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'Y'•'~~ ` ~n ` z~:'h"~:.~,Frw ",~1.,~~ :?~4:+„ ~ F R~' f•' f.: ,e{• Yr ~i L ra'~s•~4':~r.,~.%~~~ ~..'r.:S~~•µ~~~I~' u: ~ ~.~.V515 ~i - RECEIVED APR 2 5 2002 r,. I ~ ~~~~~EF-R , 4j` ~"x', h . # ~1? , .j~~L ~ . ' ~ 4~' ~ f ~F ~ ~ t~w' ~~LN , 4 ~~`v^~~. ~ '~~•Y~'e;~p ~'-~'~'Y~ ~ ~ ~s~~i:,'n`+1~. •Yt,t.c-3•~ _ _ `Jy~''~ .~,y~~~ l;~', ' d .,p'y{~, , ' , ~ . OFHC~ ~~UC DOCUMENT ~FFICE O~NJ~1L ~c~~r _ # f suwnx # w ~ IRMRN TO COL1NTY EHGI'NEER I r I q --~-..-.n- F ,y r z_.~,•~,~f-o~;•V~~~ ~~s`>7"~-~-v~rN,. n,~~: a{"~. ..t, i e ~d , ~ '~+y"~j.~+~Sr.,~1,.~ ~g~., Y~rN•.a~r; 'r j•`",~'`-t•,n i ~ S EStorbaug Engineerin ~ g Civi1 Engineering and Praject iVlanagement ~ ~ I , • • 9 • • • • • i • • • Noverral~er 21, 2000 Page I I , • : , • ~ . '7 r•.,.'' _ _ P _ ~~~~a .~pi~ - _ •~w •;:s _ . ~a F ~.~3" ~Y~--...'~L~St ~ k ~ , - , t;>r~ &; qn 3g"c,-~'J, ~ r?r~ LL9.x~' °a~t~~:e~_ :~"~~3r..~F'~,..x,.?~.,3• ..s .~.3k.':':°s ' .rs=• ~i` _ A ~[6~1~''.~~.?~F,!~3~ w~.~'v - t , { i:i^:\~~:~•; '.ji„ i}; , - -.,'t~.. F. i. .1~.. .r,r ~ar.' ~ . .,R~-•~•~~~:,~s ,4 9:"J~ ~i-~+E'• - _ , • . .-fi{.~•.r~_~-.c3'~i~:'+,Ff.'- . .~aw'".'.., .,.~1.. '~F~'~ . =`~1'~ ~ ~ - . ..n~„ . ~ •y~ts's.rr ~•r'.v~i=~i .v _I *~`t~xv~,s •ci,.,..~„..~._" _ ,-.5~ • "i~,"•4~~~ r : ' a~',•I.yrTi-'gN`i~k ~-~y,`hx-'r;_c`: -~.w: 's3 S_° _ , -c:~t• ,x; ;ri: ,.'n-,r`.`':!d"' ~ ~ °='.a~~,~+• t.~ - - ,~,;^-s, : ~ '11-i3. F}i~i 5 I ~a w . i " Sr- ~~.~.w>.,:,' r ^ ~a~ ,:3= r •a - ;;TY' a .s 't . - ~ . , c~r~, k•'~'~"' : ~ ' a ~ ~.~E - .~a°; ~ ~ $ i, ~ e_c-~Gt:~ e,~ :~.'.rs'r i., ~,•r,-, ,F_ ~w:~~~,s sx~., - a ~r~ -•~f~- ~z~ - '~`3 Ayc, ~ ~ ~ ~?i.y,-,'~ 4:t_': _ - .,~p.= , _ ~ ~,/*.x,:•:~`, ` _?x a > . . • „^G ~Fi' L~ ~ , :s°-;~'~: , . . ib°'` . _ . l'0, ism S EStorhaug Engineering NaL ~a F-XP[RES 11231 Civil Engineering and Project Management - ; ~iprr18~2d02 i ~ . : ~ Table of Contents Concept Summary _ Soils lntormation Chapter A Pre-Development Basin Calculations C6apter B Post-Development Basin Caiculatioas Chapter C Gutter Flow Width Calculations Chapter D Curb interceptioo Calculations Chapter E Basin Maps Chapter F . . . . . . . . . . . . . . . . . . . . . . . . . . .4pril 8, 2002 September 12, 2001 Rubert Plat (Christin's Addition) Drainage Concept Summary Proiect DescrilDtion The project is a six lot residential development located south of Grace Avenue in the northwest quarter of Section 9, Township 25 North, Range 44 E.W.M Residential developments to the north, a manufactwed home park to the south, and large tract residential to the east and west border the project. Currently, the project site consists of a field with scattered trees and a couple of old houses. Frontage for the project will be provided by Grace Avenue and Johnson Road, which will be a public road. Soils Information ' Using NRCS data, the soils on site have been determined to be Garrison Type A soils. Topographic Information Overall, the site is extremely flat. There exist two slight rises, which serve to direct the majority of the pre development runoff toward the north. In the southern section of the project one of these rises causes a small area to flow to the south. This basin is discussed in further detail below. DrainaLye Concept All basin runoff calculations result from use of the Rational Method 10-year design storm event. Pre Development Flow Scenario The pre development drainage situation consists of two basin areas. Basin Pre-D is located in the southeast corner of the site and currently consists of sheet flow off site to the southeast. The pre development flow for this basin has been calculated to be 0.04 cfs. The remaining pre development area of the site consists of sheet flow predominantly to the northeast. In the post development case, the runoff from this area will be kept on site. Therefore, no pre development flows have been calculated. Post Development Flow Scenario • The post development drainage scenario will be divided into three basins, Basins Post- A, B, and D. The area making up Basin Post-D is essentially the same area that comprises Basin Pre- D. The runoff from this area will remain as sheet flow off site. However, the calculated post development sheet flow over this border is 0.06 cfs. This is an increase of 0.02 cfs over the pre development case. It is our opinion that this small increase is insignificant. Basins Post-A and B will drain towazds Johnson Road where gutter flow will convey the runoff into `208' swales located on either side of Johnson Road in the northem section of the project. As part of development, the majority of the project (Basins Post-A and B) ' will be finish graded to drain towards Johnson Road or directly into the `208' swales described below. Pond RoutinE Calculations The swales utilized in Basins Post-A and B have been sized using the Bowstring spreadsheet routing method. It has been determined that including one Type B drywell in each of the swales will provide adequate storage to convey the peak 10-year design storm event. These drywells will be placed to have rim elevations that aze 0.5 feet above the swale bottom elevation. In addition to the drywells, the swales in Basin Post-A and Post- B have been sized to have bottom areas of 719 s.f. and 630 s.f., respectively. `208' Volume Requirements The total asphalt area draining to the `208' swale in Basin Post-A amounts to 8032 s.f. ~ a which requires `208' treatment for a volume of 335 cubic feet. The design provides a 1~ a~ y treatment volume of 359 cubic feet. \O~ The total asphalt area draining to the `208' swale in Basin Post-B amounts to 6489 s.f. and requires `208' treatment for a volume of 270 cubic feet. The design provides a treatment volume of 315 cubic feet. Gutter Flow Width Calculations The gutter flow width was calculated at two locations considered to be the controlling cases. These aze at approximate stations 2+65 Johnson Road and 2+73 Grace Avenue. Approx. STA 2+65 Johnson Road As a conservative design assumption, the runoff from the entire area of Basin Post-A (Q = 1.04 cfs) was considered as gutter flow at this point, which is at the cwb inlet. It is clear that the west side of Johnson Road will constitute the worst case compared to the east side since the flow width on the east side will not include any runoff from Grace Avenue at Johnson STA 2+65. As a conservative design assumption, it was assumed that the two sides of Johnson Road have a flow width equal to that of the west side. Using these flow assumptions, the gutter flow width was calculated to be 7.42 feet on both sides of Johnson Road during the peak flow of the 10-year design storm event. This leaves a Non Flood Zone Width of 12.16 feet. This is adequate for local access roads (minimum 12 feet). Approx. STA 2+ 73 Grace Avenue Similarly to Johnson Road, the runoff from the entire area of Basin Post-B (Q = 0.93 cfs) was considered as curb flow at this point, which is at the curb inlet. In addition, it was assumed that the existing portion of Grace Avenue (the north side) is currently in compliance with Spokane County flow width requirements. Considering these assumptions, the flow width at this location was calculated to be 9.17 feet during the peak flow nf the 1 D-year design storm event. '1llis leaves a Nvn Fload Zone Width vf 13.65 feet. This is adeyuate for loeal access roads (rninimum 12 feet) Cuarb Ia#ercention Calculations There are two locations where curb ialets are included zn this project The first is a swnp ir}1et at stativn 2+66 Johiason Raad, and th~ secnnd is a sump inlet at station 2}73.44 ' Grace Avenue. , Sump Inlet at ,S?''A Z+ 66 ,Irhncon Rvcrd U"sing accep#ed desigra methods, the curb Lralet at the referenced location was sized ta have a length vf 4 fect. This length serves to itatercept 100°/o of the peak flow resulting _ frvm the l D-year design storian event. Sumplnlet at STA 2+ 73.94 Crace Avenue Using ace.epred design methads, the curb inlet at the referenced location was sized to have a length af 4 feet. 'T`his length serves to intercept 100% of the peak flow resu.lting - from the Y 0-year deskp stvrm event. Calculations supporting this design swnmary follvw. • . . ~~y ~ . 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"'+t . j , ~ ~ ~ , :%...~x~•~ i' Y,. > . . • a .F :..r. < •s. .a . , .....:t~ ~.P1Gww70{~{O~'~~'r3"}.'~p ,4>~iS r fN,"`Y~VY~d.ea.,1~:f~~~4~.- ~~~54l~It2'Ri:A~"r~✓ .a~ii` ~ i' ~y„a~Fl,-'•~o.~.'.~= • . , .t~'',n•''. x~~=~,d`~-'~"ei~;~.g~,T` +~"il'y*•.*C-%'~.:.~~Y.. ~e :/~!~;t.,~ ;{e-';~sr EStorhaug Engineering Civil Engineering and Project Management November 21. 2000 Page 1 ~ r ~ 2 GRACE AVENUE : - "~a ~'c~~"~3~ • ~~_"s.~~ Y~~ ~kp ~~~t„~` ~~'„€r~y:• ~ s~F~ P^ 1 Y^~• ~§s~ ~i'~~ ~ k. ~t 3=5~.5.~~'..dt' V r , 1;~ ~~R ~ - e • ' • . ~-d ~~~~~'~rF'~i"s : •re W,q,~p.~. ~ . , q ~ . ~ , ~ d, B.Fj~ ~'-s`~y~''`s= 'sss~~~.`~ ~4 ~ Es~~:e« A`f: Tr - ~ - ~ * - r Ip~~~r.': - ~ ~ ~ - - - .,a... - - - Lolz --r...t ~ IK' U~,~~~ ~ 20' BORDER /tIRAINAGE EASEMEPkTLI-All fr+~"oY,i`•€a~'~s's:~"-,e~,~`-.Ls~'~~{i~ ~ 7.r7' 16, "f°y~' n. 55` SETBACK L.INE 4FROM CENTERLINE~ - - - - - - - - - `011 ~ ~ ~ jrVj ki°7,7} 1 x; ' 4dR t~ F"5~' ; ~ ~F~, ~ ~ 1 'F9 's'~~'k'~`°I ' rs ~~irts..~s~~"~"r3 t~ :~r ~~x ' `~~~.t~? y i ~ •~,~~`'~~.«;c `,~a r a' ~s,~ a4•.,K~.c~a;4~,: ~ . -El ?Si. ~ r- Fy~• ~ I~•,~~' 155' SETaRCK I 's~i~ ~ i~3?y • y ` ~INE (FRor~ I ~ -•~s~ r. ~..n ~'CENTERLIIdE) 4 ~ SF~~3 ~ e A ~ g~~~ ~"~C , ~'N :~~;.~'s• y ~ L ~j - - - - - .T - - - - 115` ~ S~ kf ~G F~•J-~?s~"'~~ y Y" s ~r.FC ~ 14' BORD£R EASEMENT t s:~~`:E~ v (D SWI~~ ~OTTOM DIM.: _ (A5 SHOWN) 8O7 ffJM OF SWAk..f= 1996.00 ~ AREA= 630 S.F. i TYPE 8 DFtYWELL 5PC7KANE CCil1NTl' STD. 8-10 W/ ll'PE 4 FRAME & GRATE 70 o 10 20 srA. 2+88.85, 27' RT. (cRACE) , ~ RfM ELEv.= 1996.50 w i+' euRB INLEr TYPE 2 ) a~cAr~E cauNT-r s~. e-s t~rr s~v~At~~. ~ ~ ~ s~-A. 2+73.44 (cRAcE) ~ _ ~o t~ EL. _ 1996.86 (FLom.sNE) ExPIREs I~~~f ~ * CHRISTIAi'S ADDI71ON j STaRHALTG ENGINEERING ~~s6 O~ ~~~N ~ 1322 NoR~ MO~aRvE sPOxANE, WA 99201 vRAwN eY: JAMIDJr i oArE: 04/24/02 .ao.:. .ov--a51 (509) zaz-~ - ..~cKEc~sEr~ BY: a~Ow...__. ~ PRo.rEcr n~ ~ . . . . _ Al~ 00 00051wtam ~ ~ ~ . ~ ~ bd d ~ 7.. F~ , ww c~ ~ ~CWI~~~ ~ t4,~ ~ a ~ ~ ~ ~ ~ ~ ~ • ~ ~ " R/W zo' BORDER ,iDR,aINAcE ~ : HR 20 ~ EAS~AER17 00 n S' ~EX~STElii CEJR~ 3,5 5l1WC1T r~ ---a~ ~---o-5'SID£41ALK ~ VAR!E5 bAR1ES 3: ~ MA,{. - S ' ~ ~a.; a _ •.'r : . 2' SM ~ 4• 50% 7' MIN.~ > L-~\ ~\r g, B CURB 3° CLASS °B" RCP TYPF 'B' DRh'WELL. SPOICAidE COEJNTY CD ---2° CRUS#iED RQCK TQP CC3URSE STI}, $--fa W/TYPE 4 FRAME AND Wf4" BRSE, 1--1/4- MfldilS TC] 95% GRATE. MAx. DERdSiTr {ASTA a698}. RIH ELEvaT113N Ts 0,5' AaOdE swRLE. ~ 1. HYDRasEEn SwALE PER sEEoING (TYP.) ~ > sPEcIFIcAIIavs. a 2. WR~~ ~RYWELL AND aRAINROcK wnTH ~ FkL'i'IER FA$RtC (A,MC1CO #4545 I!R EQLJiVALENT) o =1 3. CQAf57F2UCT t]RYW'EEi PER SPOKANE CDUAITY `;D n s ~}El'A{L S-1a. ~ ~ r ~ GRACE A'w'E. WDENING 208 SWALE SECTIOiV Nrs ► GRACE AVEHUE ~ O:s~,,to~ u..•.,~~.'.-~ ~ 9 . ' * ~Y ` ~ • Y 1 p ~ . w;~.ZL3A7; ~ . . ° . - ~ €¢x:~P~ ~xj:•"Cy?~ 'gi a .Fki F 3a' ~ ~ Y ~ ~',~L ~ r' I ~~i7'f• ~ 5=~ ; v. .wr a. ~ ~ w .or w ~ . ~ ~ ~s~sr,~,~'~"~~~9F~~ ~~c - T-~°}- ~...r....,- - - ..,.^-2Q' BE~RIIER JARAINACE EASE~lEMT $55' CS 92' ~ 1(~.5` SETBACK LINE (FRE3M CENTERLIP1E) - - - - - - a:. ~ rv co R i~HR~ ~ e ' e.~ i I ~ ~:yq ,u.' I ~ ~ ~ p r~'"~~S ^ ~f •r~~ .~~~t 55' sETSAcK I ~ l LINE (FR0M ~ CERITEi~Li1~E) - - - - - w ,,.t - r ~ ~'1 SWAIE []iM.: (f (AS SMOWN) BOTT4M OF SWALE= 1996.25 AREA= 795 S.F. 14' BORF1ER EASEMENT 1 Tl'F'E B DRl'WELL --~L . ~ 5POKAFfE COUNTY STt3. S-1 0 fVIA~%vv~ G IhI/TY'PE 4 FRRME & GRATE srA. 2+70.81, zs' Lr. (JaHNsoN) REA~ ELEV.= 1996.75 AA 20 0 IQ ~ = 1 E ~r ~ ~ •t1 R .a ++1~4 CLiRB INL£T TYPE I SP[}}CAIVE CdJUNTY ST{!. B-S ( IN FU3" ~ STA. 2+68.00 (J0}iN5ON) 1Inch =20 ft. S~~C))dVAI.. ~i-. R.... El.. = 1997,06 (FLO1NL.11+1E) L= 4' ~ EXPIPES 1123r Q~~, ~ ~ CFiR15TtN'S AaD1T14A1 ~ ~~~~~UG ~~~~~~ER~NG 208 Li)T PLAA! 7322 NOR7}i MQ1dfi4E LOT i. BLi7CK 7 SPOKAAIE, WR 99203 DRAWN 9Y: JAMOJT ~ flATE: 04l24/02 ` (509) 242-1000 _ ; ` CHEC}CE[] BY' . MDW M PRC}.3ECT No.: 00-051 ~ ~1 ooosuocoarc ~ ~ H ~ r,~,, r~ N/""~ 1 ~ r r Np ~ N ~-t Q•r ~ A ZO 1n 6 N c0 f~ ~ :3 , o ~ o c 20. R ~ 20' 80ROER /ORAINAGE o co z r-a EASEMENT c wm~+ , 8.5' MATCH TO~i„ 3 5~ • ° ~i 6 - I - EXISTING CURB SAINIXIT ~ --i- L-11-5'SIDEWALK . ~ I . VARIES 2.50% RIES - 4.50% 3:1 MAX. ~ \ • _~~.T ~,.,s . / ♦ V,~:~~ ~ ..ic ~'i`~~'i~ E. 8 CURB 1' MIN. ~m A X~ ~ 3" CLASS "B" ACP TYPE •B' DRYWELL, SPOKANE COUNTY .v W 2" CRUSHED ROCK TOP COURSE STD. B-la W/TYPE 4 FRAME AND oo W/4" BASE, 1-1/4" MINUS TO 95% GRATE. ~ NATES MAX. DENSITY (ASTM D698). RIM EI.EVATION IS 0,5' ABOVE SWALE. t. HYDROSEED SWALE PER SEEDING CTYP,> ~ > cn SPEClFICATIONS. 2. WRAP ORYWEl1 ANQ DRAINROCK WiTH ' ~ f rfl FILTER FABRIC (AMOCO #4545 OR EQUIVALENT) - Z 3. CONSTRUC7 DRYWELL PER SPOKANE COUNTY ~ vD ~ ~ a DETAIL B-1a. m N ~ ~ Nr°no rn o \ i N ~ O N ~ ° GRACE AVE. WIDENING / 208 SWALE SECTION ~ N TS J \ ! - - , - , - - - - - - - - - - - Table drb --Physz.cal flrapertbes of th= Soa1s--Continued I lErosian £aCtDrslW;na jFBind MaP symbQl ~ Depth ~ Sand ~ sz}.t P clay I maist J Pezmea- ]a,.ailablej Uinear I o:ganic I fesadi-jerodz- and soil name I bulk ~ bilxty f wate= [extansi- I matter fbil,tylhilSty I de*aszry I Msat1 Icapacity I bilicy R ~ xw I xf I T ~group l;,ndex I i i I e i i ~£n ~ PeC ~ Pct ~ Pet ~ 31ev ~ In/hr I Tn]fn ~Pct f°ct ~ I ~ ~ ~ i f I i I ! I 9 I Fa8 Freeman ~ 0-7 I--- i--- 1 30-2011 I5-4 351 p 6-2 [i} 25-0 351 fl d-Z 9 ~ 2 0-3 C ~ 32 1 .32 1 5 ~ S 8 56 I7°17 I--- 1--- ! 10-16[a 20-1 40E 0 6-2 10 zo-c 301 0 0-2 s ~1.0-3 c ~.43 ~ 43 I 8 I 1 17-22 9--- I18-2711 30-1 ssf 0 C-2 10 20-0.301 0 0-2 R ~ o.s-i a ~ 43 ~ as I f f 1 zz_as I--- I--- I 18-:511 sa -:L 7010 nne-a.i 10 zs-o 351 a c-s 5 ~ o o-o s 0_37 ~ 3-7 p ~ I 1 49-60 I--- I--- 1 18-4011 50-1 7010 aan_e iIc 25-0,351 3 o-s 5 ~ a a-a s p 37 37 ~ I I ~ i I I I P I I I I I f I I FaHa d i I f i I f I I i 1 I I f Freeman I 0-3 I--- 1 ia-zoEa 3.6-3 .351 o 6-2 G0 as-a 351 c a-a 9 1 2~0-3 0 E_32 1 .32 1 5 1 s ~ s6 I.3-13 1--- I--- ! ia-iaJi zo-i 401 0 5-2 10.20-0 301 o.o-z 9 1 1 a-a o As 43 • 1 1.3-is I--- i±s-za;, 30-1 5=1 e6-a JO aq-a 30[ a o-z 9 9: 0-3 o I-n3 I43 E I f 1 38-49 1 I--- I 1g-351i.so-1.7010 evn-o.i 10 xs-a 3sI 3 v-s 9 1 o 5-1.0 ~3-7 ~ 37 ! I I ~49-5fl ! I--- I 18-4011 sa-i 7010 000-0 1 1e zs-c 351 3 0-5.5 I o a-a s~ 37 37 1 f 1 ~ I I I f ! I i I I I I I I Fae3 ~ a ~ ~ 1 I I I I I I I I I Freeman I 6-3 I--- I--- I10-2011 xs-z 35[ a s-a 10 25-oA51 a a-z s 1 z o--3 a 1 aa 1 32 ~ s 1 s F ss I3-13 I--- d--- a 10-1e1i 20-1.ao{ 0_6-2 Fn aa-ff 30l o.o-x.R 1 x a-s a E 43 ~ 43 9 ! I ~ 13-18 I 19-2711 34-1 551 4.6-2 I❑ 20-0 301 00-2 9 f 1 0-3 0~ 43 ~ 43 S 1a-49 i I ! !E-35IZ sc-I 70E0 000-0.1 10 zs-a 35[ 3.o-5 s 1 a.s-z a ~ 37 ~ 37 I { ~ f49-60 I--- f 18-40Ji 50-1 7010 000-0.1 30 25-0 351 3 o-s s~❑.o-o s~ 37 ~-37 I tl I I f i I I f I a i ! f I 1 I I f 1 f I ! 1 ~ f I I I E i F_esh wate: marsh-----1 o-aa ! I--- !a 40-0 601 a s-s 10 sa-a 70f 0.0-2 9 p 40-90 i--- I--- I5 1 g I a 1 32-66 ~ ~ ! ~p 30-0 501 0_6-2 10 5(]-0 701 0 0-2 9 ~ 40-90 # ~ ~ t 60-70 p--- I--- f3.0-35 11,30-3. 751 a a-z 10 zv-a 201 a.a-s 9 1 i.o-s a 1 28 I-32 I I i 1 ~ 1 I 1, GaC3 P I i i f ~I ~1 ~I ~I II ~I !f I1 ~I Garfxeld I 0-8 1 27-40I7 10-1.301 p 1-0 6 df} 17-0 20[ 3 0-5 4 2 0-3 0 32 I I 1.32 ~ s a a d 86 i8-as 0--- I ! 3S-4511.20-1 3510 oae_a i 10.14-0 161 6 a-s 9~ o s-z 0 1 37 €-37 I I ~ ; 4e-60 p f 25-4011 au-iAsj 0 1-0 e jo 18-0.211 E.a-a 7~ v 0-0 s j 43 ~ 43 I I ~ o a I ~ I I I f I I I I l 1 ~`gA ~ I 6 I I f A d I I I I 9 i G&Y_"±5C1-------------- 1 a-ls f 1 11 1.5-1 as; e 6-2 Ic ia-u =sI o_o-z s ~2 o-s a E 17 32 2~ a I oa i 15-44 p--- zs-x 451 o s-z fO.o9-0 121 0 0-2 s p x a• z 0 15 ~32 I I F I aa-se j i--- 1 5-!2[:.35-1 601 za-zo 13 D3-0.051 0 0-2 s F a s-i a ~ io 0 32 i I I ~ 60-70 1--- i--- I o-s ii ss-i 751 20-20 ]c ai-c 031 a 0-2 9 ~ n a-a s 0 05 I za ! I f ~ A ~ ~ O ~ ~ I I I P f I I c~B ~ ! a ~ f I [ I I I I I I [ Garrisaa I 0-15 i--- I--- 11 16-1.351 o s-z 10 12-0 3.61 0 0-2_4 3 z c-s a ~ 1 -1 ~.aa ~2 ~ a ~ es i 15-44 1 9--- i 10-1s11 zs-i 451 o a-z 10 as-a 121 ❑0-a s 1 1 o-z a~_is F aa 6 E I I 4e-60 1 I--- 9 v-izj. 35-1- 609 za-afl ln 03-0 ,:51 0 a-z 9~ n s-z o~ 10 ~ az l ~ I 1 (j0-70 I--- I--- I a-s JI ss-i 751 20-20 1o aa-o ei¢ a o-a s k a o-a.s w.as ~20 1 ~ I I f ! I I I f i P I I E G I , . • , TAB LE 1 RUNOFF COEFFICIENTS FOR STORM SEiJERS ' ROLLING HILLY ' FLAT 2% - lOX OVER lOX Pavement and R,oofs . . . . . . . . . . . . . . (:0.900.90 0.90 Earth Shoulders . . . . . . . . . . . . . . . U.50 0.50 0.50 Drives and lialks . . . • • • • . . . . • • • • 0.75 0.80 0.85 Gravel Pavement . • • • • • • • • • • • • • • 0.50 0.55 0.60 City Business Areas . . . . . . . . . . . . . U.BU 0.85 0.85 Lawns, Sandy Soil . • . . • . . . . . . . . . Q0.11) 0.15 U.20 Lawa, Heavy Soil . . . . . . . . . . . . . . . 0.17 U.22 0.35 Grase Shoulders . . . . . . . . . . . . . . . 0.25 0.25 0.25 Side Slopea, Earth . . . . . . . . . . . . . . 0.60 0.6U 0.6U , Side Slopes, Turf . . . . . . . . . . . . . . U.30 0.30 U.30 Median Areas, Turf . . . . . . . . . . . . . . 0.25 0.30 U.30 ~ Cultivated Land, Clay and Loam 0.50 0.55 0.60 Cultivated Land, Sand and Gravel 0.25 U.30 U.35 Induetrial Areas, Light . . . . . . . . . . . 0.50 0.70 0.80 Industrial Areas, Heavy . . . . . . . . . . . 0.60 0.80 0.90 Parks and Cemetaries . . . . . . . . . . . . . 0.10 0.15 0.25 Playgrounds . . . . . . . . . . . . . . . . . 0.20 0.25 0.30 Woodland and Forests . . . . . . . . . . . . . 0.10 0.15 0.20 Meadows and Pasture Land . . . . . . . . . . . 0.25 0.30 U.35 * * * ~ *SINGLE FAMILY RESIDENTIAL (Direlling lJnit/Groas Acre) (Sandy and Gravelly So1I) U-1.U DU/GA . . . . . . . . . . U.15 1.0-1.5 DU/GA . . . . . . . . . . 0.2U 1.5-3.0 DU/GA . . . . . . . . . . 0.25 3.0-3. S DU/GA . . . . . . . . . . 0.30 . 3. S-4. U DU/GA . . . . . . . . . . 0.35 4. U-6. U DU/GA . . . . . . . . . . 0.40 64-9.0 DU/GA . . . . . . . . . . U.6U 9. 0-15. U DU/GA . . . . . . . . . . 0.70 * Assumes flat lot plus one-half width of abutting street. Other configurations should be checked by combining individual runoff factors for each various snrface. Date 4/4/84 , TAB LE 1 , 6-2 i Q-e ly ; 1i~ ~.?i ~ ~:a~.:..~'~-~ a=~:~"~~~,:,~ ~ ~is.~'*"~~~-~aes~r~'~~~~~"_'+~~'~,~'~w'?r,~~~._~;:~;~it-•-,~.~`~:~~~~`;t'' t=~:~ R~r;-M. ~4~~~J~ s•s i i ' I li ~ i _ t~~~,•; ~ ,~Mz;~'~' . ^ x. , ts ~~~':r ..''r.;=.,`,~•, •,~-r ,{Y~}""<nyx~ . • P~'.Fx ;6'w , . , i"•. s•s , . ,x-, . .P~i a' ^ 4 •g ~ 1 - r~ i~ . , ,~..~w,.~- -_'=~,°rry~ s . ~~m^-c - n ~ rr]~~~:.~'s~~•. ,-7' ~;'-='r Y'i~ .61: s...~c~'~lr~'r'~~.~y4`n:r '..~.~+h~-: n 4~':`: ~ ' a. ~ ~ ~ 'g~ z . ~ ~ A-v.K»:_~:a. 6 .~:.~s:.~• . S. v 4 ~ "-f' w r' • Y`'l~~at'~,~ga ~z,?s~••'~,~,-`-' KA w~-~'~~' "+-'•f,'~~`e''~i.`~.~,'~'~,/':.~-,n;-.~y~''y*~~ ~~,~.ry v.rr r ~r6~-.c~~Y ' .::a t~'s.,.~.:s.~s' ~.~,~5~ .am~.r ~r' . . ~..:44.~.Y~,~•,'~;••w-.~~Y'.•a o~°;~ff~'. 7 a. _ s;r',n~,tiF[,,~r•~,. rr;~;~t:~sr,.-.•,~_i..~-~.F~+t'~.~.'M:: ~`3~. Qe -.i-•.: . • ~ +w.-. s.•.. , - ~.°.'^~'i~`'.~='a~~`~a~.~ :~'~~::-~'iv;.....~y ~'':~4'x-~` ~rc». ~u~s ~i;'FG'y •'~rs::F,' s E 5tarhaug Engineering Civil Enginecring and Project Managernent ~ • • w • • . r • r • • a • . • • • . . . . . . . • 1]ecertrller 17. 2000 -i Page 1 ~i SC3WSTRING METIfOU (TEM YERR S7ORAA QE3i[3P1} PRAIECF, RubeR OIi4351 Y1ME LgF C(7NCENTfiA'fIt3N {mhttes} - OETENTiON BA&IN OESIGN M3M Pre;D dft REYfEWER Hedgpsth Tc (avert2ns!) Tc (9utte►1 Arfts "C" A•G N ER f7F pR'MWELLS PROPa5E0 DATE 0"'i-~ec-OO 4 Sir* (type A] 0 Ocu61s (lype 6) Ct = fl 15 L2 = Grass t1,14 010 0014 Tdtal tr„pk 1(eeae Hi) 014 Z1 = 50 000 Gq0 D rum ar c (cac ) (sae H1) 500 Ll (A) = 75 Iz ~ 3 000 000 0 Composite " Ioetc 1(sea F!7 ) 010 N(A) = 04 B. D 000 000 0 Tum or cm-te 'n~ 500 s(A) = 0.01 n _ 0016 000 000 o ~(Acms) 014 a = aoa 000 a C' Fac4or 010 Tc (A) = 467 d= 000 000 p krtprvi-s Area (eq TaSs1 A Ccrmp "C• Vohtn're IPrnWde! 208 6tarm. L7 (8) = p To (ou) = a qD 014 a 1Q Outflanr [cfs] 0 N(B) = ~ 7c(A+9] = 4 6D Area " C" Factor SBy = Q=C'1'+4= 004 4W c_----°- =ax=-=~.~vr_=- fic~i } = S tlQ 4~~eat} = Q{IE} #1 92 3 04 1Y5 s1G i7 Tc (B) = 00 Irrtensi[y = 318 QIQ(est) ~ ERR Time Tiene I rty O dsv V in lA auE Storags A= m 00D Inc InF WP = Q 0[JA [mfn ~ [am } {m fhr. (cis) (sx+ ft ) [cu fit. ) (ou ft) R = ERR (#1'60) A"G'03y (DuH "62] 405-061 IA = FFtR _ - Tc (t~i) = Tc (warlsnd) + rc [gufter] Tc{gu} = ERI~ 5 oa 300[10 318 095 384 3Da 00 84 Pc (rnrelarld) = CY(L7'IV15Ad 5)^0 8} Q(est) ° ERR Ct=09$ 5 300 318 ~ 3$4 3DO 94 L9 = I..ength of Chrorfmd Fbw HddirtB = 000 10 ${]0 7 2d 0 489 600 -71 2 M= Frielfan #actar o# overlarA flow {4 far sv¢rage 9rass Cover] 15 9D? t 77 Q 645 900 -355 S= av 2a 12[Jt] 1 4S CS 44 577 5200 ~Z3 Te ~S aT averSand T3aw {guftr} = Len9fh (R )Nelnofty Iftlsac YSO 25 1500 1 21 ❑ 98 580 7500 -910 B= 9ottom wiclBa ef gubDt ar ditch 30 fa00 104 031 601 4BM -11 98 Z1 = Inverse of cross slope one id dftch 35 2109 094 0Z7 2100 •1 492 Z2 = inverea saf cr'os3s slape tvwo of diFch 40 2400 082 025 2400 -1779 d = dapth or +fkow i, Wccer (esdruft, check nshmate wru, FIGw) 45 2700 074 022 2700 -2973 Aee = Crs+d-ar,t•(Z 1 +aa) SQ 3000 ❑68 020 638 360Q •2382 Waltod perwneter = 0'd+(11sin(a"4dPf))+T]Watnf i1ZZjl1 55 3300 084 019 $56 33M -2842 HydraAc RaciEus = R= ArealVlleitad PQr1metDr 60 3 6 0 0 061 0 1 B 682 380i! -2418 Vefocity = 9 4851n•R" ffi7"s^ 5 65 3900 060 018 725 3900 -3175 Florw = VeloritY'Ares 7D 42DD a 58 017 753 42DO •3447 n=(! 018 for aaphsk 75 4506 056 017 777 4500 -3723 s= langAudinal fAope of dutter BO 4000 053 016 783 4800 •4077 85 5400 052 0 46 815 5100 -4286 Bb 540p 5150 0 45 829 QO -4571 95 S7U0 0 49 015 B58 S 4844 100 SDDO 048 014 892 -6778 i)FdRfNAGE POFI[} C.ALCLflA7i[7H5 Required prassy ewraa pnnd stwage vdurre = Imperrims Rma x 5 m 112 tn !R = p ra3 ft P.nvtded cu f1 I~ad° bRYirVEI.L'AEQUdF1ENiENTS - 10 YEAR DESIC,N SYDRM Mmmnum storege required hy Bcrwstrwrg = 84 cu ft pov c, ft NW55~7 IJumbor ard type of prywab Requ,red = 0 sino aDoubia i ~ . ~.~r~ . ,-u^ .ls' , . _ . x~~aw:.~`:~".: d , ~ y~ ~ 3~i~"~rC; '~A3 ?y ~.j.~~~ • ~.V5k~4M1%~i.+v~~"~.^1i ~h c J ~~~~q{ ~Jlsrv•{~,~ ~ : {J.`y'~"' ~ a~ ~ iY',+~~~i si.:~ i+.~~s`~`~"~'~ ~Y e. ' . ' S 4..1.j ^ ~X. • l~~Y~"'y""4dT . . . . =`4.~ . r r~_ ,i"~~•~~ N_~ 6C1.:,•J`':"};"J. , ~`~..~T~~,~r41. ~:e ~~g°-•~:3~~Lhl ,n :c";,~,~{~~.~'~fw'~~.~ ~=~n ~~'<a'" $ ~..';~~er ~,~~q.:.: xTw s':: s •-5:,1.r.'i1Yt" -.';'_f~".r l:R~C .:st `'.w er,., • M'~. ws`•:=~:,~;Cde'~..,~,~a, ~iuti, . ~ r ~'w.~u .kr g ~_ti L'.'`• ~ ' ' ~.e, ~ ~ ~ . ~ - {Y._ ..~~'~.'~x;•_`,~''~_.. ~~',~''."h'=+~.~ . ~:K~.~-;.~+:.'~'.a~-i.. _ :y!y'cfi_',: s E Starhau En ineeran~ ~ g Civii Engineenng and Project ManagemenC Decemler 12. 2000 ~ T'age 1 ; I ~ i- ! - - - I ~ BOW$TRENG METHOD {TEM TEAR STORM DE51Gid} PRQJEC7 Rubert o"51 TIAAE OF COEJCENFR,4TlQTI (rrtlnutes) - DETENTI[7N BASIN DESiGRI 8A$1N Basin PpsthA REVIEWER David Tanner Tc {csverland} 7c (guttsq p,reas ••~q•C FdUMBER GF pRYWELN.S PRQRpBEa DATE 24-Apr-02 a Singie (tYPe A) 1 Double (tyPe S} Gt = 015 L2 ~ 200 Aspfraft 0 18 0 80 0 182 Total ArBB (ralc ) [seeH 7) 1 02 I1 = 50 Houses 0,09 0 90 0 072 Time o! CcnC (Calc ) iseeH1} 7 14 L7(A) = 100 I2 = 3 [3rivewa}s 0.05 090 0 045 Composlte "C" (calc ) {see H1 } 037 N(A) = 04 6= 4 Sideuralk 008 090 0027 Ttme o1 ConC (mtn) 714 $(A) c 001 n= 0014 Grass 0 88 010 0068 Area [Rcrea] 1 02 a- 00122 0 00 000 0 C' Factar 0.37 Tc (4) = 5 48 d= 014 4 00 000 0 Imperviaus Area [Sq ft-] 8032 Talal AComp "C" Volume Pravided 208 359 starm 459 L1(B) = p Tc {guy = 1 88 1 02 037 Dutflrnv;cf81 1 N(B) = Q Tr,(A+g) = 5 48 Area' C" FacWr 037 S(B) = Q 1 Q4 -------_==~~~e~w~ Ta(tat ) = 714 Q(est ) = 1 Oul .,.~vd---- #7 92 #3 94 #5 06 #7 7c [8) = 00 }ntensity = 2 78 OIQ(esf) = 1.{i0 Tqme Tfine Intenalty Q deV V in V vuf 5fl6rage q= 0522 Inc Inc WP = 74$5 {min } (sec } (in fhr ) fda1 [cu ft; (cU R.) (cu ft) R = 00700 [#1 *60] [A'G`#3) (Dutf '#2) [p5-#B~ Y = 1 98 _______Z ~ = - ..ti_~ ~ Tc {tcrFal} = Tc toverland) + Tc ($utter) TC[gu] ° 1 BB 714 428 25 278 104 596 42825 168 Tc (vverland) = Ct'(L1'N)5"0 5}T B} Q(est) = 104 Ct-0 fiS 5 300 318 1 18 476 300 178 L1 = Leng4h ot DVe€land Flow iiClding - T 13 10 80a 224 4184 625 600 25 N= friction factor of avertartd [Ipw [4 for aversge grass cover] 1 S 900 7 77 D&B 992 9g0 •208 5= average slopa of oveAarsd flauv 20 1200 145 0 59 730 4200 470 Tc (gutteO = Length (R )[Velocity (Rlsee )!6(3 25 1500 1 21 045 745 1500 -755 B= Bditvm widtFt of guttar nt ditCh 30 1800 1 Od 0 39 757 1800 -1 fS43 Zi = Enverse ot cross slope one pf ditch 35 2140 091 034 764 2100 -1339 I2 = dnverse oT srvss elopa two of ditch 40 2440 082 091 781 2400 -1549 d= depth af flsnv in gutter (esUmate, Check eshmate wEth Flow) 45 2700 0 74 0 29 788 2700 -1912 Area = d'B+d"212'($1+Z2) 50 5000 0 68 025 BOp 3000 -2200 Wettsd Perimeter= B`ds(1 Isin(atn(11C1)J+11Bin(ain(i IP2)}1 55 3300 064 0 24 82$ 3300 -2478 Hydrauhc Radius = R= ArealWettssi Perimeter 60 3800 0 81 0 23 BSS 3600 •2749 Velvcity = 1 4881n`R" 697`s" 5 95 3900 0 BO 0 22 908 38B{I -2952 Flow = Velocity'Area 70 4200 G 58 0 22 943 42104 -3257 n w p 0 78 fOr asphalt 75 4500 059 0 21 973 4500 -3527 s = longltudinal slope of gutter 80 4800 053 p 29 980 4800 -3820 85 5100 052 019 1020 5100 40e0 90 5440 a 5i? 019 1037 5400 4581 95 5700 0 49 018 1071 6700 -4629 100 80cp 048 018 1103 9000 -4897 ❑RAINAGE P4P10 CALCIPi_+4TIDI45 Reqwre8 gr8ssy swale pond storage valume = 4rnpBtvious Rrea x 5 in 1 72 in Ift = 335 Cu ft pravided 359 cu R ❑Kf QRYWELL REQL1IREMEPITS - 90 YFAR DESlGN 5TORM Maximum storage requpresi by Bowstring = 178 cai ft provided 459 cu R. OKI Hnmber and type oT DryvreIPs Requiie9 = 0 5ingle 1 Douhle ~ BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT RubeA UO-051 TIME OF CONCENTRATION (minutes) - DETENTION BASIN DESIGN BASIN Basin Post-B REVIEWER David Tanner Tc (overland) Tc (gutter) Areas I.C. A'C NUMBER OF DRYWELLS PROPOSED DATE: 24-Apr-02 0 Single (type A) t Double (type B) Ct = 015 L2 = 220 Asphalt 015 0.90 0 135 Total Area (cak.) (see H1) 0.88 Z7 = 50 Houses 0 07 0 90 0 083 Tune of Conc (calc )(see H 1) 8 74 L7 (A) = 75 Z2 = 3 Onves 0 05 0 90 0 045 Composite "C" (calc ) (see H1) 0 38 N(A) = 04 B= 0 Sidewalk 0 03 090 0.027 Time of Conc. (min) 6 74 S(A) = 0.01 n= 0 018 Grass 0 58 0 10 0 058 Area (Acres) 086 s= 00115 0 00 0 00 0 C' Fedor 0 38 Tc (A) = 460 d= 0 14 0 00 0.00 0 Impernous Aree (aq. ft) 8489 Total A Comp "C" Votume Prowded 208 315 storm. 415 L1(B) = 0 Tc (gu) = 2 14 0 88 0 38 Outfl0w (cfs) 1 N(B) = 0 Tc(A+B) = 4.80 Area' C" Factor 0 33 S(B) = 0 Q=C'I'A= 093 Tc(tot ) = 6 74 O(est.) = 0 93 #1 92 #3 #4 #5 !18 #7 Tc (B) = 0.0 Intensiry = 2 85 Q/Q(est) = 1.00 Time Time Intensity Q dev. V in V out Storage A= 0 543 Inc Inc. WP = 7 813 (min ) (sec.) (in Rv ) (cis) (cu. fl.) (cu. ft.) (cu. R) R = 00714 (#1'80) (A'C'tR3) (Outi.•A2) (#5-#6) V = 1 71 Tc (totat) = Tc (oreAand) + Tc (gutter) Tc(9u) = 214 8 74 404 28 2.85 0 93 504 40426 100 Tc (overland) = Ct'(Lt •N/S^0 5)"0.8) Q(est) = 0 93 Ct = 0.15 5 300 318 1.04 417 300 117 Lt = Length oi Overland Flaw Holding = 7.84 10 800 2 24 0 73 539 800 -81 N= friction factor of oveAand flow (.4 (or average grass cover) 15 900 1 77 0 58 599 900 -307 S= average slope W overland 8ow 20 1200 1 45 0 47 832 1200 -588 Tc (gutter) = Length (ft.)Nelocily (ft.lsec.)!80 25 1500 1 21 0 39 848 1500 -854 B= Boriom width of gutter or ditch 30 1800 7 04 0.34 857 1800 -7143 Zt = inverse of cross slope one of ditch 35 2100 0 91 0 30 884 2100 -1438 Z2 = inverse oi cross slope Mro of ditdi 40 2400 0.82 0.27 878 2400 -1722 d= depth of fiow in gutter (esdmate, check esUmate with Flow) 45 2700 0 74 0.24 885 2700 -2015 Area = d'B.d"2/2'(Z1+Z2) 50 3000 068 0.22 888 3000 -2304 Wettedperimeter=B'd+(1/sin(efi(1/Z1))+1/sin(etn(1/Z2))) 55 3300 0 64 0.21 717 3300 -2583 Hydraulic Radius = R= ArealWetted Penmeter 60 3600 0 61 0 20 743 3800 -2857 Velocrty = 1.488/n'R".887's^ 5 85 3900 0 60 0 20 790 3900 -3110 Flow = VeloGty'Area 70 4200 0 58 0.19 820 4200 -3380 n= 0 018 for asphatt 75 4500 0 56 018 847 4500 -3853 s= longitudinal slope of gutter 80 4800 0 53 0 17 853 4800 -3947 85 5100 0 52 0 17 888 5100 4212 90 5400 0 50 0 16 903 5400 4497 95 5700 0 49 0 16 932 5700 -4768 700 8000 0 48 0 18 980 8000 -5040 ORAINAGE POND CALCULATIONS Required grassy swale pond stwage volume = Impervious Area x.5 in / 12 in /R = 270 cu. fl. provided: 315 cu. ft. OKI DRYWELL REQUIREMENTS - 10 YEAR DESI(3N STORM Maximum storage required by Bowstring = 177 cu. R provided: 415 cu, ft. OKI Number and type of Drywelis Required = 0 Single 1 Doubfe - - - - - - ~ BOWSTRING METH00 (TEN YEAR STORM DESIGN) PROJECT Rubert 00-051 TIME OF CONCENTRATION (minutes) - DETENTION BASIN DESIGN BASIN: Post-D REVIEWER Hedgpeth Tc (overtand) Tc (gutter) Areas A•C NUMBE F DRYWELLS PROPOSED DATE 24-Apr-02 0 mgle (type A) 0 Double (type B) Ct = 015 L2 = Mouse 0 01 0 90 0 009 TotalArea (calc) (seeH1) 012 Zt = 50 Grass Ott 0.10 0011 Time of Co (calc )(see H 1) 5 00 L 1(A) = 70 Z2 = 3 0.00 0 00 0 Composite (cata) (see H1) 0.17 N(A) = 04 B= 0 0 00 0 00 0 Time of Con (min) 5.00 S(A) = 001 n= 0.018 0.00 0 00 0 M~ (A~) O~12 e= 0 00 0 00 0 C' FaCtor 0 17 Tc (A) = 4 41 d= 0.00 0.00 0 tnpernous !Ue sq ft) Total A Comp "C" Yolume Provid 208 storm L1(B) = 0 Tc (gu) = 0 00 0 12 0.17 Outflow (cfs) 0 N(B) = 0 Tc(A+g) = 441 Area Factor 0 02 S(B) = 0 p=C'I•A= 0 06 Tc(tot ) = 5 00 a(est.) = 0.00 it1 #2 #3 #4 #5 #8 #7 Tc (B) = 00 Intensiry = 318 Q/Q(est) = ERR Time Time Intensiry p dev V in V out Storage A= 0.000 Inc Inc. WP = 0 000 (min.) (sec ) (in /hr.) (cts) (cu. tt) (a fl ) (cu. ft.) R = ERR (#1 •60) (A'C'#3) (Outt •#2) (#5-f18) V = ERR Tc (total) = Tc (oveAand) * Tc (9utt8r) Tc(8u)' ERR 5 00 300 00 3 18 7.19 478 300 00 178 Tc (overland) = CY(L1'N/S"0.5)"0.8) Q(est) = ERR Ct = 0.15 5 300 3 78 1.19 478 300 178 Lt = Length W Overland Flow Flolding = 0 00 10 800 2 24 0.84 825 800 25 N= friction factor oi overland flow (.4 tor average grass cover) 15 900 77 0.88 882 900 -208 S= average slope of overiand flow 20 1200 45 0 54 730 1200 -470 Tc (gutter) = Length (ft.)Nelouty (ft /aec )/80 25 1500 1 0 45 745 1500 -755 B= 8ottom width oi gutter or ditch 30 1600 1 0 39 757 1800 -1043 Z1 = inverse of cross alope one of ditch 35 2140 0 0 34 784 2700 -1338 Z2 = inverse of cross slope two of dkch 40 2400 08 0 31 781 2400 -1818 d= depth of flow in gutter (estlmate, check esUmate with Flow) 45 2700 07 0 28 788 2700 -1972 Area = d'B+d"2/2'(Z1+Z2) 50 3000 0.88 0.25 800 3000 -2200 Wetted perimeter= B'dr(I/yin(atn(121))+l/sin(atn(1/Z2))) 55 3300 0 84 0.24 825 3300 -2475 Hydraulic Radius = R= Area/Wetted Perimeter 80 3600 0.81 0.23 855 3800 -2745 Veloary = 1 488/n'R".687•s4 5 85 3900 0 60 0.22 908 3900 -2992 Flow = Velociry•Area 70 4200 0.58 0.22 943 4200 -3257 n= 0.018 for asphalt 75 4500 0 58 21 973 4500 -3527 s= longitudinal slope of gutter 80 4900 0.53 20 980 4800 -3620 85 5100 0 52 9 1020 5100 -4080 90 5400 0 50 0 1037 5400 -4383 95 5700 0 49 0 1071 5700 -4829 100 8000 0.48 01 1103 6000 -4897 DRAINAGE POND CALCULATIONS Reqwred grassy swale pond stwage v me = Impemous Area x 5 in / 12 in /ft = 0 cu ft p wded cu ft I DRYWELL REQUIREMENTS - 10 YEAR DESIGN S RM Maximum storage required by BowsUing = 178 cu. ft ~ prow cu ft Mumber and type ot Drywella Requfred = 0 Single 0 Doubte _ TA$LE 13 MANNING'S ROUGHIZESS COEFFICIENTS (n) ' 1. Open Channels, lined; A. Concrete 0:014 B. Gravel C. Asphalt 0.015 2. Open Channels, excavated: A. Earth, fairly uniform aection: 1. No vegetation 0.025 2. Grass, some weeds 0.030 B. Rock 0.035 _ Street Gutters A. Coacrete gueter, trowled 0.014 B. Asphalt pavement . 0.016 C. Concrete pavement 0.016 3. Closed condaits ' A. Concrete pipe 0.012 B. Vetrified clay pipe 0.013 C. Plastic pipe 0.010 D. Steel pipe 0.011 E. CMP (annular) or helical, part full 0.024 F. CMP (helical, 243" x 1/2", flowisig fulZ: diameter n diameter n 12 0.011 ' 42 0.019 15 0.013 48 0.020 18 0,014 54 0.021 21 0.015 60 0.022 24 0.016 66 0.022 30 0.017 72 0.023 36 0.018 78 and over 0,024 6-34 ' TABLE 13 W=z$i eoROEt eoaoER ~ R/M~ F R/W 1 ~ EASfl/0iT I tASEMEVT - 2• (w-M)/~ ~(sEe No~ s) ~ (w-M)/2 _ i i •SMr ~ ~ l ; 2' Y 'S~f YE TABIE Sg NO1E 7 SEE N01E 7 SE[ TABLE ~ ~TYPE M CUR9 2X 41 1' ,s- ! I ~ ► ~ 2x IfM. -z MOl• CEMMUlT OONG NRB TWE W. , PAVF?IE11T. SEE NOTfS 1 3 t Typ~ •S• WR9 - dW91fD SURiAp14 1DP COURS[ SEE N01E E - QtU91LD SiXtFACNC SASE OOUa'SE I-W BOROER -4 R J111 GENERAL NOTES - ` 1. PAbENfNi MAY BE AS7HALT COHCREIE OR POfiMNO CEMQtT CONCRESE ~ ~ AS DEIEfiM1Nm BY 1HE GOUN7Y ENdHEER. 2. PAVENQIT. CRUSHm SURFAQNC TOP COURSE /WO CRUSHEA SilRFAqNG CONt SMWALX BASE COURSE THICqiE55ES SHALL BE OETptY1NED BY iRAiFiC (TYP~ IOADS AND SOIL vALUES. I araH sLoaes A►io swE stoPEs s++w, e¢ No sTEEPEr+ n+uv annos CONIIGUOUS SIDEwALK 910NN UNLESS RECOAAIEItDm BY A SOttS REPptT M!D APPROVEp SEE NOTE 6 BY THE COlR1iY ENCMtEER. OfCAVATIOH StaPES HIpfER 1NAN 8' SHJU,I. BE OEiFJtYINED BY S01LS tES1tNC. SIDEWALK s. 'rr sHUi eE S+oww aa caisrnucnai vuws. S MMERE LEFT IURN LANLS ARE REOU7RED M-14', OMERINSE Y-a "-"o~s ~ ROAO TYVE I "SYIr E.SHALL 8F USED ONLT WHERE APPROVEO BY 1HE COUHiY ENqNEER. ~ RAEC~~iIAI I S' YlN ~ 7. F VlAHTIHG 57RIPS ARE USE'D AS A BIOFlLiitAllOM $WAl.E, iHE MAOTH OiHER ( 8' H!N SHAIl BE f0' WN. a. REFER TO CLEAR 20NE SEC110N FOR IOCATION Q R1q0 OBIECiS, .~.n.o SPOKANE COLlNTY qppR S7Aut0ARp piff T - ' - OEPARTMENT OF PUBUC WORKS ROApWAY SECTiQN - CURBED a ~«.r4, .u~ us-xoo I I n c' Minimum u5t, tauuommerciai Kt,'StuClti:lcis ' r'f1V8t8 I Design . Roads10 Elements io i ADT All 200 and Above Below 200 All i Construction Curbed Shoulder Curbed Shoulder 5 Curbed Shouider All ; Design Flat 35 35 30 30 25 30 20 , Speed (mph) Rolling 30 30 30 30 25 30 20 i Mountainous 25 25 25 25 20 20 20 i Minimum Horizontal Flat 415 345 275 215 100 215 100 I Curve Radius2• 6(ft) Rolling 275 230 275 215 100 215 100 I Mountainous 165 145 165 135 100 75 100 ~ . Superelevation Rate (°/a) Maximum " 4 6 - 6 - ; ' ~ Grade 3 Maximum 8 8 8 8 8 8 12 Minimum 0.5 0.5 0.5 0.5 0.5 0.5 0.5 ~ . I Stopping Sight Flat 225 225 200 200 150 150 125 Distance (ft) Rolling 200 200 200 200 150 150 125 Mountainous 150 150 150 150 125 125 125 ~ Intersection Sight Distance (ft) AASHTO Chapter IX Sight Distance pages 739-766 Crest F1at 40 40 30 30 20 30 10 Vertica{ Rofling 30 30 30 30 20 30 10 Curves °(K) Mountainous 20 20 20 20 10 10 10 Sag Flat 50 50 40 40 30 40 20 , Vertical Rolling 40 40 40 40 30 40 20 , Curves °(K) Mountainous 30 30 30 30 20 20 20 Roadway Width (ft)'•e Minimum 40 40 30 30 C 28) 28 209 Intersection return radii (ft) Minimum 30 30 20 20 20 20 30 Right of Way Width (ft) See Section 3.08 See next page for.footnotes. TABLE 3.03 . ACCESS STREET DESIGN ELEMENTS Spokane County Standards, Page 20 Apri11999 ~ i , • r~ . • ~ ~.~a~,._...: h.w ____w~. _ . n~{~~~~__=._y,'~~~..._.~._ ....~..~..~.___.___,..._..._..___.~_.._......_..,_w__.~._......._..~... _ ~.._.._.,..lY:...`~t..~ _.._a~.,,.l~.~~ _..~z..___.._____...__.. _......M.... . 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Page 1 Triangular Channel Analysis & Design Open Channel - Uniform flow $ASIQ Pcssi°' A ~ Worksheet Name: JOHNSON FLOW WID (2) Comment: GUTTER FLOW WIDTH-CURB DROP STA 2+65 (2) - Solve For Depth Given Input Data: Left Side Slope.. 6.00:1 (H:V) Right Side Slope. 31.25:1 (H:V)< 3•Z ~ GRo55 S-opE Manning's n...... 0.016 Channel Slope.... 0.0050 ft/ft Discharge........ 1.04 cfs Computed Results: Depth............ 0.20 ft Velocity......... 1.41 fps Flow Area........ 0.74 sf Flow Top Width. 7.42 ft E ;;COW Wlt" (Lo PEAK Wetted Perimeter. 7.44 ft Critical Depth... 0.18 ft Critical Slope... 0.0083 ft/ft Froude Number.... 0.79 (flow is Subcritical) Open Channel Flow Module, Version 3.11 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ~ - ~ - ' - ~ ~ ~ - ~ ~ - ' ~ - ~ lZ, Ito 7 m r' a*t. e~uA 4-D &3;& ft4. A '~a~c • ~ 2 8' ~ ~ 7.92--w---a 12.16' rR-~7.9 2' ~ C!_ 3.2% 3. 2% -a ~,~~R~IY`'r-`_-~;A~~,~ . T_~ ✓ ~ ir. ~ • , . , , ~ / j ~ 4[✓ ~ •,t _ ' - t'- X~ . • • -L I ` ~ .S_.~4 ~ / ~ \ ~ , ~ ~ t~'~ '~\f ` ♦ : \ ~ ~ ~ : ~ / / , ~ ~ , ~ ~ ~ ~ ; ~ L TYPE '°B„ CURB {TYP JOHNSON ST. FLOW WIDTH NDT TO SCALE Triangular Channel Analysis & Design Open Channel flow I SA&,4 POSr B Worksheet Name: GRACE FLOW WID (2) Comment: GUTTER FLOW WIDTH-CURB DROP STA 2+72.94 (2) Solve For Depth Given Input Data: Left Side Slope.. 6.00:1 (H:V) ~ Right Side Slope. 50.00:1 (H:V).e FsnM,arft CROxs SCroP~ Manning's n...... 0.016 Z°l Channel Slope.... 0.0050 ft/ft Discharge........ 0.93 cfs Computed Results: Depth 0.16 ft < FC4K OEPi'}1 Velocity......... 1.24 fps Flow Area........ 0.75 sf ' Flow Top Width... 9.17 ftE FCpw WtaiW @ PeAK ' Wetted Perimeter. 9.19 ft Critical Depth... 0.15 ft Critical Slope... 0.0089 ft/ft Froude Number.... 0.76 (flow is Subcritical) Open Channel Flow Module, Version 3.11 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ~ - - ~ 13.6to 7 12 oK C~ OAss-1+-A 4- ~ ~ 32 ~ 13.66 9 .17' ; N2.0% N~•oI~ » ' ~~i rl' ~ /'_'l ~ r ~ , r ` ' ` , ~ , t \/I , y\/ • 7777 ~ ~ \1 EXISTING CURB (TYP.) FLow wIo~rH . . ~RACE AvE. NOY r4 SCALE 12* Rfi ~ 1 e~ ~ v • / ~ . tt 1/2" ~ 24' 22- • 2 3/4' 2 3/4 4' v-,~~~~~ TYPE ..M„ ~ PAVEYENT 3/8' 4, cu,wnn . 4022873 C.r / Lv. 116 PORTLAND CEONCREtE C cm • . ~ VARLES • C., ~ ASPHALT CONCREIE - ~ TYPE " TYPE ~.A" TYPE C" ,z- w~wnrr - ao~sozs c.r./ Lv. ou,wnTr . o.a7as7 C.T. / LF. aiwnnr - aos3ti2s TaNS / ~c. ~ SM H01E e SEE NOtE B TYPE "S" auANnn . ooies+e Cc / Lr. GENERAL NOTES I t PORTLAND CEUENt CONCRE7E SHALL BE l (YASS sOpO COM~ORYUtG TO fNE S1MIDARD ~i SPE EXISTNC CURB----~ 1B' . d~1Gli0NS ~~4 ~ L wEAlffJtED PIANE JOtNTS fOR PORTLAND 4EN( CpNCRETE SNALL 9E P1JICED AT 15' CE I 40Ew~uc w1ERvAtS. 1 3/E' E7PA►190H .101Ni5 IN PORTLAND CF.YENT CONCREIE 94►LL 8E PlACEO AT WR9 R£NiWS. .12~~ 4. ~O~CELENT Ai 15 AND SYiALI COMfURYTO 11iE eV l ~ ~ REQUU2~J~tENiS OF SECTIOp 9-26 GF 11ff ~ • STANDARO SPEditCAnONS. FPOxr f` l _._1. sEE noTE 4 ~ s. ca+s,ra,cnon or TYPE 'v' cURe s►+,ul caaaeM t( poRtw+n ro secna+ s-a oF r►~E st~oAao sPECff+CAnows l~ 11/16~ ~ 1 C£4fNT IEXCEPT ltl~~ CEMENi. ~ iHf F1N13 t t q1M1. BE PORiLANO ~ ~ 3 1/2• I~NIECRAI POUR. ~l MIH ECi1VE~~LLm TO PRD1A0[ A OENSE. 9400M FMSK CONCRETE GUTTER TYf~E "R~• a,wnrv • 0.02Nt49 C.T. / Lf. & TO 8E tf5E0 OP47 W~ECAI CASES MATM APPitOVAL oF nK cauNn E,+ca+EER QuN,nrr - 0.052259 G'f. / li'. 7. CURBS 9UAL1 MAV£ A l1GMT BROWtED FINSSM. CUTTERS SMALL 9E fMtSMED N1A/ A StEEI iROMEL SPOKANE COt1NTY APPROVED: =STAttDArtp~ ~T 'i r~g+ ~r ~'-'~''k DFPARTMENT OF PUBUC YYORKS ~ CliRBS !k GUTTERS A-3 y / ~NQON C~RfK~ T n TTV wp(AIK~ *A M20~ 4%-300 OJ1ll f 1, J Storm Gutter Flow L Curb - Ft7-y- Typical Road Cross-Section Road Classification Non•Flood Zvne Width (L), Feet ~ Local Access 12.0 Collector Arterial, 2 Lane 16.0 ~ Minor Arterial, 2 Lane 24.0 All Other Roads To be detemiined by County Eagineer Note: Table lists minimum non-8ood zone widths, L. To be analyzed for design storm event Gutter Flow Widths in Roadways : Guidelines for 5tarmwater Management ~ J~Fi~e 37 Addendum, Pg. 6-70 Febrvary 1998 Suwf~Cm`In' . . ~ ' i~ ~ • S~, rr v~ 4. a ~9~0~ `Y' ♦ - • ~ ""~r n. Y tx~,,,~+iR _ , -r aridax~~'+:'~~ . .,~."""SC,~,v"'A_:~'#':yt,~~-^„^ e. • v O~ • . `~~~'~~7'~ ' ~i°~~ •M#.~r~~,• 4 - ~ u~"'s~r~' ~t, ~3-; ~ , ~ . . . . • 4~.: • ~w.i~~~'k..~~,~ . _ C ~ ! _ y i ;3~2 , ua ~ . • s F= Storhaug Engineering Civil Engineering and Project Management December 12, 2000 Page 1 w' I • i . ~ ~J~.~ ' nr e ' ~S d~ 4;t~v►.~,:~ I n (0 ~I.rr►~-{- *x r ~a - 'p C.i.~...r.b i~ 1.►~c~,~ - 6. -~.5 f- , ~ ay - - a G~ L7 , L4 t4 _ ~ c~ 19 -J. dX ~ BAsiN RosT A ~.o . 11 10 , . 10 3 . ~ • . ' ' f • . 4 . p a ~ ~ .6 O = Z 7 0 S.0 ~ • ~ • - d 1.0 ' t Q~i y \ A L ~ 1.0 U. ~ a ~iV!L x .a , Ls Z Z .s .s z i H 4 O ~ A W IL W 1.S ~ 0 .6 t~ F- 2 1 _ ~,P~Q~ ~ 0 2 = F-5 V O Z U. .3 0 Z .s ~ o ' n W a.375... 0.0.1.1 o a J os o o .06 a .3 W W 0 ; •!5 2.S ~ ~ .i Q U. W O 4 S t .02 ~ ~ a W = V ~ O ~ O Q c~ .13 .01- ~ .I6 F- Q i L ' Y ~ . LOCAL 0EPItESS10M (o) 0'1 ~ - a • ~ ' ' NOMOGRAPH FOR CAPACITY OF CURB suREAu oF PueLie i10AD8 OPENING IAILETS AT LOW POINTS • ptV15ION TN10, MASMINOTON, D.C. F I GURE IT 6-41 , f_s . • . _ . - , - _ ~ 3 I ~ c71A.lIh~O 1 A 4~ ~ 6ae 6. -13 a ~ ~ 4['~ - o 0.23 - 1`7 ' ~ ~r~..,~, i,►1.~.# ~.a.ec~~~' th ` ~ ~y .r /~syy ~ ~h_+)f_ +I,~nwyJ~y _ ~ i ~ r . 1 • i 10 3 ~ ~ * P 4 . ~ U. . Zr , T L6 L3 M1L C,~~J~ 1.Q i IL 43 I~ - Q U) oop~3',~+~ ~ _ LL s.s .i e or ~ S ~ ; W 00 ~ 4 ~ ~ ~ 44 .0 r 0 A ~ ~ ~i° ~ ~ ~L,~i~ ~ lr .S ~ ~ ~ Z L6 0 2 3.l1 j r• C~ -,4 4! , _ ~ ~ ~ J ~r7 F~ 10- ~ .O6 ~ .7~ ~ ~ ~ ~ x ~.S ~ ~ m t~. u1 G d ~ IL t w a V = C) . ~ G1 ~ Q . . ` q ' F . . NT. 44 ~ YUna 0.1 `oCAL DtPA`=BIOX (0) ~ R ■ ~ ~ ~.2 n,QMOGRAPH FDR CAP►4CITY OF CURB _INTS ~ au*EAv vF rue;ic RoAOS L7PENf[11G 1hILET5 AT x.:.+f]W PO OiY1SIaM TW0, IYASHIMQTOM, @,C. FIGURE 17 • fi-4i r3'~ ■ GRAGE AvE, J~~ 95Y - - - - - - - - r - - - - - - ~ - ~'F - r..~ --t--e-...---...-.T-.n-.~ ~ 2p' HORIIER EASER1E~lT-°~~ q _ 7.5' 55' SETBACK LINE ~ (FRClht CEAITERLINE) _ - - - - - - - j - I 4 d ' °a z ~ m z N i I ~ 55' SETBACK 1 i f f LzNE (FROM ~ CEN7ERLINE) j L - - - ,T ~ - - t15' - -.--a - ,_1 i i ~I , ~ ( 1,1 51NALE BC]TT4N} C71i~.= 7`x 97' 14' Bf7R~3ER EASEhfENT Bfll`TOM C}F SWALE= 1996.(]0 AREA= 679 5f 1 TYPE B C}RY4VEL!_ SPOKAN£ COi3NTY STCY. B-1a STA 1+15.00. 31' RT. RiM ELEV.= 1996 50 aa o io 20 "a C11R6 INLET Tl'PE 1 SPQKANE a U CDUNTY ST'D. B-S tIN F'EET ~ § STA. 24-66.00 (JOHNSQN) 1 9,nch = 20 f t. EL.= 1997.35 (F'LOWLiN£) L. = 4' N. 1 ~ CHRISTIN'S A7DI11ON ~~~RHA~G ENG~~EIERING t~ $ BL~~I(N1 `1:522 N{3R1~! I~CINROE SPOi(AldE. WA 99201 DRAWN BY: JANV I [3AdE: 89/1i/01 ~ ~ (509) 242-7000 ` CHECltE(J $Y: ,!S f PR4JECT No.: 00r051 . ~ ~ 2 GRACE AVE. . _ _ ~ . ~ ~ _ . _ _ ~ I---~ _ 95' 8.5 ~ _ I J~l ~ \1----- , ~ . t ~ 20' BDRDER EASEMENT ~ 55' SETBACK LINE 15.8' i ~ CFROM CEtdTERLINE~ - - I i i-------- j i ~ I o ~ ~ { o cZn °D °z I~ i ~ 6 I 1 , I 155' SETBACK I ~ I !INE <FR❑M ~ I CEIdTERLINE> I ~ I ~ I ' i L - - - - - - - - - - - - - J iis- ~ j 14' BORDER EASEMENT ~ O SWALE BOTTOM OIM.= B'x 76' BOTTOM OF SWALE= 1995.70 AREA= 608 S.F. 1 TYPE B DRYWELL SPOKANE COUNTY STD. 8-ta STA. 3+35.00, 31' RT. 20 0 10 ao eo RIM ELEV.= 1996.20 60 o O CURB INLET TYPE 1 SPOKANE ~ COUNTY STD. 8 8 ( IN FEET b STA. 2+73.44 (GRACE) 1 inch = 20 ft. EL.= 1996.96 (FIOWLINE) ~ L. = 4' ~ / cHRisnN's ADornoN 1 STORHAUG ENGINEERING 208 LOT PLAN 1322 NORTH MONROE LOT fi, BLOCK 1 SPOKANE, WA 99201 DRAWN BY: JAM ~ DATE: 09/11 /01 ~ (509) 242-1000 , CHECKED BY: JS ~ PROJECT No.: 00-051 ~ ProjeGt: Christin's Rdd. Stmt Nama: [3race Areme Date: 9111I09 5E Jab Q"5i Strnet ClassiFF~: Lacsl Rccess Rtgm elevaum a! Dist.trmn Curb wr6► SN" C1L 5ired Otstatus ta Elevation at " G!L C14. $treeS EkYatian at swmut ka EWiaSfon at PraTiO asplwR sawcut tn $latlort G►L Elev Grade aawcul sevveut ta samcia ande saweaW cufi intMM-aW tnp of curb [irede trderf=B 9uFb Slatiqn 4+00 1588.68 8.00 19M.53 1.88% 1998.53 8.50 1998.78 1998.36 262% 1+00 4.54% 0.54°la 0.84°!a 1+50 1598.41 000 1898.44 N1A 199841 14_50 199836 1991.94 3.24°e6 1t50 1.1 t1% 1.10slo tl.73°Jo 2+00 4997.86 0.00 1987.86 td1A 1957.86 14.50 M1A 1997.57 2.0095 2+00 INTERSECTION 0.79°r6 0.79°Ifl N!A 2+32.71 1897.80 523 1897.93 -0.57°.6 1997 63 8-27 NlA 1997.41 2.37°h 2*3211 SJ 2.95% 2.95% Nu,a 2+54 1997,35 8.0-D 199726 1.12Yo 199726 6.50 N1A 159?.43 2.00% 2*50 IN'TER9ECTi8M -0.23°/a -U 23°lb ❑.6D°!0 2+8844 199744 8.00 1897.31 1.63°k 1997 31 6 54 5887.54 5997.42 292% 2+88.44 [3RP.S]E ekZF-Alt 4,35°la Q 351/6 8.50°a 3+40 1997.44 8 Oa 1991.31 1.4 3°r6 198731 6.50 1887.48 199706 3.82°r6 3+00 ~ ~ ~ ~ ~ m CD c:) cl c) v C E: r C/) z m I ~ m m 1 I C ~ ~ ~ ~ ~ 00 , m , f AJFF101ITL PYBLly DMNW • ` SPOKANE "G41rUNTY EWMMVS OM • ' ~ ~ ~~IG31 ~ 3.15 CLEARZONE PFiQ7ECT # SUBMITTAL # t rhe term "ciear zvne" is used ta designate the unobstW1181~~~OWW 'the s.~t'• .,;edge of the traveled way ❑n a public road for the reeavsry of errant vehicles. , ~ on shou#dered raads, rigid objects slaall be placed roo c9Qser to the traveledf way tharr the ciear zvne distance darived by using Tab1'es 3.15 and 3.15A. The methads described in the current editimn of the Rrradside Design Guide, AASHTO, ; ~ m ay be used. Within the ciear zone, a41 hazards shafl be protected by traffic .1 ,~,~.<'r•.ti: + ; i barrier. In lieu of barrier, hazards r~nay bs canstructed flusf~ with the surface. . •~'y Ff~`};^• E3~I '2 C]n curbed rvads vvith: . ; . 5idewaik contiguous with cuib - Rigid vbjects shail be placed behind the Siclewalk. ~ f r §eparated sidewalk - Rigid ob}ecfs shall he no cioser than two fieet fram the back of the curb. i: . . No sidewalk - Rigid objeGts shall be rav closer fhan twv feet fram the back of the curb. ; • ~ ~ ~~ed limit grea#er ihara 40 m.p.h. - The Spanscar's Engineer shail use #he ' j cIear zvne requirements for a shauldered road. RECEIVED 4 I 3.16 RaAD suRFACING REQUIR€MENTs ~EP 1 2 2001 ; Ali public roads in 5pokane County shall be paved. A pavemen t tn design procedure must be perfvrmed fur all ubiic and private raads. MM-1 • u~ gn u , , , • ir~ ~ v~ - d - E n t~~` ~ ' ~ ~ s d . The design fife vr 0 raa ss a e 20 years. The design procedure used must be apprmved by the County : FngineeC and must consider the following: , 1. Traffic Loading - an estimate of the nuanber and types of Ioadings the roadway vuilr c.arry for the design I[fe. Th95 Bst1PY1~te of I[}adlF7g musf be estab[ished by a prvcedure accepted by #he County Engineer and be expressed in 18-Kyp . Equ4valent Single Axle Loads (ESALs) 2. Subgrade Suppvrt - a repcesentative value fvr the stiffness of the native materiai an whic'h the raad wiil be buiit. This vaFue will be established by a prvredure accepted by tl~e County Engineer and be expressed as resifient modulus {M,,}. When determining Mrt, sail sarnRlirrg is io include; A. ob#aining a suffcient n+amber of soil samples which adequatefy repaesents . , the subgrade M . and where sigrrificant changes irr MR occur; ,;pokane Couniy Standards Page 23 11pril 1999 . ~ ~ ' ! 1 . ' ~1~♦ i + ( Residential 3treets So91 Type Per Unified Sai{ Private Roads Locat Access Streets Ciassification System , {USC) GW ~ 2 inches/6 inches ~ 2 inchesl6 inches Gp ( 2 inches/6 inches ~ 2 inches/7 inches , GM ~ 2 lnchesl6 inches ~ 2 inches/8 inches 2 inchesl7 inches ~ ml 7e ~ . . SW ~ 2 inches/6 inches ~ 2 inc esT` mc es : ' . SP ~ 2 inches/6 inches ~ 2 inches/8 inches • ~ ~ : ; ~ SM ~ 2 inches/'l inches ~ 3 inches/6 inches SC ~ Pavement Design Needed . . . N1L, ~ 3 inches/6 inches j 4 inches/6 inches CL ~ Pavement Design Needed , ! OL ~ 4 inches/7 inches ~ 5 inchesl8 inches MH, OH, Pt ~ Pavement Design Needed Notes: . . ~ a) Values listed denote asphalt over crushed rock (minimum compacted thickness) . , te.g, "2 inches/6 inches" denotes 2 inches af asphalt pavement over 6 inches of crushed rock} b) Values were calculated using the flexible pavement design method by AASHTO, 1993; and assuming traffic Ioads for residen#ia!-type neighborhoods. A 20-yr- design life was used. i:j A minimum of 2 inches/fi inches structural pavement sectian was used in tfle tabie. ' d) When multiple soil classifications are encountered below the planned road subgrade, if the higher-strength sail is at least 2 ft. in depth and is above !he fower- strength soil, then tl7e structural pavement section applicabie to the higher strength soil can be used only for soil types GW through SM. e) For saif types GW through SM, the upper two feet of roadway subgrade shall be cornpacted to 95 percent af the maximum dry density, bassd on the AASHTO T- ~ 180 test procedure, ` . Ta use this table the Engineer shall acquire soil samples at the project site and •.classify the soils encountered, in accordance with sampling requirements lisied in Technical Reference B. ' ; ; STRUCTURAL ROAD SECTtaNS FaR RESIDEN71AL STREETS PAVEMENI" N ALTERNp►TE i ; . ; Spokane County Standards Page 29 April 1999 01/25i2001 10:52 FAX 5095359589 ~J002 • • Christians Addition Project Number MO1012 ' Spokane, WA . LABORATORYSUMMARY LJIVITS ' LABORATORYNUMBER 01-0033 01-0034 ~ i , BORING NUMBER 1 2 ' llEPTH TOP I'/z 1%z BOTTOM 2'h 2 SAMPLE LOCATION ~ so t; ~ ~ aU' so ~ LiQUID LiMIT 35 ~ 33 PLASTIC LIM1T 20 20 ' PLASTICITY INDEX 15 13 ! I [JN]FIED CLASSIFICATION 6" l00 S 3" % 96 100 1 1%Z" 72 95 I E P 60 82 V 3/4" A 52 72 E 1/2" S 45 60 3/8" S 39 49 S #4 I 30 36 . I #10 N 24 27 Z #16 G 21 24 E #30 19 22 #40 18 21 i #100 13 16 , #200 9.7 12.0 ; i budinger & associates, inc. ' geotechnicai & material engineers ~ . . S P Ca I-,- A~ av 1F- ~ c> iLr rq -r Y . DrrISiorr vF PLAaaNrxc A D»IsIO14 ox THE PUBLIc woRKs D~~ARTmENrr MICHAF.[. 1! NE6L7HAM, 1][REC70f{ GARY OBrRG, I71[tLCTDR MEMORarrDvM `Y'U: Division of Engineering and Roads, Transportativn Engineering, SGVtt Engelhard, cr'a Sandy KimbaZl Division of Engineenng6aridi''Ro~'s*Dev~l m_ a~,h Division of Utilities, Tnformation Services, Tim Red Division vf TUtilities, Stormwater Utility, Brenda Sims Division af Building & Cade Enforcement, Jeff Forry Spokane Regional T-~ealth L7astrict, S#eve Halderby 5pokane County Fire D'astrict 1Vo. I Irvin Water District FR()M: Dearana VG'alter, Associate Planner OL) . DA'TE: flctaber 10, 2001 SUBJECT: Propnsed Final Plat of PE-1871-00, Christin's Additian Attached are copies of the above referenced fina1 plat. Please seview and farward any comrrients to me by. Tf yau haVe any questians you rnay cvntaCt me at 477-7224. wc ~-~r- 2"cl Attachment: Final Plak cc: NTike Rubert, PO Bax 29, Spangle, WA 99031 LandTek, Bruce Larsen, 624 N. M.adelFa, Spokane, WA 99202 7{}26 W. BRC]AOSNAY ■ SP(IKANE, WASHINGTC?hi 99260-0230 PHONE: (5Ct9) 477-7200 • FAX• {509} 477-2243 • 1'[JD (549) 477-7133 I ' Rubert Plat (Chdsfin's Aodition) Drainage And-ysis ; . ; ~ RECEIVED . ~ SEP 12 2001 - sPOicar~ c~uxnre~~, :y ~ 0Fz!GIAL PUSLIC DOCUMENT SPC,r;':= C~u~~i7Y cPiGit~EER'S OFflCE . ORiG{NAL ~ - „ sRc. -=-:AL # RcTi1RIV TO COUNTY ENGINEER ° - h~ 1 I I ~ Storhaug Engineering Civil Engmeering and Project Management November 21, 2000 Page 1 : . ~ ~ • r~ r • - - • - e 15 x . . ~ ~A ~ ~ ► QT ~C), ~ ol~► g~Qf2.%S - , s E S`orhaug Engineering ~ ~x~c~~•~ tr~..~~a ~ Civil Engineering atd Project Management _ , Nrnlemher ?I, aaoo Fage 1 . : ~ - _ Cuncept 5ninreary Soils Infatmatiun Chapter A Pre-Develupment Basin Calealations C:hapter B Pnst-Deveiopment aasiu Calculations Chapter C Gutter Flvw Width CelCUlations Chapter D Curb Tnterception Ca[culatioas Chapter E Baain Maps Chapter F ~ , ~ ~ A irOr3~Cr~, f~.rr ►~'r'.~^.p.er~QT~ J _ - y(~? T Q~ 25559 dC`~ ~Q1~p'E ~~~C•' N At ~ ~ E :PIR;:S 1123! D%F. ~ . . . . . . . . . . . . . . . . . . . . . . . . . . December 12, 2000 September 12, 2001 ~ Rubert Plat (Christin's Addition) Drainage Cancept Summary Proiect Descriotion The project is a six lvt residential development located sveath vf Crrace Avenue in the northwest quarter of Sectivn 9, TvvYnship 25 Narth, Range 44 E.W.M. Residentlal developrnents to the nQrth, a manrxfaciured home park to the souFh, and iarge tract residentiai ta the east and west horder the prvject. Curaentlyy, the prC?jeCY Slte C47n515ts C3f a field wath scattered trees and a couple af old houses. Froantage fvr the praject %all be provided by Grace Avenue and Jahnsan Road, which will be a public road. Soi1s Information Using NRCS data, the soils on site have heen determined to be Garnson Type A soils. Tnpa raphic Information Overall, the site is extremely flat. There exist tvo slight rises, which serve to direct the majonty vf the pre development nu'►off toward the north. In the southem sectiQn of the projeci one of these n'ses causes a sma11 area ro flavw to the south. Tlus basin is discussed in further detail belvw. - } DraioaLye CnnceQ A11 basin ninvff calculataons result frotn use of the Ra#ianal Method 10-year design storm event. 1're 1]er+eloprnent FInw Scenario The pre development dsainaf.ge situatian consists of two basin areas. Basin Pre-D is lacated Yn the sautheast corn,er of the site and current3y cansists of sheet flaw off site to the southeast. The pre development flow for this basin has beea calcutated to be 4.04 cfs. The remaining pre development area of the site coMSasts of shee# €law predomina.ntly to the northeast In the pvst development case, the nunnff from this area will te kept vn site. Therefore, no pre development tlows have been calculated. Post Development Flaw S'cenarir . The post development drainage scenario wfll le divided into three basins, Bc'35ki'1S P05t- A, B, and D. The area making up Sasin Past-D is essentially the same area that compnses Basin Pre- D. 'T'he nmoff from this area VA'11 remain as sheet flow off site HQwever, the calcu.lated pvst development sheet flaw vver this bvrder is 0.06 cfs. This is an increase of 0.02 cfs over the pre development case. It is owr vpinion that this small increase is insigmficant. r Basins Post-A and B will drain towards Johnson Road where gutter flow will convey the , runoff into `208' swales located on either side of Johnson Road in the northem section af the project. As part of development, the majority of the project (Basins Post-A and B) will be finish graded to drain towards Johnson Road or directly into the `208' swales described below. Pond Routing Calculations The swales utilized in Basins Post-A and B have been sized using the Bowstring spreadsheet routing method. It has been determined that including one Type B drywell in each of the swales will provide adequate storage to convey the peak 10-year design storm event. These drywells will be placed to have rim elevations that are 0.5 feet above the swale bottom elevation. In addition to the drywells, the swales in Basin Post-A and Post- B have been sized to have bottom areas of 677 s.f and 607 s.f., respectively. `208' Volume Requirements The total asphalt area drauung to the `208' swale in Basin Post-A amounts to 8032 s.f which requires `208' treatment for a volume of 335 cubic feet. The design provides a treatment volume of 338 cubic feet. The total asphalt area draining to the `208' swale in Basin Post-B amounts to 6489 s.f and requires `208' treatment for a volwne of 270 cubic feet. The design provides a treatrnent volume of 303 cubic feet. Gutter Flow Width Calculations The gutter flow width was calculated at two locations considered to be the controlling cases. These are at approximate stations 2+65 Johnson Road and 2+73 Grace Avenue. Approx. STA 2+65 Johnson Road As a conservative design assumption, the runoff from the entire area of Basin Post-A (Q = 1.04 cfs) was considered as gutter flow at this point, which is at the curb inlet. It is clear that the west side of Johnson Raad will constitute the worst case compared to the east side since the flow width on the east side will not include any runoff from Grace Avenue at Johnson STA 2+65. As a conservative design assumption, it was assumed that the two sides of Johnson Road have a flow width equal to that of the west side. Using these flow assumptions, the gutter flow width was calculated to be 7.42 feet on both sides of Johnson Road during the peak flow of the 10-year design storm event. This leaves a Non Flood Zone Width of 12.16 feet. This is adequate for local access roads (minimum 12 feet). Approx. STA 2+73 Grace Avenue Similarly to Johnson Road, the runoff from the entire area of Basin Post-B (Q = 0.93 cfs) was considered as cwb flaw at this point, which is at the cwb inlet. In addition, it was assumed that the existing portion of Grace Avenue (the north side) is currently in compliance with Spokane County flow width reyuirements. Considering these assumptions, the flow width at this location was calculated to be 9.17 feet during tbe peak i flaw oF tke 10-year design storm event. This leaves a Non Flaod Zone Width of 13.66 ! feet. This is adeqaaate far IQCa1 arcess roads (m7nimum 12 feet). Cur6 Intercention Calculatians There are twa locativns where curb uilets are included in this project. The first is a sump , inlet at station 2+66 3nlnsvn Road, and the secorid is a sramp inlet at stativn 2+73.44 , Grace Avenue. Sump Inlet ut STA 2+66,dahnson Road Using accepted desigrt methods, the curb inlet at the referenced locativn was sized to have alength vf 4 feet. Thus length serves ta interGept 100°/o af the peak flow resulting from the 10-year design storm evenE. Sump Inlet at STA 2+ 73.44 Grace Avenue Using accepted design rnethods, the curb inlet at the referenced locatinn Avas sized to nave a length of 4 feet. This length serves tv intercept 100Q/o of the peak fluw resulting from the I Q-year design stvrm e►aent. Calculatians supportfrag this design suminary foliow. F 1 ~ . B-•W-A B ernardo _ •Wills ArchitecEs, P.C: . - , - PI a n n i n g - Arckitecture I n L c r i o z s LETTER OF TRANSMITTAL To: Citadel Conshuction, Inc. Date: September 12, 2001 10103 N. Division, Suite 106 Project No.: 01-235 Spokane, WA 99218 Project: Wendy's - 5615 E. Sprague Attn: Roger Johnson (Dan or Todd) Spokane, WA We Are Enclosing: Correspondence X Prints Submittals Originals Computer Media Change Order Copies Date I Descnpbion ~ r• ° 5 I 9-6-2001 I Permit / Construction Drawings I I I These Are Transmitted: X As Requested X For Your Use For Signature For Your Information/Files For Review and Comment For Approval Remarks: Per our telephone conversation earlier this week, attached are 5 permit / construction sets for the Sprague Wendy's. Changes from the pricing sets are "clouded" for your reference. Please call if you have questions. Charles G. Horgan, AIA Copy To: Dan Nagy, File Signed: 107 South Howard - Suite 420 - Spokane, WA 99201 -(509) 838-4511 - Fax: (509) 838-4605 : : ` o ~ ' ~ ~ • . ~ ~ ~ ~ s ~ • ~ ~ ~ ~ - - , $ k L.. ~ v ~ e t w .da s F: Storhaug Engxneering Civil Engineering and Project Management ~ . . . . . . . . . . . . . . . . . . . . . . . . , Nouerrzber,21, I000 Page Y Tabte Fib --FHysica}, arog$xLyes pf Che Soals--COntanued f I P I I I k I I lsresxan faccarsjwzrd jwinc3 hSan symbnl ~Depth i Sarc f 5,1[ iClay ! Moist J Fem aa- [Ava:lable ] Lx^.ear ~ Organxe ~ i erpdi- jerodi- xnd soil zame € f ~ J I bu},x ~ !~liaty I water lex*_ensi- ~ mauCer [bil,itylbility densxty I {r<sat} Icapacit;, I bili4y I ~ xw k xf I x Igraug Ifndex ~I" ~PGt IpcL E~cj-. i slcc ~ anlh= E xnlin I Pct {pct I 4 I I i I I I I I I f I 1 ! I I I ! 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U 0.90 0.90 Pavement and Roafa C i EarCh 5hauldecs . . . . . . . . . . . . . . . 0.50 0.50 0.50 , Dxives and Walks . . . . . . . . . . . . . . . 0.75 0.84 0.85 i GI'3.Vel PaVemei1C . . . e . . . • . . . . . , . 0.50 V..]J 0.60 City Business Areas . . . . . . . . . . . . , 0.$0 0.85 0.85 Lawns, Sand}► 5ail . . . . . . . . . . . . . . 001( ~ 0.15 0.20 . ,I.awn, Hea►ry 5oi1 . . . . . . . . . . . . . . . 0.17 0.22 0.35 Grass Shaulders . . . . . . . . . . . . . . . 0.25 0.25 0.25 t, Side Slopes, Earth . . . . . . . . . . . . . . 0.60 0.60 U. bl] ~ , . Side 5lapes, Turf . . . . . . . . . . . . . . 0.30 0.30 0.30 Median Areas, Turf . . . . . . . e . . . . . . U.25 0.30 [].30 ~ - Cultivated Land, Clay and Loam . . . . . . . . 0.50 0.55 (l. bU ~ ~ Cu1tivated tand, Sand and Gravel . . . . . . . 0.25 43.30 0.35 , . Industrial Areas, i.tght . . . . . • • • • . • 0.50 0.70 t].$U ~ E Industrial Areas, Heavy . . . . . . . . . . . tJ. iiU U. 8o 0.90 ~ Parks ared Ceaaetaries . . . . . . . . . . . . . (1. 143 0.15 25 ~ Flapgraunds . . . . . . . . . . . . . . . . . 0.20 0.25 0.30 Wpvdland and Farestg . . . . . . . . . . . . . o.lU 0.15 [].20 Meadaws and Pasture Land . . . . . . . . . . . 0.25 0.30 U.35 ~t * * ~ *SINGLE FAIlSILY '[3E5TDENTIAL ' (Dwelling ilryitlGross Acre) . {Sandy and GraVelly SoiP) ~ L1-1. U DU/GA . . . . . . . . , . U.15 I.4-1.5 DU/GA . . . . . . . . . . o.2o , I.5-3.D DU/GA . . . . . . . . . . 0.25 ' ' 3. 0-3. 5 DU/GA . . . . . . . . . . 0.30 3. S-4. U DU/GA , . . . . . , . . . U. 35 ; 4. U-b. U IIUJGA . . . . . . . . . . 0.40 ; 6. (1--9. [3 Dil/GA . . . . . . . . . . u. 5U - 9. a-15. v DU/GA . . . . . . . . . . 0.70 * Assumes fZafi 1oi p1us one-half widCh nf abutting street. Ocher canfiguraCions p ghouid be checked by cnm'hining individual runoff factors for each Narious suarface. , . Dare 414194 ' TABLE r 6-2 ~ • ~ ~ ~ ` ~18 s C3~I►5 ~ - u~.. a. ~ ~ - SESt4rhaug Engineerin g Ciail Engizewring and Project Managemeut Decemher 12, 2000 F'age 1 I BDWS7RING MIETHDa (1'EN YE4R STORM f]E31GH) PRWEC7 Rubert 00-[}57 T1ME C7F CdA1CENTRRT1t3N (mnestesy - DETEMTICIht SASIN DESiGN $AS1H Pre-f] REVIEPJER Hodgpeth Tc (awarland) Tc (guftr) Are9s C. q•C N ER dF [1RYWELLS PROPOSE❑ DATE 07-Qec-Qd 0 SmOs (type A) 00rnsbls (h+PB g) Ct ~ fl 1B l.2 = Carm 0.14 0.10 0914 Tatai {CSIC }(see 111 ) 014 P1 = 50 000 4DD d Time of C 4calc l[Gae Ft1 ] 6oQ Ll(A) = 75 7.2 = 3 000 0 00 D comaosft" tCate] (sea 1-11) 010 N[A] = 04 $ F a 000 o 00 0 Tirm oi Canc n) 500 S(A) = fl A! n= ❑ CF18 000 4 Ob fl Area [ltares] 014 a= Sl [If] 0 00 Q C' FasYar 010 Tc (A) = 4.60 d= 000 000 0 Imparvwus Area (sq i'*W A Comp"C• Vatume prwidad 2{]8 smrm L1(B) = 0 Ta {gu] = 000 014 010 gutflow (ofs) 6 N(S) ° a 'fc(R+8) = 460 Area • C" Fecw 001 8p = 0 Q=C'I'A= 0 D4 4W - --=c= 7c(tcrL) = 500 Q{esQ = 000 #1 02 3 q4 #6 #6 97 Tt SB] = 00 1ntensrty = 318 West3 = £RR Tirne Tu'ne ints Q ded V m V aut Stpruga A= 0000 fnc Inc WP = 0000 [mwt Y iam 1 4#n me. (cfs) ~cu ft l (cu. ft) ~cu ft.y R= ERR {#1 -66} A`C`0) tOutF. "#2j (#546) V = ERR - rc (W~ef) = Tc (o+rerfand) + Tc (guttary T*-f€~1= ERR 5 f10 30000 318 03€'a 364 300 Dp 84 Tc (cverland) = GY`(Li'tdlS"0 5)^0 fi} Qtesty = ERR Ct=015 5 3DO 310 384 3(10 84 L4 = Largth of Overbuid Flow Holding = 0IDD 10 BIXS 2 23 a 4H8 BDO -112 ni = fricWn foctcr of auartand ilow (4 far averegs gmss covw) 'tS sm 4.77 Q 545 9oo -355 S= avarKs sbps aT ovePand Raw 20 izan 7A5 044 57°r 12M 4323 ro (Ouw) = Lmo [ft N~ebeitr tfts- 1►60 25 15DU 1 24 038 590 150D -910 B=$ottom HntRh of gutler ot ditch 3f3 1800 104 0 31 601 1800 -Y f 99 Lt - fnres'se of cross slope one af dRcf3 35 2100 4 84 027 2100 -4492 L2 = mveraa o} crass &lape ivw of drtch 40 2400 002 025 2400 -7 7'70 d= dePth of lfwv m guftr (eagsnaGe, check esbrnWe wRh F'#ow1 45 2700 074 022 zaDO -2073 Aroo = d*e+d^2W(xi +za} 50 300Q 060 024 B38 '..fpW -2362 Wef4ed penmatar =B,d*(11sin(W 1IL1)1+11sm(atn(11Z2))} 55 330D 0 64 019 658 3300 -2E42 Flydrautrc Radtus = R= AreaMletbd Perirteter 5d 36M 064 018 682 38oo -29f8 Vejoraty = 14oIn'R^ 69T's^ 5 $5 39M 060 048 729 3900 -3175 Fbv = Vebaly Acea 7D 42f1tD 059 0!7 753 42D0 -3447 n= 0 018 tor asphatt 7$ 45M 0.56 0.17 777 45[70 -3723 s=€or~maf alope ai gutter 84 4aoo 453 U1e 783 48W -4017 BS 510Q 052 416 875 5100 4285 90 54(1[3 050 015 928 4571 95 5101 9 48 0 75 856 5 4844 100 800❑ 048 014 882 -6118 DRAIrtAGe PaNo McUtarIorrs F2aquared gresak swere pona starage vofun,e » Impervous Area x 5 srs.l 12 ui IR = 0 cu ft prawdBd, cu fr P-899 DRYWELL REQIifREMENTS - 19 YF.~AR dE81[3M STdRM h+lawrnum elerage required hy BovveWg = 84 cu ft prrnnded- cu R hwnggT Numbsr anct type oT prywells Requfred r 0 Swtgie 0 Dou61e . ! ±ia" . ~ Ar+ ~ ~ ~ ~ ' ~ ~ m r ~ , . s F: Storhau neerin g ~ai g Civil En,gineering ar►d Projecf Management . • . . ■ . • r • • . • . . a r r . • • ~ . • r a DtCe7»ber 12, 2000 Page P Posr A ~ 8°3z 5~~~ 09 AsP14At-T =8r+& ALt F-S = C Q, oa (3fooo ~ S,F~ , - o,OS- AL2E5 - (zloo S,r) _ . 08 0,03 aLe,--s 49 . O, ~8 0. l PCntO L.En;v714 St~PE fZ (CaASWUC&hv-e Es4lr►1~. G.yO 9DW57FYENG METHDQ (TEN YEFIR STflRM dESIGN) PRC]JECT. R~00-051 TIAAE aF CONCENTRATIpPl (musutas) - DETENTipH $ASIN DESIGN BA&IN Basin PW-A REVIEWER Hedgpa#h Tc (onerEansi) Tc (guMar) Areaa "C" A"C NUMBER OF ORYWELL5 RRQPpSF❑ DATE- 04-Sep4)1 ❑ 53n& (4"faa k) 1 Dou61e (ippe B) Ct = 015 L2 = 200 Tatal Area {oa9c }{sm H1 } 1~2 AsFilhslt 0 78 0 9t1 Q,7B2 Z1 = 5q Houses 008 090 0072 Trrrqof Corrc (calc.) (se5 H 1) 714 L1 (A) = 10[] 72 = 3 Orrvvvayrs 005 090 0.046 Cvmpns+Se 'C° (cafe ) (see H1 ) 037 fV4A) = 0,4 6= 0 sidewalk 003 090 0.[Yd7 Tume a# Conc (mm) 7 44 5(A) = 0,04 rt = 0014 Grasa 0 58 010 0068 Ares (Acres) 102 s= 00122 000 0 OD 0 C' Factor ❑ 37 Tc (A) = 5.48 8= 014 000 000 6 Impervaus Area (sq ft) 6032 . 7oW A Comp "C" unlume Prorodsd 208. 338 atoim 438 L1(B) = Q Tc (gu) = 1SO 1.02 037 Duftrr tds3 1 N(8) = d Tc(A+B) = 5.48 ,Area ' C" Factar 037 S(8) _ 0 n=C"i"A= 104 =WVw==w Tc(Lot.) = 7 94 4(sst) = 104 #1 02 93 94 #5 *e #7 Tc t#3J = 00 lnYansMy = 2.78 41Q(eet) = 100 Tima Time tn4ens+ty 0 dav V in Vout 8torage A= D.5= Irtc , !nc WP = 7465 (min.) (SK.) (inlhr ) 4cfe] ;cu• ftl R.) (eu. R) R = 00700 {#1-60} (A'C"AK3y (null"#2) (#5-N6) • V = 1 99 _ _y--- - __r_.-._= 7c {toka1} = Tc (werlsnd) + 7c [gutfer] Tralgsl= 1.58 7 44 42B 25 2 78 104 596 42025 168 Tc (wesLand) = LY {l1'NIS"0 5)"4 6) oLestl = 1.04 Gt=U15 5 3[)0 318 1 18 478 300 178 L1 = LeRgth af Ddarland FIvw Holdms = 713 10 600 224 fl 84 625 Go0 25 Nc inctrvn Tactor at averlarkd ftw ( 4 tw average grass rcwer) 15 9m 1 T7 {T 68 692 900 -208 S= average atape af rnrerland flow zv 1200 145 054 730 1200 -470 Fa (guwr) =L-tgth 40/veloenr ftec.1w 25 1500 1 21 046 745 9500 -755 B»$o#9om vwdth of g" ar dRch 30 1BOQ 7 04 0 39 757 18(1p -1U43 21 = irnerae vf csoss s~opa aron of dfth 35 210D 091 034 784 2100 -4338 Z2 = irnaree aP cross s$aPe Mm oT cfth 40 24{]D 082 0 31 791 2400 4618 d='depth of fiow m guttw {estimaSe, check sstEmaLa wrfh Flaw} 45 2700 074 028 788 2700 -1812 Area = d'""212"(Zt+I2) 5o 3OD0 060 ❑ 25 809 3000 -2200 Wetted penmemr= B*d+(9lslrNetri(11Zl))+7Ism(abiiI lt2J1) 55 3300 064 0 24 825 330d •2475 Hydraulc Radlus = Fi = FlreaNYatted ?enmeEar au 3500 061 023 855 36DO 4745 Va9ocrty = fi 46$In'R^ 687"s" 5 65 3900 0.84 022 9D8 mm -2992 Flow = VeiaWArea 717 42M 9.58 0 22 943 42M ,3257 n= a 016 far aspYtett 75 4540 056 0 21 973 4504 -3527 s= lprtgi4dina} slope of g" 80 480D 053 0 20 ow A&Oa -3= 85 5100 0 52 p i8 1024 5100 -4080 90 84M 050 9 39 1037 5400 -4363 95 570D a 49 018 1071 5700 .4629 100 60D[3 048 019 7703 60M -4897 -=c.-.oc=.......a= c= c==- -==-r= =o=------_• E?RAINI1CaE NDND CfILC[1LAT1[7P1S Required grassy awale pond storage valume = Impernaus Area x 5 m f 12 m IH.. = 335 cu R. proAded 338 cu. fC fJKI C3RYWELL FtEQ4tIREME1d75 • 70 1'EAR dES1GN STOf2N{ N1axinum afnra8e requtred !ay Bosaslririg = 179 cu Tt provrded 438 Cu Tt Oi4[ . Number arud type of Orywells Rgquirsd = 0 Smgls 1Douhle . _ ,~ssc~ 4•8e . - - - - . . ~te~3e . . _ ToinL A?EA G . , . . ASPNAI-T .~;~R- A c - ~ - - - - 0'9 - ;Z,S 3c~ O.o7 @ IZ~ S,F = ~N95.5,'F, C?19 -7cb s,F = Zido 5,47_ 0.0 s Ac ~ I~s,z 0.03_Ac ---.0.9 - - . - - -GP.A_5S o OV~ P- t _AuD 1::tACkJ - - - ~ ~ - - - . . _ . . . . . '75 _ . . 5?oPE ~ (.oK)SE~-vA-nvC FsnMArF 1. ~ . . _ C3k Tlnz- 5LOW . . . . !_EN6774 = Zy d 80WSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: Rubert 00-051 TIME OF CONCENTRATION (rtxnutes) - DETENTION BASIN DESIGN BASIN: Basin Poat-8 REVIEWER Fledgpeth Tc (overland) Tc (gutter) Areas C. A`C NUMBER OF DRYWEILS PROPOSED DATE 04-Sep-07 0 Smgle (type A) 1 DouWe (typa B) Ct = 015 L 2 = 22p Asphalt 0 7 5 0 80 0 135 Total Area (plc ) (see H'1) 0 86 Z1 = 50 Housea 0.07 0.90 0 083 Time of Conc. (cafc ) (see H1) 6 74 L1(A) = 75 Z2 = 3 Dnves 0 05 0.90 0 045 Composrte "C" (calc.) (see FI1) 0 38 N(A) = 0.4 B= 0 Sidewalk 0 03 0.90 0.027 Time ot Conc (rtun) 6 74 S(A) = 0 01 n= 0.016 Grass 0.56 0.10 0.058 flrea (Acres) 0 86 6 = 00115 0.00 0.00 0 C' FacLor 0.38 Tc (A) = 4 60 d= 014 0.00 0 00 0 ImPervous Area (sci ft.) 6489 Total A Comp•C° Volume Prrnnded 208. 303 storm, 403 L1(B) = Q Tc (gu) = 2.14 0 88 0 38 Outflow (cfs) 1 N(8) = 0 Tc(A+B) = 4 60 Area • C" Factor 0.33 S(8) = 0 Q=C'I•A= 0.83 Tc(tot.) = 8 74 Q(est) = 0.33 Il t #2 #3 04 #5 A8 C7 Tc (B) = 00 Intensfty = 2.85 QIQ(est) = 7.00 Time Time Intensrty Q dev. V in V out Storage q= 0543 inc. Inc. WP = 7 813 (min ) (sec ) (in /hr ) (cfs) (cu. ft.) (cu ft.) (w. ft) R = 0 0714 (p1 '60) (A'C'0) (outf W (05-06) V = 1 71 Tc (total) = Tc (overtand) * Tc (9utter) Tc(9u) = 2.14 6 74 404.28 2 85 0.33 504 404.26 100 Tc (overtend) = CY(L1 "N/S^0 5)'0,8) Q(est) = 0 93 Ct=015 5 300 3.18 1 04 417 300 117 L1 = LerQlfi of Ovarland Flaw Holdirtg = 7 84 10 600 2 24 0 73 539 600 -81 N= tnctlon factor of overfand tbw (.4 (or averege gtass cover) 15 800 1.77 0 58 589 900 .90'I S= averege sbpe of overland flow 20 1200 1.45 0 47 632 1200 -568 Tc (gutber) = Length (ft.yVelxrty (Rlsec.H60 25 1500 1.21 039 646 1500 -854 B= Bottom wKth of gut0er or di0ch 30 1800 1 04 034 657 f 800 -1143 21 = inverae of cross slope one of dibch 35 2100 091 0.30 684 2100 -1436 Z2 = inverse of aoss slope two of drtch 40 2400 0 82 0.27 67H 2400 -1722 d= depUi af ftnw m gut0er (eshmete, check estmete with Flow) 45 2700 0 74 0 24 B85 2700 -2015 Area = d'B+d^22'(Z7+22) so 3000 068 022 ssa sooo -2304 weroea ponmeW = s•a+tvsR,(av,(I2l)).vslr,(am(vZ2))) 55 3300 0 84 0.21 717 3300 -2583 Hydraufic Rad'am = R= AreaJWet6ed Perurse0er 60 3600 0.61 0.20 743 3800 -2857 Veloaty = 1.488Jn'R^.867's^ 5 65 3900 0.eo 0.20 790 3900 -3110 Ffow = Velocdy'Area 70 4200 0 58 0.19 BZO 4200 -3380 n= 0 016 for aspfialt 75 4500 0.56 0.18 847 4500 -3653 s= brgaidmal slope of gutter 80 4800 0.53 0.17 853 4800 -3947 85 5100 0.52 017 988 5100 -4212 90 5400 0.50 016 803 5400 -4487 95 5700 0 48 0 18 932 5700 -4768 100 8000 0.48 0.16 960 6000 -5040 bRAINAGE POND CALCULATIONS Required gressy svrale pond atwage wtume =lmpervrous Area x.5 in./ 12 in./ft = 270 cu ft provided. 303 cu. R OK! DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Memmum sborage requved by Bowstring = 117 cu R provided: 403 cu. R OKt Number and type of Dryweils Requued = 0 Singfe 1 Double BOW3TRINO METHOD (TEN YEAR STORM DESlGN) PROJECT: Rubert 00-051 TIMf QF CONCENTRATION (minutes) - DETENTIOPI BAStN DESIGN BASIN. Post-0 iiC REVIEWER. Hadgpeth Tc (overlartd) Tc (gutter) Areas C. A•C NUMBER OF DRYWELLS PROPOSED DATE. 07-Dec•00 0 Singte (rype A) 0 Doubte (type B) Cf = 0 15 L2 = House 0 01 090 0 009 Total Area (catc ) (see N1) 0.12 Z1 = 50 Grasa 011 0.10 0.011 Time of Conc (calc )(see M 7) 5 00 L1(A) = 70 Z2 = 3 0 00 0.00 0 Composibe "C° (cak )(sea H 1) 017 N(A) = 04 B= 0 0 00 0.00 0 Time of Conc (min) 5 00 S(A) = 001 n= 0 096 0 00 0.00 0 Ares (Acres) 0.12 s= 0.00 0 00 0 C' Fecta 017 Tc (A) = 4.41 d= 0 00 0.00 0 Impervious Area (sq. R.) Totel A Comp•C" Vafume Provided 208. sOorm L1(B) = 0 . To (9u) = 0.00 012 017 Outflow (cis) 0 N(8) = 0 Tc(A+B) = 4 41 Area' C' Facta 0.02 S(B) = 0 Q=C'I'A= 0.08 '4* Tc(bot.) = 5 00 Q(est.) = 0.00 tl1 #2 i3 #4 05 08 07 Tc (B) = 00 IrrtensRy = 318 Q/Q(est) = ERR Time Time lntensity 0 dev. V tn V out Stcrage q= p,ppp Inc Inc WP = 0 OOD (min ) (see.) (in.lhr.) (efs) (cu. R) (cu. it.) (cu ft) R = ERR -80) (A-C'03) '#2) (#5-0) V = ERR _ Tc (total) = Tc (overland) * Tc (9") To(8u) = ERR 500 30000 3.18 0 95 384 30000 84 Tc (overland) = Ct•(L1'N!S"a 5)`0 6) 0(est) = ERR Ct = 0.15 5 300 3 18 0 95 384 300 84 L1 3 Length of Overland Flow Motding = 000 10 600 2 24 0.67 488 600 -112 N= fictio~ facb~r ~ werland flwv (.4 tor everage prass cover) 15 800 1 77 0 53 545 900 -355 S= avetage slope of overlsnd flow 20 1200 1.45 0.44 577 1200 -623 Tc (9utLer) = Lergth (fL)/1/etoclly (Rlsec Y60 25 1500 1 21 0.36 580 1500 -810 B= Bottm» wldth of gutter or dRch 30 1800 1.04 0 31 601 1800 -1199 Z1 = mverne of cross siope one of ditch 35 2100 0 91 0 27 808 2100 -1492 Z2 = irnerse of cross stope bvo of dfth 40 2400 0.82 025 621 2400 -1779 d= depth of flow in gutber (astirtm0e, check esUmate wdh Fbw) 45 2700 0 74 0 72 627 2700 -2073 Area = d'8+d"2/2"(Z1+Z2) 50 3000 0 68 0 20 838 3000 -2382 Wetted penmetet = 8•d+(11sin(afn(t21))+11sm(afi(1lZ2))) 56 3300 0 64 0.18 658 3300 -2842 Hydraulic Rednis = R= ArealWetted Pererneter 60 3600 061 0.18 682 3600 -2818 Velocity = 1.486In•R^.687•9^.5 65 3900 0 60 018 725 3900 -3175 Flaw = VelocityArea 70 4200 0 58 017 753 4200 -3447 n= 0.016 for asphatt 75 45U0 0.56 017 777 4500 -3723 s= bngRudinel slope of gutter 80 4800 0.53 0.18 783 4800 -4017 85 5100 0.52 0 16 815 5100 4285 90 5400 0 50 0 15 829 5400 -4577 95 5700 0 49 0.15 856 5700 -4844 100 6000 0.48 0 14 882 8000 -5118 _ DRAINAGE POND CALCULATIONS ReQuired gressy swafe pond sbxage vatume = Impervcous Ares x 5 in J 12 in !R = 0 cu ft provided cu ft No Good DRYWELL REQUIREMENTS -10 YEAR DfSIGN STORM ' Maximum storage reguired by Bowstring = 84 cu R provtded cu R No Good Numbar and type of Orywells Required = 0 Singte 0 Doutrle TABLE 13 MANNING'S R(}LTGHNESS COEFFICIENTS (n) 1. Open Channels, lined: • , A. Concrete 0:014 . B. GraveL . C. Asphalt 0.016 - ' f 2. Open Channels, excavated: A. Earth, fairly uni:orm section: . 1. No vegetation 0.025 , 2. Grasa, same weeds 0.030 B. Rack 0.035 Street Gutters A. ConcretE gutter, erowled 0.014 B. Asphalt pavement 0.016 C. Concrete pavement 0.016 3. Closed conduits A. Concrete pipe 0.012 B. Vetrified clay pipe 0.013 C. Plastic pipe 0.010 D. Steel pipe 0.011 E. CMP (annulax) or he11ca1, part full 0.024 F. CMP (helical, 243" x 1/2", flowing full: diameter n diameter n 12 0.011 42 0.019 15 0.013 48 0.020 18 0.014 54 0.021 21 0.015 60 0.022 24 0.016 66 0.022 30 0.017 72 0.023 36 0.018 78 and over 0.024 6- 34 TABLE 13 ~ eoROQ+ OM0ER ~ R/W E R/W CAmrtwT ( EAgYETIT sI 30. y (-)/2 (SEE 01E 3) I (w-M)/2 . 2 ~f p s~t 'SVf SE.E TABLE ''~E NOIE 7 SEE N07E 7 SEE TABIE ' ~ T1'PE Y d1kB 2x 1lR1. 21[ YiN u , . ~ . , 1 ~ T:E?1T CONG dAiB TWE PAVENENT. SEE kOlES t 3 2 TYPE •s• dlRB . • - ptUS14ID A3A£Adi6 TOP CWRSE 5£f NOIE 6 ' • ' ' ~ CRU91W SilRfAONG BASE COURSE . ' - ' ' • ~ eoaOER j-4 ' - - : , ' , • ` e re, ~ R fw GENERAL NOTES i. PAbEME?IT YAY 8E ASPNALT CONCREtE OR PORilA11D CflfE1iT CONCREIE AS DETERMINED BY 114E COUNTY ENdNEER. 2. PA40iENT, CRUSHED SURFAGtIG TOP COURSE AND QtV91ED SURFAqNG BASE COURSE THICXNESSES SHALL 8E OEIERA6NEA BY iTtAFFIG (TYP.) LOApS AND SOIL VAWES. 3.OITCfi SI.aPES M!0 9OE S.OPES SHALL BE NO STFEPER 114AN RAi105 corrncuous sIoewauc 9iONN UNLES$ RECOAlUENOED BY A SqLS REPORT M1D APPROVED SEE NOTE 6 BY 1HE CAUNTY ENtiNEER. EXCAVAIIQN SLOPES HIp1ER 1HAN 8' SHALL BE OETE►tMINEp 8T S°"S 'r-s„KG. sioEwALK 4. 'vr SHALL eE sHOwri a+ coNSrnucna+ vuns. VAoni s s. viMERE IEFT R1RH LNNES ARE REWIRED w-ts', o1MERNtSE u-a RoAD TYVE 1'sW 6. SHALL BE USED ONLY WHFRE AFPROVED BY THE COUNTT ENqNEFR. AS~S n~ MiH < 7.If PLANiSNG SiRIPS ARE USED AS A&OFlL1RA710N SWN.E. 1FiE MAOTH O1HER I 6' MIN SHALL BE la' MtN. 8. RFFER TO CLEM 20NE SECl10N FOR LOCAIION OF RIpD OBJECiS. SPOKANE COUNN APPR ~ STANUARO ~~T DEPARTMENT Of PUBUC WQRKS Q0.~ ~ A-1 o~ ~ ROADWAY SECiION - CURBED ~ `iMinimum 3sguubAl-airc:ommercial nessua,+.ia} • rrivate Design Rvads1° Elements i0 4rip ADT All 200 and Above Below 200 All I Constructian Curbed Shoulder Curbed Shouider 5 Curbed Shoulder All Design Flat 35 35 30 30 25 30 20 Speed (mph) Rolling 30 30 30 30 25 30 20 Mountainous 25 25 25 25 20 20 20 Minimum Horizontal Flat 415 345 275 215 100 215 100 Curve Radius2• s(ft) Rolling 275 230 275 215 100 215 100 Mouniainous 165 145 165 135 100 75 100 Superelevation Rate (°to) Maximum 4 6 - 6 - Grade 3 Maximum 8 8 8 8 8 8 12 Minimum 0.5 0.5 0.5 0.5 0.5 0.5 0.5 Stopping Sight . Flat 225 225 200 200 150 150 125 Distance (ft) , • Rolling 200 200 200 200 150 150 125 . • Mountainous 150 150 150 150 125 125 125 Intersection Sight Distance (ft) AASHTO Chapter IX Sight Distance pages 739-766 Crest Fiat 40 40 30 30 20 30 10 Vertical Rof{ing 30 30 30 30 20 30 10 Curves 4(K) Mountainous 20 20 20 20 10 10 10 Sag Flat 50 50 40 40 30 40 20 Vertical Rolling 40 40 40 40 30 40 20 Curves °(K) Mountainous 30 30 30 30 20 20 20 Roadway Width (ft)'•8 Minimum 40 40 30 30 ~ 28) 28 2d9 Intersection return radii (ft) Minimum 30 30 20 20 20 20 30 Right of Way Width (ft) See Section 3.08 See next page for"footnotes. TABLE 3.03 . ACCESS STREET DEStGN ELEMENTS Spokane County Standards,. Page 20 Apri11999 - - - - . . ' , . _ _ ..~...._.W _.W_ ,r_~.._.__ _ _ ...._...a._.~.~...,_..M..~,...~...~.._.. ~.w.,.. , . ~ ...~,~.a ,y..~w,~n.,. _ ~ ~ ' • , ~._.M~.~.~~..,.. ~~..M ~ .__...~.,_~~.Y,.M~,~, w.._vw.. z..._.w...,.~.._. _w.~ ._,._w~ _M . . _ _..,........w.~.~ ...~...M.~..,~..~......,...., A' N_ • _......._.._..~~..~.._.~..a,...._~..~.,_ ,w _n w....~v.r....~....W n ...~q.,g.,,~~.._,.~...,~„~ .d.,. , ~n... ~ . _ . , ._r......~u~.._.___.,....~~.~.~._~._ p.....~.. ....w_~._..,M.. n........~_..,.._rc~.. _ ~ . .ry.,,~.,~~.~.~ ~w .u..,, ~ v , - , -INPE ~ _ u..,..~.~,_._._,.__~...~__._.~ ~ ._....w u....~...~...M~..,...~.._ _ _M.... , , , _ ~ ~M....... b~ w d.~ . H ..u ~ . _...~M.~ . w..~.... _ _..~v... ..~w _ w.,.r._,~ , ..,_,._....,a.~.~......~._~ . . . _ . ~~_.a.w.~ W ~ t~' ± ...a...,. ~ . ~_w,_ ~ f_. m a. . Li i .~w....,.,~~ w. _~_..,w_..~ .d ~ ~_.N..w_ .........w..._..._.. . . M....__. ~ _ M,~..w..,.,... ~ ~ ~M ~ ~ • - - ~ V ~~ns - - - ~ - - - ~ ~ s E Stvrhaug Engineerin g Civil Engineering and Praje,t Mariagement Decem6er 12, 2000 Page 1 Triangular Channel Analysis & Design Open Channel - Uniform flow $AS14 PQsr A ~ Worksheet Name: JOHNSON FLOW WID (2) Comment: GUTTER FLOW WIDTH-CURB DROP STA 2+65 (2) Solve For Depth Given Input Data: Left Side Slope.. 6.00:1 (H:V) Right Side Slope. 31.25:1 (H:V)< 3.Z ~O CRoSS S,wE Manning's n...... 0.016 Channel Slope.... 0.0050 ft/ft Discharge........ 1.04 cfs Computed Results: Depth............ 0.20 ft Velocity......... 1.41 fps Flow Area........ 0.74 sf Flow Top Width... 7.42 ft ! ;;CnW Wit" LP PEAK Wetted Perimeter. 7.44 ft Critical Depth... 0.18 ft Critical Slope... 0.0083 ft/ft Froude Number.... 0.79 (flow is Subcritical) t Open Channel Flow Module, Version 3.11 (c) 1990 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ~ I - - ' - - - ~ - !z . 16 1:01 12. a+ *Ass4.rvud -G~ ra#t. an oF M+nsam eiuA -is fbs+ A ~a~wc • ~ LM 28' ~ 7.921 2.16` 3.2% - ~ 3•27. ► W `_-~---a ~ _ N rC:,/, ,i ~ ~ ~ \ CURB (TYP.) ' ~ f ~ ~ ~ JOH N SON ST. FLOUV W! DTH NoT To scALE Triangular Channel Analysis & ❑esign ❑pen Channel - UnifQrW flow SA&►3 PCs r a Warksheet Name: GRACE FLOW WID (2) i Comment: GUTTER FLaW inIIDTH-C[IRB DRL]P STA 2+72.94 ( Z) SoTve Fvx Depth , Given Input Data: Left Side Slope.. 6.00:1 (H:V) Right Side Slope. 50.00:1 (H:V)qe ES77M47ft Cgo'S 54'pP~ ~ MdT1Il1I1 J r S Yl , . . . . . 0.016 GOAC-c- Channel Slope.... 0.0050 ft/ft Diseharge........ 4.93 cfs Camputed Results; Depth............ 0.16 ft ~ WAk D~l Velocity......... 1.24 fps - Flaw Area........ 0.75 sf Flc3w Top Width. 9.17 ft At, ;Lo-o W 1 i~P~4 K$K Wetted Perimeter. 9.19 ft Critical Depth.. . 0.15 ft Crit3ca1 Slope.. , 0.0089 ft/ft Frvude Number.... 0.76 {flow is Subcritical} Dgen Channel Flow I►+Iodule, Version 3.11 (c) 1990 Haestad Methods,. Inc, * 37 arnokside Rd * Waterbury, Ct 05708 _ ! 12 p oK a1E4ss~d nlo.-th s%d~ o f Gmu~ c,oorlve..is -b 540•-d arnlt -t 3 2' ~-I s 9.17'-~~ 13.66' 9.17' ► cL N2.O% 2.0~ Q-,'- r....'...'•. 17",° ,/j\xj xX/~~~/f EXISTING CURB (TYP.) ~ GRACE AVE. FLOW UUIDTH NOT TO SCALE i 12' R~f' y , 11 ►/a' ~ 24. .►r ' ~ . ~ 3~a' S. 2 3J+" 17' R-le 4 r p » n r ~ PAVEAAEHT S 3~ ~ 41 ?~7LA ~ . ! Yr E / y' / QURqt11Y ~ 4022613 C Y f L,F. 45" h10 r~ ~ T. ~J ~i^ / ' CERtENT ~ ` ~ ~ GOHCRE7E YARIES~ ►►SPiiALS COAICRETE , ~ TYPE "A" TYFE "B" TYPE "C" ' 12- ouM nrr - 0.a36025 c Y./ L F w,uNnrr . QQ47857 C r rLF QuANnrr - 0.023123 Lr , . 5EE fEOTE 6 SEE 4IQ1E 6 ' - TI PE tsSaO1ANTIT7 - AO18519 C, 7 • GENERAL NC3TE5 i POR'[LAHb CE61E+1T OONtKIE SHALL BE ~t~tL1u1C TO 7HE SFAHGAR.fi 24• , ExiSTING G3RB~\ SPEi6FECAAON Z. 1lEAKEHEU P4+WE JdNTS FOR PpRZLAND sff' SIDEWwc ~iE st1N.l B£ Pt.ACFD AT 19° ~ ~ r } ~ F 'T~ F. 3/8' EViw5tON ~OW TS IH PflR7LAND CE6047 g •r I fj2.~~~ 3/8' C4~i~fTE Se+AtL B[ PiUL'ED Aa ~tB RETLF37N5. ! 77C ~ £ ENOXY CFIfENT 9iAEL 8E APPLIED A7 A 70-15 ~ ft=13' • • ~ e~ ! ~s , ~ ~ UA iWGaWSS ANn 9iAU CO1Fp~u t6 THE au • ~ • r ~ ic RE9LWZaNT5 OF SEC7[Oy 9-26 OF 1HE ~EP07[7 f~ . ~ STAHDARC SPECIfiCAI1pP1$. SEE HOIE i 5. L~GNSTRtlCl10N pF TYPE 1[' [~1(~ 9i~11.L COHF~Y ~G 4 ~ a ~ ff~ ~ L ~ ~ ~~o ra Sr130k s-aa aF n~ ssnrDn~ 5recPsC+~n~ns ce+~r~r E%CEPT THAF FDRTC+WO CEr~eEMf Se4+131 8E REPLAC€fl ~ 3iI2 {7PTE4DIAL FDti CDNCRETE Mt7H 'TR1D67'1' N4u1T' CEIYENT. I€E FM9K SHAL4 9E PORTI.Afi1Q IN1fESFiA4 FOUR. ~ ~ TRDSi~ 3D PRUYtOE A pE~. SAGlB11i CEMENT CCENCRETE GLJTTER TYpE nResuwnrr - I14248749 C.7 AL.r 6- 70 aE usea nNLr tN SPEwL cASES sani rPPFtpwu aF 7►+£ coUNrY Er+GOLEER, WAflilFY - 805Z258 C.C. / LF. 7. Ct1Rd$ 94Ai.i +4111£ A E.1Cti1 RElDUfAED FkWSFl. C4FTISRS 9iAL1 BE iIHISiEF]7 XM1ttl A. STEEL 1Rt31YEL !~3 R.~ii$~ ~k'~V~Z'!S'dhl ~F~1 Yn J ~iE'.Cf10dY E 3P~I~C 4dUN~' PlPP ~V~: ieFrx ~ sT~,rto►u~ ~ `s~sr ~duFrewrw r x'"u' nu~i l]EPAR~AEh6T QF PI,JBLIC YYQRK5 3 =~y~ ex-asoo CA~ CLJRBS & G1.1TTERS . ~ A-° 3 1 ~ i Starm Gutter Flvw L Curb . ~ , ~ Typical Raad Cross-Section Road Ciassifieation Non-Flvad Zone - Widtb (L), Feet ~ LoC4d Access 12.0 -iir' ; Collectar ArterW, 2 La.ne I6.0 ._•f° ` Minnr Artena]A Z Lane 240 Alt Other Rvads To 6e dcftrnnined by Caunry Engineer Nvte: Table lists minimum mmn-flaod zone wid#hs, L. Tv bc aniyzed far desip stvrm ewent ; Guttex F'Iaw Wi+dths in Roadways Guidelines for Scocmwater Managemenc Fi e 37' Addendum, Febrvarv 1998 ~ ~ Pg. b-70 s 5 ~ ~ ~ r - ~+r s E Stvrhaug Engineerin g Ciriil_Engineer°ing and Prvjeet Management ~ ' IJecernher 12, 2000 Page i _gAs a Q_. p,7,-sr A. ° Sp-:i~p ln _l-QJ .Cw, S-rA 24-cds ~~t...~s~► . _ _ ~ . - - - - - - - ~ C,LL-rb = 0.,5 ! - - _ C-L`-r.l~ ;4l.a..f - _ k ~ e~ ~ - - - - - - - - - _c~ - ~ L- ~ ~ ~ - - ~ - - - - - - - - - - G? - _ - E• ~ ~';?i~ - - - - - - - . - ~ - - - - - L 14 _ ~ ~:.~.~.r-ro a.~~.~.~ 1~+• - 1~ F~ L. ~ 3'~S • _ ~ C~. I'~ ~ ~ - ~,~tc~. c...u.~b ~i~ ~t ~ w ~4'~.["' ~i 1 ~ ~ ~ ~-F,fc~~J ~ ~J1~ . - , A 1.0 12 ' fl ia ° ~ ~ . .8 S Efl 3 `--•r ' f ~ g t . ~ 4 • i a °i ~ 00 • 7 1L ~ ~ ` # ui Gti ej s ~ f.D d .S $ ~ U) [.i ~ 9 ~ .00 ~.s z .~~►1 x .s - .6 ~ 00, q ~ _ 4 . a 4 ~ li - - IrJ !.p w .0 C7 H Z 0 x 'b . 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St, ` . _ . ~ _.K. w , , ~ . , i ~ • ~3~- 4'~c~ ` '~~~,a~ T ~ 1 ~ ~ f,"' ~Yy ~f k--' y,~ - ° ' ~ - _ V '~°'°s • ~"ia-•rx>4 a..?....>~. .~~.~~~~,~,.~~5«r.. <.,e. .,~.~,a,_~~3' ,~Y.~'r°}"_- r°~,. x, ~ ~a.. ~t,~.°~ ~ _ _ - _ •:r, ~ q# a { 3 _-~E- o `•`y n ?a; i.5. : ~r,{.c~,~,k~3'- F• ~t~`~~ ~,^_~A'`'{,, „c~"~x < ~ra`.w~'p" ~ N ~^R':~{~NY ` S Storhaug Engineering Ciril Engineerzng and Project 1VV~{araagetnent ~ December 12, 2000 ~ Pag+e ]