = 588 au ft 95 5700 049 0 41 2379 17400 -9021 pKi 100 fiflOD 0 48 040 2451 12000 -9549 Simpson jEngrneers, Inc. 909 North Arganne Road, Spakane, WR 99212 (509) $2fr7322 ' ,rsv.E:r..m H Stormwater Drainage Report H. STORMWATER DRAINAGE CALCULATIONS: (continued) Basin H Midilome East 2nd Addition Curb Onenine at Low Point. Sta 0+43, right, Virginia Road (Existing) h= 8 in. = 0.67 ft. Tota1 height of opening H= 0.105 ft. Depth of water at entrance ' Q= 0.22 cfs Total peak rate of flow Q= 3.087(L)(H)'r' for H/h < 1, 0.105/0.67 = 0 16 < 1 i L = Q = (3.087)(H)'n = 0.22 = (3.087)(0.105)3'~ = 1.90 ft ' Constructed Curb Opening; 3 ft. wide, 8 in. deep ~ Curb Onening on Continuous Grade, Sta. 6+10, left, 36h Avenue (Existing) , a= 2 in = 0.17 ft. Flowline'depression at opening ' y= 0.08 ft. Depth of flow in normal gutter Q= 0.11 cfs Design discharge . Qa/La = 0.054 From Fig 16(a), page 6-39 "Spokane County Guidelines for Stormwater Management" L= Q/(Qa/La) = 0.1110.054 = 2.04 ft. Constructed Curb Opening; 3 ft. wide, 8 in. deep Midilome East 3rd Addition Curb Onenine on Continuous Grade, Sta 7+00, left, 36`h Avenue a= 2 in. = 0. 17 ft. Flowline depressian at opening y= 0.09 ft. Depth of flow in normal gutter Q= 0.15 cfs Design discharge Qa/La = 0.06 From Fig 16(a), page 6-39 "Spokane County Guidelines for , Stormwater Management" -L= Q/(Qa/La) = 0.15/0.06 = 2.50 ft. ~ Construct Curb Opening; 4 ft. wide, 8 in. deep RATIONAt FORMULA HYDROLOGY DRAINAGE BASIN ANALYSIS for 10 YEAR STORM EVENT Date: 1/26J01 Project Name: Middome East 3rd Adddion Design. kwm Project Number- 12838 Disk Fie, A11ra4onaft10\12838 xls Site Loqtion. N 112, S. 34, T 25 N, R. 44 E. W M. Basin Name: "H" Basin Description: ~ 36th Avenue Point of Concentration ~ Sta 7+00,18' left ~ SUBAREAS- Intensity-Duration for 10-year Storm Event ' Oescnption Acres C A`C Time Time Intensity incrmnt. Incrmnt. I Pavement 0 051 0.90 0.046 (min ) (sec.) (in /tir) 5 00 300.00 318 5 300 318 , 10 600 2 24 , 15 900 1.77 20 1200 1 45 25 1500 1.21 ~ 30 1800 1.04 ---Total Basin Area, acres = 0.051 35 2100 0 91 Composite Runoff Coefftcient = 0.900 40 2400 0.82 Combined (Area ` Runoff Caefficient) = 0.046 45 2700 0.74 50 3000 0.68 55 3300 0.64 60 3600 0.61 TIME OF CONCENTRATIOfJ (minutes): 6.~` 39M 0•60 70 4200 0 58 Tc (overland fiow) Tc (gutter How) 75 4500 0 56 80 4800 0.53 Ct = 0.15 L2 = 88 85 5100 0 52 Z1 = 36 30 5400 0.50 L1(A) = 20 ZZ = 0.167 95 5700 0 49 N(A) = 0.016 8= 0 100 6000 0.48 S(A) = 0.025 n = 0.016 s = 0 OOTI Tc (A) = 0.23 d = 0.09 L1(B) = 0 Tc (gut.) 1.45 N(B) = 0 Tc(A+B) • 0.23 S(B) = 0 Tc total 5.00 Intensity = 3.18 PEAl4 D{SCHARGE, 10 YEAR STORM: - Tc (B) = 0.0 Holding 314 Q=C"I"A= 0.15 C.F.S. Q(estimated @ d) = 015 c.f s. 7ime of ConcentraUon = 5.00 minutes ; H1 (2) RATIONAL FORMULA HYDROLOGY • DRAINAGE BASIN ANALYSIS for 10 YEAR STORM EVENT Daie: 9/16198 Project Name: Midilome East 2nd Addition Design• kwm Project Number 12838 DLsk Fie: nI.V,4ooemrnl 2838ies Site Location: N 12, S. 34, T. 25 N., R. 44 E. W.M. . r,.,.~--~ Basin Name: H. Basin Description: ~ 36th Avenue ~ Pant of Concentrafion: • Sta 6+10,18'.leR SUBAREAS: Intensitv-Duration for 10-year Storm Event DescripUon Acres C A'C Time Time Intensity Incrmrrt. Incrtnnt Pavement 0.037 0.90 0.033 (min.) (sec.) (inJhr) ca~sm (9~'Y1 $ 1G Zo =A 0.10 3lZ. a.c 5.00 300.00 3.16 5 300 3.18 10 600 224 15 900 . 1.77 20 1200 1.45 25 1500 1.21 30 1800 1.04 Total Basin Area, acres = 0.037 35 2100 0.91 Composite Runoff Coefficient = 0.900 40 2400 0.82 Combined (Area' Runflffi Coefficient) = 0.033 45 2700 0.74 50 30fl0 0.68 55 3300 0.64 60 3600 0.61 TIME OF CONCENTRATtON (minutes): ' 65 3900 0.6D 70 4200 0.58 Tc (overlend Bow) Tc (guffer flow) 75 4500 0.56 80 4800 0.53 Ct = 0.15 L2 = 90 85 5100 0.52 . Z1 = 36 90 5400 0.50 L1(A) = 18 Z2 = 0.167 95 5700 0.49 N(A) = 0.016 B= D 100 6000 0 48 S(A) = 0.0278 n = 0.016 s = 0.0077 Tc (A) = 0.21 d = 0.08 L1(6) = 0 Tc (guk.) 1.60 N(B) = 0 Tc(A+B) : 0.21 S(B) = 0 Tc total 5.00 Irttensfty = 3.18 PEAK DlSCHARGE, 10 YEAR STORM: Tc (B) = 0.0 Holdng 3.21 Q=C*I'A= 0.11 C.F.S. Q (estimated @ d) = 0.11 c.f.s. Time of Concentration = 5 00 minutes ~ - RAtIQNAL Ft7RMLJLA HYDF2OLQGY DRAfNAGE BAS1N ,ANALY515 far 10 YEAid STpRNf E11ENT ❑ats• 9115196 Praaect Name Midilame East 2nd AddiGorr i Destgn• kwm Praject ryumter 12$38 o,sk FitA aI.Aabone-n~~IMMI.ts Sife LaacaUon: fv 112, S. 34, T. 25 I+l., R. 44 E. W Ni - 6asin Name: W. Basm Qescriptian Virginia Road , - Port of Concentrafian Sta Dr43, 18' Right SU6ARERS Intensity-Lluration far 1 Qyear 5trsrm Event ' bescnpbon Rcres C A'C Time Tirse lrrtensbyy IncrmrL Irscrmnt Pavement O.076 090 0.063 (rrnn.) [sec.) Chlhr} 5,00 30D 00 318 5 300 3,18 ' 10 6Qi} 124 15 900 . 177 2D 12DO 1,45 25 1500 1.21 i, 30 1800 104 _ `f'ata€ Basm Area, acaes = {176 35 21 DO 091 Campasrls Runofif CQef6cieni = 0.90] 40 2400 082 Cambined (Area' €tursofi Coeffizient) = 4.069 45 2700 {}.74 5€1 30(J0 068 55 3300 0.64 5D 3600 069 TfME OF GC7t+lCENTRA'CIDh1 fminuYes] E5 3900 0.0 70 4200 056 - Tc (vvadand flow) Te (gufter flESw) 75 4500 0.55 8{] 4800 0.53 Ct ~ 015 L2 = 37 85 5100 0.52 Z1 = 36 90 5400 050 _ L1 (A) = 18 Z2 = 0167 95 5700 049 N(A) = 0.016 ax a 100 6000 048 S(A) = 00278 n = 0.016 ~ 5 = a 0arr Tc(A)_ 021 d = 0.145 , L1(S) = 0 Tc ~,gut_} 1.44 ' i N{B} = 6 Tc(A+B) . 0-27 S(B) _ 0 Ti c totaf 5.00 intensdy = 3.18 AEAK DiSCHAFlGE, 70 YEAR STDRM: Tc (5) = 0.0 Fiolding 3 46 Q=C*I* A= 0.22 C.F.S. II Q(esWated @d) = 0 22 c f.s. , Tirrte af Concentrabdn = 500 minufe5 } H DEPTH OF FLOW - y- FEET _ .01 .02 .03 .Oa .OS .06 .OB , .10 .2 .3 4 .S .6 7 .8 .9 1.0 I I I I/A,.0 I-~T+ I1Tt- i~- I+-TI I~~ 1 , .5 si f 1 .a ~ f I I I~~1 j~ ~l I 1IlAf, oa j 1 j~ ~ ~►Ifl ° IF~~o~/~~i%I ~ ~ i jlj~ La p!'/ i os I~is~,~, Y~ ~ o I^I I I i ~ 4 I I I I I~ c, ~ ~ 1 ; i I j I I I ~ , i I i1 .oe I i ~ ~ I : I ✓ /il"'T'"T"C _"7' ~ , , ~ i ~ ~ : i C. os oa ~ .03 i ~/~'1 ~ ~ ~I~~ ~ ~ i ~ , I 1 I I I I I I I f I 4 I ~ I I ~ I i, 01 -T77-TI 1.0 .e ~ II I i i I ( a) DISCHARGE PER FOOT OF I i n/y_ I/ Y, ' s - LENGTH OF CURB OPENING INLETS WHEN INTERCEPTING •S 100 °lo OF GUTTER FLOW - T - - ~ - 140 .o ' - - - - Y/ t- I -4_ _4 0 3- (b) PARTIAL INTERCFPTION Qa RATfO FOR INLETS OF --I L E N G T H L E S S T H A N Lfl . ~ ~ i ~ I 1 so .OS .06 A8 JO 2 .3 .4 .S .6 .8 1.0 L/LQ CAPACITY OF CURB OPENING INLETS ON CONTINUOUS GRADE 6-39 FIGURE 16 1 ti c I ~ ~ mivt~-omE sAST 2"~ A~DITt~N \z83~ DFA0NAGS cALcuLAJTtDnts a _ r .~c ~ , '._n'X~^ 4_- - - - - - - - - - - - ' . - - - - - - - - - _ - - - -------~IW - - • ~ ' 13` - ~as~rn ehT.__._.... - - ~ ` .....1!-----•-~- - _ . . ~ , - - - - _ ; ~ ~ - - ~ , . ~ • - - - - "Ca~ 0~- Dr~v 2WauJ - - . . , .i~.~-rit~ YJ~, .~~y~~ _ 00~ - •0,~~~o"1--cT-~F'C, ."~~~~~7!/I~ . 7• . , o ~ • • y. . F.. o•,.. c • . i-. l, 'i,~"~ ~.l•. - . _ _ . --------N -.1►(0l- FT.~I•F7,'.i~~ P- S1p~2.'..- - - - _ - .~orx40.` Curb - ~ - - . . . S w al e • ~ o ~'c o v~n - - • - - . . . . _ . . _ . - D-•- - • • -----l.p _ - • , • ~ S.5 , l 5!_----- - J~-1 - - - - _ „~'r~ l:./~b•~~~4.21~ ~~;~~0.5>~3.G4~ z~ 1.`~gi FT_` . . z ~ - - - ~ - - • - t.o'1 0-91 . . i _...4.29OD 74 i~ • --.8 ~~.1~6~. . - - • - . . - - . •6 . Fr~ _ . _ , _ . ~,,.d . - F -o• - - - - - . - ~ ~IW _ - - - - - - ~ - - _~3'.. ~ as~.~~.,~t_- - - - - . - - - - - 10 - ~ - ~ - - ~ ~,5 ~ - 1.5_. _ _ _ - _ . 4, = = = - - - - - -[o P ~ c f Dr i v ew A y--~ ~ - ~ - - - - - ~ ~ - , o.o~G, h' - ( • . o. \ ' 4, . i' e - . , ' ° ' ~ ~ e' c ~ e ' 1 ' ' ~ . ~ ' ~ . X ' ~ . . • It~l~r.r~r~~ r ~~T. ~.Jl~l/~~`rrr~yl/_i~vi~~7If`r~~~ri%~u~ _ Nflrma(~ SW /F-T•-- - p ti~~- - - ~ Cohc. ` a~e~~s~p~e Swa~e. ~o7ton~~ C.~.rb ~ - - - - - ~ ~tD` -iF-..~.~'_ --•------~Cross- Seciiohul Area ~ ~ Swal? ~ _ _ - . - - - - - - - - - - ~ - - - - - - - - - ` p __-8 • c--- F_ " ~ ~.Y~~. N~~ \ • ~ 3.55_ F~ ~.-•-.__._-----~----°_--.D• p~•.- • - - . ~ , ~7. MIDILOME EAST 3RD ADDITION Au9ust, 2001 Foun6ad 7848 & ti~npso~, E~,gi~,eeTS, Inc. D r a i n a g e li Q iC u I Qtion S CIVIL ENGINEERS & LAND SURVEYORS N.909 ARGONNE ROAD SPOKANE, WA 99212 PH 926-1322 TYPICAL SECTION: DRAINAGE SWALE AND DRIVEWAY NOT TO SCALE 12' R/W 850, 16 50' 5.00' 6.75' I~ 6 75' I 2'_ V I I I 2% 2.0 6" deep, curb cut 0~ .z~ `p.0993 Cement Concrete 0.0 Cement Concrete ~ Concrete Curb and Sidewalk Sidewalk Driveway Normal swale slope Swate Bottom 12* R/w 7' Cross-Sectional Area of Swale i 6 75' i6.75' ~ s (1/2)(0.5')(5.04') +(1/2)(0 5')(5.04') = 2.52 sq ft. J 4.a'] S 4 m 1 26 1.26 a.Ogg3 ' 0g93 10•1 Ap 1 TYPICAL SECTION: DRAINAGE SWALE 2' WIDE NOT TO SCALE 12' R/W 8.50' 16.50' I_ 5.00' 5.75' 5.75' 2- V I 2% I ` 6" deep,' curb cui coy _2.009 ni' ~ Fna±~-~I;,~u~..,.,r~;-~-• Cement ConcreteJ 0•1165 0j165 ~ Concrete Curb ond Sidewalk Sidewalk ` Swole Bottom I Cement Concrete ~ Driveway Normal swale slope 12, R/w 7, Cross-Sectional Areo of Swole i 5.75' i 2' i 5•75' (1 /2)(0 5')(4 29') +(1 f 2)(0 5')(4.29') +(0.5')(2.0') = 3 14 sq. ft - 4 29' 4 1 07 1 07 1 00 LO ~ 8 1165 0 ~~6 1 5 1 85 . ~'1tDlL~~~`1~ 'G A5 i 14117VIi eD1.1 AUt~~~L zi N oa% Tat -o'o, f~,~ ~5... 1, Gog 3 _ lk P\l T 13,7-46 0,31DA 4 Z bS C), ~ 'Dlrive.5 _ ~?-,D0f 5 0 0 0 Y7'.@3 ~1 OLc~e, r PY C~ 4L S ~ i 770,100 ' 2~, ~ ti ~ ~ ~'~i~~+"i'$ 1 Qe'~~~~ 0.CrP Vke~~~~~~le , OY\A Aeqe~o?ea ID lp- r~l31R Z,~P~9- f%.~ 1'L ►s~. lf c . T e L) ry w c. [e- ( , C3 ci's ou-~ , ) ~ 66-3 19-7 a ~ - a , 6 - ~1tf~fNp,G~ CP.t''.-Clo~1: Y- W V~ lV I L 0 M F`r 5 "1r' S AD P f T 10 1\1 Z7~LF: - • R~~UtR~~ L~ )b , ~ . ~ 13`} ~ -7~~ f5~`~Ca-~8 ~Tzj GQ f ~ ~ e¢ - - A : . 63 f -T (-La ) 4,00 'tl5o'~~~ss`~ = ~ ~DDiD FTZ) ~ . I~t°~ ~0 m ~ ~~3 RA710NAL FQRMUL4 HYDROLOGY 8 B17W57RIBJG CALCUlATIDMS ORAIfJAGE BRSIIH ANALYSiS & DESlGN far 50 YEAR S70RM EVENT 57mpSOn jEngineer5, fnc. North 948 Arganne Rpad, Spakane WA 89212 DaYe 08107101 Prajeet Narne Pvlitiialme 3rd _ C7esrgn Chuek Simpsan Prvjeet Murntaer 1283$ Disk Fiie r 12500r1a004J+RSas112838ma3xs 5i1e Locativn Middome 3rti 5pakane, Wn Basin Name 6asin I$,l Bssin Uescnpiipn 36th G P A IVame SWAL.E I G P A Locafibn South side 36th Paint of Cpncentration South curh . SEIBAREAi TIME OF CONCEiJTRAT10N (mmules) []ascnptian Acrss C R•C ~ j • To (overfand 17aw) Tc (gutterRrw) Asphalt Pavement 0304 090 0274 Buflciing Etpof 0 138 090 0124 Ct= 0 15 L2 = 416 I Concrete Walks & Pads 0047 0 90 0042 Zi = 86 PeFVious Areas 0994 015 4 949 Lt(A) = 0 22 = 86 Driusways 0116 0 90 0104 N(A) = 04 B- 2 S(A) = 0 i11 n= 03 Yataf Basin Area, aores = 1 599 5= 0009 Camposiie Runofl GoefficEant = 4 434 Tc [A] = 000 d= 036 • Carnbined (Area " Rvnaff Coefitpent)= ❑ fi93 ' L1 (B) = 0 Tc (gut ) 4 42 N(B) = Q Tic{A+5} 000 5(B) = D Te toial 5 00 "206" QRAIRlRGE PARAN1ETERS Intensity 4 58 Tc (8)= 00 Holdirig 7 24 - Imperuiaus "208" Area = 15,990 sq it "208" Volume Gsnerated = 683 cu ft Q(esGmated @ d) = 317 c f s , Time af Concentration = 5 00 minu[es ' "248" Vcslume Prcavided = 970 cu ft Storm 51Qrage VQlume Provided = 970 cu R. PEAK OfSCHARGE, SQ YEAR 830RM, f3=C'I•A= ! 3,17 CF,S. ' BOWBTRING GALCULATICINS NUMBER and TYPE af pRYWELLB PRC7pD5ED 41 #2 #3 #4 #5 #B #7 Time T°ime Intensity q dev Vin V avt Storage 1 Single-6arrel (5p6kana Gaunly Type A) InGrmnf Incrmnt 1 DoublE-Sarrel {Spokane County Typa B} (min ) {see ) [in.Rir] {ets) {cu tt} (cu R,) (cu ft ) (41'80) IA'C-#31 to~ #21 t95461 C]utflcrw Profvided 1 3 c f s ' 500 30000 4 58 317 1276 39000 886 5 300 458 317 12713 390 886 10 600 320 222 1557 780 777 35 900 247 977 1716 1170 548 "208'TREATMEM7 VpLUME 20 1200 1 98 7 37 1797 1560 227 25 1500 1 67 7 16 7855 1950 -95 Required G P A panding voluma 30 1840 1 48 1 01 1925 2340 -415 Impervious "208" Woax 11Z" = 663 cu fl 35 2100 1 30 0 90 1884 2730 -746 volume provided at 6° depih = 870 cu ft 40 2400 1 i8 082 2047 3720 -1073 pKl 45 2790 i 07 074 2078 3510 -1432 50 3000 1 00 689 2750 3800 -1750 55 330[] 0 92 064 2174 4290 -2120 STaRM STQRRGE VOLUME BO 3600 087 080 2233 468O -2443 85 3900 082 057 2275 507a -2795 Maximum storage reqvired = 886 cu ft 70 4204 080 055 2386 54E0 -9074 volume prnvided aF 8" depfh = 970 cu ft 75 4500 6 77 0 53 2456 5850 -9394 OKI 80 4800 0 75 4 52 2549 6240 -3691 85 5100 072 0 50 2598 8830 -4634 90 5400 070 049 2670 7020 -135Q pFtYWELL REUiJIREiviENTS ' 95 5700 068 047 2735 7410 -4675 10L1 8000 067 0 46 2834 7800 -4368 7 SEngle (Tppe,4) 1 pruble (E'ype B) Simpsart Errgmeers. Ine 909 Nar7h Argarrne Raad, Spokane, WA 99212 P,hane: (51I9) 92t'r1322 Fax. (509) 12+5-7323 i ~ &asm I 8 J ' DE7ENTIOlVSASIiJ DESIGN R471C1NAL FQRMULA HYDROLQGY & BQWSTRING METHC]D _ DRAINAGE gI151M RNALYSIS for 10 YE{NFt SYQRM EVEhFT I ! aate 9f7101 Pro}ect Name Midiiome East znd Rddifion Job No. 12838 Projeci Location N 112, S 34, T 25 N, R 44 E W M Designer K MCMULKIN pramage 6asin Name 1" t~ 7 ❑tSk pir - A1 lbowsinng [3rainage Sa&[n Descnpfion On5r1e Filename 12838 x€s ^208' Wnnding Hrea Name swale For Tamlinson Pond€ng Area LoraUan south side crf 38#h Rdenue Point af Gancentration 5ta 5+06 50, Rt_ -J SUBAREAS TIh7E QF CCINCENTRATION {Tc3. minufss - pesenRtion Acres C A'C Overlarad Flrnv Channel FEow lmaerurous '208" Am_as 5eoment A L2 _ 416 - Aspha[1 Pavsmant 0304 0 90 0274 Ct = 0 45 Zi = 86 5idewalks 0047 0 90 0042 L1(A) = a Z2 = 86 Roafs 0138 0 90 0 124 N(A) W 0 4 B~ 2 Qriueways 011$ 096 0 104 S[A] = 0 41 n= 003 ' Grass Lavm 0994 015 0 149 Te (A)= 000 s= 0 0[]9 ' d = 0 305 OtharAraas• Seament B. 0 IB3= 0 Tc[ch] 441 N(B) = 0 Tc(A+B) = 000 ' S(B) = 0 Tc total 5 pp Tofal Basin Area, acres = 1 599 Tc(8)= pp Irrtensify = 3 18 Compnsite Runoft Coefrieient = 043 - Comtsined (Area' Runofi Ccefficaent) - 0694 Q{estimated @ d} _ 221 cS s. Tirne vf ConcenSra}ion = 5 00 minutes - "208" aRAfNAGE PARRMETERS e208" Pavement Area = 35910 sq ft REAlC DISCHARGE, i(] YEAR STDRN➢ `206" Volurne Pravided = 97[} cu R. at 6" depth Starm 5torage Pravidsd = 970 eu R. a[ 8" depth 4=C` 9` A= 2.27 C.F.S. BOWSTRING GALCULP.TiONS ~ ?77 92 93 #4 95 #6 #7 NUMBER and TYPE of L7RYW£LLS PROPC3SED Time Time Intensity Q dev v in V out 5tor'age incrmnt Inr-atnnl 1 SingIa-Barrel (Spvkane Couniy Type R) {min } {sec.} (in Ihr) {c€s) [eu fit } [cu ft } (cu fl } 1 Qou61e-Sarrel (S,po1¢ane County Type B) {#7'60] (A'C'#23 {6u[{ •#2~ i#5-#S] 5 00 SvU OU 's1t3 221 }Zt17 3"3U.U 4~P Ousflaw Provideci 5 3 c 6 s 5 300 378 227 887 390 497 10 600 2 24 1.55 1091 780 311 76 900 1.77 1.23 1230 1770 60 20 1200 7,45 1411 1309 1560 •251 25 7500 121 084 7344 1950 -606 "208"TREATMERIT VC]LUME 30 1800 1.04 0 72 1372 2340 -9E8 • 35 2700 091 0 63 7390 2730 -1340 Reqwred G P A ponding vQlurrre - 40 2400 0 82 0 57 1423 3120 -1697 ImRetviaus '208' Rrea x 912' = 663 cu. R 45 2300 074 051 1438 3510 -2072 rsoiume provided at 5° depth = 970 cu ft 50 3000 0 68 047 1463 3900 •2437 p}{I 55 3300 064 044 1510 4250 -278O 60 3600 061 0 42 1566 4680 -3114 65 3900 064 0 42 1555 5070 -3405 70 4200 458 040 1739 5460 -3729 75 4500 4 56 039 1387 5850 -4063 S7C)RM STt7RAGE VOLUME 80 4800 053 037 1802 6240 -4438 85 5ic6 052 038 1876 6830 -4754 Nisximum slerage required = 487 cu Tt 90 5400 0 50 035 9808 7020 -5172 Uolum provided et 8" depth = 970 cu ft 95 5700 049 034 1972 7410 -5438 pKI 10[] 6000 0 48 033 2031 7846 -6769 Slmpsort Engineers, Inc. 909 NurYh Argonne Raad Spflkane, l9TA 99212 (50$) 926a1322 1- k Starmwater Drainage Report - FC. STC?RMWATETt DRAFNAGE CALCULATI0NS (cantinued) Basin T Midilome East 2nd Additinn Curb ODeniniz at Law Pcrint, Sta 5+06 28, right, 36th AVenue (Existing) h= 8 in = 0.57 ft. Total heigh# of opening H= 0 08 ft. Uepth of water at entrance Q=0.1 d cfs Tvtal peak rate af flow ~ Q= 3.087(L)(H)"2 £or HIh<1, 0.081067 = 4.12 <1 L = Q - (3.0$7)~H)"' = o. 11 - (3 ).087)(0 08)"2 _ 1 58 ft. Construct Curb C]peraing; 3 ft wide, 8 in. deep ~ ~ Midilome East 3rd Addition Curb nnenine ran Continuous +Cn'ade, Sta 35+91, left, Woodlawn Drive a= 2 in. 0_ 17 ft. Flawiine depression at apening y = 0.09€ ft. Depxh o~~ow in nvrmal gutter Q = 0 20 cfs Design discharge C2aILa =(3 066 Frvm Fig 16(a), page 6-39 "Spoicane Coumy Guidelines far 5tarmwatec Management" L = Q1(QafLa) = 0.2010 066 = 3 03 ft. Construct Curb Opening; 4 ftwide, 8 in, deep RATEOfJAL FORMiJLA F{'s'C]RQLOGY DRAlNAGE SA511V ANALYSlS fpr 10 YEAR 5'f DRM E'JEN'T aate. 911519e Project Name hhidilame Easi 2nd Addibon Qesign' kwm Prpject Number 12$38 MkRia niNmhonanItn12aHAs 5ite LQmt6n hf',l2, S. 34, T25 N., R4-9 E W M. E3asin Name °I" 6asin Descripfian 35fh AVenue Point of G4ncentrabora ~ Sta S+0628,18' Right~ y K K ~ ~ St3BAREAS intensdy-DuratEan #ar layear Storm Event bescn$tien Reres C A'G Time Time Entensty Inc;rmrrt lncrmnt ' Pavemerjt 0.038 0 94 0034 (mias.) (sec ) (in.lhr) 500 300.00 3.15 5 300 3.i6 10 60D 2.24 - 15 900 1.77 20 1200 1 45 25 150D 9 ,2i 30 180f] 1.64 Total Sasin Hrea, acres = 0.1738 35 2100 0.91 Composfte RunofiCcaeffaerst= 4.900 40 2400 0.62 combinzd (,4rea • RunofF Coefficienf) = 0034 45 2700 [}.74 50 3000 0.68 55 3:300 0.64 60 36Yl0 161 TIME C1F CDNCENTRATIDN (minutss). 65 3900 0.50 ' 70 4200 0.58 Tc (averland ftow) Tc (gutter flow} 75 4500 0,56 ao 4800 0.53 Cf = 15 L2 _ 58 85 5'1 GO {}.52 , Zi = 36 90 5400 050 Ll (A) = 18 Z2 = 0167 95 5700 4 45 N(A) = 0.04 E B= Q 100 fitlOtl 4 48 S(A) = 4.0276 n = 0016 s = 0 0077 Te {R} = 0.21 d ~ 008 , Ll (B) = Q Tc {gut } 1.03 , N(6) _ 0 Tc(A+B) [}.21 - Sp - 0 7c lntal a.LM} Interfsity = 3.18 PEA4C bISCHRRGE, 10 YE4R'S'fOF71V1: , Ti c(H) = 00 Holeiing 247 [1=C"I`A- 0.11 C.F.S. q{estimatei @ d} = 0 11 c f.s Time of Cancersfra#sors = SACk minutes ~ RAToOr~AL FORMULA HreRvLocr ❑Rf11iVAGE 8A51N ANALY515 far 70 YE14R STORNe EVENT ~ f?ate 1126101 Project Name: Midilume East 36d Addrtien ~ I Design 4cwm Praject Alumber 12&38 Di5k~~e P-~prqjeasuzas&85onanl Ml 2&MwE3)as 5de Loeativn N 1I2, S. 34, T. 25 N. R. 44 E. W M. ~ ,,J-----~----•.--~--~ ! Bas3n Name "la" Eiasfi C]escriptian. r K~ Woadlawn DrNe k ! k - Poinf of ConcentratEOn ~ Sta. 35+91, 24' left ' ~ i -I SUSAF2F-A5 IntensOy-Durahnn far 14-year Sturm Event ~ Descnpiian Acres C A'C Tirne Tima frstensdy Incrmrsfi. Inerrnnt Pavement 0069 0.90 0062 (mm.) {sec.) {in.Ihr} ~.,sa} 5.00 3DD 00 318 5 300 3.18 ~ I 10 600 2,24 15 9[lD 1.'7T 2(] 1200 1.45 ZS 1500 1.21 i 30 1800 104 Tofal Basin Area, acres _ 0 m 35 2100 099 Cumposate RunvfF CnefficEerrt = 0.900 40 2400 0.82 Combined {Area' Rursoff Coefficient} = k762 45 2700 0 74 50 3000 0.68 55 3304] 0 64 60 3600 4.51 TtME OF CatdCENTRAI'ION (minutes) 65 39M tl EQ 7(] 4204 0.58 Tc (vverfand itaw) Tc {gultar ffow) 75 45M p 56 80 4800 i],53 Ct= 035 L2= 1so 85 5900 052 Z1 = 36 90 5400 0.50 - L1(A) = 20 Z2 = 0167 95 57GD 049 N(A) _ ❑ Q16 B= f? TD[l 6000 048 S(A) - ❑ 025 n _ ❑ 01 fi s = 001 7c(A)- ❑2'3 d = 0096 L1 (B) _ a Tc (gut.) 2.07 N(B) - i] 7'c(p++B) 0.23 - 5{6} v a Tc totaf 500 Intensay = 3.18 PEAFt QiSCHIIRGE, 90 YEAR STC]RM: ~ Tc (B)= 00 €#oiding 534 A=C*!"A= 4.20 C.F.S. Q(estimafed @ d) = 020 c.f s. , Time of Concenfrativn = 5.08 mtnutes I DEPTH OF FLOW - y- FEET C)qb .01 02 03 04 .05 .06 OB 110 .2 ,3 a .5 .6 .7 .8 9 1.0 .6 ~ - . s 4- ~ --I- I~ 4 .3 J-4 .2 Qa ~ i ~ L a ~ ~ i~;~~Itl °i►~F~a~~ ~ ~~~I~~ ~ ~I ~ ~ ~ ~ g ~/I i ~ ~ i io oe ' ~ ~ ~ ~ I~ IY/ l 1 I 4 i ~ ~ ~ l I ~ , oG6 _ I I i I j I I I ~ ~`r • , • - o • - / t--i ~ .06 ~ ; I I ~ I I_ V ~ . : -L 1 _I • ~ .OS .oo oer 4- I l ' .03 .02 L X I! t ~ 1{ I ~ t Y I I I I i t f ~ I I ~ ~ I I I .oi 1.0 ( a) DISCHARGE PER FOOT OF y ' 6 LENGTH OF CURB OPENING -+o --r INLETS WHEN INTERCEPTING r a~ + ~ .s 100 °/o OF GUTTER FLOW .4 y 4-4 0 ~ I i~ ~Y t I I ~ I 3- (b) PARTIAL INTERCEPTION Qa RATIO FOR INLETS OF LENGTH LESS THAN Lo / . /ti - t- - ~ -I- - - -t - / / po ~ I ~ ~ 1 I I .10 .OS .06 .08 .10 .2 .3 .4 .S .6 .8 1.0 . L/La CAPACITY OF CURB OPENING INLETS ON CONTINUOUS GRADE 6-39 FIGURE 16 f I ~ D'' KkNAGS CAL r-QLATlvRS - ~ _ - - _ ~ e .~.r__ __Y- - • _ ~ _ _ w..._ 4.._ ~ _ - - - t- . .~w....._.....~~__~.~_ a._-° ~ - _ _ _ _ - _ - ~ _ _ _.-Y-... - - _ _ _ ~.lw - _ _ rn ~h-}r--_- - ~ - - _ _ . ~~.5~ - - - - - - ~ ~ - - - , lp'----- - I~ ~'.Se . I.af' - - ~ . . _ ~ _ _ ~ _ - - • - - - -r . _ pT L7r„4 e-Wau~__ I slw."~f~~. y~•~~.. i ~ . ~w _ • • ~ _Q . ~ - C I ~ 4 • _ ^s~! i f~. ~~'t,~~ft`~tt~'~ ~ - ~ • . ~ • • ' . , a . ~ . i ~ • . . y ~ , j , _ ~ . . r p . - a i ~ ~ . z . . ~~f . ' ( „ . . • • - w-- ..~1' ~ ~ (p • •J~w f~ ~ 5 ~ ~ F~i ~ ~ j . 3 A - F T: S,44 0~~ Slo~it: .Nor~m~- _ - - - ~~vnc C ~Yb ' - - _ . - - ---EL7.~. . p._._ - - r C3~_.~.'4 .~~kp.Y1~'L ..~__2 0._..b - 5- ~.,.~~n! c~ ~ ~ ~ 0v `4 r~ ~ ~~•Z9~ Q_91 ~ _ . - - . - - - - - . ~------''F~.---•- . • - • - _ • . - _ - - - _ ~__~.__._er_ - - - _ _ • - _ . - - - - - _._13--- ~ a~s~'+'~+n.~ T _ - ~ - - •e•-_- ~ ~ ~ - - - - - - - 1 v' _ - - - - ~ _ - - - - 5" - - - w l.5' - - . _ . a r~~r ,p1~,..-Il f~t•~+I..~t:.~ ~ ~ ~ ~ ~ ~ ~ 05 - _ ~ . o . _ G, ~ I • D.D 4 G~ ~r~i . ~ ~T. ~Y•~11~~"f T ~ ~ _ ~ ; a • I ~ ~ ~ • ~ ~ • 1 - ~ o , • • ~ti •~`III~It1i','~}!.';,~rll~l.,1, ------~~Y{~'-tr~6~ Ff•/F v~,~~'r~'YI~~:~, . m~ai 5rD~~~_--~----- ~ . p C. ~c. 0 ~4JA~~. ~t3'S'~D1YE~~ ~.U.~r~ts - ~p`r.~,s _ 1.1+--•--______.~- -~.~v5~ ~ ~.C~l01nt4~s ~r~A fk i J1r.! 0.~a • a~~.~ W ~~t 'I - ~ ~ ~e. S_ . ~ Q 1 rI p~ ❑ ( ! ~ . 4 ~~~JYV~~~~'~~(~4~ ~ ~2~4V~J~l ~~~~~-_1 (V.fS)(~~l]J y - ~ -~3 f e 7_ ~s ^ l ~ o-j p -r - p ' ° _ • • • - - _ _ . • • ~ - • - i _.r_~~_~~~r_~____-•D•~p%'~--_. - '..3.5 r"J . MIDILOME EAST 3RD ADDITION August, Zoo, Founded 7W 6s ti7n,~vson Engineers, Inc. D r a i n a g e C Q I C u I Qtion S CIVIL ENGINEERS & LAND SURVEYORS N.909 ARGONNE ROAO SPOKANE WA 99212 PH 926-1322 TYPICAL SECTION: DRAINAGE SWALE AND DRIVEWAY NOT TO SCALE _ 12' R/W 8.50' _ 16.50' 5.00' I 6.75 6.75' ~ 2' ~ ~ I I 2% 2.00% n/ 6" deep, curb cut , . . ooT j Cement ConcreteJ Cement Co~g~ 0.0993 ~ Concrete Curb and Sidewalk Sidewalk Drivewo y Normol swole slope Swale Bottom 12 R/W 7 Cross-Sectionol Area of Swale I ~ 6 75' ~6 75' ~ 4 5' 4' °~.5. ' „ (1/2)(0.5')(5.04') + (1/2)(0.5')(5.04') = 2.52 sq. ft. ~t 0 1.26 126 109g3 p.099 1 jp:\ TYPICAL SECTION: DRAINAGE SWALE 2' WIDE NOT TO SCALE 12' R/W ~ 8.50' , 16.50' ~ , _ 5.00' 5.75' ~ 5.75' I 2' ~ - I I I I 2% 2.007 6" deep, curb cut ; m/ -cc Cement Concretel 0•1765~\ 0.165 ~ Concrete Curb and Sidewalk Sidewalk Swale Bottom Cement Concrete Driveway Normal swale slope 12' R/w 7. Cross-Sectional Area of Swole ~ 5.75' 2' 5.75' j~0 5' (1/2)(0.5')(4.29') +(1/2)(0 5')(4.29') +(0 5')(2.0') = 3.14 sq. ft. _ia9' _ 4 .2g'D r 1.07 1.07 1.00 ~ ~ B g 1765 0$ 56,A Circular Channel Analysis & ❑esign Salved with Manning's Equation Open Channel ~ Uniform flaw Wflrksheet Hame. Midilome East 3rd Comment : Bas in "I " Sv 1ve For Actua 1 ❑egth - Given Input Data: ~ ❑iameter.......... 0.50 ft Slape............. 0.0640 ft/ft Manning's ra....... 0.110 ro v% ~ I'J]s{Chr`lrge 0.14 cfS ~4?- e-v~s Computed Results: ❑epth............. 0.28 ft ; Velocity........., 0.89 fps ~ Flow Area......... 0.11 sf Critical Depth.... 0.16 ft Critical Slope.... 0.5[}63 ft/ft Percent Full . . , . . . 55.60 % Full Capacity..... 0.17 cfs QMAX @.941]........ 0.18 Cfs ' Froude Number 0.33 ( f iow is Subcriticai ) I open Channel Flow Module, Version 3.21 (c) 1990 j~ Haestad Methvds, Inc.* 37 Srvoksi de Rd *Waterbury eCt 06708 Stormwater I7rainage Report U. STORMVVATER DRAINAGE CALC[TLATICINS: , Basin K Area - Tota1= 20,250 sq. ft. - 0.4649 acre Favemezat = Woodlawn I7r.= 5ta. 36+39 to 39+00 =(231'){20.5'} =4,736 sq. ft. - 0.1087 acre Driveways = z dnueways at (35')(24') - 1,680 sq. ft - 0.0386 acre , siaewa7k5 = (2 3 1')(6') - z @(6°)(24') = 1,09 B 5q. ft. - 0 .0252 ~cre Rmofs = 1 roafs at 2,040 sg ft.lhvuse = 2,000 sq. ft. - 0.(}457 acre Imperviaus = 4,736 + 1,680 +1,a98 +2,04D = 9,514 sq, ft, - 0.2184 acre ~ Grass Lawns =20,250 sq. ft. -9,51 4 sq. ft. = 10,736 sq, ft. ti 0.2465 aere Sfioraze Reauirer3: - ' a} ••20$" Storage Required = (4,736 + 1,680 sq. ft. )(112"= 12 in. per ft.) ~ 267 cu. ft, b) F3owstring = 208 cu. ft. + Y Sangle Barrel Drywell, Type A(fl.3 cfs out) Stora,ae Frovided: fi" Swales: 268 cu ft > 267 cu. ft. , 8„ 5wales: 268 cu. ft. a 208 cu ft. - BASIN PA VEMENT AREA "208" STORACE S 4VUA.LE 5TC]RAGE - + I3RrVEWAY AREA REQC]TRED AVATLABLE K (231')(20.5') = 4,736 sq. ft. 267 cu. ft. {61'}(4.40 ft.2) = 268 cu. ft. + . 2cc(35_)(24_,) - 1,680 6,416 Tatal 6,416sq, ft 267 cu. ft 268 cu. ft. MIaILOME EAST 3Ra AaDiTION August, 2001 F~dmE 1a4d 6 4,'f]LpSp7L ~'"MZ'1EEe7`S, I7tC D I' Q InCl ge CC7 I CuI C] t Io1"1 S CIV1L ENGINEERS & LAki# SllRVEYpRS N 909 ARGONME RQAD SPOKANE. WA 99212 Pk 926-1322 TYPICAL SECTION: DRAlNAGE S1NALE AND DRIVEWAY WOODLAWN pRIVE NQi' T❑ SCALE R JbY ~ 1 a' 7 N.SD' i ~ 18.50' - 6 00' fi.7~' 6 75' ~ 2% e~ 6° deep, curb cut SO 200% 0.099 Cement Cvncrete ~ ~ement Cnncrete 5~dewalk 0.~7993 ~ Cnnerete Curh ond 5idewalk ~nvew❑ Y Normol swale slope 5wole Bottvm i ~i R,W 10 Cross-Secfianpl Areo ef 5vaaie ' I 675' ! 6 75' ~~I I I~ (1 /2)[0 5')(5 04`) +(l I2)(0 5')(5 04') = 2.52 ft 5-~`~~5 ' ~ ~ • 1.25 1 26 ~ 0993 ~ OgB~ 7 TYPICAL SECTION: DRAINAGE SWALE 2' WIDE WUODLAWN DRIVE NOT TQ SCALE _ R/W ~ 10' ` 1 11.50' ~ 9 8.50' ~ ~ 6.00' { 5 75' ~ 1 F I 5.75' 2~ ~ Z% 6" deep, curb cut > ^ Cemenfi Cancrefe~r. 6 0.116 5idewalk Cvncrefe Curb and 5~dewolk Cement Cancrefe SwcIe Bottom pri+rewoy hformof swale slope ta' R/w lQ, Cross-Sectianpl Areo flf 5wale s 75 1 z' s 75' s- (112)(0 5)(4.29) + (1/2){0 s}(a. zs') + (a 5')(2 0') = 3 14 s4 tt 4.29' 4 to 1 07 1 07 i DQ 85 ~5ca 55~ ~lIa1LOME EAST 3RD ADDITION Rugust , Fwn"d 7Bl8 & '~'IiLpSD`f!, ~Y,~i '~FbeB?S, I?i.C. C~ rQ i nog e L.alcu} ! Q¢ Lions CIVIL E1dGENEERS dc tAHD SIJR+JEYORS N 903 ARGDNNE RpAD SFOHAHE, 1MA 98212 Pii 926-7322 _ TYPICaL SECTIUN: DRAINAGE SWALE 6' WGaE UVQODLAWN aRf VE NC}7 70 SCALE R J+N s _ 11.50' w 18.50 ' - 5 Dfl' ~ I 3-75' I° 3" ' 3' R 3 75' 1 2'` I~ I 2% 1 I ` C" depp, curb cut s?i~-';,.~~:.\ ' ` \ •A}' Cement Concrete l 7~' p,17S7 ~ Sidewolk Cpncrete Curb ~rnd Sidewalk ' Cement Concrete Swole Bottom drivRwoy Normol swOle slape ~0= R/W ti~• Cross-Sectivnol Are❑ of 5wale , p 3 7s'~' 6' 1 3 75'1 ~o ~(1/2)(0 5')(2 So-) (1/2)(0 5')(2-80') + (0 5')(6-0') = 4 aa sq ft - O7, 070 070 300 ~s~ a, 0,~b , , y I DETENTION BASIM DESIGN RATIpIVAL FpRMULA HYQFtpLC1GY & BOWSTRING METHOD ❑RAIfdAGE BASIN ANRLYSIS for 10 YEAR STpRNi EVEhlT Dafe 9171d1 Projecf Name Midilome East 3rd Addihon Job No 12$38 Projeet Locaiinn tN 112, S 34, "f 25 N. R 44 E W,M Designer K MCMULKIN Brainage 6asin Nama j "K" Disk Dv. P tprojects1128381bawstrrng prainage Basm Descnption Dnsrte Filename 42836ME3 xls °208" f'rsnding Area Name skvale - For' Tomlinson Ponding Avea Lorztinn wesf side pf Woadlawn Qr Pamt of Concantraiion Lrw Pt. 37+75, Rt 5U6AFiEAB TIME f]F CQMCENTRATEDN (Tc), minufe5 _ Descnpiion Acres C A'C Overiand FJmV Channel Flow Imnervaaus '208"Areas f 5eameni A C2 = 925 _ Asphalt Pavement 4109 490 009$ Y Ct= p15 Z1 = 14,1 5idewalks 0025 0_90 0023 ! L7 (A) = 0 Z2 = 101 _ Dnveways 0 039 0 90 0035 N[A] = 04 B= p ftooFS 0046 0 90 0041 5(A) = 001, n= 003 Grass Lawn 0247 015 0037 Tc (A)= 4 00 s= 0006 _ d = l],270 OtherArQas Seament 8 L7{$1 = d TG (ch } 207 N(B) = Q 7e(Aa8) _ 000 5{B} = 6 Tc tvtal 500 To (B) fl 0 Intensiiy = 3 98 Total Basi n Rrea, ar,res = 0465 Cvmpos3ts RernofF Goeffcisni = 050 Cvmbined [,4rea ' Runnfi Coefficaenl] = E7.233 0 (estEmated d) = 074 c f.s Time of Conoentrativn = 5 00 rrunuias ' "208° ❑RAINAGE PRRAMEFER3 "208° Pavement Hrsa = 6418 sq ft PEA}C C115CHAFtGE, 10 YF.AR 57QRM "268" Vofume Provided = 268 Eu ft at 6" depih 5toem Storags Provided ~ 268 eau ft at 8" depih @= C' I' A= 0.74 C.F.S BDWSTRING CALCLiLATI❑N5 1;1 #d 03 #4 i#b Ati 41 NUNIBER and TYRE of ❑RYWELL5 PROP05ED Time Time In}en&ty Q dev V in V nut Siorege , Incrmnt Inprmnt 1 Single-8arr21 (Spokane Counry Type R) {min } (sec ) [in /hr] {efs} (cu ft ) (cu ft y {cu ft } D Dpuhle-Barrel (Spokane County Type B) {#1'80) [A'C'#31_ fouff "#2 (#5-#6) 5 U[l 3UC} dL7 316 ❑ 74 298 uu f7t 268 Outflaw Pravided Cl 3 c f s S 300 318 0 74 298 90 208 10 soo 224 052 367 480 187 15 800 1 77 041 414 270 ' 144 20 1200 9 45 0 34 441 360 81 • 25 15{]0 1 21 0 28 452 450 2 °208°TREATMENT VQLLIME 30 180(] 104 024 462 540 -78 35 210(] 0.91 021 468 630 -162 Required G P A ponding volurrke ao 2400 082 019 479 720 •241 Imper,iou5 °aas• asea K1/2° _ 267 c, ft 45 2700 074 0 17 4$4 810 -325 vofume pr0vided at 6' depth = 268 rae Tt_ _ 50 3000 068 016 492 9oo -408 pKI 55 3300 064 0 15 SDS 990 -482 60 360{} 0 61 014 527 ifl80 -553 ' 65 390[} 060 014 550 117€1 ~'i10 70 4200 0,58 0 74 582 1260 -678 75 4500 0 56 073 604 1350 -749 STOFtM STQRAGE VOLUME 80 9800 0.53 012 608 4449 -834 85 51(]0 052 0 12 631 1530 -899 nnaximum starags required = 208 cu ft 90 5490 050 012 642 1E20 -938 vfllume pnmded at 8° depth = 268 cu ft 95 5700 049 a 13 683 1710 -4047 aKI 100 6000 048 €}.13 683 1800 -1 t 1 i Simpsart Frrqineers, lnc. 949 Rlorth Argortne Road, Spokane, VV.4 99292 (509) 92fr4322 Stormwater L]rainage Repart IJ. STC7RMWATER DRAlNACsE CALCULA`Y'TQNS: (continued) Basin K Curb Otaenincz at L.aw Point, Sta. 37+75, left, VVaodIawn Drive h=$in. = 0.67 ft. Total height of opening H= 0.122 ft. Depth Qf water at en#rance Q= 6.30 cfs Total peak rate of flovv Q= 3.087{Q(H)"2 for HIh e X, 0.12210.67 =0.18 L = Q - (3 087)(x)312 _ 0.30 - {3.087}(0. x22)"z = 2.28 ft. , Construct Curb Opening; 3 ft wide, 8 in. d'eep RATIONAL fDRNiIJLA HYDROLOGY pRAfNAGE BA51N ANALYSlS for 40 YEAR STmRM EVENT dake 112&61 Project iUame MidiEame Easl3rd Additton Clesigrr kufm Prajec4 Number 1283B _ OmkFiie P %Pralecrsll 2assuatw,an1 Oki 28saME3a4s 5ste Lacaii¢n fV 112, S 34, T.25 N. R44 E W.AA ! Basin Name: "fC' Basin Descnptian- Woediawn Drive Point vf Concentrafrorr Sfia 37+75, 29 left I SU 6AREA5 4ritensaty-Duration far I 0-Year Storm Enenl Descnptron Her2s C A'C , Time Time Intensity Incrrnnt Incrmnt Pavement 0106 ❑ 9Q 0095 (msn.) (sec•) (in.lhr) [iti 'iq ~.~lQ 3~~ 3318 9$ 10 600 2.24 - 15 900 177 2(l 1200 1 45 25 1500 129 30 9 800 104 Totai Basin Area, acres = ❑ 10fi ?S 2100 091 Comppstte RunofF Coeff'reien4 ~ 0 gm 40 24(]0 082 Cotnbined (,Area " Runoff C~ffscient) = 0 095 45 2700 074 ' 5(] 3000 0 68 55 33{]0 ❑ 64 60 38Dp 061 TIME QF CflNCEtiTR4T{flhf (minutes)' 65 3900 060 70 420IJ ❑ 58 Tc (overPanrlRovu) 7'c (gutferlJow) 75 45W 056 80 4800 053 Ct - 015 L2 w 125 85 5100 0 52 ~ ZI = 36 94 5400 0 50 ! L1 (A) = 20 Z2= 0.167 95 5700 0.49 N(A) = 0016 B= Cl 100 600Q 0.48 - 5(A} = 0025 n _ 0015 s = 0006 - Tc (A)= 023 d = 0122 Li (B) = 0 Tc (gut y 190 N(8} = a Tc{A+B} 0,23 5{B} = D Tc fota1 S.OfD intensrty = 318 PEAK D15GHARGE, 701'EFlR S'f9RNl: _ 7c (B)= 00 hioldmg 4.45 I Q= C" I*A= 0,30 C.F.S. Q (estimated @ d) _ 0.30 e f.s 7irne af Carscentration = 500 minutes i K Stormvvater Dra.inage Report JT STORMWATER DRAINAGE CALCULATZC]NS Basin L Area , Tatal = 32,040 sq. ft. - 0.7346 acre PaVernent = Woodlawn Urive =H.;P. 39}00 to E.R. 43+07.73 = (214')(24') = 4,284 sq. ft. (194')(24.5') = 3,977 $,25 7 5q ft. - 0. 1$96 3GI"E - Driveways = 3 new driveways at (35')(24') = 2,520 sq. ft ry0 4579 acre ~ ' 1 ea.isting dnveway at (35')(24') = 840 sq. fl. 0.0193 acre i-5idewallcs = {408'}(6.5') - 4 @ (6')(24') _ 2,076 sq. ft. - 0.0477 acre I~ Roofs = 1 roof at 2,000 sq. ft.lhouse = 2,000 sq, ft. - 0.0459 acre - Impervious = 8,257 + 2,520 + $40 f 2,076 + 2,000 = 15,693 sq ft - 0.3603 acre Grass Lawns = 32,000 sq. ft. - 15,693 sq, ft. = 16,347 sq ft. - 4.3744 acre Stvrne Repurred: , a) "20$" Starage RequLreti =($,257 + 2,520 sg. ft)(112"=12 zn, per ft.) = 449 cu ft b) Bavvstring = 416 cu. ft. + 1 Existing Single Barrel Drywell, Type A(03 cfs out) Storasze P'rovided: 5" Svvales: 645 Gu ft. > 449 cu. ft. 8°° Suaales: 645 cu. ft. a 416 cu ft. BASIlN PAVE11EEhI'I` AR.EA "208" STQRAGE SWALE STC]R-AGE DRNEWAY AREA REC?UIRED ANIAILABLE LY (1651)(201) = 3,300 sq. ft 138 cu. ft. (100')(1.34 ft) =134 cu. ft. L2 (45')(20') = 900 sq. ft. 37 cu. £t (48)(1.34 ft.z) _ 64 cu ft. L3 (86')(20 5') = 1,763 sq, ft. 108 cu. ft. (20)(3.14 ft.2) _63 cu. ft. (35')(24') = 840 2,603 I.4 ($6')(20.5') = 1,763 sq. ft. 148 cu. ft. (61)[3.14 ft.) _19? cu. ft. (35'){24'} = 840 2,603 ' LS (?6')(20.5°) = 533 sq. ft. 57 cu. ft. (61)(3.14 ft.-) = 192 cu ft. (35y)(24') - V4V 1,373 Tota1 , 10,779 sq ft. 448 cu. ft. 645 cu. ft. , ~f~• t~~ -T~~ALi~1AG~ CF~LC~}LF~~{OF~i~ ~y,~~,.~ ~ - - - - - - - - ` t~~,W 1 - - - - - - - - - ~ ~ - - ~ ~ - ~ o ~ ~ s~ m ~ - - , ~ - - - l o - - - _ I ~ _ . - - - - ~ - ~Top vi 17rr iy e.vq cL~ o C~° ~ . . ~ t . • ~ - • . ~ - ~ ~ ~a-~ , ,J~~ . . . . . e • ~ . • r. • jr~, . : , ~T:~~ t°~ • - - _ - - - - - ~ - "Fr l Fr. - - - - - - - - - - - 5 i dew~l~ , , - - - - --F - - - - - Cross- Sec~~~v+wl nrec~ a~ 5wc,l~ - - '-1` - • • - _ • _ • - Z 5 . -_..~__~l~ -------~1----- - - - 00 p ~-'I ~ ~ ~a `E' ! ` D~~' ~[Z•~ ' ~~_2 ~~r. E --____.--____7~_ ~6,~--__ r - - - - - - R J . ~ ~-•..Y.. . - - ~~j; t+•-~-_ _ ° _ - - • • • • - • - . - - , - • _ - • - _ _ _ _ ` ~ I ~ - - - - - - - - - - - - - - - - - _ _ _ v2 ms ~ ~ . ~~-r~~~~.~~ ~ ~ e _ ~ _ _ . ~ ~ _ _ ~ . ~ 2.Bp ti , - . 00I` r~e~ .~,i 1 • • . , ay'~ • ~l,s:. ~ , - t r~. \ i I V V ~ L . El~l~L/1i1!/ffillrr v- c.. b- 1~ CLY,~ 5`sd~~ra' ~z5 ~ i'~______, _ _ ~ - _ 5 .25` -s - ~r nliy.- S-c r-i ► Oa.,,Ol._ e a- .a-~ _~_5r~►_~ t ~ - _ ~ _ ~ = = ~ _ _ _ ~ ja ~ ~ ~ 2.Z5 2,15 - - • . • - . - , _ ` _ ~ ~ - _ ° • lz~~o~~~~2.~5} ~ (p.5~(~`} _~r{~~j (~•~')~2.•~5 ~ ~ _ 's - a`ti" - - - - - °s SG_ l.~~a.-- - - - A _ _ - ~ - e . _ _ _ • _ • • • - . • _ • - - - ° ° - - 4 2 . ~7 MULOME EAST 3RD ADaITiON Augusl' 2001 Fward.d ,048 ~ iMpsan Engzneers, Inc. Dr a i n a g e CalC L! lct E Q n 5 CfV1L EHGINEERS de LAHD SIJRV-LYOR5 N 809 ARGDNNE RBAp SPORAHE, WA 99212 PH 928-5322 TYPICAL SECTION: DRAINAGE SWALE AND DRIVEWAY , WOODLAWN QRiVE NQ7 TD SCALE td' R/W 11.50' ~ 18.50' ~ ~ 6.00' - ~ ~ ~ 6. 7~' ~ 6 75' ~2' I , 2% 2RO~ 6,. deep, curb cut ~ ~ . ' n~ • 'i .Y ~.W ' . ~ ~.~3993 ❑ 0993 - Cemeni Cvncrete ~Cement Concrete ~ Concrete Curb ond 5idewalk Sidewvlk privewa Y Narrnal swal= slape Swcile Ba#tnm 16` R/W 10' . ~ 6 75' ~ 6 75' Cross-5ectionral krea af Swale (1/2)(0 5')[5 04 +(1/2)(0 5')(5 aa') = 2 52 Sq. ft ❑ pg~~ ° O ~ ~ 1 as 1 26 TYPICAL SECTION: DR,AINAGE SWALE 2' WIDE WaODLAWN DRIVE NOT TCl SCALE R/W ~ 10 , i 11.50' 18.50 ' fi.13[3" p 5.75'1 ~ 5.75' I2' v ~ 27. ~ 6" deep, curo eut _ , - op~ _ 2 oa~ ~ ' • . l • t,~~ f J ~ i . , , , - .;.~;:~~:.s-,~~;~ ~ Cement Concrete 8.115g~ Yf ~ ~-Concrefe Curb and 5idewofk 5idewalk Cemsnt Concre#e Swole Bottarrr i ❑rivewpy Normctf swcrle slope io, R/w 10• Crass-SeGfioncl Are❑ of 5veale - ~ s 7s r 2'1 5 75' r s f112J(0 5°)(4-29') + (1 I2)(Q 5') (4 29 + (0.5') [2 0`) - 3 14 sq rt, 4~9' . 4 29'~ 1.07 1 07 1 00 • ~I ~ s~ '65 a i~~ ~ ? 85 OETENTION BASIN DESIGhJ RATiO1VAL FC}RMLILH HYDROLOGY & BpWSTRIMG METHpp ORAEIVAGE SASIN RNALY515 far 10 YEAR STORM EVENT I D8te 9I7101 Project Plame Midjlome Ea5t 3rd Additiorr Jo6 M1fo 12838 Profect LocatiQn fV 112, 5 34, T 25 N. R 44 E W M Designer }C MCMULKIN Drainage Basin Name "L" ' Disic Dir P iprojects1128381hqwstnng Dramage Basin CrsscnptEVn Onsite Filename 12838ME3 xls °208" Ponding Araa Name swale For Tomlinson Ponding Area Loeation east side of Woodlawn Dr Point vf Concenfralion Low Pf, 42+50, R[ - SUBAREAS TIME OF CONCENTRATION (c}. minufes , Descnption Acres C R'C Ovedand Flow Channe[ Flow ~ lmoervious "208"Areas 5eoment R L2 = 350 Asphalt Pavement 0 187 090 p 169 Ct = 0 15 71 = 86 Sidewalks 0048 090 0043 L1(A) = 0 72 = 86 _ Driyewaps 0077 090 0069 N(A) = 04 B= I] ' Roofs 0046 090 0041 5(A) = 001 n= 003 ~ Grass Lawn 0 377 015 0056 Fc (A) = D fla s= 001 - - d = 0312 Other Areas Seerment 8 Lt[6] = 0 Tc {ch } 406 N(B) = fl 7c(A+B) = D oa ~ S($) = 0 7c totaf 500 Tc {B} = cc Intensity - 3 78 i'otal Basin Area, acres ¢ 0735 Composrte Ftunvff Goefficienf = 052 GQmErined (Rrea " Runoff Caefficien!) = 0 379 C ! {estimaled @ d} ~ 1 20 c f 5 Tsme o{ Garrcentration = 500 minutss "20$" bRAlNAGE PARAAAETERS "208" Pavemeni Area = 70,777 sq ft PEAK [715CHARGE, 10 YEAR S7ORM "208° Volume Provided = 645 cu ft at 6" depih Stc,rm Starage Prov[ded = 645 cu ft a1 8" depth q=C• I• q= 1 20 C,p,g BOWSTRlAIG CALGIJLATICfNS it7 Tt 93 *4 415 a#i 47 NUMB£R a€sd TYPE of QRYWELLS PROPa$E❑ Time Time fn[ensty Q dev V in !1 out 5forage Incrmnt Incrmnt 1 Single-6arre! [Spokane County Type A] {min ) (sec ) (in /hr) (cfs) (eu tt 7 {cu ft ] {cu ft ] o []ouble-earrel (Spokane County Type B) [#1160) (A•c*4a) [our€•uz~ (n5-t~;) 5 UO 30000 :i iti i 20 48~7 9C1 E] 394 Du[flpw PrCsvided 0 3 C T 5 5 300 318 9 20 484 9u 394 10 sna 224 185 596 180 416 15 soa 1 77 067 672 270 402 20 1200 1 45 b5 715 360 355 25 1506 1 21 046 734 456 284 "208" TREATMEidT VOLUME sa 1800 104 039 749 sao zas 35 2700 0 97 034 759 590 129 Required G P A pondmg vvlurre 40 2400 082 031 777 720 57 Imperwaus "208" Area x1!2" = 449 cu fi 45 2700 074 0 26 785 810 -25 vafume pravided at 8" depih = 645 cu fE 50 3000 068 026 799 900 -101 qKi 55 3300 0E4 0 24 825 990 -165 80 3600 031 023 855 1[]80 -225 65 3900 060 0 23 910 7170 -260 70 4200 058 022 945 1260 -315 75 4500 056 0 21 978 1350 -374 STORM 57C}RAGE VOLIJRflE 80 4800 0 53 0 20 984 1440 -456 85 5100 0 52 020 1025 1530 -505 Maximum storage requEred = 416 cu H 96 5400 050 0 19 1642 1620 -578 v9lume pravided at 8" tfepth = 645 cu f1 95 5700 049 019 1077 9710 -533 {}Ks 100 5000 048 018 11D9 1800 -691 Simpson Engineers, Inx. 8091Yv+th Argonne ftaad, Spflkane, WA 98212 (509) 925-1322 ,zaM~- L Stormwater Drainage Repart - II. S"I'OR1VTWA`I'ER FIRAIlVAGE CALCULATIONS (continued) Basin L _ Curb C]qenuie at Low Paint, Sta. 42+50, ri;ht, Waodlawn Drive (Existing) h= 8 zn. - 0.67 ft Total height af openin; ~ H =0.11 ft. Depth of water at entmce Q = 0.29 cfs Tvtal pea.k rate offlaw Q= 30$7{L}(H)"` for HJh <I, 6.1110.67 =0.16 <1 L = Q = (3 087)[H)3rz = 0.29 = (3.087){0 11}31 - 2.58 ft. Existing Curb dpexazng; 4 ft. wide, 8 in deep - FZATEQNAL FC1R11ALfLPi FiYE7ROLOGY ORAIiVP,GE BASIN RNALY5IS far 10 YEAFt STpRN1 EVEhfT Date. 9110«1 Project Name Midilome East 1st Addidon DeSign kwm Pra}ect Num6er: 12838 ❑ESk F+le AtVaiionantia112a3s.As Site Locahon N'i12, S 34, T 25 N., R 44 E VV M. BaSin fJame: °L" Basin Descripbvn Woodlawn Foint af ConcenYrabon Sta 42+50, 2(]' RFght ~ SUBAREAS lntehstty-Durabon far 1 0-year Starm Event ~ Descnpbon Acres C A`C ' - Tfine Time Intensity }ncrmnt Incrmnt - F'avement 0.100 090 0090 (min ) [see ) (in fhe) (ttt •so) 5 00 300.00 3 18 5 300 318 10 f,{]0 224 15 900 1 77 za 1200 145 25 1540 1 21 $0 1800 1 [74 ~ Total Basin Area, acres = [?.100 35 2100 4 91 Compasite FtsanoFF Cnefficient = 0900 40 2400 0 82 Cnmbined (Area' Runoff CQ2fficient) ti 0090 45 2700 074 ' - 50 3000 0.68 55 3300 064 E0 3600 0.61 T1ME OF CpNCENTRATlQM17 (mfrrutes) 65 3900 0.60 ra 4200 0.58 Tc (vverfand Haw) Tc (guttar flow) 75 4500 055 80 4800 {l53 Ct = 0 15 L2 = 160 85 5100 0 52 Z1 = 40 90 5400 0 50 L1{A) = 0 Z2 = 0 167 95 5700 049 N(A) = 0616 B= 0 100 6000 048 5(A) = 0.01 n= 0016 s = 0.008 TG (A)= 000 d= 0 11 I L1 (8) = 0 Tc (gui.) 2 25 N(B) = D Tc{A+E4} a aQ , S(B) = 0 Tc tqtal 500 Intensily 318 PEAK 015CHARGE, 10 YEAR STOEiM: Tc(e)= 00 Hoiding 5.70 G1=C'I"A- 029 C.F.S. ' Q(estimated @ d) = 0 29 c f.s ' Time af Concentratian = 500 minufes L Try a depth af 1.2' 4-4.1 Drywelis - Precast concrete dry- weZls, as showa ❑n Cou.nty standard V-I.486 R 213 51r2 R a Area drawings, may he used to reCain stvrat , drainage ia scrils ~t~i a v~ery rapid per- n ~etted ge~%meter meability. Types A and BDrywells in i ~ 2'xI.21+(2xl.2x1.2) - 5,28 s.f. the fol.Iowing soils may be designed to , infil.erate a rate af flow af 0.3 cfs an,d 2 f2(1.22+2.42-) 3.36 ft. 1.0 cfs respective].y: Bong Marble R g. 717 Bonn,er Fhoehe ~Garriscaa ~ Sgriugdale-) 213 3`2 Hagan V = 3.486 (.717) (.02); 5.61 fps Tkte 1ocations of these soil types are •0 shoran in the Soi3 Coaservation 5ervice Q 4 aA a 5.61 fps x 5.28 sf 29.6 cfs Sai2 Survep foz 3pakaae Cauntq. The , drainage repart shall faclude acopp of = 30 cfs d 41. 2' ehe SCS map w#.th the suhdivisian p.lotfed thereou. The CQUnty Engineer shall re- Sa7.ve Dc: Trp 3.3' quire the developer tcs pravide a sieve analysis and scail type test frram a sai] s ~ }.abaratcsry accegtabl.e ta tt~e County Fn- Q$ ~ g (b I]c)3 Dc 3/2 gineer if tlaere is a question regazdiag b+2A Dc the abave soil tppes. 3l2 ~u r-ural areas, as defi,ned ia Spokane ! Q~432.2 (2+2x1.3)3 X 2.3 ~30.9 cfs Coraaty Raad Standards, open gravel dry- {2+2X2Y,1. 3) wells may be germitted #.n } ieu of the , 30.9 cfs - 30 cfs dC ffi1, 3' precast cvncrete drywells. D , fZ4~r is sugercritical. Precast canerete drqwe3l.s progosed for c n use iu other soils than those shawa Since the flow is supereritieal, care above and a13 opea grave3 drywel.ls shall - shariid be taken to provide a proper de- be designed aecmrdiag tn percolation sign at paints where harizaataZ and/mr rates determiaed by a field test caa- verticaP aligamextt change. for►aing to the Man.esaT of Sept3.c tank practice. A Countp inspector sha11 be A free baard af .30d should be applied Fresent auring aIl percolatian tests. A pereoZatian test calcu3atian sheat D a.3Q X1. 2 _1.36' sigaied and sealed by a regf.stered ciuil engineer shal1 he submitted. The per- 5.6 >maximum allawabl e. colatfoa rate sEaal1 be equal ta or greater than 72 inches per haur to be ~ accegtab~.e for dry~ll coztseructian. ction Provide rip rag. (Refer te 5e 4• 5, ) 4-44. 2 S[arage Facflf,ties - DetenCion ~ 4-4 Detention1Retentioa Spstems - The st°rage faciTities may be used t❑ regulat pea~C rate of rux~-off from an existi~g e flaw rat~s. An a~erflow type storage system whfch regu.Lates the site shaZl nDt be f_ncreased due to the ' prapasea devela}xment for a given design rate of outfZow shall beused. See - Storm, qherefore, a retentionldeten- Figures 4-3, 4-4y 4-5, aad 4-6 frar tiaa facilitp Qn-site wi7.l be required. suggested details. T.andscaped facil- , itfes such as parks, glayfields, tenrcis Uate• 414184 courts, etc. are recg=nendetl far - 4-15 Midilome East 3rd Addition RC?ADWA,Y SURFACING nESIGN: The Spokane CQUnty Altemative Favernent Uesign (Interim) for Local Access Pavemeiit Siruuctures vvas used for design of the roadway surfacing. ~ Fram the table, Local Access Pavement Siruct-Lires, fihe fallowing inforrnation is needed to de~ermine the required surfacing dep#hs. 1} The t}pe of stree# must be Iacal access 2} Soil t_ype (as classified by the LJniied Soil Classificatian System) 3} The auera;e daaly traff'ic, ADT Streefi Type: All streets within the plat are designated as lacal access (residential). soil rype: The geotech,nical engineering report shaws that soil sarriples were taken at 3 test prfs within the plat. TP-1 v4as afi the mtersection af 3 )5'h A,Venue arad McL7anald Street, TP-2 was at the intersection of Woodlawn Drive and 36"' Avenue, and TP-3 was at the iretersection of 36 th Avenue and McDonald Street. Crradation analyses skow the sail sarraples from TP-1 are classified as GF-GM, Ti'-2 are classified as GM, and TP-3 a-re classi~ied as CiM based on the Unified SQiI Classificatian System notation. (5ee geotechnicai test zesults) ' Average Daily Traffic, ADT: Woadlawn Drive will have average daily traffic counts af less than 200. 1.n the fufiure, thus rraad may be extended sauth and the ADT caunt could increase to the 200-600 range. Therefore, this road witl be constructed at 100% buald flut for the future conditian. The remainhng roads, 35th Avenue, 36th AVenue, and. McT]anald Street, wi11 be short crass stxeets each with avera.ge da,ily trafi~'ic counts of less than 240. Atable vf the stz-eet names, design data and the roadway surfacing depths is included. ~ SMvDAARY C1F Ri3AI7WAY SURFAGING DEPTHS- _ , STREET NAME, STREET-TYPE -rZ,SO.CL T.YF'E , . . AD~' SC.T.RFACAT „ . 'ry, ° . " _ - • , ' . , . .,T* - . 3 Woodlawn Dnve Local Access GM 200 -640 3.5" ACP Class A Per Budinger Desigrs assumes 1 0Q°lv build out 6" Crushed Surfacing 7lp6fQ1 35th Avenue Local Access GF-GM 0-200 2" ACP Class A - fi„ Crushed Surfacing _ 36th AVenue Local Access GM 0- 200 2" ACP Class A G' Crusbed Surfac~no, ; IVTcDonald Street Local Access GP-Gm 0- 20Q 2" ACP Class A - 6" Crushed 5urfacing LOCAL ►4GGESS PA'VEMENT STRUCTURES AVEFdAGE DAILY TRAFF3C SO1L TYPE 0- 200 200E600 600 + r]11/611 Gvd yA j .1I16II . 2FIrf611 c GP 211/611 2er!-7,e Lry,i!"j1i 1! ~1` i 1.]IYY • 2nrGrr ('~n>r19 ^lir irpc.~u rs.> ~'y ~ 471.+ Lnl~jn ryii/❑pn 3n76ir ~ rr ~ sti~~ ~ p ~ ~ PFf6f p L I IlyP1. 11 2 11~1! ~ ~ ' SP 2,76" 211/7„ 2„78„ (S 6Y! (2ri ner r~rirp81e 311r6~~ rr ~ ~ s[, p8VeR7Bnt QeSigfi Nf L 3"16~~ 3"181, 411/611 - GL Pavement Design f ~ffl ~ ~~~+'1L 411j/J1! 5tl1r ~f~}811 MH Pavement Design _ OH Pavement Design PT Pavement Ossagn 1} 5ail type is classafied by the Unifed Svil C12ssific2tian 5ystem. 2} Required fhickness is given as inches af asphait concrete pavement over inches of crushed surfacing. 5~OKANE CO[~NTY ALTERNATE PA'~EMENT DES[GN (1N7ERrM) " 3820 E. Brvadway Spokarre, Washington 99202 budinger & associa#es, inc. - ~0geatechnicae & material engineers Kevin McMulkin, FE 7rsne 30. 2000 Simgson Engineers N 909 Argonne Road Spokane, WA 99206 Praject Nu.mber MUO 174 PRO:iEC""1": Midi9ome East, 3`d Addition _ 5pcrkane, WA SUBFECT ResuttsafLaboratory'Testsng Repart # 1 Dear Mr. McMulkin, At your request, we have provided lahoratory testing serrsices for the subject praject. Our services were iirnit€ad tv the perforinance of specific laboratosy tesis, selected at your discretion. ; For Ehis period our invoEvement was lgmited ta 1he excavation af 3 test pits (.Iohn Ue.ere 310 backhoe) and sampling af soils exposed by the exca►+atian. The test pit locatians were selected by yau priar to our site visit. Two sannpies were taken fram each lest pit, one near the surface to represent gavernent subgrade sail, and one near the bottom Qf tthe test pit to represent soils that may be aff`ected by storfn drainage. At your request, the following tesCs were canducted nn each sample in general accardance vvi#h the meshcjds Iisied. i. Moisture Content ASTM D-2 t 16 2. Atterberg Limits ASTM D4318 3. Gradatian ASTM D-422 Saiis were then classified according tcs the Llnifie.d aaii Classification System (ASTM D-24$7). Results are presented on the attachef Laboratary Summury. It has been a pleasure to be of service to you on this project. If you have any questions, please caIl. Respectfully Submitte.d: ` B4JDTNGER & AS5[]CiATES, iNC. Thcrmas A. Points, EIT Staff Engineer TAF/sa Addressez - T ~Itrachmenls ~ + Laboratory $urntnaxy F.C. BLJC;IfIgeI' PIE Stephen Q. Burchett PE (509) 535-5941 Jahn E. Finneg8n PE FAX (509) 535-9589 5catt L. Vllalters I ~ ~ I - - - i I- - ~ _ -I - - - Midilome F.ast, 3rd Adrirtion Proyect Number M{}4174 5pokene, WA TAf311E I I 1.AB{1RA'Cf]fLY SUMiViAkY . IJNTTS LC3CATlGN McL]nnald`Street & 35th Ave Woo3land Drive & 36th Ave McDnnald 5tree4& 36th Ave TES'[' P[1' N[.TMF9ER l l 2 5 3 3 DEPTH TdP R 1/2 S 1/2 7 0 7 BQ'['T[3M ft 1'la 10 1 .9 Z q SAMPLE TYPE Butk Sulk Bulk Bulk Bulk Bulk MOISTUFtE ~ % ~ 7-1 3-2 ~ 5.5 5.2 ~ 7.5 3.6 LiQU[D 1.1MI'd' A/v 38 39 PLASTIC LIMIT °'a 25 25 PLASTICIT1' rNDEX % 13 14 LINIFIED CL,ASSIFICATION GP-GM GP-G1Vfl ~ .rrM C:VN GM GW 61" C[3BSI.ES tDo 100 100 3" 88 -10(Y _140:= ` ~~1L40'i . '4-9~ 3fl,'. ~ s 1'/~% 80 83 79 $8 87 84 I l" 74 76 75 75 81 So E 314" ~`aRAVEL p 67 70 68 59 75 67 V 112" A 54 62 58 42 64 52 E 318" S 41 52 48 32 55 35 #4 S 29 - - J7 35;.,~,."~"~~.fl~~~~-~21"• ,-40'19 . S #iQ T 23 20 25 F 12 24 9 i #16 N 21 11 22 9 25 6 z 030 SAN1] G 19 $ 20 7 22 5 ~ #40 18 7 19 6 21 4 #100 15 G 17 S 19 4 #204 . . 12 5 15, q ls _ 3 SILT budinger & associates, Inc. geotechnical & material ehgiraeers