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28278 PE-1751 MIDILOME 1996, 02-12 Stormwater Drainage Report . ~ ~ ' . • STDRMVVATER DRAI.JNAGE REPC)RT MI DILOME LAST 1 ST ADDITI C}N ebn1ary 12, ] 996-11 _ Prepared by: Simpson Engineers, Inc. North 909 Argnnne Road Spokayie, WashixYiltan 99212 ~►~i► ~N'' M ac WASyi ~ • ~r '~c. j° 7'A,BLE t3F CDNTENTS .a 28578 OA NALS" 5urnmary , ~ EXP DA7`E Tp14! cl (o IL * Typi~cal-~ur~ Inlet ~wdYDriveQy,~.Cut Calcul tian, g&~'~x-ioaal c~~l~~laians wat,niiBws, n ~r.~ . ~ Starmwater Urainage Calculatians for Mrdilome East 1 st AdditiQn: ' Basins A through T. RECEIVED 111. Attachments: - ~S.C.S. sails map, aiid soil c~escriptian ~E'~ ~ 32nd Avenue curb grade calculatian sheet, and sPoKANE co rr ~G3NEER V312-rt~ Awen,wreMrs- pl~'~1~~ ~~~,.h~t Dill,ance Analyses ~a~dvMaps-fo ~~ad Ave~~ 1 e, ''~~o , ~vv~ '~re-~, '~rcles- Driv~, ~~d.4~~~D='~~ ~d c'Sbree~ r ' Stvrmwater Dsainage Repart: Mid'alome East 1 st Addition 52.1MMARY- This project is lacated sauth of 32nd Avenue and east ❑t Pines Road. The plat praposes 60 residentiallcrts totaling approximately 23 acres The development is di`rided into eighteen (18) basins; A through TSee Braina~e Map for Ni.idilame East 1 st Addition. Each basin is cornposed of trn+o subareas; 1} grass iawns and svvales, and 2) irnpervious roofs, driveways; and asphalt paved screets Stormwater flDws auerland across raafs, grass lawns, and driveways and into grass swa1es behind the street curbs. Storrriwatet- ftom asphalt streets flcrws along the curb gutters and inao - , the grass swales threrugh driveway curb cuts and curb openings located at 1ow poants on the curh prafile , As specified in the "Ciuidelines for Stonnwater Management", page 5-4, where a sl4ping swale is iess than 100 feet long, and slopes 1% or 1ess, ihe swale may be eonsidered f1at. I]riveways alvng the raad wTll obstruct the swa.les, cseating a series of individual swales that are less than 100 feet lang and less than 1.0°/a, and 6 inches deep between the driveways. Therefore, each swale vvitl be considered as f1at. Storinwater will fill each swale to a 6 inch depth and then averflaw acrvss each driVeway until the water reaches the final swale and drywell(s). Tfie grass swales were calculated to hvid the first ]f2° af rairfaIl runoff over the asphalt street areas. , Figure 2, page 6-3, of the "Cuidelines for Sfiorrnwater Managernent", by Spvkane County Engineers, wvas used ` for rairifall intensity and duration occurring at a 10-year storm frequency. Far basins 0, S and T, a50-year stvrrn frequency was used because of offsite areas. The Ratiarcal and Bowstring Methods were used to calculate the peak storrmwater runaff for each basin, and ehe type and nufnber of drywfelis needed for each hasi.n based on the storage capacity of the swale , Tn accQrdance with "Sail Survey, Spokane County, Washangton", 1968, the so;l at the site is categarized as• CrrnR, Garrison rrery gravelly loam, similar tn Carrison gravelly loarn, except that the surface layer is very gravelly. ThTS type af svil is cansidered acceptabte for drywell installafiion per Sectiom 4-4,1 ❑fRiGuidelines for Stcarrrrrryvater Manageanent". . t . Stornawater Drainage Report: lVlidilame East 1 st Addition 1/"~,.~'1~~CUT +~~►L~' T'I• , 3 1) For each basin, caZculations have been made rFor the curb inlet located at alow point Each curb inlet located at a low goint is sized to accept the flaw Qf stormwater From the contributing pavement subbasin. 2) In same cases, additional curb inlets are required on cnntinuous grades. For example, additional curb inlets will intercept the stonnwater on continuvus grades along 32nd Avenue. Typicai ninaff caPculatiians have been made fvr the pawement area in subbasin A5, since this subbasin has the iargest paaement area of any subbasin in the p1at, it willl taave the largest peak flaw of any subbasin. A curb inlet 3.91 feet wide ys required for this subbasin, hut is less than khe actual inlet width of 4 feet. Since, the runoff wifl be less in atl other pavement subbasins, afl o#her curh inlets wil1 he sufficiently wide to intercept the stanrnwater in the corresponding sub-basins • 3) Driveway cuts on continuaus grades wfll intercept the sCormwater flaw in eaGh pavement subbasin priar tv the curb inlet at the low poFnt. A typicaI calculatian has been made for a driveway cut for the pavement in subbasin A5, sirtce this subbasin has the largest pauement area of any subbasin in the glat, it will hawe the largest pealc flow of any subbasin. A driveway cut ❑f 10 feet is required for this subbasiri, but is less than the t}+pical driveway cut of 24 feet. Since, the namaff wrill 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. FiAT I L7NAL. FC1F{MLJLA HYI]RC]LL7GY I7ATE = 8l2I915 . TJES I GNEF; = k; WNCPIULk; I N BASdN[~AF'HV"f~ F°1=:DJECT NAME = fyl I D T l.C]ML EWSI" 1ST ADDI"~ IOIV DESCF►IPTI'QN = 5T[]Rh1WFiTEFi IaF:A!NAGE SLIBAFrEA 1-. ACFeCS 5UBAREA 1 FrE.iNOFF G¢]EFFI C 1EIVT = .9 TC3TAL F;REA = .12 ACRES CClh11="OS T 7E RUNOFF COEF F ICdENT = d:1VEF:L. ;I'JT7 FL❑W VALlJES . Gt = .1: L r 42 , N = .016 5 = ,Csa CHr=,Nl`dEL Fl_❑k! VRLIJEa . L - 95 ' Z I - ;13 , Z2 = .167 lV ~ .016 S = .008 TI] ~ .126 ~OMF'UTED VhLU~S DtJFi = 5. 0E:F 1IC] OY CE OA es.r l~ ~7 P e.ni r~ r~ o,.~t ~ a ~ ~ oir.~ • ? ~ ~ ~ I ~ ~ ~ v hv ~ . 'De-Oln di W 0.ietr GA eY1iiC' q If1 CL ~j ~ ° 0.13 _ 0 c E i]-33 ~k ~.!!~6r z 4.3 5 ~ (v .43) ~~~e- a~~~'n3 . ` R~~ ~ ~NAL FORIFIULY HYO1;OL..L1O'r UA"I"E = BI 2I 95 DESZ GNER = K, W MCMuLh; IN BAS I1q~~ P," F'F;VT. - F`RC1JECT NAP'lE = G'l I T3I 1,.I7NE EAST 1ST RI3DI T10d'•1 - DE=SCh TF'T TON = aTCll,f*1WAl"Efi T3~AINAG~ SUBAR-L°A 1=. 1 2' ACRLS aLJBAI;L.y IRUidGFF COC1=F T C 1 LNT ,9 l"OTAL AREA = .12 ACRES C❑I'1F'OSI TE RllNC7FF CDLFF1C ~ENl- = .9 Cli1EF;L ANI7 FLCW VALLlES ° Ct = .15 L. N Cr].6 .'.i 0,' CHRPdPJEL FL[3W VALUES L = 1 60 I1 ,;r~ Z:_,' = .167 , N _ .016 B Cl . S - . C6O8 TD T .126 COh1F'UTE-I7 VALULS . I]LJfR - 5.00 I1 Ca ~ Z~. 18 , 01t:1 _ .34 an - .L4 Clur~o ~j~~.+~~h~ ~~r Cv~ttriuvu~ C~rv~~~. ~ 3~N❑ Ave•~ ~ z ~ x v• 13' , Q = D.3~r ~.k s Aes i~vi e 0-0 8-7 ~~r~rh ~i~. l~e {o,.~ ~i'9• ~-?~i `1 ~~al=q~,~ C~u.~$~ ~r ~'j ~ G Y Yat'v^t a,~ ~r [`~1 v. h v. ~ C.YS~ ~an'T L D 3 1-- 0, o g1 ~ k ° Cur'1o IYJp-T l ~ DEPTH nF FLOW - Y- FEET ~ .flw 02 .03 .ns us oB oe .ia r0.13 2 9 a. s a ra 4 ro I ~ ~ir1 • I I ~ ~ ~ ; ~ . ~ ~ .e - 4- T 44 ~ ~ ~ • i-T I, 1 ! i i i7~ ; I' ~ 3 • , .s ~ ~ I~~, I I I ~ I ~ o0 ~ -L o 08 ' . 06 3 . i • ~ ~ , ~ E I f +il~ 1 .04 ; . V.Ra 02 f l 1.0 i • a ~ (a) [715CNARGE PER F{?OT gF ~ °o/~ 10 LENGTM OF CUR9 QPENIIVG INL,ETS W'HEN INTERCEPTlNG ~ y I00°o OF GUTTER FLUW (b) P,4RTIAL !N7ERCEPT10N ~ RA7aQ FOFd 4NLE7'S OF _L ~ . 4 ~,~a ~ t I o k.ENGTH LES5 THAN L. ~ I :os .ob .Q~ .io • .z a .s .s n 3 a • ; LiLQ : C,APACITY OF CLIRB flPENlNG INLETS ~ C7N CON71NUnlJS GRA[]E ~ ` j 6-39 FIGLIRE 16 , hA7IONAL FDR1hULA HYDROLOGY ' L7ATE = 413J96 13ESIGNER = K W i"lCMULKIN BASIN "A" PA'VT. PROJEC7" NAME w M I T3 ILQME ERST 1ST ADD I'r I C]1V DE5CRI PI" IQi'+i = STQRMWA7EF: I3F:A INAGE iI.JBA -°'iEA 1=. I2 ACF;ES SLlBfiiREA 1 iFiI.JiVG1FF C[J~FFT CIL`NT = .9 l"C7TiL F1F:EFs = .12 F1GFiE5 CDMF'C75I TE FiUN[3FF COEFFI: C TENT = „9 CiVEF;LAND FLOW WRLLJES 4r t = .15 L ti i N • 016 ~ ~ • ~ CnANNEL FLOW VALUG S L - 16C1 Z1 - 77 Li - .L6f {'J - .016 B - C) , S . o0B rn = . i:2'6 coMPurED vALuES DuR - 5. 00 - 110 - 3.1s QIC) _ .34 OA - u~ 'Dlr'%veway 0pe+ni,,5 vv. C~y~~iv~uaus G~'~de 37 t-'° \n! h p- lr 0- 5 ~ s' o vi D.131 De-p-kV, Q~ • ~ ~ p. i]3~, ~rv+r~ rCioj. kG(v~ ~ 3~ ~ ~~~v~w~ne ~A~.~ri~~ 4~ A 'D Y-'x•4 e.~ o.~) 0 pe~.j ~ : ~►~3~., de~~ . s - DF-PTH OF FLtlvY - y - FEET . ~ . . a•13 .DI .92 aa o+ os os .ae .io y~ ,2 .a .4 r s ? a .9 R.o 40 v ~ I 1 ~!y III!1 9 I ; i ~i ~ I• f~ 1!~ ,J.,,, -i' i il ~ I j ~ .4 . ~ . 1 I ~ J ~1' , 1 1 ~ - 1 ' ~r ~ I ~`o ~~4Y-~4~~ i , I Lo i~ ~ r ~ ~ c~ ' I~♦ ~ I I I i I~ ° 08 ; Ti D3 ` ~ r ~ I . ~ ~ ~ .o+ o3z ~ ' ~ r~ I , j; ~ ; I~ 1 f f I ,02 1 I' f ( f , F. ~ I ~ ~ i ~ ~ ~ i I I r r A I~ _~~I ~ I f I I I I► r ~ ~ ~ E - .al f I I I ~ ~ .z - { • , , , I ~ ~ , i ~ ~ .8 t ~ ( fl) DISC}•IARGE PER FOC1T OF LENGTH OF GURB fl'PENlPIG INLETS WFiEiV IIVTERCEPTING .s IOO°/o OF GUTTER FLOW ~ _ _ _ _ w~~'_° ~ t ~ 4 a ' (b) PART3AL INTERCEFT9C]dV ~ ' a~ ~ ~ I Qa , RAl'IQ FDR INLE7S OF ' ~ ' . L _ ~ ~ ~ ~ -•i - LENGTM LESS THAf+I La, of' • ~ ~ f 1 i ~ I 1 _I0 ~ .05 OP .08 .dtS • 2 .3 4 .5 .6 .d 1.0 - . LrL4 CAPACIYY OF GiJFtB flFENING INLETS QN GOfV71luiJOtJS GRADE 6-39 F6GURE 16 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: midilome east lst $o~s '%h NA~ Comment: 32nd Avenue PVC 6Qe. ~row► Cohc. '~hlet ~o Ur.Jwell Solve For Actual Depth Given Input Data: Diameter.......... 1.00 ft Slope 0.0200 ft/ft Manning's n....... 0.010 : p.4c Discharge......... 1.00 cfs Computed Results: Depth 0.26 ft Velocity.......... 6.03 fps , Flow Area......... 0.17 sf Critical Depth.... ~ 0.42 ft Critical Slope.... 0.0034 ft/ft Percent Full...... 26.41 % Full Capacity..... 6.55 cfs QMAX @.94D........ 7.05 cfs Froude,Number..... 2.45 (flow is Supercritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 . Circular Channel Analysis & Design , • Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: midilome east lst gqs ~h u~ N Comment: 32nd Avenue PYC p%ee, ~•rorr. Corc. ln1eA io br~vie.ll Solve For Actual Depth , Given Input Data: Diameter.......... 1.00 ft Slope 0.0200 ft/ft Manning's n......... 0.010 -c Q,4 C. Discharge......... 1.00 cfs Computed Results: Depth............. 0.26 ft Velocity.......... 6.03 fps Flow Area......... 0.17 sf Critical Depth.... 0.42 ft Critical Slope.... 0.0034 ft/ft . . Percent Full...... 26.41 % Full Capacity..... 6.55 cfs QMAX @.94D........ 7.05 cfs Froude Number..... 2.45 (flow is Supercritical) Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 , L'.S.r.uu:l~a~° (;Iit,~~i'iu l!,i'iri I.yr; lrs t~ I~r►ri (~~ii :fu'lvuc/ w1. L'ii 19unhh1g'u, I!,'(_1i.1r.i l:duii Open Channel - Uniform flow N l~ Worksheet Name: midilome east lst ~o.s►h ~ Comment: 32nd Avenue QVC e~Qe. ~rom CoY\c. j,nlej *o Ur~5vye,kk Solve For Actual Depth Given Input Data: Diameter.......... 1.00 ft Slope 0.0200 ft/ft Manning's n....... 0.010 i P4c. Discharge......... 1.00 cfs _ Computed Results: Depth 0.26 ft Velocity.......... 6.03 fps Flow Area......... 0.17 sf Critical Depth.... 0.42 ft . Critical Slope.... 0.0034 ft/ft' Percent Full....... 26.41 % . Full Capacity..... 6.55 cfs . QMAX @.94D........ 7.05 cfs Froude Number..... 2.45 (flow is Supercritical) . Open Channel Flow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Broakside Rd * Waterbury, Ct 06708 . _ _ . _ ~ ~ 5 _r_ . ~ ~ T __P~_'~ p ~ -r ~ o r~ - - - N v . 1 Z IB 32 . 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W__, _ _._._.__R__.. _ _ _ • - - - - - - d I ~ _ ! --__--------.,._..~-•-d-.~._.,_._.__ - - - W•- - - _ • - _ 'r . N1idilaine East ] 5t Addition Slghti DIStr"iI1Ce AniiIy515 Woodlawn Street Intersectann vf "Vercler I]rive with Woodlawn Street Intersection of 34th Avenue with Woodlawn Street Intersection af 35th Avenue with Woodlawn Street Sieh# T]istance Reauired Case- B-l I.eft turn 4nta Woodlawn Street across one lane oFtraffic with , Velaicle approaching fram left. ~ T]es`rgn Sp~ed = 30 m p.h. W 0 o d l awn Sight Distance = 310 feet from Fig, IX-40 l i . Case- B-Zb Left turn anto Woodlawn Street across ane lane of traffic and merge with iraffic fram right, Uesign Speed = 30 m.p,h Sight Distance = 370 feet f'rom Fig. IX-40 . ~F] . • I ~ Case: Cb Right tum onto Woodlawn Street and nierge with tric fraFn the left 14 a o d l c~W ri ' I7e5ign 5peed = 30 m.p h ~ 5ight DistanGe =370 feet fram Fig. IX-40 ~ ~ For a car waiting to merge firom either V'ercler Drive, 34¢h Ave., or 35th Ave. ❑nto Woodlawn Strect, the faflawing assumptians were made: ' - 1. i]river's eye'is 16 feet behind gutterline of Woodlawn Street, and driver's cye height is 3.5 feet above raad 2. Woodlawn Street is acc~~lector arrterial to be built as a reacal aecess street wiih design speed of30 rn-p-h (40 ft. width curb to curb and 6 ft. sidewalks on each side of road)- 3. The object height or vncoming vehicle heig,ht is 4.25 feet. ' : rtl ' • i . r • . - . . , _ - _ . - _ . - . ~ : • _ ' . a~ ~ • i P ~'[li,Lll CFC`~Sh:,P, 7'tRti[ ~ 5IDF.:gt v,.cAxws •o E•!- 5~EH7 a:t]t►:.E IC1F P~'E~'~tf 7;lRw.,:G t[F7 ~,1Q . . • - sp ~ ~ ~ _ ~ ~ ;r~~ ?-~tF:C F""~!iiT AMOSS F ViH':l[ e~='FrueCrl:~~L - _ - - ~fi~v ~i►T. I5EE D:kUNl P - ~ ~ iCPF p~"In A-Eer:,: aCiPD55 ~ uiri.[Lf ~ ~ ° - ~ ~ kPP~DeCHr~t iF~~u ~LP],t~~[ UuLF.tu3 s : - ~ sa s,~r ~ ~ fr:5~~r:E fory P v[~;ILc[ 7D a~~~: aif] r~.]0 - - ~ "s ~ - 2-10:: PeHOxr AN~; ~ :r 1,1Iel E57, DI DISiLti SPIED ~ 617H:rJ] Srh3w flVLFTAf.fK $Y A VEHl:LL dPPi,uz(t±114 iFu 71Lr R::H] PiQ;]:ir:L 5fc[ u (PDu U[51:r: SPiifl ~ - c. 7 Y- " - - 10 E57 p; I]:SiGh ,S°ELff t~[f ~tCFcu1 ~ n - - - - - s Cd. 59:1 N'sTeF;C[ iRR P 1'EHCL{ 70 10'.ra F'i;,L;`] Ir:7p ~ , _ - - - - 4 - - s - "t'-1►.~:! i:!~i+RS ~.1::3 /.17RU: E:~I, pr yFifU ~ k~]h,J] LeN'L Lr1'iRTRi;N €T A t,~s;i E &rinGal},,.Z as ~ FF.au 7~;i 1[i7 xr."7 FLDJ:s;[ FF:ld ui5V: 5Pfip 3D z - 5FiEG ~ k-c, ~ 0 2 CSEI y~ aC•D L 60 tf:f6 1"DD - 17't]LI 1a.7,p }f Da 1 ~ ~ ~ Flgure 1K-4D. 1n1e-stecilon si-oht disfance ai p-I-grade fnfersecl)on ~ (Cast 11fB 2nd Ca`e ltfC). ~ . a . r: ~ ' + ~ . ~ . • a-.•~~l.:s~~s'~`~71r,t. ~,y ~ r . .F . . S- ti-L4- • ~ 7 s t, L B 1 ~ ~ • ~ ~ ~ ~ i~ - • ~ • •P e - ~ ~s'.--.' ' ' • Midilome East I st Acfdition Sight Distance Ana2ysis; Vereler Drive Intersectimn of Vercter Gvurt with Vercler Drave Tntersection vf34th Caurt with Vercier Drive Siaht Distance Reauired , Case. B-l Left fiurn ont❑ Vercier Driae across one lane of traffic with vehicle ap~roachlng from Ieft. ~ - - - - Design Speed = 30 rn.p h Ver cler DVr. Sight Distance = 310 feet frarn Fig. IX-44 - ~ Case- B-2b Left tum anto Vercier Drive across vne lane of traffic and merge with traffic from right - ~7 - J7esign Speed = 30 m.p.h - ~ 1ler cl er D r. SighC Distance = 37[] feet from Fig TX-40 ~ ~ Case. Cb Right turn onto Vercrer Drive and merge Nrith traffic fram the left. u er cker pr, Design Speed = 30 rn.p.h. Sight Distance = 37[] feet from Fig IX-40 ~ ~ ~ - i ~ Far a car waiting to merge frQrn either Vercier Court ar 34th Gaurt onte Vercier Drive, the fallowing assumptions were rnade: 1. Driver's eye is 16 feet behind gratterline of Vercler I)riVe, ar+d driver's eye heignt is 3.5 feet abowe road 2. Vercler Drive is a loeal access street with design speed oF30 m.p.h. 3. The abject height or oncaming vehicle height is 4.25 feet. y , ...e .,..,...._.y.e. ` ~ • . . i . . ~ ai - . - - - - - ` ~ ry. . ' ` 4 • • ~.~.r - r " - - -'^=t ti~ , , : - - • ~ - . . •S y . , ~ 7a - ' . . , • , i• S1~H7 D:S71!:CF fGP. f' 1'[H;Cl[ iq~'.5jj'L 7•14}:[ ~ ' 1idF"T 1"RDu SiDP.i5[[ wGFcui - ~ ~ , L:Sura;f fOF pv{li.Clf TJRN•rr; i(tl Iqd _ ?-it~:( H :N►~.Y tCCR.iS P lim':iE t=T-1ag.l.?1L _ fa= F v[H:,'lE lCil R°1D ~•~afi: N VIN'ei a[{RD55 P VFh.Cl[ • - ~ - .I~PY7iL7kC!°If:G tT:j1iR ry[M(S[[ D{[.{i1L[) - " c Sd - • - - - - - ` - - ~ _ f $•7A 51~?iT L1i511~7i:( 103 P VIH'Ci[ 7D Zllit~ [lf] S~YT~S ~ / - • _ 7-lA1:f FIG~!ORT A~D 1l7'it1!: F37 DF ~IS~~n' S~[Ep ~ . i . ~ - ~ _ ~ ECrqG Uv ~i~.~. t: Br a i~ ~F, ~ f [ F "tE APr'FuxC+:lrrG O : _ u s t Q ~P FADi+ I1 F:.wT Ri{]i17r.G 5FI(D fPDu s~- i7[ 5lyr: 5. ~ EG ~ ~ ~ 7 - - - 70 E5~' t~r' Y~:51wf: 5°ErU. I 5E f if:cGP xu] - : - fl`5i►r:t~[ [pR 1`iHCif 70 7J~:r FJG-11 U.ap a sv ~ il - - - - - - - - - - - c-i ~.i:( ~3:~t~ ~ 1 Ra:~ A7 ] ~,il: E5r, ~sf ai5}~~r SF~i [ D ~ - f,Tr~:JI Fii'~L i13'i6iF}ih Ff R 1'iFt;:i[ cr'inGl[H~`:G ` o-' 75 - ' if 0 u Th; !(f i k!.'^ k €D-J:s•:G FF"d Ui 5Sai I h]0 - ~ - - - ^ - s - - - - E;,'A, oF vi5auu SgifU. ~ - i ❑ ?(+D,~ 'VO LOQ ![~G fD6D 17[]Ci 6►iS0 Fl•DG ~ ' SI~n7 Cf'~,7►ta,{E iCCE79 ..r , i • ~^~a ~ - ~ F1cure i}C-4 D. InsE-rseciipn slghl dtstarsee at a1-grade In1cU-SecElon (Gimsc 1118 and Casv }11C), j ~ . ~ ' • . r: . ~ ~ _ • - • _ . , <i~.._ . c,.c ~`xc°#."~:i~~`j•,, ~ ~ . . s_ . °~yr,.~.~~ , • -Y ~ . ~ 1 k h i1. . n r , - n - Y. . . . . , . , ~ . Midilvme East 1 st AddiCion , Sight I]istance Anal}+sis. McDonald Street Tntersection caf 33rd Cvurr with IV'Ici7anald Street Intersection of 34th Avenue with McDanald Street Sieht 17istance Tteouired: Case B-1 Left turn onto McDanald Street across one lane of traffic with Vehicle appraaching from left. ~ - I3esign Speed = 30 rn.p.h. Y"1c-D o+nald Sight -Distance = 31 0 feeC from Fig IX-40 10 . ~ - . ~ Case: B-2b Left turn vnto McDonald 5treet across one Iane oftraffic and rnerge with traffic from right. T]esign Speed 3[] m p.h. ~ mc-[)ti "al d Sight Distance = 370 feet from Fig. IX-44 ~a ~ ~ Case: Cb RighY turn onta MeDonald Street and nzerge with traic from the Feft. - ~ - ~ - - Design 5peed = 30 m.p.h. Sight Distance = 370 feeC from Fig. IX-40 1 I Frar a car waiting to rnerge from either 33rd Court or 34th Avenue ontv McI]vnald Street, the foiZowing ' assumiptions were made: 1 Driuer's eye is 16 faet behind gutterline of McDonald 5treet, and driver's eye height is 3.5 feet abave raad 2. McDonald 5treefi is a local access street with design speed of 30 rn.p.h. - 3. The object height or ancoming We'hicle height is 425 feet. - - * ~ ~ „ , _s ' - - . ~ ~~EH,El [ tRf~~SwIL 7 iehE ~ KvHk►r rROu 5iaD .Wt D,*Rtus - ..e Z[FI ia]~1 bo 2-liKE tLCPC~55 P 1•iat,:il t~P=Gx(~:i~[ - ~ ° ~ ' - ~ F~:~Y iTPI. tSfE A~kGficul _ • . 15 ~+4.vat+n.aC1an 5 1;,sa7 i1!S1a~:.C T6R P+~r H," tE 7Un1:l.qL dCFF P-1 fl 4 -11h; Y.•f~~;e't i►Fums P vIti,iLl • ~ ' ~ ~ j~~ ~ ~ ~ . AP~^~a1C+;4 FkDV 1[Fi, f5L[ I1 RL'neul 3 ' f~~ ~•7b SCFT IF:Si►lt.,f FG; f' WHI{lf 74 a!lRr: L[f] v:30 T-tAl:f IiNtA.Y #ND /kITtt!: E5/ ID7 DI3iN SPfED ~ FIIHWI SChiN D4'tF7A1.[}; €Y 1 L[' #il, 'L[ iPiFUxC+".: L C] fR'JV 7i~ filrkiT FiO:]CIr:L 5PHD fF'.Du D[W't: 5Fi[D I - - - - - - - - - - iC E57 Di DiS11Ur: 5PL[A fSEE IY:►C~~uY ~ - . - J ` - ' ' - - - - - - C4; Sk'rij i1:51go:r[ rft~ F 1'iH'ClE 70 1J~'.K FIGu] i,:i[! z - ~D N"►ioe 1 Rx-D 1 tsp: l5:c Dr 5NED ~ f,ir,;1!] E114„ pti'~FTRI;r~ E]' t 1'lH,:i[ Rr~ii:GiE~;F•~G . 7" fFDu 7h:1[t1 JI;DFI~.~:r:G fF"s S:,iiD 7p ~ aG ~ D .70Q~ •C'D (.Cl❑ rGO 1D3D 17[7°J 140P rI.DD pf S~:.nt D.l 7■utE rrCLTP •r ~ Figum IK-dO. If1leT5Et0pT] tIs}iI dlS4anCe E1 EZ-grade IT3ipf5E'CIIOT] (Ca-re Iisr:7, zrsd casr !ldC). ; ~ . ~ ~ ~ ~ - . _ . _ . • ~ti•~--e-~a3-a:r~~; ~ = . - - • :r, ~,ti~. • ...-Y ~ ~ s ry / tl 1 1 1 I I 1 t . s I ~ l ~ e • . ~ . . . i - w . . . . a . r . . . ti ti ~ . . _ F . l, a STORM W14.TER DRAINAGE R.EPDRT y MIDILOME EAST I ST ADL]ITION 0,96A Frepared by: Simpsan Eiygineers, hic. Nort1i 909 Arganiie Road ~ r.Spakaley W'dSh137gt{3R 99212 ~zl~ WN. MC ~tCj µA~+~!!~, . ~ G • r • ~ ~ TABLE C3F CONT"ENTS . ~ qw= r- x , '}'28578~~ ONAL E"-'~ SLt1T1I`Tlary - ~ EkP Uk7E II. cl ~~ub~ n•le# and-~ri ~C•t~t _ ~add%tiozial ~alcula~t4ciiTsxw-it~~ Ba~siusl-- _ *StQrmwater I3rainage Galculafions for Midilome East lst Additian: Sasins A thrQUgh T. ' RECEIVED III. Attachments: ' * S.C.S. sails map, and soil dcscription F~'~ ~ ~ * 32nd Avenu.e ctirb grade ca.lculation sheet, a~id sPoKANE cOuKrrv ENG«rE~~ ~ WTH MAveni dei'. t wTap'eroDesig~ : * ' i~ht~L~!istance Analyses.iffid Maps dLR7~ _ 32~~d~~n~V~c ad.~:awnirS`tr~e~g,Ve~~Dr~ a~~~•Mc,[~Qnald ~~re~~' OFFaCfAL PIJSLlC DOCUMEN T DKAN~" CUUNTY ENGENEER'S OFFICE OR)GINAL PROJECT a c-7y r SUBiv91TTAL # 3 ° Fi~TURN 1'O C"TY ENGINEER L ~ - 5torrnwater Drainage ltepori: Midilome East I st AddiYion SL7MMARY. This praject is located snuth of 32nd Avenue and easC o1'Pines Road. The plat propases 60 residential l'ats tataling appraximately 23 acres. The develapment is divided into eighteen ( 18) hasins; A through "C' See Drainage Map far IViariilome East lst Additian Each basin is carnposed of two subareas, 1) grass iawns and swales, and impervious roofs,, driveways, and asphalt paved streets. Stormwater flaws overland across raQfs, grass lawns, and driveways and into grass swales hehind the street curbs. Stormrvater ftonz asphalt streets flaws along the curb gurters and int❑ the grass swales through driveway curb curs and curb npenings located at low pQints in the curb prafile. As specified in the "Guidelines for 5tormwater Management", page 5-4; Gvhere a sloping swale is less than 140 feet lang, and_ siapes 1% or less, the swale may be considered f]at ❑riveways along the road wili obstruct the swakes, creating a sefies of indivadual swales that are dess than 100 feet long and less than 1.0%, and b inches deep between the driveways. ThereFore, each swale will be coaesidered as flat. Stormwater will fill each swale tn a 5 inch depth and then gveF-Elow aGrnss each driveway until the water reaches the final swale and drywel](s) The grass swa.le's were calcutated co hotd the first 112" of rainfatt runofk oVer the aspha1T street areas FigUre 2, page 6-3, of the "~'ruidelines for Starmwater Management", by Spa1:ane County Lngineers, was used far rainfall intensity and duratian occurring at a 10-year starm frequency. Fnr basins D, S and T, a 50-year storm frequency was used because of afFsite areas, The Ratianal and Bowstcing Mernads were used to calculate the peak stormwater runoff fpr each hasin, and the type and nurnb'er of cirywells needed for each basin based an the stQrage capacity of the swale In accordance with "Soil Survey, Spokane Counry, Washington", 1958, the soil at che sgte is caiegarized as: . GcrB, Garrisan very gravelly 1nam, similar t❑ Garrison grav6ily loam, except that the surFace layer is very graveily. . This type of sail ls considered acceptable far drywetl installation per SeCtion 4-4.1 ❑f "Cruidefines far Szonnwazer Management". , i • Starmwater Drainage Report: Midilorne East 1 st Addition CURB INLET AND DRIVEWAY CLTT CALCULATIQNS; 1} Far each basin, calculatiors have been made for the curb inlet lacated at a low pvint. Each curb inlet tocated at alow goiri# is sized tQ accept the flcrw mf stmrmwater fr+am the cantributang pavement subbasin. 2} In some cases, additionad cuzb irtleis are required an cantinuous grades. For example, additionaT curb - inlets will intercept the stormwater on continuous grades along 32nd Avenue Typical runoff calcuiations have been rnade for the paVement area in subbasin A5, since this subbasin has the largest pavement area of any subbasin in the plat, it rnrill have the largest peak ftQw af any subbasin. A curb in]et 3.91 feet wide is required for this subbasin, hut is less tha.n the actuaI iraPet width of 4 feet. Since, t,he runoff will be less in all crther pavement subbasins, a11 ather curb inlets wili be sufficienily wide to fntercept the stormwater an ttae corresponding sub-basins 3} I]riveway cuts an continuous grades will intercept the starmwater flow in each pavement subbasin privr t❑ the curb inlet at the law paint. Atypicall calcuPation has been made far a driueway cut for the pavernertt in subbasin A5, since this subbasin has the largest pavemenC area of aray suhbasin in the p1at, it wiil have the largest pealc flow of any subbasin. A driveway cut of 1(] feet is required for this subbasin, but is tess than the typical dri►reway cut of24 feet. Since, the nznaff wwili be less in a11 other pavement suhhasins, driveway cuts far the other subbasins will be suffieiently wide (24 ft,) to intercept the . stormwater in the corresponding subbasins. y Y RAT [L7NAL FQ1=iIIIJL.A F-IYTJItiOLUtiY ~ L'ATE = 8I2I915 . L7ESI.C.z!'+lEFr' = k: W ML:MULKTN BHS lN F'HSiT~ F'RL7JECT NAME = MI Ll.C LO17L EHST I51' AIJ!] I"I" TON `p-- L7ESCR1PT I C7N = 5T[7!'il''lYJATEFi DhAI IVHGE b7lJFSi1REA 1=. 12 ACRES SLlBAi=iEA 1 hLJfV[7FF COEF'F T C 1EiVIT = '.9 - l`C]TnL. AREA = .12 AGI3ES I~OMI='Oa I l"E FtiIJNIDFF CDEFF 1 CLCiVT = .9 , OVERLANL? FLOW Vr`3LC1ES Ct = .15 , - L = 32 N ~ . 016 CF-IANNEL FL47W GIfaLUES L - 9`, Zi ::7 Z2 = .167 tV = .016 . S OUE3 " TD .126 C[]mF'u"I"ED VAC.IJES - DLJF"; - 5. CFCl . 110 - a.1h3 C21 C) .74 QR = .--4 - . , ~urb Dpenin~ o.'r ~ow ~'oir~~ 5~t~• ~ ~i _~µv ~ve. - 1 ~ 4` 0.33` ~C Q-t a1 Inedg~n~t Q-~ ~ g~~,► ~,,g . cis t! ~~-Dvq • CL 3.0 0.39 D,33 ~3/. 2 ~ . 3 'S1 3.as - 3 .vb-l (o.l-~ 1,~ 5 ~ : - u r b I. tinl e..`~ f `~':J e. 2 ~t~ - ~ er► ~ . ~ S RF`i IONI^1L FLJfINULA HYDRyLCJGY DA-l-E = al2/95 DESrGNER = t: w PICriuLN: x N s I I~;~~ A5) - F'ROJEc F raaME = 111~ ILOi•iE EFaS`r IST- ADDI-r x Ora DESGFv 1 F'T T ON =ST[3Fi{"`1WATl:.R DF"i~'i i NA.C'.~E - SUBARLt ; i=.12 ACf,"LS S1.~LrlI;EA 1RUNC]F'N GOCFF T C 1 EI4T - .9 7Ca7FiL F-~'FiEA = .12 ACiRCS GQIIF'C]a TTE RLJCViJFF CC]k.FF1 C I EfJT C1iJEFil,.r=,NL1 FLC]W VALUES . Ct _ .15 L - 32 ra = .016 CHriPdNE!_.. FLOW VALI.JEa L - 160 Z 1 = 3; Z`7 = .167 . • N f716 5 008 TD = .126 CD!•1PU TCT7 VALUL=a I?UFi - t. [a0 - I1C') = M.1e - aA - , w 4 C..,k r 4o 0P~h'% hg ov~ Ct~~►~~ruou~ ~ o~ = 2 F~ow ~t~e. ~ePr~Sseo~n zo,13~ wa~"er ~ a.3~r ~.fs `f~e.si~n `flisch~rge 0•0i~l ~'E`G1+n ~~~~~a 3 9 C-ouv\lt Ir 9~'j L] ~ 1 ~ Cur h ~ ~ ~ L+ . ~ _ DEPTH (}F FLC]W - y - FEET , .01 Oc" .03 04 A5 ,08 .OB .90 r0~`~ ~ r . .2 ,4 r S 8 T.8 9 10 y ' e ~ • ~"'ti"i~. . ~ ~ i i 1.17 • i , ~ ~ ; `T' E r I ^ tT I j r t ' I ' f I4~f d f 4-1 + . , Jrlz ~ ' --La 7-7 G oa • ~ ~ I' I 1 I t I ~ . ~ b, ~ i aa ' !I ' ! ~ ~ i 16 ~ (a ) OISGHARGE PER FQc7T OF ~ ~❑~v 6 LENGTH OF CURB OPENiiVG ~ ~ INL.ETS WNEN FNTERCEPTING s ~ 100°Jn OF GUTTER FLOW C`-- Ta 4.'_..-4- . < < 1 i + ~ (b) PARTiAL. dNTERCEPTION i~ j j f~ p~ , RAT!❑ FO~t iNLET5 OF LENGTii LE55 Th{AN LQ ! ~ ~ i i ~ ~ i ; ~ ' , .05 06 09 .10 •.2 3 i a 5 8 LO • ' LfLa ; ' • CAP"AC€TY QF GURB OPENPNG INLETS ~ [JN CONTfNUpUS GRAC]E f 6-39 FIGURE I£ _ ' .r 9 RATIpNAL FqRMuLA HYDhOLOGY DA°fE =2/3I?6 17E5IGNER = K W MC!"lI.IL.kIN EiASIiV °'A" PAV7. ~►4 5~ PROaECT NaME = MIDi LaME EaST ISr ADDITION L3ESCRI PI- I pN T STL]FiMWATER DRA I NHGE ,.~,LJBAfiEA 1=. i -2 RGRES allLifil=tEA 1RL1NC1FF CDEFF ICI EIVT ~ .9 Tt]TAL AF:EA = .12 f;CRES GC~MPOS F1"E RURIOFF COEFF T C IEM7 = .9 C1VERLA1VD FL[7W VALUES C: t _ .15 L ^ etii N - .016 s = .03 ' CHANIVEL FLOW VALLJES L - 16C.) z2 167 N _ .016 B - 0 • S - .008 TB = .1g6 GOMPUTED 11RLtJES DiJFi - 5. 00 I iG = 18 010 - .34 QA - .74 ~r~vewc~t~ CJ~Q~ni~~ flv~ C: v►n~ itinuou~ C~o~ adQ ~~Z~'~ Av e•~ a 7- ~ ~ D.13 ~ • De-Q -kIn v ~ \NaAe r . qr~leL VI~y kt ~ aA ~ ~~oW► ~ID~. t l~v ~ol~ ! • ~p ~ ~~i u ~ ~L]~, u,1ne C a"A J ~ ~ ~Q ~ . v37 ` ~ ~ k x ~ ~ `r • ~ . • ' . oEPYH oF FLvw _ y _ FEEz ~ .vi ox os va .as .06 .oe .rv 2 ~ . s .s ~ e 9 10 - 4-7 I ' ~ ~ ! I 1 ,I~ I Eilf~ ~ I 's I P ; I F • I: [ F I• , I ~ 4- . a H-1--I~- ~ .s -F ~ ~ I ; ! 1 7 I ti 4 I P I 3 . I' ~~P ~ j I~! I~s~ I`~l~~,fl I ~ I !.a . ~ 7'- L o ~ ~ ~ e ~ ~ ,~i~- - ` - I f I • ~ I ~ ~ 5 • ~ I I iT ra f7lLr : I I ~ ~ E tLL ' 'h • o I~,I I~ s ~.08 i ~ ~ ~ ~ ~i'~•~ I f'~~ ~I i .04 ~ ~ 17 rT- fM~l ~ - ! , T•~. ~ t ~ ! , . . ~ q A i (a) l]ISGHARGE PER FDOT aF I LENGTH OF CURB C}RENliuG .s ~ ~ 1NLET$ WHEN CNTEFiCEPTIhfG +o sC]0 °/v ❑F GLlTTER FLOW ' or~ rby pARTiaL iNrERcEPTIanr C'6 oa RA71Q FOR INLETS ❑F L- ~t- LENGTF! LESS THAN L4, 4_ _j~ t- _L__ OJ 06 .QB 10 .2 .b .i A 9 10 • i L/L(j ~ . - GAPACITY (3F CIJRB OPENING dNLETS , • , ON COlVTINUC?US GRAQE r r - 6a39 FIGuRE 16 ~ d 9 Circular Channel Analysis & Design Solved with Manning's Equatian Open Channel - Unifarm flow Worksheet Name: midilvme east lst camnent: 32nd AWenue p~C- 0~e. ~rvm Cov\r. ~v,l~} ~r❑ ~r~w~.ll 5olve For Actual Qepth Given anput oata: Diameter.......... 1.00 ft Slope......,...`... 0.0200 ft/ft MaI"in1P'1g`s n , . . 0.010 ~ ?VC, I]1SCh3rgE?......... 1.00 CfS CQIllplltF'd ReSLlltS: I3epth,........,... 0.26 ft Ve1d4ity • • • • • i + • • • 6.03 fps ~ Fl❑W AY`ea . . . . . . . 0.17 Sf _ C1['iti cal Depth . . . . 0.42 ft , Critical Slepe . . . , 0.0034 ft/ft Percent Full..,... 26.41 % Full Capacity..... 6.55 cfs QMAX @.94❑........ 7.05 cfs Froude Number..... 2.45 (flflw is 5upercritical) ; i Open Channel F1ow Module, Version 3.21 (c) 1990 Haestad Methods, Inc. * 37 Brooks ide Rd * Waterbury, Ct 06708 1 Cireular channel Analysis & aesign Solved wzth Manning's Equatian • open Channel - Unifarm flaw • ' Warksheet Name: midilome east 1st B~Sih ~ w Comment: 32nd Avenue P1lC. ~;Q~ ~xqrn Ca+~c. Y,nle,~ kq TJr~v~~.ll Solve For Actual Depth Given Tnput I]ata: Diameter........., 1.00 ft Sloge 0.0200 ft/ft . Maraning's n....... ❑ . 01p Rischarqe......... • 1,00 cfs Computed Results: . Depth 0.26 ft , Velocity.......... 6.03 fps ' Flaw Area.......,. 0.17 sf • Criticai Depth.,., 0.42 ft Critical Slope.... 0.0034 ft/ft PercenG Fu1.1...... 26.41 % Full Capacity..... 6.55 cfs QM.AX @ . 9 4i] . . . . . . . . 7.05 c fs Fraude N'umber..... _ 2.45 (flvw is Supercritical) Dpen Channel F].ow Module, Versian 3.21 ( c) 1990 Haestad Methods. Inc, * 37 BroQkside Rd * Waterbury, Ct 06708 ~ Ci,rcu}.ar Channel Analysis & Design - 5o1ved with_ Manning's Equation Dpen Channel - ❑niform flow . ~ Warksheet Name: midilc~me east ~.st ~v.s tY~ Comment: 32nd Avenue 'QYC pi~~ ~ror~ Gay.c. 'jnlej Sol*ae For Actual Depth , Given Ynput Data. Diaraeter.......... 1.00 ft 51ope . . . . . . . . . . . . . 0.0200 ft/ft - . Manning's rl . . . . , . . 0.010 ?V C. DisGharge 1.40 Cfs Camputed Results: Depth . . . . . . . . . . . . . 0.26 ft Velocity.......... 6.03 fps - Flaw Area......... 0.17 sf Critica]. Depth.... 0.42 ft Critical Slnpe 0.0034 ft/ft Percent Full...... 26.41 % Full Capacity..... 6.55 cfs QAAX @. 94D. , . . . . , , 7.05 cfs - Froude Number..... 2.45 (flvw is Supercritical) Open Channel Flow Madule, Version 3.21 (c) 1990 Haestad Methocls, Inc. * 37 Broakside Rd * Waterbury, Ct 06708 a , . 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Tnterseccian af 35th Avenue with Woodlawn 5treet Si2ht flistance Reauired- Case. 13-1 Left turn onto Woodlawn 5treet acrass Qne lane of traffic with vehicle appraackiing from left Y]esign Speed = 3[} m p h. W o o r~ l a,w n Sight Distance = 31 0 feet from Fig T?C-40 ~ • ~ Case: B-2b Left tum onto Woodlawn Street across ane iane of traffic and merge ►vith traffic fram right. Design Speed = 3[] m.p,h. \f4 oodlO•wn Sight Distance = 370 feet from Fig. IX-40 ' in , ~ ~ Case: Cb Right turn anto Woodlawn Street and merge with trffic from the left. - _ ~aodlaw~n b ~ ~ - Design speea = 30 m p.h. sight Di5tance = 370 feex fram Fig. iX-40 1 . ~ For a car waiting ta merge from either "Vercler Dr'rve, 34th Ave., or 35th Aye anto Woodlawn Street, the fallawirag assumptions were rnade: 1 Driver's eye is 16 feet behind gutterline of Woodlawn Street, arcd driver's eye height is 3 S feet above raad. 2, Woodlawn Street is a cvilector arterial ta be bui1t as a lacal access street with design speea of 30 m.p h. (40 ft. width curb to eurb and 6 ft, sidewalks an each side of rnad). 3. The object heigttt or vnCarrung vehicle height is 4.25 feet. ~ ~ ~ . . - - " i • . ~ Y.• 5jrlil ~1:~i~~~L ffr^r, ~ 1'~F3~Cl£ Ifi{~~5~1:G 7•C2~+F b li'f4a4 FEGr►r 51D?.i5[C 14Lhimt r'' - + ~ ~ 3 ~ E-~- 51i~{~ I).~TE.s~.f fClF j' 1'Ii?::if TJ?M'raL [[t7 1ti7D sa ~ v ~ ~ -i•Lxl~L H':ijs A T ,RLCU55 P 1'iH,.tF R=P: &'ot C~.'+iL Mr+r..6Clam 5V7 i1fSldr,.C iGe. 11 r~r3.~li 71#,~r;iqG ICfT Ai£P i -ltsli H'N+'A i affun:5 r►'iti.il[ - } ° ~.~P~~SL[~p,!:w €{;(yy tEf], f5[E ~:e[.neu1 = • ~fti~ E-2 5rh*T I1'SIi3a im P 1'IHiCi[ 7o 719RN tEiT hn0 ~ ' ° rs • ~ - r- ~ ~ ^ - : - - T'lA1:E IIGH►AC AND ~,7111E: f57 ~tT A[StL~ SPIiD ~ ~ - • - s ~ ~ - bliwD31 M)G Q►'FRTP.{r: Sr $ WHI:li XF?FD=[1Ji0G O x c • 1 ~ FR~v 7H; R:~H~ R~~J~~:L 5Fi[G fFDu fli5t~+. SPr[Q ~ - ~ ID E5'd AF DsS1~~; S'PEU ISH 11 a5~eu3 - - - - - - ' . ~ _ 1 ~ • tis• 51~-~1 [3'S]►t:CC 6AR P►'if; li[ 7G 7il~-.rt FiL*.'l If:F€3 ~ - ~b - - - - - .s, - - - _ _ - 1 ll:f i? ~+i! t 1 R+:3 401 1,tu E aI. 0; ?i 'u: 5PI f 0 ~ - . . lr7hDJ I Eikti"r 111`L 9 7A4i1: f T R 1'Li;.:lf 4 P7n(1R[F;"7L 1€1 ~ SrifU. ~ D ?P~ ~~iC~Q LfJd E(rf1 I:~:~ib 17C)6 1aD6 1[ Lt6 i ~ « - f ,i7ie701r:Ct IrCt71 ~ C ~ ~ FiVre 1R-40. 1ntersE-c3ion siphl dis3arste at E1-grade Intpi4eG3lon (Cv.`.f' IIPB eP7d C24L' FIIC) a .r;. ~ . ~~..•-,~~..~:r-~. L :a.a :~....z~_ti ..,-~.r- , - • • ~w. . _ ~ _y . _~zz,`+.c..c ~r"~;s~.~~•:. - , - : • . - . ° . ry~ • ti ~ - . ~ X i_ ~ •1 ~ ~ 1 I 1 1 1 ~ A ~ iY • fi ~ a ~ ~.n .~a s-• r.. 4~..-. ,s~ . R i . ~ Midilome East 1 st Addition - Sight Distance Analysis Vercler Driue , Intersectian of Vercter Gourt with Vercler Drive Intersectian of 34th Caurt with Vercler Uri►re • Siiaht 13istance Required: Case: B-1 Left turn Qnto Vereler I]rive acrass one lane oftraffic with vehicle approaching from 1eft ~ . T]esign Speed = 30 rn.p.h 1ler c-l e rDv- Sight I]istance =310 feet fT6m Fig dX-40 1 - , Gase- 8-2b LeR turn onto Vercler Drive across one.lane of craffic and merge - with traffic fi-om right. - ~ ~ Design Speed = 30 m.p.h - ~ 1[ er c I~r Fr. Si& Distance _370 feet fr+am Fig. IX-40 I la ~ Case: Cb Right turn vnto Vereter Drive and merge with traffic frarn the left. Ver cler ~r. Design Specd = 30 rn.p.h. ED~ Sight Distance = 370 feet ftom Fig. IX-40 . ~ ~ For a car waitirag to merge from either Vercler Court ar 34th Caurt ont4 Vercler Drive , the fQilawing assumptions were made: 1. DriVer's eye is 16 feet behind gutterYine of Vercler T]rive, and driWer's eye height is 3,5 feet abesve road. Vereler Drive is a lacal access street with design speed of 30 m.p.h. 3. The object height or vncoming velucte height is 4.25 feet. - - - ~ - i n 3 ry . ` M1 - - ` ' , _ ' ~ _ = 4- r.~. ra.` - ' ' . ' _ '•-Y=' .L ' . • ' ' r~ 7n 'w A• S~~N~ D,52R~:~E fGP P t`(R[L[ L~'G'.51r:;, 7•l+h~ o~', - - " • Tf`~lf~wT IFDu 5iQ?.!5[~ d};~G~cuk ' ,u . 7d'~' ` 0 ~ ~S' ~ ~•I 51LJi] IS'S~Rr~~C P8F P ►'EH.L[E IJ?~'~t6 [€~7 i+7p _ ~•1+~( tC[pD55 P ~~i+~,~tE t=PF:rc[.1:i+G - - - • , - ~ , ^ ~ E-f-41ens4r.+Vtn 51uH3 A157R9j,:f fIEP F ' • ` ~ s lt{l YeID 4-LRfi; af[po55 F wi~i.~{[ SD rY.Frr~~7tL+lr.E iFf3u pCf]. [5I[ I#'i4~+tuY = ~ ~ ~:~,~~s- • 1 . 8-?4> 5s--hi V57u::£ iGR P vMCzC In 7lJfiN M71 10D ~ a - T - i - - - 3°l►.gC iiCHOJ.T tN-i A73e1l? F5'J. DT GiSU SPf[U ~ . tl7kGJ] Mh}N tf►°Lf,4k{h SS' t ►'[Ht:ti RPPr"bkC#?jrrG O - u ■a fRSV Z1f; fi.SNI f's:DJL-I ':G 5Fi[G fPD u flFS~Lt: SPiEU ~ D ML OT biSli'n SLCfD. i5R D xCFeu] ~ --s-- - - - - - - ~ - CG• 50r;G D:Sier:ti[ MR p 1'i;iCIE 7D 11J:1: F:Eiwl ar:Ib ~ - !~a ~ - - ~ 7441:! N:•'iW ir0 a il,tN' tr'f, OF 5Ff ED . 3 `.i ~ ~ ~ s, ►;7l:~JF ~i1• , 1 &3 RF:'r~ 4 P~ - _ - - _ - _ iF.~u 71;: L£i7 R'~ R[D:J.~':[ f^:~~ ui54.'~ 1~'iIh 7p ` ~~4 taf f~t 5t~ry Sii f h, ~ ~ ID 20O t-AC-p C6O lkfPp IODp L76❑ IxQt? 1I RD s~~tiz ~~.a.w[[ ►r~tt~ k 1 y ~ Fiaure W-0. Iralerseeiian SPgh1 distance a1 zt-grade IntvlsecIdDn (Ccsc Ii1B and Case 1PfC). ~ . . „ ~'7y;•~! 4w-C ~:."r~'~'-^~3~ ~~i.~ . ' ' • ~+-i Y."L" ~Y_C., n 9- n _ s ~ ~ f ~ 9 I ! f 1 1 9 1 ~ ~ r ~Js • 1~ ~ ~ ~ a~ . vr . • . ' ' ` 't ~ Ntdi2ame East r st Additian , Sight I]istance AnalysisIvlcDonald Street ` 1ntersection af 33rd Cau.rt with McDonald Street - Intersection of 34th AVenue with McDonald Street Sifaht Distance Reouired. Case• B-1 Left turn anto lvlcDonald Street across cane lane oftraftic with vehicle approaching frarn leR. ~ Design Speed = 30 m g.h. ' = I M►~- ~~,nald Sight Distance = 310 feet from Fig TX-40 ID . ~ ~ Case: B-2b Left turn onto McT3enald Street across one lane vf lraffic and merge with traffic frorn right. Design Speed = 30 m pA , 1 Mc-Vor+wAd 5ight Uisrance = 370 feet firom Fig Ix-40 I , ~ . Case. Cb Right turn onto McDvnald Street and merge with traffic from the left - ~ - ~C~7avrr~.~~ Design Speed w 30 m p h. Sighi Dsstance = 370 feet from Fig IX40 IQ • For acar vaaiting to merge fram either 33rd Court ar 34th AVenue onto McDonald 5treet, the fauawing assumptions were made: 1. Ufiver's eye is 16 feet behind gutterline crf McDonaId Street, and driver's eye height is 3.5 feet abave raad. 2McDvna1d Street is a lacal aceess street with design speed af 30 m.p.h 3. The object height or oncoming ►rehicle height is 4 25 feet ~ - - ~ - - - ~ _ f - . - . . . , . • . ' , ~f ' • . ' Y . " A• SiGHI D*UKIIf {o;). P 3'~~S,tif C~n~5r~:6 ?•[RF:~ p ~ A Y lRDu 51 Rp.fSEf D,a,LfieW,1 ~•r _ - ~ 7Z - " ; 5,r~t V'S1e4.1 rnh P Vcj<'l# ItrI 101D ~ 2-1RF:[ ~!'~}!iRT RCCRD55 P L'iN,.l[ R~'r'rCtC*i:i~G • _ ~a TFoy i[ri. [5EE Ilfi6F►ul , E+4:M0r-6C1ET1 51wFIl D1$7RI;U TOrF' VtF{:i[[ 7~In1hH~ ' - LC{t P;iD .4•Eaoi. F;~L?+►i eC{+"n5S Y s • ~ ° aPrR~AC#tr:G FPUv l~ft.rSE~ D.r~Meui ~ - ~ • ~ ~4 ' rQ~ - - - ~ - ~•?b 5l~1 i1:5~►~;Ci fbir P ~'fHiCLE ]D 7IiRn tCfl ir:1p ~ - - " ■s ~ ?-Ii~F~r iiGHthAY I,wD ATt".1 E57 DF DI51L9 3PCED ~ w • - w lIrtDA SE h~~. 0;IF141 (n E r A q Hi.l£ xFrF.DcCa:,fja {j 75Z RI~'HT i'iE6;IC4e:6 SPUD Mu U%51;G 5PiEa I • - a - .i - - ' ' ` . 7~ E`s~ di D=S4C.n S°C{a.SSEE IS,x~P~►{~ R7 - - - - - - ,s- • r - 5C'n1 U'S7tu'.[ FOn f 1'NCl[ 70 3i1%:ic F.ii.wl tr;ip ~ - ~D - - ~ - e'-tAl,r ~~ri~e1 R~:~ 1~73a1~. t5~f Di5ld~• 5~'IiD d . . I s - - - - t,ihM 6:11:1, [111F41:N E1' 1'16.:id aPirf1t;1',1'j5 ~ ff'~u 7F; lCfl A.'D FM;l.l'.,: !`r:10 DiSV: 3='FlI3 iD ~ E51, Gf TlI Stw++ 5Fi LU. 4 ~G = Q 7nI] 4L~p LGR EC-Ci Io~Q ~ . ~ . l7Ua 9app 1110 = C ~y SrLnT A'.7NRCC irEL7F ►t ~ F8gJ1'E' ]~.'-OD. IY1teFSECZlp,f'I cfphT c3#slance w1 a1-grade PnterseGilon (Cd!,e 1d1S znd Ce sc III C) ~ ' . ~3 M " . - • ~ . ~ • • _ii. + -is`~ s~ `,-'t~'•~ • - - - . , , ~ ~ x i ~ ~ i ~ , ~ . ~ ~ ~~~r. v . - . . ~ . • - - _ - ~ S F' ~C A I`T E . C C) LT T--T 7' Y. L}[V15I[]N f?F ENGIIV£ERING A1VD Rt3AI)5 • A DIVfSIC3N QF THE PUBL1C WORIC5 DEPARTMEN'F Wsllaam A. ]vhns, P.E. Aeting County Engineer I]ennis M. Scoft, P E, L7ircctor January 12, 1996 Ker+sn McNlulkin, P.E. 5impson Errganeers SUBJECT: P1751 - MidiloTne East lst Addition 2nd Review Gentlemen: A reView of the road and drainage plans for this prvject has been accomplished. Areas ❑f cQracern to us are indicated in t'ed on the aCtaclied prints. Please make the correcCioiis and resubanit t11em to this office an vrder that the reView process may prviceed. When the nlans are resubrnitted_ olease mark alb chanqes on the reVised vrint in color. Ifr you have any questions about this review, please cnntact Ed Parry at 456-3600. Thank yvu. Very truly yours, Willtiarn A. Jahns, F. E. Spokane CounCy Engineer Edward . Pa - qr. , P. E. Plans Review Engineer encis: Plan.s (t set) Cafculations (1 se[) Catnmen[s (3 pages) =arvject file ser+iewer (comments only) 1626 W. 6roadway Ave. • Spokane. WA 99260-0770 '(509)4S6-360iS FAX. (504) 324-3978 TDL7. (509) 324-3166 ~ . • ~ IRIEVIEW CONIMENTS 5PC}tCANE CC?UNTY DiVISIDN OF ENGINEERING & ROADS 1026 W BROADWAY, SPC?KANE W,A $9260-0710 FHCINE (509)456-3600 FAX (509)324-3478 F.EVIEW 2 REVIEWER: Ed Parru PROTECT P175 t DATE: 12 lanuarV 96 PROJECT IVAiME: Midilome East Lst Addition C(314TMENTS NOT YE'I` 1tESOLVED FRU1VI PREVIOCJS S[3BMITTALS lst Revierv: GEIYERAL 3. Vertical curues are iieeded where the C]G > 1% {Need to provide vertical curves at afl laeatiQns where the grade difference exceeds 1%, including intersectanns. A iagle points in fhe profile are ncat cnndueive to draver comfort} 5. Traffic cvntrvl signing and street name signing were not indicated vn this submittal (Need to provide stop signs at intersection of Iocal Access streets vn Woadlawn {a Cvllector Arterial}) Drywell vffsets need to r°esult in a drywel1 facation nv greater than 8' from the curbZine (e.g., where drywells are located in the curb radius) (32n+d Avenue: The curb is at 32' from CLa; the 42' affsefi specified results 'rn the drywells being 10' behind the curb face. The maintenance vehicle is only able to access aut 8' from the side vf tne vehicle) COIVIMENTS SASED (3N REVISEI) I'LANS AND CAL[1LATIONS 1N THIS SC.IBMI7'TAL GE1V-ERA_L 1. Plans need to be si,gned and dated by the Devetoper 2. Asight distance analysis far each af t}te intersections interna2 to the ptat is needed; ea,5eIT1eIli5 C1~ed to gran[ed based Qn the analysis 3. Stationioig equations are typically shown as "Station xx+YY (Street A) = Station rnm+nn (Street B) 94 4. Swale flvcar elewations need to be specified 5. Where roads end in a stub, add the note: "Grade vut at 3: 1 (maximum) to existing grvund" REVIEW CONNE11iTS Page 2 of 3 12 January 96 PRQJECT # F1751 REVIEW # 2 FLAlVS S heet 1: 1. The inbound taper 1ength should be 1flW (W = added 4vicith of roadway), or 100' whicheVer is Iess 2. The outbaund t.aper length is giVen by I. = WS. S= 45 mph for a principal ArterlaZ on flat terrain 3. The draina.ge swales need to be located outside of the Future Acquisitior► Area; maintenance access to the drywells wili be needed 4. Rvadway Sections: a. Need to provide results af R-value tests (or other ealculations) to support the proposed paVemenC seCtions b. Need to caardinate the cross-s0opes shvwn with the cresss-s1vpes cesulting frvm the elevations ,on the prvfiles ` c. Nee.d to indtcate extsting RIW, and Future Acquisitian lines on 32nd Avenue sectivn 5. Requitement for surveyar to check forms: Delete fram this page (provadetl on sheet 7) Sheet 2, I, WaQdlawn Drive 1. VVoodlawn is a Ccallector Arterial. The zninimum horizontal curve radius foF a CQllector Arterial vn flat terraiti is 715' U. 35th Avenue 1. The 50' vecticai curve at station 9+50 does not pravide adequate stopping sight distanee for the grades, terrain and rvad classificativn Sheet 7: ' 1, Need to add callout; "Barik af swale to be set at TIC + 0,2'", typical at all swale detaiis CALCLFLATTONS 1. The curb inlets need to be sized for the greater of (1) the peak flow frarn the entire basin; or (2) the peak flow from the road aarea within the basin 2. 208 swale sizings Ici Basins E, G, and 0, khe swales need to be sized to provide 208 trearnent fvr khe cvntrihuting pavemenfi area. If a swale is tvv small fvr the contributiong pavement area, then the excess vvIume needs to be added to the ualume frorn the pauement area evntributing to the next dawnstream swale, until the excess volume has been distributed in a the ecess capacity v£ the swales downstream . , ~ R,-EVIEW CaMMEIVTS , Page 3 of 3 12 January 96 PRO.TECT # F1751 REVIIEW # 2 208 LOT PLAIVS: Not reeeiVed with this submittal WATERfSEWER FLAN: The water services on a. Iots S& 9, Block I b. Lots 6 & 7, Block 2 c. Lots 4& 5, Block 3 d. Lots 1 8E 2, Block 5(?) need tv be relQr.ated vutside of the 20$ swales. Please submit a revised water plan showing Che new water service iacations pi ^^A REVHW COMMENTS SP[7KANE COUNT"bt" DNISfON []F ENGINEERING & RQAT)S 1026 W BRL?ADWAY, SFC]KANE WA 99260-6716 PFIONB (509)456-3604 FAX (509)324-3478 ~ 1,60 fo _ REVIEW t REVTEWER: Ed_Parrv FRofECT P1751 DA.TE: j 8 Octaher 95 PROJECT NAME: A di im SeVerai of the5e items haVe a signiftcant irnpacC on the efficient reaiew of the plans and calculati4ns in this submittal. T7ue tv rhe itnpact vf these items, a decaiied rewiew was nat conducted; there may still be items which do not meet the rninimum requirernents vf the gv►rerning edition of the S+CRS. . fiE!,FRAj CL bearings and disrances were nQt indicated on the road alignments 'vrizantal curve infarmattan (0, R, L, T) was not indicated on the rvad alignments 3. ertical curves are needed where the ❑C > 1% 4. rainage structurts (e.g., cross gutters) called vut vr indicated in profiles need to be coordirnated with an views and the drainage bastn layaut. Crass-gutters, if used, must be cvncrete as indicated on Sheet D-8 (1981 SCRS) N_t. ~tls eA- CZ" ~.-~~,`s . xisting topagraphy was nvt indicated alvng the cul-de-sac prQfiles ,f^affic contrQi signing and street name signing were nat indicated ❑n this submittal ~ '~*I7,efnlet invert efevativns normal gutter ffowlirae) were nac indieated on this submittal. InetLstatians an the profile would be helpful fNrywel1 offsets need to result 1n a drywell cativn vgreate than fr t curbli e(e where drywells are located in the curb radius) ~ t ',1 P~ ~ 6 (o0 9. A minimum eleVation difference of 4.4' is needeti heCween the drywell gra[e elevattan and the 1owest inlet i.e., tp ensur adequ~~ head fvr develvpin e ign outflow rate of the drywell, with ar~ adequate safety factor ~ 3 ' ~ ~ 1~ ryweil details are canflicting; a minimum depth of G" is required between the swale eim and the ished grade of the Zi]8 s►~a1e (F.G. = TI~C - 1.4'). Tapsail cc~n~ining at least 2% vrganic carbon antent must be ~pecified if mare than 6" {but nv rnore than is proVided be[ween the tirywelt rim and the svuale flvvr ~ t REVTEVV CONAMNTS Page 2 of 2 18 Uctaber 95 PRO.TECT # P175 REyTEW # L- . 5evera1 basins wiPl need grading plans ta ensure that the runoff wi11 be directed to the dryvveiis (e.g., ~in.s H, f3, F, and C,) WAOK orr~ ~M%Iwn 12. The draitiage report does not appear [a address the impacts of increased or uncontrolled runflff from this site directed onto the acijacent prvperties. Gaiculation5 should demonstrate whetheg vr nvt runvff onto the adjacent parccel tv the ►vest is increased (rate vr vvlume); runvff from stub roads shauid be treated in a tempvrary 208 swale. If the pazcei ta the south is cantrvIled by the sporsor for this prvject, a tempvrary blanket easement, rather than a detailed metes 8c bounds descciption, cauld be granted for the excess runoff and for the tempvrary swales. Temparary swales are worded so that they wilt automaticalIy vacate when the underlying parcel is platted - forms for this are available at the Cvunty 13. Basin H; Rationai method must he used for sueas 10 acres 14. The pvnd for the vffsite flvw is nat connected ta the Basin Hdisposal facilities; this area is an independent basin. The retentivn pond coneept is not a standard method described in the GSM, and a design deviation request wiil be needed. Typical conditions ❑f appraval for this concept wvuld include: vviume equuall ur at least twice the 100-year starrn event, pius V af freebQard; an identified arad estabiished overflow route, c.ertified inspection repvrts and Recvrd flrawings; and maintenance by an enttty vther than Spakane Caunty, among others. If this is intended as apermanent facikit}+, then drywell disgcasal rnight he cansidered as an optivn, if the soiis are suitable. e attached Standard NQtes shvuid be incarpvrated into the plans caver sheet with plan sheet index, vicinity rnap, overall rvad layout, etc., wauid be helpful (but is nvt ma, datary ~ ~ v . 14JUBAIMAL Ci.i1JCiLLJIST PRDlECT #Tt1~ I REVIEW # REVIEWER: ~ CDA'TE: 5 lanuary 1996 F'R(3IECT: P`LaLL~L~ PRa]EC`F SPONSiJIt: IEL # P1tOJECT EN(:1NEER: TEL # (Road & I]rainage PFans) PRQJECT SURIIEYUR: TEL # (P1ac) AI7MLNI5TRATZVE REQllIRENiEN'T~ ye. ONa 0 H,A ❑ 1. The $100.00 Fee and Agreennent to Pay Fees fnr plat review have heen aecepGed by Spokauie G[awity frar tiis ~ submittal. v" z n~ El NIn El 2. '1'"1he Reuiew Fee Account is current (no invc]iCes ouer 30 days puCsmnding), V~, Vl N. ~~~A E3 3, I have noted the plans in, plans out dates on the pink sheet in the fike. ~~O 12 Ninx 4. 1f this is a ma5ile home gark praject, were plans route.d through Planning? Vo 1;2 N. 0 K,A E) S, The fi1e contains a 5pokane Ccrunty Engineers Section map, Assessars's map and aerial phncv. v~ ❑ r~- E441n 0 fi. Field review made. If yes, canYplete attaclied farm "Fielri Review Reporc". F'LAN REYIEW REQi]IREMEAiTS v. d,~"'o ~ nr,. ❑ 1. 2 eogaies af t~ie plans and a bautzd drait~ge report were submittecl. ve, ~ N. El NoA E3 2. The plans are on 24" x 36" sheet5. ves gr.o El H,n El 3. The plans and ealcul'ations are s4aniped. Flans must be nYarked "Preliminaryy" or "iVot For Constructiaii" if they are uot the final a,pprpved plaiis. Final plans must be signed and dated hy the responsible Washington State F'rofessivual Engtneer. Ya 4. 1'he developer has signed ansl approVed the Firral Submittal of the road aiid drainage plans. va vIA ~ 5. Ti~e Standar~i Plan 1~otes haae beeti ivicIurded on the pl~. v~ ~E],Y/n El 6. Ts the prnject locaieci in the Aquifer 5ensitive Area? vo Q No 0wA El 7 LisC aj1y tie5ign deuia ' ii requesis auid their status: tica ~t r.V,g 13 n~,n El 8. Lpcate th Findings and arder for the prpjeCt and list any unasual cvnclitions: ' ~ . aw. ALA~ eak ,~u El No C:1 NIn ~ 9. Srreee names are conszstent with P1at FI.C)i7i) ZONES xes [3 No E] NIn E] 1. Daes the entire plat lie outsitie of designated 100-year Flaod Plain Area? vcs 0~E] Mn El 2. Does the entire plat lie autside of Zone "B" af the designatecl Fiood Flain Area7 Vel C31- E] PrIn El 3. Is the max. street ponriing in aiiy part of a Zone "B" less dian 1"? v13 E] N. E] NIA ❑ 4. Does the plat contain ap prQpriate lan,~uage limitiaig the lc~wennost epenin,~ in a structure locaced in aZaue "8" to not less than 1' at~aVe tlie lawest caad elevaczon? Y. El N. El NiA El 5. Is the entire projece lacated autside of an idetztified Fload Plain Area? vo El No El NiA El 6 Is the entnre project located ouGside of aui identified 5tonnwater Maiiagertfetit Problem At-ea? cklistv4Alian95 1 , R[?AD PLANS 1. List any roads that must be designed and conscructed on the praject. ~ RC3A1] N,4M'E ~ Ai7A17 iVAR+tE w AOAI] iVAME ~ RL714L7 NAME ~ A01~L7 NANfE ~ ROAD NAHiE f~°~C" I 1 RC)Al] CLAS5IFICA'FION '1'I7AFFIC iAlf}F.}C (l) co TERRAIN -ex I PAVEI7 WIl]`f`ii '15y ~ 4' Lfrtl~ I I ~ R!W Ya [I]'1'H ~~,oor" df ~ I ~ I POS',-ED SPEED I I ! I I DMGNSPEFm MIhIIMUM GTtAI]E I I I I ~ MAXIMUM GRA.DH I ■I I I ~ ~ I SxOPPING SIGxIT nISTAR"11 315 I~~ I2570 ~ 1 I ~~NIMUm ,~ORZ CURuE 00 I -76 "IYE>E' OF ~~~B REQUIREo MIN ASPFIAl,T SFc'1'I[7N I~ ~ I G I ~ I I 1 MII'S GHAVEL 5ECTIOIY I I ~ I I I I ~ ~ ~ ~ ~ I~`~~►~.I I I I (1}'1T,AFF1C llvDEX: Major Arterial 7; 5eandary ArtenaC (a; C:o11ecGor ArCenal 5; Locai Access{Residential 5; Private 4 vM 0No 1:1 ~NrA~ 2. Ptanning cvndicians require subruisssoii of a 2andscape p'ian. {MC}TE: Usua[iy associa[ed with PiJI]'s). va 0 N. ~~IAW 3. i ltiave checked the landscape plan against the road and stprm drainage desigri. If there are ajiy couflicts, list theni ia space prvvided, or nate that no conflicfis were found. Vu Cl rra E] N,A 11 4. The followirig road plauis 1iaue a hearing on tlie design af raads for tius projecc and a capy is in the file: ~•~e Om p Nt, 1-1 5. Vertical curves meec seappiiig sigijt distaiice requirements. i~ 6. An "R" Value Tesc is required for this project. Ve, Z~ ~ ❑~~,,.1~6,a FQt this project, for eaGh soil grpup called out ari "R" Vatue Test has been su6mitr.ed. ~fib. Ttie pavenient sectioti is adequate far die "R" Value Test aiid required traffic index V N.ON~ACI 7. Is the bench niark called out on tthe glans? r Y~ ~ 9 MA 8,AIe S[aE1l7LllTig ei;UA[1[]i1S SIlO►YLl7 iw t~~, 661Na 0 x/a C] 9. Is stati6iiing correct (south to iiurth, west to easr, reading left ttr right on the plan)'? v~ El r•-E) Hin d 10. Are existing utilities shor,vn oii the plaiis (or av inform~tion~COPyof the utility plans submitted)? b=es 11 NO❑ xra 13 11. Are prognsed ucilities shown an the pkaiis (or au inf4m~iati~n c y of die ucility p1aiis submitced)? Y. [44„ ❑ r-f,s E) 12. The project piau name matcties dhe plat name. P, Iw1!+1 cSclistv4 QI]an45 2 xWO,U ONIn 0 13. STILEET WIDENIIVGIIIV`T'ER5EC7'TQN V4'TTH EXIS`PBIVVG CO[JNTl' R(3AQ va IJ N. C3 rrra p 73a. Are curb design sheets gravided fvr widening of existing streets? va Cl Na 0 HEA Ll 13b. i]oes the curb design confoml to Spakane County 5tandards of section cresss slope (Between 2% atid 4.5 rp EINen d 13e. Is there a street crnss sectiQn shown for widening existing streets? res E34a ❑ H~A L] 13d I]oes the proposed nerv width ruatch the width required in the Findings and Qrder-9 va 13 Na 0Nrn E3 13e. Tlie crass-sectiau shnws: Existing RfW, Proposed R1W, any required Future Setaside, arid edge of existing and propnsed paVement. va ❑ ~o Cl H~AE3 13f 100' (min.) pa►+ement taper irito prQject is sliawii. ~ II7C~i ty 440 _4(- PI" Yt$ d Ke ElN,A ❑ (1) Tiiere is adequace RNV for the taper to exteiitl £roni the new paving width tQ existyng paVement. v'" d No EIrun ❑ (2) There is inadequate RlVir for the itaper to extertd frpm the new paving wirdth to existing pavemeiit; iaper extends froin existing paving to RIW. y~. El N. E]NiA E3 13g. Letigch af pavemenc taper out of projecc meets AASH'FCf requirements: WS' = 6D For design speecis 5 40 niph, WS for ciesign speeds.,> 45 inpli, ar feet has been approaed by 5pokaiie County Traffic Engineer. 2-1 • w+ ~Ixr Gr1f Alo. -b G~a 4, k~~k /vv 6"u.a-f1k%r~ Yes 0 NJ° r4rA ❑ 13h. Trasisitiou from end of curb to existing paving is shawm (cuxb stiould nose down in 12"). AagOt eAllrk-t Yes 11 H. Cl w. El 13i.Are the curb grades, for any required curhs, aboVa die cautiTy minimlijn of 0.$ ~~z3 i~ ~ Vr,~ ~ 13j. 7"he curb type meets Spakaiie Cougity Srandaeds. ~`Y Elrv~ El 14 NEW STREETS v.E]xb LJN1A 0 14a Does the proposed alignment meet Spokane Ccaunty Standards? ves VNOE3N/AE3 (d) Ceiiterliiie slopes are within SpQlatie Caunty 5tandards. vuE3xo E:l N'In D (2) Vertical curve letigths are adequate for intersectinns and stopping sight distance. vu 0 xo D~N/A 0 (3) Harixanttal curVe radius rneets Spo'ka,iie Cnunty standarrds. -M5! A14 . Rl VNo C] N/,► 14b. The plans sliow the typical cross sec[iott for streets. ~ v~ ❑ H9'0 Nrn El 14c. I]oes the proposed sireet width match the Finciings and [}rder? v~' El xrn ❑ 14ci. The typical road crass-sectian shor+as: Existing RlW, Proposed R1W, aiiy applicable Future Setaside, edge of new pavement and anp odier required tmprovements. vc5 WrKo 0 NtAE] 14e. 'Ihe typical road section on the plars shows the crass slvpe and it is wifihin the 2 % ta 4.5 % standard, Va QNogr,,,,A p (1) The Cross S7oge is correct when checked on the pmfile drawings. - e-00 CR~ yQY v.V N. 0 Nan E] 14f. Curh type. is snown and is the proper rype fcar the road cIassificatiQn. eL vm [11 wA ~ (1) Meees 5pokane Cauntry Fioad Stauidards for curbs within the public right-of-way. v~ ON6 QNI,. ❑ (2) Consistent with the curb type in the general atea. ~ Yes ❑'r~ Ytirn ❑ 14g. Are the cupia grades abave the county minimuni of 0.8 %0aW3ZWD ves 0 No E] NIX 15. Haus the Fire District approved a11 prapased priVate road tunuarounds tiiae are sulastandard according ta our Spokkauuie Caun¢y Road Standards? (A otze 1ot stub less than 150' on apublic road is alloweci)- eklislu4 01Tan95 3 ' rp 1-1 . El 16. 5IGNAiGE PLAN r~ ❑~~Tv~~ 16a. Stop signs are showii for all streets w~l~ich~inters~t aii arterial (Check w+ith County Traf~c '~iigineer if ~tiere is a questian). ~ '~5 e ~ AZAS v. V,v9 0 N/a E1 16b. Street name signs are shown at all intersecting streeTs. ~i : 3: 1~► vm OHa EINfA E] 16c. Is there a need for barc-iers ae the end of dead end sGreets? ftOW4 A4 le v~ 11,11Mg 16d Is there a need for odier special signing? (Check with the C+aunty Traffic Engiueer). v~ ❑ N. Own El 17. Ci]RB RETLJ;EiNS ra ~rr~ ~ h,n 0 17a. Are BCIt, MCR, and ECR stationslelevatioiis oii curb retunis stiown in the plaii view? ~~u 3. 36. ~ I~~ ~ ~ H6 v 1"7b. A,re r~ae curb returu ele►~atiuns correct9 ves d n4 0NIn L] 17C. Is there positive dtainage from the road intersection to sl'ie MCR? Tf nrat, is design safe accarding to AA5I4'Y'C3 standards? V. IZ N. 0 MA E] 17d. Curb recurn radius meets the Sgo'karee Ccsunty 5tandard tninimum. (to back of curb for rolledlwedge curbs, to face f¢ir verCical curh face types)? v. EYK~ ❑ 17e. BCR, MCR, aiid ECR elevativns are 5et to allaw tirainage from Che ceuterline to the curhliue? ve. U(NOE] Nrn E] 17f. '1'he cross slope hetween the intersection a~id curbline meets AASHTO requirengents. (ref. AASHTO) 10 m (fiat terrain); 8% (rolling terrain); b % (mautytainQUS terrain). r~ 7,, ❑ N~n O 18. CUL-UE-SACS vv dN~ El NIA ❑ 18a. T'tie cul-de-saG grades (tap of curh) meet caunty cul-de-sac standards (1% min.) vc~ 56n~ ONrn 0 18b. The cul-de-sac curb is shawn in prafile. Y. Vrw E1fs~A0 18c '1'he cul-<ie-sac radius meet Spokane Cnunty 5tanclards. Y. IN. QMAE] 1$d. The center pf cul-de-sac SfiatiDn is slinwu va 0 N.E] NIa E] 19. IlV1`E~SECTI(?N~" /I& C.( 40~ N ~ ~ A-f" RAJ yo ,A 19a. intersectians nieet AASWTO sight dist.ance requirements far contralled and uncontroiled intersections. Ves N, v1n E] 19b. Intersection separaticrii is greater than or equal ta 15[]' on local access streets and 3[]0' otr arteriafs. Y. 0N. Eln El 19c. Da The intersectians meet the landiiig requirements? r" 0 N, EIv,n E] 19b. Wheelchayr ranips ate provided ar iiitersectyons with sidewalks. ~a El NA,rA E) 19c. The intersectivu horixontal sight distance analysis sh►aws thae sight triangle encmaclunent on private property is 2' or less for controlled intersections. ,la El,,;9 [IN/,. E] 20. Is there a meed for slape easenients? Sb a 40 ' m- 440'r- ~ d6 '53- Ia-- 4-M WP/r ar 4vo .546 PT 1'~D ~ CkhScva oiranss 4 Ka ~ n+n Q DRAINAGE Pl.ANS t'w ❑ ~a El NIw E3 1. Has a piat map been subrrutted which shows lot dimensions, street widths, etc.? h L. B1~~~N AlAP Yra ~`o EiNI ~ vw Llivo n,.a L] 2a. N orth arrow and scale rs shoum. r~a0 N,A ❑ 2b. Subbasins are labeled aud correlater3 with calculafisans. Y~ ~ra ~ Nin ~ 2c. Was amap v~nth cvntourslsgat eleVations svhmitted tn praperly rletermine c~rau~age basuis? Y~ d n~In 0 'c~l. Were the routes use~i TQ detetnait~e tlme of cr~ncantration shown? rq ~Q CJ NIA D 2e Were all exisling drauiage courses shawn? v_ ~ Na 0 N,A ❑ Zf. Wcre all the prQposed drairage caurses shown? v.4o ❑N,A d 3. Were Hydrologic calculations submitted for each basin? (Ratianal Fanrsula if area 10 acras, SCS TR-55 if area > 10 acres). vel L] n4 E] xIAE] 3a Perniission was given to use 5C5 TR-55 for basins s 10 a6res. rn Li rro 0 NrAE] 3h Rasin includes affsite and onsite areas tvgether (usa 50 year analysis), 1.0 , In ❑ 3c. Basin is a11 onsite (use lfl ear storm). ~~~j r~ ,~i~►~ 3d. Runc~ff raCe for h~in israipared to imperVious road ar~ runoff rate. 'Tl~e larger rate c~3itrv9s desig~i. C[]NVEY ANC E!D I SPQSAL v" 0 na E3nr,.18C 4. Pipesl Culveres - If, yes, corsiplete checklisr seatian for culver[s and pipe-sys[arns. yW ❑ N. ❑NIn ❑ 5. Ditches are ideettified in plans and detaiss prouidesi And have a ansrumum grade 4f 0.5 ~a. r~ 11 rra 11 viwK G. Are there any corifl9ets between the praposed septic tank effluent dramage fields anc3 any di[ches on the drainage plan? v~ 0 nQ ❑ NIn 0 7. Gutter t3nw riepth is less [han gutker haight and al[ows for 6' nan weeted area of each side vf cet3terline for lcacal acCess or Collector rQads. Y. ~r~ D,vin l.ocaiions where water is intended to flow through an inlet or curh eut are at the 1aw point in Mertical curve vN 11 rra ~ rr~~ 9. Sackwater - Aralysis for any pipe andlvr ditches was suhmitted. v_ Li rra El .~d 10. Headv4+ater - Calculations for culverts were submitteri for rewaew. Y59 aro E] N1A ❑ 11. Curb dropJcurb inlets are used in rhe conveyance anri plan aMd calcuiacians for flow capacity have t►een suhniitted. rW EIrro El x+n;]/ 12. Is Erosian pratectivn required and have calculatians been subrtutteci for reviewe. P~)va El rrrn El 13. Soils cyge is "pre-appcoved" (Garriscsn, eec.,) for drywells withvut percolatfnra tests. r.Prra ❑ xin Ll 14. maes rhe drainage repore identify che SCS soil grvups for the projece area and for the propased roads to be built in the prajec[ area? ra 0 xo 13 xi~ 15. The drainage design maintains exuseing flc~w patterns in r~a,tural watercr~urses. rm ~ xo d hI1+6. Tkhe drarnage design mainrains exisung sheet flow patterns withnut eoncentrating flaws. "Z N. ❑ Nrn E) 17. The drauiage coneept is cQmpatible wxth The Guidelme for Starmwater Management. r~ Ll , El wIAZ 18. The differenee between preseni and future flaws is retained on the sice. ,E]Na ❑ Ylo 19. A detenraan basin concept is proposed for stormwater disposal. If, yes, use separate chec'klisc for detencson yaonds. CLTLVERT5 AND PTPE 5Y51'EMS El NoLNNi 1. The rvad culverLs are at the law points of stream flvw. rW El no 0NI n 2. The headwater was ca9culated for culVeri entrances an~i is unrier 2~4icuneters for culverts under 18" in diarr~eter and 1 5 ciiameters for culverts greater than 18". r~ 0 ro ~ h,n 3. There is a minimum af 12" csf cs~Ver for atl culverss and s[orm sewer pipes. v~~ Sa 0 nIn ~ 4. `T'he designer has demorsstrated thae the prapased pipe is suitable for cvder ]ess than 2.5' (PVC), 1.5' (CMP), 1'{RCP} (HDPEIADS) or the engineer has prowided trench details for upgraded pipe bedding for these areas. ~,n ~ 5. The niinununi velociky widiin tlie psne system is 4 feet per seoond ac design t]aw in a backwaker canditian, r_ ~ rro N {Note: T'he County Enganeer rrsay perrnit lrawer delvcities}. r- C-1 Na El N,n 4 6. The bac'kwater calcu9ations show a aryinimwra fseehoarcl of 0.75 feet for each catch hasin ar ananhale. r- d na ❑ NIA 0 7. The mirumum culvert and pipe slvpe is 0 5% asid a11 piges meet or exceetl this stanclarti. ra E] No EI rr,n 0 8. Al1 angle poitats in the stnrm sewer system have suirable access such as a ma:ahole for clearung. rp EINo Q HIn ~ 9. At locatinns rvhere two ~lifferene pipe sizes enter tyie same rnanh4le Che 4.8 d:~eter puints of each pipe are at the sarne elevatian. (Note: Excep[ivi1 allvw+ed for drop manhrrles}. r~~ ,E] „I./V 10. Is there any dowrsiztng af pLpes rn a systems of pipes that are 18° in diauneter and srnaller cklistv4 411an95 5 rp ~ N~ ~ NIA 11. There is a dawnsixing uf pipes in rhe anivunt of 3" for a minimum of 100 feet in a pipe system t.hat contains pipes r.ltat over 18" in dianieter. ra 0 xa 0 Nin 12 A11 pipes in the pipe sys[em are 12" anrl larger as per 5pokane Crunty Standards, {10" pipe tt~xt is all~rwed for cvnnection of inlets to catch hasins or drywells, if the i'engch ~Poes nvt exceed 44 LF and the velocity Zs at leasc 4 fps} r~ 0 no Orfn 13. All storrn sewer pipes are located aininimuan of S Feet from a rear or side praperty line afid have aciequate easemenrs for rnaintenance. v~~ nQC] NfA 14. ln]eCs on the same slape are Hacated sa that tYte rna.csmum width ❑f spread for tihe gutter flow does nO[ exceed fi' (from Gurh face for Type "A" or "B", frvm back af curb for Type "R") for rnajor arteraals; 12' for collector streets and laca] access raads. Y. ~ rr.E3Nin [j lS. The plans profiles show all culver[ pipe kypes, statsors, affsets, lengths, and inverts. v-❑ Nfl OnIn I 16. Pipe materials meet couney standar~is for systenis that iie within cpunCy R[?11V. (~1ote: Tha type c~f pape in private syskems may be a.s specified hy ehe design engiiieer). rp 1:1 N. ❑~I, ~ 17. The cuiverrs shown are properly stativiied frnrsi centerllne stationing. rm Q nuE3NrA ~ 18. Daes the drainage systein configuration avoid canfiicrs wath undergraund utilitics? r"D N. EInrn ~ 19. Is there a need for energy dissipation an any of the culuert outlets shown aii the plans? Ym Oxo E3n,,. rLf 20. Is there a need for rip rap around the culVert outlet at any raf ehe culverts as prop4sed aii the drabraage plans. v~0 Np0 tirn ~ 21. The rip rap that is shown for the drainage pians is adequate for the rulverts where erasivn is a cancern and the I engineer nas submitteed acceptabie cig rag design calculaCions. y- OYo 0 NIA ~ 22. Pipe anchars are showm for pipe grades greater than 15 V~ EIvo 11 nrn 23 'q7iere are no instances where water is trapped against a fill with na culvert shown. r~ El ,a EIYIA ~ 24 Ps°vfiles and erass seccians are stavwn nn zhe plans for all prapnsed channels and dztches. rn O.N. OVrA 025. flitches rvith ervdrng velocacies hsve a psn,per lining for erosian proteetion. r~ ❑ Y~ 0 NEa ~ 26. Water will pevperly flrw from an existing or ,prngased rlitch anto the pavenient as proposed on the drainage 1 plans. v~ ❑;vp 0 N,n 27 Where the ditch profile passes from cuk to fill the flow ha.s been prapeely disposec1 of. iNLETS r~ye El . 1:1 1. The inlets shown are withiii tlie streau?i flc}w. rW N6'0 nrn E] 2. TNets are shown on the 1ow side of a raad ar at the lvw point uf dveetrcal curve ep 0 N. ❑ nr 3. Curb [ype metal iNets, if prvpased, are shown aC sags and are prvgerly sized. Y~ 11 N. EInrn 3a. P'erimeter cakculation daes nat include crtie side of the grate agaiiist the curb face (all grate rypes). rm O Kfl [3 nfw 3b. Perimeter is daaided by 2 for calculaii4[-Ls where no curh apening (TYPe 1 see standard ORWU H-lC]) is prvvided ra E]xo El ni 3c. Area = clear area - 2 for Type 1 grates) vJ3 no 0 nrn 1:1 4 `lfiere are na uertical curves tha[ praduce areas of Very f]at grades for extended areas which cauld pvse a prvblern ►vith ponding water in traffic lanes. ,rm d r-20 0 Nfnf 5. T'he cenFerline road sTa[ions, offsets, and invert elevations for all irdets are sh4wn in khe plan views. r" 0 na 0 tirn 6 Grate type is shown on the plan and is acceptable. (Spokane County Standard inlets or W5D(}T standard inlets in county ROW, an private property crther inlet type may he sgeci~ied) (Type 1: D-2; Type 2: D~1 in old 1981 standards ❑r type 1, sheet S-lfl;[ype 2, sheee B-11 for 1995 standards}. ve ❑ N. ❑ Kr,a~e 7. A detail drawing vf the gratelcurb irLstallation is shawm on the plans and includes a minimurn 1" depressiun and transLtiarzs as per coun[y standards for grates that are lacated wnthin cauney ROW, or refereneed [o SCRS sed. detail D-8 in 19$1 standards or sheet B-18 in 1995 seandards. N. C3 Nrn O 8. A curb out detail is shown on ihe platis with the new cpunty back drop ccmcrece apran with transitians and a 1" depressivn for curb cuts inside county RUW, 6r referenced to SCRS std. detail B-8 of the 1995 standard drawnngs v"LIN.OxI 9. The pPans shvws acceptabie curb eut details and grate cietails for ir~taIlau~rns which lie ►~n[tnn priuate roar4 easernents. (Fvr plans rhat are subjecc to Spokane Cvunty Review). ,^u 0 N. ❑ nrn 10. If inlets are in a grar~el road ar a dart ditch a 6' x6' A.C. aproii is sh~rwn around the inlet. va ~ xa p ntn 11. Catch basin vr special manhale details are shawn or a standard drawing is referenced. r~ ❑No Onr 12. Critieal ]vw poincs in the drainage system have heen pravirled wntt3 o►+erflow easements. (Where it ts pQSSib1e). Ref. Page 2-1 of GSNI. eklistv4.017¢rs95 6 63 , C,411P L ~ [r7p AJ0 5 C 1 [~~ci~ ~cr~j - w ~i.u►~ 2~°~~` Cc~1',~-s~ itc~-~--. L+ 5 W~I.s. . ov ~ ' ~ - 208 SWALE 5YS"~'E~VIS ~ s(~ o.~! d` r~~v run ~ Y. Tfi CYfe swale [vcated ausside a future set asic~e area? 5ee ~indings and Drder fvr where ~tasides are requirec~. r- no n'n ❑ 2. The swale bot[om and sides ha►+e sod ar grass turf specified. Y"El "ia EIxi,a 11 3. Swais side slopes do not exc.eed a 3; l side slape. (A 2:1 side sl4pe is allowed iF swale depth is less than 12" deep. Should on]y he allowed rvhere canstrained by obstaeles) w~ ❑ N. ❑ xIw El 4. lf depth of water fram battom to drywell run is tretween G and 8 inches, soil rruxture has been specified whsch meers Spokane County Guidelines. Y~ ~rro ~ Nrn E:) 5. Drywell is: Located within $ feet of the curb Sme, ar a mainte ce aceesM~te and easement are provaded. r~ ~'rre ~ ~rw d 6. ilrywell statianing is staggered from the Lnlet hy at least 4'. E],-Vn Cj 7. Multiple drywells are located m4re than 30' (center-center) apart, ry~ nCIWn ❑ 8 Soil type ds apprapriate for drywells (perc rate z 72"fhr), If not: v-OHa E] •rA Ej 8a. Qvertlow frarn a swale at a lvw point will be directed away fram buLlding pads Uy an identified easenient vver unprQUed ground or an exisung nat►aral dramage channel r,nvered by an easemenc where an vverf]ow is reyuired. V- 0 N. 0 yIA O 9. Drywall lncatlan does nn[ eonflict with undergraund unlicies. rwZNe []Y/A0 10. Dryweil €ype is speci fied. 1~45 0 nIn O 11. I)rywell grate type is specified (Pype 3-std. detail D-? For 1981 standards ❑r type 4, sheet B-1 S of 1995 standards ) v_ ~ HQ 131In Q 12. Drywell grate elevativn is: A rninimun7 pf 0.4' beluw the normal flow ldne ae the curb ifflet and is between 6" and S" alacrve the srvale flaor elevation. r~ ~~v6 El vrn 1:1 13. I]aes the natc. "Wrap the drywell with a filter fahric {Amoco 4545 nr cquivaflent}" appear an the plans`) 14 Swale flvor ele►+ation is: r~; ' N6 E]YA 0 14a. Showrm on the drawing. v~ ~nb ONia O 14h. BeCween 6" and 8" below the drywell grate elevatian. v~ El ~ xip ] 4c. At least 6" helvw the nvrtnal gutter flpwlitie at the curb ia-det far 5wale wathvut a drywel]. rNo ~ rrin E] 14ci. At least 1€3" below the normal gu[[er flowline at the curb inPet fvr swale wE4h a drywell. 15. 3wale tlaar. Y. ~Na ~ HIA ~ 1 J3. DllI7eI1SlL7IL5 3I1~ $1[~]A~VII ~ ~ (_,~„r4 ~ ~I "'11 V°` " p r~ n~a ~~v~a ~ 15h. The area mat~:hes or is larger a e r~gtiuared area frnrn the 20$ cdlcula[inn for iinperurous area.s. 16. Easements for the 208: N. ❑ r+rn O lba. ,Are shawn on the drainage plaiis. r~0 N. 0 HrAO 166. Are shvwn on the subdiv'ssion plat and niatich the draenage p{ans. rw EIn4 I] xrn O lbc. Are vf adequate sixe ta conta'sn at least 6" fre~ above the max. water surface elevacion for the design searm. r.'~ . 16d. Are tied to the lot corners. lvk~ re Nr,, 17. The side af the swale rhat is the Turthest distance frvin the street shvulci have a top of swale elevauoi7 that is 0.2' ]ugher rhan the lowest eop of curb elevation along the swale. v~dno Cl NrA E] 18. T'he normal flow line at the cuch inlec is at or abprae the max. water surface ePeuanon far the design storrrs car the max. water surface will not pansi water more than 12' in residential streeCS or G' iri arterials ahove collector class'sfication, vm 0 N. 0 Hia O 21. 20$ SWALES r~o C) Nra E] Z la 208 swale flcror area, volurne eequirernents sized pruperly tu treat imperuiuus surface areas. n~a EI 21b 208 swale r+alume provided in accordance with "Guidelines fnr Scormwater Management". EASEMENTS rft 0 no 0 r,w O 1. Adequate drairiage easemenrs are shown for maintenance of clrauiage di[ches or pipe systerns r- L3 N. ❑ nrn O 2. There are easei-nents proposed or existmg for natural cha~e9s which cross the groperiy, anci they are adequate tv gass the 50 year stomi plus a 3L}% a~kded depth of f]ow for a safety facror. ru d no 1:1 NIn E] 3. A pub1ic draiimge easement was prrrvided wfiere puhlic street drainage was diverted antv private prc+perty. rMOxDONin 0 4. The perpecual maintsnance of prtiaace systems has properly heen prvaided for r-0 N. El Nia El 5. The niaintenance af drainage systems within 5pokane County ADW has heen propesly prvvided far. v~0,rd Q,,,n 0 b. A,ppropriar.e drainage language has been gravaded by the reviewing engrneer to the 5urveyor andlnr engineer who gs invalved wit'h the gla[ting wnrk. v~El N9 ❑ mIAE] 7. Are pre-exsse:ng drainage easements vn dus parce] aFfected by this plat? rw Cl no 11 xIA❑ 8. L'lWerflg►v easetnents aee pror+ided from swaleslpcrnds ]ocated in lraw poin[s where it is possible. ckhstu4 pllan45 7 ro ~ Pk T7t1TDER(;RUI]ND GRAYEL GALI,ER1E5 CHHECKLIST Ts the site suitahle for unclergound gravel galleries based on the site screening criteria caiitalned in the draft standards for grave1 galleries. If no, an approved desigii deviation is reguired befflre future review. ves E] Ko 'fl,v/a 0 1. .3 vaid ratia for gravel free space volume i5 used ar test itiformatioii is provideci co justify ratio used. Y. El Ko1:1 non El 2. Yerc rate from field test is u5eci to tlevelop outflow rate vp 0'No ❑N/n ❑ 3. 10-yr e►+enc vvlume is contaitied entirely underground r~ El NO d NIn E] 4. 100-yr evenr volume is cantained by a combination of undergrouttd storage and above ground storage up to 8" depth v~3 EINOEINIn 0 5. 5ail niixture is specified for water depdi in pond exceeding V. C] N. ❑~~AE) 6. Entire gallery is wrappei iii filter fabnc res ~ No ❑;v,A ❑ 7, An adeguate freebnard is pravided in any above ground stvrage gond. Yra ~ Hiu 0 N~k ,WE1 L' 11 1 iVN P'1J111J ,ra Q Ka DNrA E] 1. Releases to adawnstream clianvel or pipe system that is capable vF properly coiiveying die proyaosed flows and does not cause downstreani tlvoding. va 0r,,6 0 N!A 0 2. Contains SQ-yr cievel[7ped. Yes 0 N. El nvA ❑ 3. Releases at 50-yr gre-develaped. Y. 0 N. 0 Hin 0 4. Secenclary overflvw t4 pipe in control sttucture for 50-year deuelopeti. Ya D N. ❑ vrA E] 5. Emergency o►+erElow weir for 100-year deVeloped, Wa El rrb ❑ HrAE) 6 Sump prior [o outlek to control structure. r~ ❑ 16 E] IA El 7 1' min. freeboard at 50-year design starm is prvvided 1:1 No ❑ nrrA 8. Lawn tuaf or hydro seeded sides antl tloot' for publicly-maintained pvnds or drylancl gra5ses sgecified. ,a E1r, E1tieAE1 9. Sgnnkler 5ystem for publicly-maitttained goiids or dryland grasses spmified v.0 r~.El nr/n Ll 10. Berni conigaction atid lift requirenYeiits specified wliere necessary. 0 r.El w., El 11. Ps a 12' nnaincenance drsve to the bottam af ponds needed? If so rnaximum grade is b: l. 208 LCIT PLANS CHEC"15T ~ Y. ~ K,n i . ~t plans are rrequired; suhtiiitted on ~l qx X~ _ n u Yra'-- 'f~ ' hRo NIA E] 2 The 208 IQ~ plans ShIJW . r. ❑ Ha ❑ KrA El 2a. The lat number, block number, subdivisioiti name, date drawii, scale, north arrow and street naw~e. r. OtiQ ID Nrn F-I 2b. Easenient dintensions in t'ela#ion to pr6periy lines or cvrner5. Y. El N.Q,vin Cl 2e. Locaeion of curh, sidewalk or edge of asplialt as applicable. vp 0Na EINEa Ll 2d. 5et6ack requirenients v~ El VO EINfA El 2e. Swale flaor eleaation Y. ❑;v~ EJ N/n 11 2f. Swale floar dinYeiisiafas are stiown iri reiatinn to property Iines ar corners. vva El ,o El NEA ❑ 2g. R'trn elevatian drywell type, frame and grate type, centerline QFfset auid skakdvv i£ drywells are preseut. ves El Na QN/a E] 211. Gurb cut stativn, nornal flowline invert. vW El ,o EIN/n E] 2i. AIIy df$]lliige d1tCr1e5, their casements, flawlyne grade and ather required irm,pr►aaemenm xo 0 KOEINrn ❑ 2j. 5h6ws depth froni the i7oraW flvwlive to bottom of swale. vn El 'Nq EIN/n ❑2k. An attaclied crc}ss secciou of the swale ar ditch. vp 0INo ❑N/n EJ 3. ER35C1I1g EaseI11e11L5, buiidings, fiature set asides, and required building setback liiies are sliowrr►. r" El Ka E]HEA Cl 4. Ttie section drawing shows die cQncrete apron, R.O. W. line, and grass sad ar seeclirag if approVed. ves 0 VQ d Hra11 5. L.ot plaiis haWe beeu stamped by a professional engineer on a11 pages v~s El Nd EIHrA 1-1 6. L.~t pPatis are of sufFcient scaie ta niaxinuze the 1Qt sixe to die 81/2" x 1 i° paper size. (Drawiugs may Ibe ov plain wllite paper) ves Li ,,a Ll Nrn E] 7. 208 Ipt plans were approaed on 8 cklistv4 ollan95 . . . EROSION 8i SEDIMGIVTA'II'IGN COIti3TROL REf,IiTIRENLENTS Yp'❑ Na❑ NeA F-I 1. Identify the clearing anti ciisturhei awas in dze ptan. This dncludes cuts and filts a1ong siopes. Mirumixe ttae amouiit of cleared area. ❑ NQ ❑ wA E-1 2. Provide erosion catltrol facilities which slow water velacities - through the use af check dams, d'ebris basins, etc. v" EINbC] N,A ❑ 3. Filter runoff from exposed azeas prior to discharging inta drairage pands and garticularly prior to directing runvfF into drywells. Filtering measures included installing temporar}+ silt traps, silt ponds, gravel cone filters, etc. Tn silt traps aud pvnds, size sedimemt scorage valumes by determining tlae amount af silt niatenal geneeatei over a fi moiirh period, usitig the Flaxman 1vlethaci. The silt traps and pands are to proVide a sectitig zone, and are tv be sixed in accnrdance with the niethod outl.ineri in 5ection II-5.$.6 and ii-5.8.7 of the WD(]E Sfiorntwater Managenient Manual. va a,vo ON,n ❑ 4 Stabilize exposed areas as saan as practical after gradiiig work is c4mplete, or wheia gxadiug tivork ►vil1 tempvrariiy cease far niore diaii . in wet winter motidis, ternporary stabilizativn tueasures wi11 be required rlirougliout die durataon of conscruction. Specify stahilizatiou procedures, revegetation requi.renaents, mulching, etc. Specify the aaaxinium time that cteared areas are to he exposed wldio ufi prvtection o r stabi lizati o n auid time pf yeac. ,ro 11 nO D NrnEl 5. 5tabilixe draiiuage channels. Provade for teiiiparary and permanent erosiotz protectiori nieasures Y. El N. 0 Nrn E3 b. Fvovide for peraineter barriers around exgosed areas thraugh the use of silc fences, straw bales, temporary iiitercepEOa ditches, etc. Raute nwvff from unexposed areas arouiid exp4sed areas wherever prac:tical. vu E]Ko0 Nfn 0 3. List routyne maintevance procedures to be imglemenced by the Cantractor tliraughaut lhe duratioii af cqnstruction. 5ilt traps, silt ponds, clieck danzs, ctiannel restoradan, etc. Agl wi11 requ'rre fairly constant mainteuance, especially duriiig and inunediaeely following a rain storm event. v~ El NO EINrn 0 8. Reduce the amount of mud, dirt and rvcks transported Qn[►a public rcaasiways by mntor vehicies or runoff by eanstruceing a stabilizatiQTi pad of mck spalls at entrances tv constructiern site. vp 0~O E) N~AE3 9. Frovide special prouisivns for canstructian under wet season condidQns. T]efine the seasan. v~ 0 ,0 11 N/n E1 10. Provitle final restoration grvicedures, site restorea¢ioii, access raad cleariup, cleaunitig drainage structures aitd poiids, etc. ves ❑ Ko❑Nin ❑ 11. I11CIiide 111 [tle plillla IIi~ staII(ISriI ECOS1dIS aIiCI Sed1p1e11Caf1p11 CD11iYo1 IIC7teS prEpaIed b}+ SpUkaile COllZlCy. clcLsri4 Ollan95 9 5PC3KANE COUIW7Y ENGINEERS STOPPING 51GHT D15TANCE CALCI9LAT1ON5 Oate 08-Jan-96 SAG VERTICAL CURVE Fieview 1 Reviewer Parry Prvjec# # P17 ri Project name° Mldflvme East 1 st Additivn Terram x Flat {General land slope p% ta 8%} Rolling (General land slope tv tS%) f Maun#ains (General land slape'15°/n) ROAO TYPE • UrhanfSuburban Semi-rurallFtural Pu64ic Fubhc ' Lor.al Access Local AccesS Artenai ADTcy OQ u Cailectar 1 [5D>ftC]L>400 Secondery Ma)or County Arterial ADTaq00 Prnrate 400<ADT<750 ' Extension Ea 8 or fewer lats ADT>750 TFaCt °x°° Pndat8 E,ictensivn tv 8 vr #ewer Iots Tract "x" Rvad name' Woadlawrr PVI stafivn 42+50 Length nf vertical curVe provided 100 Design Speed 40 Mm 5tgppirrg 5ight Distanoe. 275 Entenng slape [GI, -9 0[l Exding SIope {G2,'Y'n} ti' 00 G2-G1 l= A= 2 Chec#c S,L Ll = zs -({400+3 Ss}rA) L9 = -131 25 nvte: use min curve fength = O. Required mirnmum cur+re length 0 Check 5< Curve prarided is Adequate L2 = A(S"2)I(400+3.55} L2 = 111009 VcuNLElAU$P3 SPaKANE COl?NTY ENGINEERS STQPPIEVfG SIGFiT D#STANCE CALCULATIC)N5 Date' 08-.lan-96 CREST VERTICAL CLIRWE Remew# 1 Reutewer. Parry Projec9 P1731 PrQject name. Midilnrne East 1 st Additian Yerrain x Flat ({seneral land slope 0% to 8%) RoIhng {General land slape'8% tn 'la°tn} f Mountains (General larsd slape,l5°Jo) R6Ai7 TYPF- 1lrbanlSuburban Semi-rurallRural Puhhc Pubhc ' Local Access Loca1 Access Artenaf ADT{100 x Gnllector 1003ADT>400 5ecandary Major County Artenal AC}T~4(3fl E'nvate 400<ADT<750 ' Extensian ta 8 or fe+nrer lots A{7T>750 Tract "x" Rnvate Ertensian ta 8 ar fewer Ints Tract "3C" Road name• Woodlawm PiJI statian 44+00 Length of aertECal curve pravided 150 D@SIgI'Y SRBBd 4{} Mrn Stapprng Sight Distance 275 Entenng slvpe (G1, 1 00 ExMng Slope (G2, ~r'a) -1 87 G2-G1J= t4= 287 Check S>L L1=2S-(13291A) L1 = 869338 Required minimum ourve length' 86.9338 Check S<L Curve providei is Adequate L2 = A(5"2)11329 L2 = 153 314 v~a Vn,,&9a SPOKANE C04JNTY ENGINEERS STOPPING 51GHT QISTANCE CALCULATIQNS Date 08-Jara-96 5f1G lIERYICRL CIJRVE Revtew # I Fieviewer Parry Project # P1751 Prnject narrse MidilQme Eas4 Ist Additlon Terrain x Fla& (General land slape 4% to 89'a) RolEing {General land slape >S% to 15%} t MourrtaEns {General land slope >15%} R+DAD 7YPE. llrbanlSuhurhars 5emi-rurallRural Puhhc Pubfc ' Lacal Access Local Aecess Artena! ADT<9 x Ca1lectmr 100,A[}T>400 SecQndary Majvr County Arterial AdTS4[]Q Prrvate 4WCA[]T<750 ' F)densian t0 8 ar fewer lata ApT7750 Tract "X" Private Extensivra Rv 8 vr feuver lo#s 1'ract °X" Rvad name Wopolawn PVI station, inbc 32d Lengfh af verGcal curve prawded 0 f]esign Speed 40 {1Am Stoppmg Sight Qistance 275 Entenng slope (G1, -1 $7 Exrtrng Slape (iG2, 96) 200 G2-G1l= R= 387 Check 5>L L1= 28 -((400+3 5s)/A) L1 = 197933 Required minimum eurue langth: 197.933 Cheek S<L. Curve pravided is Toa short L2 = A(5"2)1[400+3 55] L2 = 214803 Ycurv1_11.vV3 SPOKANE COUNTY ENG1IVEERS STOPPfNG SfGHT DI5Tf1NCE CALCULATIONS Date' 08 Jan-9F SAG VERTICAL GLlRVE Review # 1 Reviewer Parry Pr9ject # P1751 Pr~ject name: Midilome East 1 st Additian Terrain x Flat {General land slope a% to 896} Rallirsg (General land slape to 15%) f Mauntains {Generaf land slape >15%) RpAf] TYPE UrbHnfSuhurban Semi-rurallRural Public Puhhc x Local Access Lncas Access Arteriaf AdT<1 [7f3 " Cailector 1 00'fIC7Tg400 5econdary Major Cvunty ArterEa! AT3T<4L0 Private 400<ADT<750 ' EAension tfl 8 or fewer lats PDT>750 Tract "7C" Pnvate Extensian tv B or fewer lats Trset "X" Road name 35th Ave PIJI stativn 9+50 Length af venccal cunre pravided 50 flesign Speed SO Min 5tapprng S'rght Distance 200 Entenng slope (Gi, 96) -280 Exiting 51a,pe (G2, 9i,) 250 G2-G91= A= 51 Check S>L Li = 2s -[(4100+3 5s}fA) LZ = 984314 Required minimum cunve lerrgth 184.314 Check 5CL Curve provided is Tvo short L2 = A(5' `z)I(4W+3 5s) L7 = 185 455 volr.ri W.Vs 5P0K4NE COUNTY ENGIhIEERS STOF'PING 51GHT C#ISTANCE CALCULATIONS Date 08-Jan-96 CREST VERTICAL CURVE Rediew 1 Revievrer Parry Project # P7751 Prmjeet name. Midllame East 1st Additien r Terrain x Flat (General land slope 0% to 8°fa) Rolhng (General land slape'8% ta 159b) f Mountains (General land slope'15%) ROAD TYPE LfrbanlSutsurban 5emi-rurallRural Pubhc Public x Local flccess Lacal Access Artenal AIJTs9 []0 ' Callector 100=l1DT>400 Secondary Major County Artenal AOT<400 Pnvate 400<AOTe750 ' Eackension to 8or fewer Iots ADT>750 Tract °X" Pnvate Extensian fo & or fewer lots Tract "x" Road name McDonald PVI station 44+50 Length ef vertical curve provided' 150 Design 5peed 30 MEn, 5tvppmg 5ight Distance 200 Entenng slope (01, 1.00 Exiting Slope (G2, °r5) -2 2Q G2-G1 1= A- 32 Check 5'L L3 =25-(9 329IA) L,1 = -15 373 note use mm aurve lengfta = Q Required cninimum curva length' 0 Check S<L Curve pmvided is Adequate L2 = q(S••2)I9329 L2= 96313 vcurcL.I1Ang47 SPOKANE COUNTY ENGiNEERS 5TC3PPING SIGHT QISTANCE CALCULFITIQNS Date' [?8-Jan-96 SAG VERTIGAL CURVE Review#. 1 Rewewer Parry Proled # P1751 Froject nams Mitlflvme East 1 st AdditEon Terram x FIaY (General land slope O% ta 8%) RQlling {CenerW Iand slope 5896 ta 15%} f Mountams ({aeneral Iand slope ,15°do} Ft47AD IYPE- lJrbanlSuburqan Semi-rural{Rural Puhlic Pu61ic x Local Avicess Local Access Artena! Al7T<100 ' Coilectar 1 005AD7>400 Secondary Mayvr County Arterial ADT<401) Pmraie 40C1<AC}T<750 ' Ectensian to 8 ar fewer Iots ADT,750 firact 'W' Prirrate Extension tn 8 nr fieurer 'Pots Tract "x" Road nams' McQonald PLII statian: 48+50 Length of aertical curve provide[f 100 Design 5peed' Sa Min Stappmg 5ight bistance 200 Enter€ng slflpe [G1, -220 Exrting 51ope (G2, -9 20 G2-G9 J- A= 1 Gheck S>L L1 = 25 -({4[70+3 55)IA} L1 = -700 nvte use min curve length = v Required mimmum eunse length 0 Check S<L: Curve promdevi is Adequate L2 = A(S"2)I[400+3 55) L2 = 363636 W,wi irnW03 SPaKANE COl1NTY ENGINEERS ST4)PPdNG SIGHT DISTANCE CHLCLJLA"fIC3NS Date. 08-Jan-36 5AG VERTICAL CURVE RQHIEW # I Reviewer Parry Project P1751 Pruject name- Midlloine East lst Additian Terram x Flat (Gerseral land slQpe 096 to 8%) RQllirsg [General land slope >B% #01a%] € Mountains {General land slape >15°To} R[}RD TYPE LJrk>aNSuhurban 5erni-rurallRural Pubtic Public x Local Access Loaal Access Artena4 ADT<900 ' Ca9lectmr 100>ADT>4[tD 5econdary Ma3ar Gounty Flrtenal RDTa444 PrTvate 408CADTr750 ' Extensian to 8 ar fewer lots AC1T>750 Tract "74" Private Ezdension to $ or fewer [ots Trect "x" Road narne McDonafd Plll statian mbc 32nd Length of Vsrtical curvs prawdef 0 Design Speed 30 All€n 5toppmg Sight Oistance 200 Entenng stnpe (Gi, -120 E)ating Slope (G2, 96) 2 00 G2-G1 J= A= 12 Check 5aL Ly = 2s -((400+3 5s)rA) L1 = 56.25 Required minirnum curve length: 58.25 Check S<L Curve providQd is Tao shart L2 = A(S"2)I(4(30+3 5S} L2 = 19 6 364 VCMwt ur,Wa SPOKANE COUNTY ENGInfEERS STQPPIEVG SIGHT DISTANGE CI7LG'l}Lf17lONS Qate' ❑8-Jan-96 CREST 11ERTICAL CIJRVE Rernevu # 1 Reviewer Parry PrQject P7751 Prolect name MEd[Iome East 1st Addltfon Terram x Flat {General land slope 0% tv 89'0} Rollmg (General land sEope >8% ta 15%) f Mountains {General land slope >15%} RC]AD TYPE: lJrbaNSuhur6an Semi-tut'allRur'ai Puhlic Public ac Lacaf Rvicess LocaI Access Artenal AE}T<1 00 ' Gollector 10[]>ADTs400 Secondary Ma'or County Artenaf RDT<400 Prnrate 400sA.DT<754 ° Extension to 8 or fewer Iots AF3T>750 Tract "?C" Pnvate Factension to 8 rar fewer Imts Tract 'X' Road raame 33rd Court PVI station 2+25 Lerrtgth Qf aertical curve prawded 150 Design Speed 30 Mm Stgpping 5ight Distance 200 Entenng slvpe {G1, 0 &0 ExrUng slape (GZ, -t 13 G2-G1 J= A= 1 33 Check SaL L1=25-(13291f1) L1 = -2$8 6 nate use min eurve length = Q Required minimum cunre length 0 Check 5<L Curve provided is Adequate Lz = A(s••2)11329 Lz = 580888 vnw21}Aug43 SPQItANE CDUNTV ENGINEERS Si°OPPING 51GHT DISTfINGE CALGULA71QNS Date. 08-Jan-96 5AG VERTICAL Cl1RVE Review 1 Remewer• Parry Pmject # F'1751 Project name Midilvme East 1 st AddHivn 7errain x Flat (Generl fand slvpe 0% to 8%) Rvlling {General land slape >8°r5 to 159G) f Mountains (General Iand slope > 15%) RC1A0 TlPE Ur6anlSufourhan Semi-rurallRural Pubiic Putrhe x LocalAccess LocalAccess Artenal ADT000 ' Collector 1 00>AQT>400 Secondary Ma]vr Cvunty Arterial ADT=4L30 Private 400<ADT=750 " Extensian to 8 or fewer lats Rf}T>750 Tract "JS° Pnvate ExtensiQn to B ar fewer'tots Tract "X" Road name 33rd Court PVI stahvn mtas McDonald Length of vertical aurve proVided ❑ Design Speed 30 M[n Stopping 5ight Distarsee 200 Entermg slvpe {G1, -1 13 Exiting Slvpe (G2, 96): 2 78 G2-G1 J= A= 351 Check S>L L1 = 25 -({400+3 55}IA) L1 = 11867 Required minimum curve length 118.57 Check 5CL Curve pravided is Tov short L.2 = A(S"2)[(40[}+3 55) L2 = 142182 vcurv2 V,wg91 sPaKaNE cvUrv~ ENGiNEERs STOPPING SfGHT D15TANCE CALCLILATIONS Date 08-Jan-96 CRESZVERTfCALCURVE Review# 1 Reviawer Parry F'ra}ect # R1751 Praaect name Midilvme East 1 st Add[t€on Terram x Flat (Generaf land slvpe 0°lo #0 8%) RoIling {General'land slope >8% tv 15%} f Mountains (General'land &lope > 15 ROAp TYPE UrbaNSuburban Sem%rurallRural Puhhc Pubhc x Local Access Local Access Artenal AC7T<100 ' Collecivr 100>AOTS400 Secvrsdary Malor Cvunty Arterial AC]Tc400 Prnrate 400cA[)T<750 ' Extension ta 8 nr fewer fots ADT,750 Traet "x' Pnvate E)densivrr tfl 8 or Tewei- lars Yra~ 'W„ Road neme Vercler P1lI sfaYron 32+50 Length nf vertical cvrve prnvnded 150 E}esign 5peed Sfll Mm Stnpping Sight OisG3nca 200 Entenng sEope {G1, 1 Exiting Slope (G2, -1 60 G2-G1 J= A= 26 Check 5,L L1=2S-{13291A} L1 = -131 15 note, use min curve length =0 Required minimum curve length° 0 Check S<L Curve pravided is Adequate L2 = FI(S"2)11329 IL2 = 782543 us~m~l..unug~ SPC]KANE CDUNTY EiNGIlVEERS STOPPIIVG SIGHT D15TANCE CALGULATIONS Qate• ❑8-Jan-9fi 5AG VERTICAL CURVE Redtew # 1 Reviewer: Rarry Proaect P9751 Prvject name INidilame East 9st Additivn Terrain x F1at (General land slope D% to 8%) Rolhng (General land slape >8% tn 15%) f Mountains {General land slope a15%} ROAQ TYPE Urbanl5uhurban 5emi-rurallRural Public Pubhc x tvcal Aecess Lvcal Access Rctenal AI7T000 ' Collector 9009ADT>40(} Secondary Majat Gaunty Artenal A07e400 Prrvate 400<4DT<750 ' Extensian tv 8+sr fever lats AdT>750 Trac4 "x" Pnvat~ E)dension to 8 or fevrer lots Tract "X" Raad name. Vercler PVI statiQn 34+75 Lengih nf vertical cunee ,panvided: 200 Design Spe2d 30 Min Stopping 5ight Distance 200 Entering slope [G1, 96] -1 fi0 Exiiing 51ope (G2, °fa) 100 G2-G1 J= A= 26 Check 5>L L1 = 25 -((400+3 5S)IA) L1 = -23 077 nate use min curve length = 0. Fdequued minimum curve length 0 Check 5aL Curve pr+awded is Adequate L2 = A(S*`2)![400+3 55] L2 = J4.545.~ vcurw2.1/rtu$93 SPOKANE COl1NTY ENGlNEERS STaPPING 51GHT 015TAIdCE CRLCIJl.A71QN5 Date• 08-Jan-95 CREST IiERYICAL CURIAE 'Fteinew # 1 Rewewer Parry Project P1761 Prayect name Midflome East 1 st Additfon Terrain x Flat (General land slope (]9b to 8%) Roliing (Gerseral land slope >896 to 15%) f Mountams (General land slape'"15°Ia) R4}AO TYPE UrbanlSuhurban Semi-rurallRural Puhhc Pubhc x Lacal As.cess Local Access flrtenal ADTc100 ' Collector 1 00>AC}T>400 5econdary Major Coursty Arterial ApTaq00 Prnrafe 4()O<ADT<750 ' Extension tn B ar fewer Ints AaT'750 Tract "X" PnVate Extensivn ta S ar fewer 9❑ts Traet "X' Raad name Vercler PVI statian 36+75 l.ength af Verttcal curve prawded 200 Resign 5peed 30 Min Sbpping 5ight Distarsce 200 Errtenng slope (G1, 100 Extng 51ope [G2, 96]. -i 8$ G2-04J= A= 288 Cheek S3L L9 =2S-(13291A) L1 = -61 458 note: use min curve length = I} Required mirnmum currae length 0 Check S<L' Cunve prawded is Rdequate L2 = A(S"2)f1329 L2 = 86 M7 vr~vz.un~ss SPDKAAiE CQUNTY ENGINEERS STUPRING StGHT f]ISTANCE CALCULATIClNS date 08-lan-96 5AG VER7ICAC CUFtVE ReAew # 1 Reaiewer Parry Prokect P1751 Prgject name Midifome East 1 st Additfon Terrain, x Flat (GeneraN land slope 4% to 8%) Rolfing (General land slQpe >S%ta 15%) f AAountains (General land slope >15%) R0A0 TYPE UrbaNSuhur~han 5emi=rurallRura9 Public Public x Loeal Acoess Local Access Artenal ADTc1 00 ' Collector 100,ADT>400 Secandary Major County Artanaf AUY<40D Private 400CRDT<750 ' Extensian t4 8 or fewer lots ADT>750 Tract "JC" Priva4e Eactensian to S Qr fewer lots Tract "X" Rcrad name Vercler Plll statian intsc Woedlawrr Lengih of verlical curve prnvitded• 0 Design Speed 30 Min Stvpping 5ight Disfanse; 290 Entering slope {C'i, -1.8$ Exiting Slope (G2, 2 78 G2-Gi l= fl= 466 Check S>L- t1 = 25 -({400+3 5S}1A) L1 = 163 948 Required mmimum curve lersgth• 163.948 Chec3c SCL Curve praVided is 700 5hart I2 = A{s"2}I(440+3 5S) l.2 = 169455 v=rV2.vnVs SPDx4ANE CD4JNTY ENGINEERS SYOPPING S1GHT DISTANGE CALCULATIC1A15 Date Q&Jan-96 SRG 1/ERTIGWL CURVE Rerriew # 9 Revaewer. Parry Project # P1751 Prolect name iNidilome East 1st Addition Terrairr' x Flat (Ceneral land slape 0°,6 to 8%) Rvlling (General larnd slape >B% to 15%) i Mvunfain5 [Ceneral land slope >9596] RC7AD TYPE UrbaNSuburhan 5emi-rurallRural Puhlic Rubhc x Lacal Aocess Local Acr.ess Attenal AOT`9 00 ' Cesllector 1 f]O>AGT>4Dt7 Secvndary Majar County Artenal ADT<400 Pnvate 400=AOT<750 " Extension to B or ffevrer Eots A[]T5750 "faact "?C" Prvate Extensian ta 8 ar fewer lats Tract "X" Raad name Verc3er Cowrt PVI stafian intc Woadlswn Length af vertical curve provided 1) Qesign Speed 30 Min StQpping 5ight Distance 200 Enfenng slope {G1, -278 Exftmg 51npe (G2, R6) -080 , G2-G1 J= A= 1 98 Gheck S7L Li = 2S -{(400+155)IA} L1 = -155 56 note use mm curve length = fl Required mmimum curve leng#h 0 Check S<L Curve provrided is Adeauate L2 = A(5"2)1(400+3 55) L2 = 72 vcvrt~3. I/W3 SP4KARlE CQUNTY ENGINEERS STaPPING 51GHT DISTRNCE GALCULAYIONS Date, 08-Jan-96 SAG VERTICAL CUFdVE Review °N Revrewer- Parry Prflject # R1151 Project name: Midilome East 1 st Ad[lltlon Terrain x Flet (General Isnd slope Q% tv 8°Io) Rvlhng (General land slope >896 to 15%) fi Mountains [General land &Iope > 15%) ROAb TYPE Ur6aN5uhurhan Semi-narallRural Public Publi❑ x Loc,al Access Local Hccess Artenal ADTsY GG ' Callectar 1 DO'ApLa400 5econdary Major Gaunty Artenal ADTe-000 Prntate 400eA0Tc754 ' Futensian to 8 ar fewer lat5 AE]T>750 7ract "X" PrNate Extensian tv 8 or fewer Ivts Tract Road name Veroler Caurt PVI station 1+40 Length oT vertzcal Eurve provided 50 Design 5peed 30 Min Stapping 5tgh4 C3istance 200 Entering slope (G1, -080 Exiting Slope (G2, °IQ) 076 G2-G1 J= A= 156 Cheek S>L L1 = 25 -([400+3 5S]IA) L1 = -305 13 nate use mm curve length = fl Required minimum curve length 0 Gheck 5CL Cur►+e prohded as Adequate L2 = A(5"2)1(400+3 55) L2 = 56 7273 YCWm.unWs SPaKANE CC}UNTI' ENGIEVEERS STOPPING SIGHT DISTANCE CALCULATIQNS Date, OB-.1an-95 5AG VERTICAL CURIJE Revrew # I Rewewer Farry Prfl}ect # P9751 Project name: Midllome EarstIst Additlon Terrain x Flat (General land slape 0% tm 8°Jo) Rolhng (General land slope >896 to 15%) f Mourrtams (t;eneral land slmpe'15°.G,) R4AL TYPE Urbanl5uburban Ssmi-ruraVRural Puhlic Pubhc x Lacal Access Local Access RrtenaE f1DT<100 ' CQflectmr 100>AQT>400 8econdary Major County Arterial ADT=4(]0 Pnwate 400<ADT<750 ' ExEensiarr to 8 csr fewer lats AOT,750 rract °x° Pnvate Extensivn ka 8 ar fewer lots Traci 'W' Roacf name 34th Courk PVI station Enbc Vercler Lersgfh of vertical curve prowded ❑ Oesign Speed 30 Min. 5tvpping Sight [7istance 200 Entering slape (Gi, -278 Exiting 51ope tG2, %J 1 2l7' G2-G1 J= A= 3.98 Check S>t L1 = 2S -((400t3 55)IA) L1 = 123518 Requued mirsimum curve length 123.818 Check S=L Curve provided is Tvo shon L2 = A(5"2)I(400+3 5S) L2 = 144 727 -MV2.un"03 SP41{ANE CC7UNTY ENGINEERS 5Tc]PF'ING 51GHT DISTRNCE CALCkJLA71ONS f}ate 08-Jan-96 CREST VERTICAL CURVE ReVSew # 1 RerRewea: Parry Project # P1751 F'roject name Midifrsme East '1st Additlvn Terrain. x Flat {General land slape 056 to 856} Rvlling (General land slnpe >8% tc+ 15%) F MounGains (General larsd slope >9596) ROAD T"lPE Ltrbanl5uburban 5emi-rurallRural Public Public x LacalAccess LocalPocess Artenal ADTr100 ' Cafl2ctor 1(3[33ADT>400 5ecvndary Malor County Rrtenal AC]Y=4Qp Pnvate 400<t4❑FTe750 ' Ectension ta 8 or fewer luts AdT>TS[} Tract "X" Pridate Extensivn tv 8 or fewer lots TracY 'W' Raad name 34th Gourt PVI stativn 2+00 Length af Vertical curve pravided 150 Design 5,peed 30 Mm StvppEng 5ight Distance 200 Entering slape (G1, 1 20 Exifing Slope (G2, °Io) -1 fl(] G2-G1 J= A= Z2 CheCk S>L L1=2S-(9 3291A) L1 = -204 09 note use min curve Iength ~ LD F2equired mmimum currre length. 0 Check 5<L Gur+re pravided is Adequate L2 = A(5"2)11329 l,2 = 662152 V=.a.u,aU0a SPQKANE CDUNYY ENGINEERS &TC]PPING S1GHT [71STANCE CALCULATIt]N8 Date 08-Jan-96 SACs lAER71GAL CURlfE Retnew # 1 Rewewer, Parry Prajact # P1751 Frolect name Midllome East 9 st Additiort Terrain x Flat (Generaf fand sfope D% ta Ralling {General land sEope >8% #o 45%} f Mountains {Genera9 land slope ,15%} RDAD TYPE llrbanl5uhurhan Semi-rurallRural Rubhc Pubhc x Loca9 Access Locaf Access Arterial AOT<1 00 ' Callector 1 00>ADT>400 Secarsdary Malor County Artenal ADTs400 Prrvate 40[3CADT<750 ' Extension tv 8 or €ewer lots A[3T>750 Tract "X" Pnriate Ectension to 8 or fewer Iots Tfaact "X" Rvad name 34th Ave P1Ai stafian- mtx Woadlawn Length of verticaf cvrve prnvtded 0 Uesrgn Speed 30 Mm 5toppmg SigM Ciistsnce 200 Entenng slape {G1, -2 50 Enting SPope (G2, -080 G2-G1 J- A= 1.7 Cheak S>'L L1 = 2S -({400+3 55}lA) L'1 = -247 06 note use min curve length c D Reqwred miaiimum ounre length: 0 Gheck SzL Gur+ee provided is Adequate L.2 = f1{5••2}I(400f3.55) L2 = 61 8182 vsw52..llAW3 SPOKANE COUNTh' ENGINEERS 5TOPPfNG SIGHT DISTANCE CA'LCLILATIONS Dste 08-Jan-55 SAG VERTICAL CLIRIAE Review 1 Reviewer Parry Prvject # P1751 PrQject name MEdflome East ist AddltEon 7errain x Flat (Generai fand slope Q% tv 8%) Rolling (General land slope >S°lb to 15%) f AAountains (Gerseral land slope 31596) RC3AD TYFE Ur6anl5uburEian 5emi-rural/Rural Public Public x Local Access Local Access Artenal AGT<100 ' Cvllectar 1 04>ADT'440 5eeondary Major County ArterEal ADTC4DO Prneata 400<ADT<750 ' Extensian to 8 vt fewer Ivts ADT>750 Tract "?t" Pnvate Extension ta 8 ar fewer lat5 Tract ')C' Road narrre 34th Ave PVI statian 1+75 Length af rrertical ounre provided 100 Design 5peed 34 Min Stappmg Sight [3istance 200 Entenng slope {G1, '96} -080 Exttmg Slape (G2, °Io) 1 00 G2-0 9A= 1.8 Check S>L L1 = 25 -((400+3 5S)IA) L1 - -211 11 note: use min curve length = Q Required minimum curve length D Check S<L. Curve pruvnded is Adequate L2 = A(5"2)1(40U+3 55) L2 = 654545 YaWrr Vn+99r3 SPOKANE COUNTY ENGiNEEftS STC}PPING 51GHT 015TANGE CALCULATIONS Dafe 08-Jarr96 CREST VFRTICAL CURVE Fteview # 1 Rcvievver. Parry Project # P1751 Project nama Midilome East 9 st Rddikinn Terrain x Fla# (Genera4 land slvpe 0% to 8%) Rolling (General Eand slope >B% to 1596) t Mountains (General lantl slvpe'S5%) RaAO TYPE UrbaNSuburhan 5emi-ruraflRural Pubiic Puhlic x LacalAccess LocalAccess Artenal ADT=1 Oa ' Collector 100>ApT>460 5ecandary Major GQUrdy Arterial ,ACDT<d06 Pr'svate 400w4D7c750 ' Extensivn to 8 vr fewer luts ACJT7750 Tract "r Pdvate Extensian to 8 or deweT lots Tract "3C° Raad name 34th Ave PVI stafion 2+75 Length rsf vertical curve prvVisieci 100 Design 5peed 30 Min Stvpping Sight C3istarsce 200 Entenng slape {G1, 100 Exifing Slope {G2, -1 BE G2-G1 J= A= 286 Check 9L L1=25-(9329IA) L1 r -64 685 rsote use min cunre lersgth Required mirsimum cunve length D Check SCL Gurve provideci is Rdequate L2 = A(S"2)11329 Lz = 860798 VMV2_uAM9-1 SPQKANE COUNTY ENGlNEERS S7CIPPING 51GHT DISTANCE CALCULATIDNS Date 08-Jan-96 SAG VERTICAL CURVE Rewew# 'k Reaiewer Parry Profect # P1757 Prnject name• Midil'ome East 7'S! Addition Yemain. x Flat (General land slope Q% ta 8%) Rvlhng (General land slope >896 to 15%) f Mauntams (General lan[S slope 515%} ROAQ TYPE 4Jrbanl5uhurban Semi-nsrallRural Pu6fc Pu61ic x Lcacal Access Lacal Rcaess Arten11 ADTc1 00 ' Callector 100gALYT>4[]0 5econdary MajQr County Artenal fIC7T44f]0 Private 400<ADYC76(] ' Extension ta 8 ar fewer lats dDT>750 Tract „X" Pm+ate Fidensian to $ vr iewer IvtS Tract "?C" Road name 34th AVe PVI siation inbc McDQnald Length of vertical curve provEded. a DesEgn Speed 30 Min. 5tapping Sight Disiance. 200 Entenng slope (GI, 96) -9 86 Exaing 51ape (G2, 96). 2 75 G2-G1 l= A= 461 Check 5>L L9 = 2S -({400+3 55}IA) L1 = 161 398 Reyuired minimum curve length. 161.388 Check StL Curve proaEded fs Tao short L2 - A(5"2)1(400+3.55) L2 = 167 636 vrnrvz. vAngss ~ P ~~ORM■ i i B Tl..1~ ~RAIN1 1V la REPVRT M1L+F~~~~ EAST i S1 ADDiTIOl 1 ~.~~Ge1i3beT 12, 1995 ~ Prepared by: REC~ ~ VED , Simpsan Engineers, Inc. DEG 12 095 ~ Nortli 909 Ai'g[JnCle Road 5P6kANE GOIJNTY ENGINEER Sgokane, Waslaington 99212 ~ ~ OFFict~ ~UBLIC aOcUMENr SAC3KAWE CO[.N7Y ENCafNEEFt'S OFFICE 0 R~~INA L PRC7JECT 9 ?t SU0M1TTAL # Z ~ TABLE OF GONTENTS RETURN TU +CflLJNTY EN4aINEER ~ ~ 1. Suta°immary ' 11. Stomnwater Uraiilage Calculations for Midilame East I st Additiosl: ~ Basins A through .TM~.111. Attaclinients: ~ ~ S.C.S. soxls map, and sail description ~ 32nd E1venue curb grade calculation sheet , - ~g~,t_I~jst~nce ~I~aly s~~ and Map, ~r~J'~- vN. Mc~a ~%'Asy,~~ ti ~ ~r1 578 ~ F-cP oATE 7ow 1 t ' _ Stvrmwater Drainage Repart• Midilarne East lst Addition S[J11EMARY: This praject is located south of 32nd Avenue and east of Pines Rvad, The plat propvses 64 residential lots totaling approximately 23 acres. The develcrpment is divided inta e'rghteen (18) basins; A through rrA See Drainage Map for Mdiloine East T st Additian. Each basin is compased of two subareas; gTa55 iawns and swales, and 2} impervious roofs, drive►n+ays, and asphait paved streets. Stormwater flows averland acrass roofs, grass ]awzrs, and driveways and inta grass swales hehind the street curbs. Stcrrmwater frvrn asphalt streets flows alang the Gurb gutters and inta the grass swales through driveway curb cuts and curb ppenings located at low points in the curb profile. As specified in the "Guidelines far Stot-rnwafier Managernent", page 54, whePe a sloping swaIe is less ihan 100 feet Zong, and slopes 1% or less, the swaie may be cansidered flat. .Driveways along the road will obstruct the swales, creating a series of individual swales that are less than lOf] feet long and less than 1,0%, and 6 inches deep between the driveways. Therefare, eaeh swale will be considered as flat. Stormwater will fill each swale ta a 6inch depth and then oVerfiaw across each driVeway until the water reaches the final swale and dryvvell(s). , The grass swales were calculated t❑ hold the first 1f2" of rainfall runoffouer the asphait s#reet areas, ~ Ftgure 2, page 6-3, of the °Guidelines for 5tormwater Management'", by Spakane Crsuniy Engineers, was used for rainfaZl intensity and duratian occurr'rng at a 10-year storm frequency. For basins 0~, 5 and T, a 50-year starm frequency was used because of offsite areas. - The Racional and Sowstring Methods were used to calculate the peak stormwater runofF far each basin, and the type and number of dryywells needed for each basin based on the st❑rage capacity of the swaie Tn accasdance with "Sail Sunaey, Spvkane County, Washingtan°, 1958, the saii at the site is categorized as Gmffl, Garrison very gravelly lvarn, similar to Caarrison gravelly loam, except that the surf'ace iayer is very gravelly. This type of svil is considered acceptable far drywelp installation per Sectian 44 1 of "~'ruidelines for Stormwater Managemerat" . ' hRTIONAL FOF:IIUL.A HYi]ROLCJGY DA1"E = 12/8/95 DESTGNER = k: W I"IGMlJLK'IN ~~HSIiV "F" F{ROJEC T IVF+ME = C'k 1DILC:1}IE EAST 1 ST ADI7 T TI ON DESCRIF'TI 0N = STC7Rh7UJR'TER DF:A I NAGE SUBAREA 1=. 53 AChES SUBAREA 1 F:UNC]FF L"OEFF iCT ENT = .9 SUBAREA 79 ACRES al.lBARE 2 RUNOFr-'F COEFF T C I EIVT = .115 1'ClTAL RREA = 1.32 Af.yf,`E5 ICOMF'O5 ITE RI..11WC1FF CE7EFF I C I EIVT = . 451 1 W'ra3fa 7,6--,6 CJVEFiLA1WT3 FLOW VALUES . Ct - .15 L .G _ i N _ .4 5 = '~@ ev CHMPJi'+IEL FLOW VALUES L. - b[^~ ' Z1 = 7...a T 2 - 3.6 iV - .03 B = U S _ . oci43 TD = ,3Ea24 CO1~PUTED VALUE5 DuR - B.Zs ~10 = 2,~7 ID iC) 1.a~ r~A - i . 4~ . BdWSTF: Ii'dU L"ALCLiLtiTT ONS DAYE ~ 1218I95 I}ES I GNER = V? W!"1G1;1lJLk:I N BASIN "F„ PROJECT NaME = MzDzLOiIE EAsT IST a~~ITrON DEscR1Pr Y oN =STORMwArER DRAIivAGE t t inter,51 ty Odev. vi3-i vcaLit Storage [mi ri. 7 (Sec. ) (in.Irir. ) {c.f.s. ) (cu. •Ft. ) {CU, ft. ) (CLt. ft. ] ti. C) 300 18 1.139 76I .;00 461 8.4 ~ 50:~ 2.47 1.47 992 503 49~~1 1 C). (P 600 2. WZ 4 1 . ;r , l; 8 600 42a 15.0 904 1.77 1.05 1 T7-19 900 22~'i 21 0 , r.) 1200 1.45 .86 11E14 22 cIO -16 25. C) 1500 1.21 .7' 120-4I 1500 -°296 W. ii 1800 1.04 .62 122 1 18CsfF -579 715.0 21f00 .91 .54 1=1 2100 4 tJ. Cs 241.)C~ .82 .4~7 11.~~~i s:^4~~~:1 ~"11~F5 45.0 2700 .74 .411 1265 'u'-. 7 CiC) -14 __1 15 s 50. Q 3000 1 .68 .40 1284 30[e![;P - 1716 ia. C1 31 ~0 0 .64 .718 I72 7. =100 -1977 60. 0 .61 . z~6 I =~7Ca 5, bC) I_s -2 2:: C) 6J. 0 3900 .60 • .b5 1442 .1701.) ..,.24w.l8 70.0 4200 .58 .715 151C) 420C.) w2690 75.0 41500 .56 a 71::S 1 1544 4500 -29~6 8c=a. ~:a 4SC1~? . v~ . 32 1 5b5' 48~~C~ - 1 e5.0 51CIU .52 .31 1617 5100 -__"•483 90.0 540I_) .50 . - o 1659 5400 ° _',74 1 95.0 5700 .49 .29 1713 5700 •--Z~987 1 CIC). r) 6csoC? .48 . iq 1764 6000 -4236 l"HE MAX TP'iUM 5°f'C]1=iHGE IS ~~$0. a2BS577a6 CU. FT. w -fhe txrne of crai-icentratxon iz Fi.5E115s:)4 rTixn Ll te s. The Ui1deve1 a~ed flow ~~~t is 1 c . -F. s. I"EN YE;R STORI'1 CFaLC ~ . _ _ _ _ ~-F~~.t~ R~ A L_C.U-L.~,~'.~ oAf - - - • . . _~-w ~ - _ . _ F`• ~ ~-~l - ~~__[3_[~_ ~.~1 Y ~ _ - - - ~ `^f ~ t,h_ ~ Y ~ irt~'~ . _ ----1~:~n'~f'. - - - - . . ; - - - - - - ~ • • _ _ - ~ ty~1 "`s.~ i?t _.."~f D_. r1U ~ `4 1 :'C~: - 4-- - . __.._----------_..__.____..____-_.._.F.~__---- - - - - - - - - - ~ D p a F ~ - - - o v0 't I." - - ~ - . _ e n r~ _f~__~ Q_u.~ - _ _ ,o~_~a _ t ~ • _ . . _ . Vt -4 us E IN.~"a t_z~US~''~? ao D ~?,~?'p 1•~1 - ~ ~a~i,5~~ _~1~1,t --~~r~~b . . _ ~~7r~`~~- 4 . _ . ~ . . . _ - - - ~ - - - - - - l f~ . v ,S ~ ~ ~ ra- ~ 'f' O~ C~ L°. 4 L~ ~ ~ i ~i. [p P ~ ~ ~ ~ rv ~ ~ ~ 5 ~ - o7- - - ~~i F7vw s'k r►+n Y----~~.~ 'F°~ 1 ~ ► vu~~ e r~.1 ~l "0~~ ~ - • - - - - ~ o N s l ~ E ~ - - - - - _ . . _ _ ~ ~ k c T : o uk ic ^ST~~.aGr vv►-t~ r_-u_i_.___ ~.9'l l _f - - ~_~l7_IL'Ql~i~- ~-s ~ r,~1J ~T to .~~--~r ~7~f'•~it1f~C"a~ CF.LCULi;`C 1otA µ ~ ❑ ~ ; ~*1 A L- G ~ D ~,G ~7 f'.~ 1 hl j~f~V ~ tA F- 1, 1`T Diz F, e r~.., ~ 1 --~_~`~6.~.~~~ ~ - - • ~ E~ .~..~1~ ~T• ~C•r'~~~~~•~t ~ r i ~ ~ f~ r~- - 1~Iz. G!~ F~•r ~"~1~\L•`i.l'1.`~- l1='~ ~~4." .._~.512, : F-~.' (~u R•`~'~ r~: ~ . . '~1~ . . ~`*~G~'~~11~4} ~ ~5~~- ~T.L ~~•j ~i~~fl~E•~~ ~i~~ ' k~l~k r`~ ` t f_T7 E A-j~~' ~iI? 1Z~~ 1~1.~ , 'r-~~ ~l`~ ~'~j~~ ~ ~ ~'~-~~1- FT 1`l~O FT.~ l•-~'r - F-t. ~ s • - t~,~~~3 ~~r~' . 22~ , RATIONAL FphMULA HYDROLOGY DATE = 8f1/95 I]ESIGNER = k: W I"1CMWLk:IN~ BASIN "H„ r F'RO.7ECT NAME - MIDILC1r"IE EAST fST ADDITIC]IV DE5G1; T P7° ION =ST❑F:MWAT'ER DRR I NAGE ' EiLJ1$AREla 1 = .75 F1CRE5 , 5LlBAF+EA 1 F:UNCiFF CDEF~ ~ ~ ~ EN7 . 9 SIJBF;I=kEA 2= 1.81 ACFiES SLJE{AREA 2 FiUN[.lFF GQEFk° T C rENT = .15 TfITAL AF;Efl ~ 2.56 ACRES GOMPQ'-" I TE hUfVOFF COEFFI C I Ei'JT = . a6972656?.5 OUERLRND Fi,..L1W VALUES C °k = . 15 L - ~i N 4 5 - .01 CHAIV#VEL FL,.OW VALUES L = 660 21 = 7'.3 Z2 = E3.6 IV ~ . 0-:r B = 0 5 - .0],5 TIJ ~ . 419 Ci7MF'R,1TEL? VAL.UES IyLJR - a.17 ' k1 CF = 14 010 = 2.97 ~DA..._. BOWSTRING CALEULATIaNS DATE _ 8l1195 llESIGNEF: = K W MCf'1L]LKIN BASIN "d-!" PRCJ,]ECT NAME = 6Yi I DI L(]3IE EAST 1 S7' Ai}I3I7' IO1V I3ESCl; TP7I ON = STORI"IWATEFi L7RR TNAGE . t t TntPnaa, ty Odev. Vin VOLY't Stnrage (min. ) (sec. ) [inw Ihr. ) ts. f. s. f tcu. ft. l [CLi. ft. ) ScLi. ft. i 300 5 . Cr . 1 B . C) 1 121(1 F,C~C~ 910 5. 2 T310 Z. #Y 2.97 123C3 tii.L+ 7iJ 10.0 600 2.24 '21. 12 1496 600 E796 15.0 900 1.77 1.68 1684 900 784 20.0 1200 1.45 1.37 1772 1200 572 25.C1 1500 1.21 1.15 1 53 7-i9 151.10 3 3 9 uC1. C9 1 a C10 1. 04 .99 1876 1 ano 76 35.0 2100 .91 .86 1900 2100 -200 40.0 iYL+L+ a PI•-2 •78 19 4 5 244_10 -455 45.0 2700 .74 .70 19 6 113 270[.7 Ji 15 5(_). t,) :3000 . 68 .64 1999 --N f) l:s 55. C) •y.m~C10 .64 .61 2067; 3w00 -1237 ' 60. 0 3600 .61 . 5H 2139 3600 -1461 65.0 :3900 .60 .56 2256 ,900 -1644 10. C) 4200 . 5E3 . 4200 --1836 715. Ca 4504 .56 . v.~ 2419 4500 --°::CfSF 817. f 1 4e1.1C1 .50 2461 490! -2339 85.0 5100 .52 . 47 iJL ! 5100 '°"2-563 T{_). 5400 . Jil .47 2605 544.Io -2✓ 7J 95.0 ,.FJ7C1L+ .49 .46 2692" 5700 -3GtilB 3 CE~~. 600C~ .48 . 45 i'7'~4 6~~~II.1 -Jii6 THE MAXIML9M STDFiAGE IS~ kig:p.446 .::•faB4,.5 .t CLI. FT. * 7he ti me ai concentrati on is 5.170212 friintttes. 7he Undeuel oped +1 ow aut is~ l'EN YEAFi STD -rir'I CfaLC MlDII.OMS EAST l5T AUD~TtoN ._I~Q~ IZ838 . . W, Atti AGE CMLCULAZ I o.NS - • ~wM i~ Yt2E-DEVtiL oPENY - • - _ - - - - - ~ - - - aha- wo.s_ cuWcvalf ea ; . O S.T - DEV ELoP Mj~.N'C Y Av -a.kz. z~5(~3. F~• - A--~~~ - - - - - - _ _ . _ . • Z D D O f "i ? - - • • - • - - . . _ A ~ooFs ~ KovsEs @ . z ~z,o0o Fi•i NousE - - Z .215 63.. -r . 1-Z1 oov ~ 14~563 F:c.---------____0.33--P,~RE ~A G~~t~ss . = - 5~,~~_o__ \4,S~O3 _ L_. 13,201 FZZ - - - - - 1.108 P•c(Zti . _ ~ ~.aww_" . _ _ _ . - - - - . . _ _ . - - • - - c1o-[ti; ~~He ~ost- De.veloPv►~.e~~ . rA~e _o-~_ru~of-f _ -f ~ow~h9 oif t~e_ -to -k~e_ West_ binto Adj aceht Prvperties As_ .les s_ i 1nah Deve( opy"etit ra-te .of r urio-F-F . _Zher_e-Fore.)- - - - - t1~~, v~1~ dr A~na9 e.. ~Ac-►1►.~y _ ~lqhhed__ ~o__r_ _8as.i.h S ~~_s_a•____.. . _ tew~evro~r~ "zo8~l Swq.l.e ior Verc-ler Drive . stub road ~2054 VSToEZAGE__RSQUIRED z--A d_l_ .El 3_._- - - - - 20~`~ _STo.~AGE , _Qg-dvtUED CIZ~ 3~-~~.~.5~~ Z-- ~.d_`a _~T 3. > _101- ~ +J 7ST _ , T . H1L~. U1~ g 7 ■ s+ ~ s 77- ~ ~ Futur~ A quisitian Area 'W`r.if 5ite Sctb a ~ . ~ ~ lj ~uildirr9 1 N~-RBsideratlcsi '~at { • ~f ~ " 6iY ~ ' 88•_ - `~2~•~^'` ~ ~~r y , ~p. • ~ ` 1 ~ 1~ fr ~ ' ' ~ ~ ~ r~'-, , ~ k~ ~ B~~ ~,1QrfF ~~,a ~ • , , , . , ~ ~ h c+~ '1. ~ r n ~f v r c ~ s+ f ~ C.Q.l 'ti\ t ;C]C.. N / '4 , . ,~4 (Q rlI r 10 r%'-- Bui~ldln-~q ' ~ ° ' ~ . I • • ~ ' ~ ~q~ j ~ v ' ~ry ^I Y f ~ cU ~ ca~~ +j 1 ~ 1~ p,V ~.~C~~'~'fl~ ~ ~ ' ,1 r ~ 4 ~ ~ , ~ ~'S• v' F 1 .J" r+ + ~ . N~ ~ 'J~/ 9,1 47' ,.P5 rr- In . ~ ~Z3~'~ tidtng setaOCx ~ Ul. ~ co 15fl' ~ r ` t ! ~ . _ • ~ RATI ONAL FOr I"IIJLA Hi'DFiC7LC]GY 13~'~TE = 11 I 1 b/95 DE5 T GNCh = V 4+} MCMULw: I N F"ROJECT NAME = MII} ILOMC EAST I5T ADD. - DESCF: IF'T I 0N = F'40f -DC~V.L~ -L•L3FI~~C~~T' SUBAREA 1 = . _ 1 ACRES SIJBAhEA I R[JIqpFF CClEw FI C IEit6T = _ 9 SURAREA 2 - 1. 68 ACF'ikti-'' SUEs~REA 2 F+IJIVOFF irOEFF T C IENT = .115 l"OTFiL RRER = 2.01 ALRE,.~'s COI"IPC15 ]"f ERL.3NClFF COL°1= FI C IEN°C" . c7::~I i-k -3~~~58 DVERLF`,NLD iFLaW VALUES Ct = .15 L = 400 hl _ C IV S - • 0A.i4 CHA~~EL FLOri UALUES L = C► ' T D = 0 CC]MF'iJTED VF`,LUE'n T7 LJF2 = 1 2. 88 150 - 2.07 050 _ 1.14 DA - 0.00 p e RAT I O1VAL FORMULA HYDROLLIGY DRTE = 1 1I 16/9v I3E5I GNER = K, W MCNlJLk: IN 5053JANg PRC7JELT IVAME = MIDT LC71IE EAST 1ST ADD. DESCRI F'T T DN SUBAREA 1='::. 07, ACF:ES SLJBRRCA 1RL1NOFF C[]CFFI G TEI`3T = .25 Tq°i'AL iFi'EA = 7.07 (iG~'iES CC]#"fPOti IYE ~"iUNOFF C❑EFFI C I ENT = . 2s OVERLA6UI] FLCiW VAL1..lES Ct .15 L = 4Cis:a N - . S - . 004 CHfisIVIVEL FLC3W VALLJES L = G T I] _ 0 COI`''iPIJTEU RJALL,IES DLJR = 13.90 I 15 - 2. 5 9 050 ~ 1.96 QA 0.00 ~ • ! V-A t_'D__d_Mt_ _S_p _AT7 i-T..~ Q r1__.w_ ; A_LC.l1.L.K~..-V-R .5__ ~ . _ _ _._.__._~__..~.i_.___.,._ ~ . _._.__.~.._.________~_.~1~~~.~_O.~~y f~, 1_~ ; ~a~RAS ~ - - . ; - (D . 3 C-ks ou'k- ) tis W ~ i - ~7-a~.~ ~Eb-~- - , - - - - - - P°R~~~_~~vo t 1~2~~_5 Q._~ ~~,.5_' ~~`l~ 5 _.~r~_~_ ~ ~~~.1- ~ { ' I ---____r~.--.._.._ ._T.,...______T....p._..~_.~. _ - ~ { i , ' i .~.~._T__... _..~~_.s._.._.r~_..~.-"---' t ~ e ' RAT I OIVAL FORt"iULA H1'DROL❑GY 'C L7ATE _8/ 1/9a C7E SIGAJEFi = 14' W MCIIUL}; IfV '.i.....~-"a C]FF5 T TE PR0JEGT IVAME = MIA~LO1'1E EAST 1ST ADi] I T I CJl'd Y7ESCR I PT I[]IV ~ 5`I`ClRMWATER DRA I IVAGE SCJBA °fiEA 1=5. 5': RCRES a1..EBAI iEA 1RUNOFF GOEFF I C ILiV7' = .15 TOTAL AREA - 5.92 AGREa ~OMF'❑S I l"E FiLiPJQFF COEF F T C T ENT = .15 i7VERLANI3 FLQW VALiJES Ct = .lv L - 1040 IV .4 5 _ . 006 CHANNEL FLOW VALLJES L ~ C) TD = 0 C❑i`'1P1.l1'ED VALCJk:'a f]IJF'i = 250.95 I `5Cs - 1.63 ~,050 1. 45, OA = Cs. tiC' 9 BOW57R I1VG ~ALGiJLAT I C]NS`~ DATE = 1 3. I 1 6/ 95 DE5 T GNER = K W MCMIJLk.I lN PFid,]ECT NAI"EE OIFDTLC1ME EAST I5T AT3AITIDIrV DESCFi IPfi I C]N = ST{]FiIhWAT E~'i F3RF3I NAGE ~ . t Intensity Qdev. Vii7 Voult Stor age ~min. 3 (sec. ) {ine Ihr. ) (c.f.s. ) [cu. -ft. ) {cu. ft. ) [CLi. #t. ) - 5.0 3lC?c1 $,57 4.06 Ira:~ l 9c1 1541 10.0 60[.~ 3.20 2.84 2i85 ISt7 2 1Cr_5 1 J.4) 70c) 2.45 2. 18 2624 270 2354 20.0 12 C) 0 1.97 1.75 2817. 3, 60 .-`.~-45:a 21 5. (D 1500 1.69 1.49 219d7 ~ 4 'Li C) 2349 2J.~'! ~ ,Z'..tlJi 1.63 1 .4,.`J ~UIN3 467 2561 c a 1. 46 1. 30 Z0720 54C.r 21 4 dC► 7"°;.0 2100 I.'Z<, 1.15 :~1035 6 ~,0 2405 40. 0 2400 1.18 1. 4:~ ~ -3069 720 ':y4 9 45.0 2700 1.08 .96 ;.097 Blt) 2287 S 50, 0 3000 . 99 .80 ? 1 07 700 223 C) 3 55.0 :~;00 .92 . ei '3128 9C?0 21,g 60.0 3600 .87 .77 S I 9[1 [d8(-3 7111 ci 65. c7 i 900 .SL-, .74 ,a2 6 5 1170 209~ 70.() 4.~1,~,C16 .79 .70 31318 126 0 2 ;.,15 B 75.0 4500 .77 .62 3439 1350 20E"39 80. i:i 4i3OCo .75 .67 3-549 1440 2109 8rC.F •0 5100 a73 • GJ5 -..+64&7 1 J:!10 2119 9C). 0 540CF .71 . 6T, w 738 1620 2118 95.C' 5700 .69 .61 3817 1710 2107 0 6000 .67 .59 3885 1 BOO 2085 THE f'#AX I3"7UM STORAGE I5 2560. 94I067#31 CLJ, FT. ~ The t i me of concentration is 25. 94'TBS m~ nutes. The L.IiIdeVE],qF7eCI flrsw ot-s't is cef.s, ' F I FTY YEOR ST(3RM CALC r M Midilame East I st Additian ;i h Dista~cUA'~aI usis. 3ti~~.~ ~.vcnue' _ [ntersectian of Waoctlawn Street with 32nd Avenue IntersecCiorr of lirTcl7or►atd 5treet with 32nd Avenue 5ip-ht Distance R-eauired Case` B-1 I.,eft turn onta 32nd Avenue acrass one lane af krafFic with vehicle appraaching from left. ~ Design Speed = 45 m.p,h. 3'A ° Sight X?isfiance = 470 feet from Fag IX-40 I '~J ~ ~ Ca5e g_2b Left turn onto 32nd Avenue across one lane caftraffic and rnerge with traffic from right. Design~Speed = 45 m.p.h -3 2- t+P ~ Sight L]isiance = 720 feet From Fig. IX-40 ~ Case• Cb , Ttight turn ontv 32nd Avenue and merge with traffic fi-am the left 37 Design Speed = 45 m,g.h Siuht i)istance = 720 feet fram Fig IX-40 . ~ 1 Far acar vvaicing ta merge from either Waodlawn Street ar NIc13anald Street onta 32nd.Av€nue , the folIowing assunnptions were made; 1. Uriver's eye is 16 feet behind guttecline of 32nd Avenue°, and dtiver's eye height is 3 5 feet abave road. 2 32nd Awenue is a major arterial with design speed of 45 m.p.h, 3 The object height or oncoming vehicie height is 4.25 feet. i ~ .Gi+~•~ ~ T ° ~'-~S ~ ~ ~ - . _ • i . - '""x• $+:r;3 U:E~+n~.E FG= F 1e~t~~f f&t~:5+~~: ] [►~=E ~ _ • . , ~ ~ ' ~~:Y~~1 fF:.~u t5rd n•MF41 u1 D•c?U;:t tOr• F ►~i~.ti t:i=*~: titl ~.a~1 , • , ' ~ ~ _ '7•Le~:j F~£d~~r V'UM f ViP-:Li ~•t-S:c.~+rL:'cm 5':K] i"?Ta~::{ {D= F rfKelE 7q}=rrw4 • ~ ._4 • ~ _ TiF7 10 fr 4 11 R~-:~tt sC[~:~5 F +•i~i:lf ~ ~ T~ ` 5 " _ ~'ri~~:~i'::•i'r{~u LL~~.+SI( ~sCreuf - Er so ~d~ ` ' • - ~4r - ~ - - - - _ E a.~ - ~s=,-LP rV F ►•t-4:zt In 7LI" Ltrt vlo ~ " S ~ ~ - • . , • l.ti; tt'~ a7TcN ESr, IDI L:S,G; 5IL [0 ~ - _ , ` - - - - - - ~ - ` t!~l:f•'7 E~.t~i. L`+'[~]tf ~f ► 1 `H 'e v d N ' - _ - - - - - _ t ~•4 ~ R i a i dtii. M ~p I`r , r~a~ z~: F~:~t;] ~=~.1~•:~ s=~E~~ r~:~.~ ~=.y~r~• 5°itU I ~ - E5~ 0~ I3=5>>+: 5=i:~% t~!f Di;=tu} ~ i'a• 5!. .i C 51ex:i 1 O; P, t'iH:lE ii 1k1^P; F::":1 CID . ; ~ ~d ~ ~ - ~ i•1~~:: F:.1iL~F~ LF.^ ~71~i, t.( V' g~-i{p b ~ rl~F7:1 e t;h=~f RP:F,G€[y..~L ~ ' zs ~ ~ ~ ~ - tf;~.~ ~R: IEFi s," K 7J:~:, EC• i~ o- ~ o- ip 203 :c, Daa c Do I :,ro 'r:aa ra: a i•Dv i1 ao e a+:Kt V•11,.•t[ [CL{11 ~ Floum ZA:-40. int~-rs~etian sl~a~; dis4antt- P-3 rdcie 1:11e15~etlion ~ (c2!,E- il;s &nd cEt~E- 111c) ti 00- ^ • _'4 {1"~ ~~`"`A-_ s~yv ' . _ ~ ~ . _ _ _ y . _ _ .,'~._,~'.--xy`]~ ~ . - • - . . , . . ~ ~ :`c~~~; . . , • . d ~ n a e ~ ~ ~ r r ~ . i ~ . ~ . r . . . , . . . . . . . . . . . . . . . . . . . . - • - • - . .