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25899 PE-1899 DRAINAGE REVIEW 1 ~ ( v 24+00. ~ . _ - - - - - - k - _ _...r,,. . s - a . ■ . -t ia;,.t - , . ■ ~r.-: r- . :,...r . ■ a-.:;:, . p ~ r _ _ _ w . r:..., a u e~ ' 1 s F'., o'Pc BASfN=107,642 SQ.FT. 21+00 22+00 ~ N$9'46'40"E 23+0(}_ I - r - - - _ --__--_SSSS ~ ~ 4y ss s5 ~ ws ----_-g_ . - r - ~ . I ~ ^~r o N'S W~ p ~ WS - r P1C J { ~T Wt00 SS . I ~ Da6=1 7,253 SQ. 11+#~0 72r •70 1'eQ. 14,~8 SQ , , •,r - - , , ~ , ~ ws , . _ . ~2 (D)~ . ; W5 yyS 1 WS , - 0+55,0, 23.0' R o EAST IJNE QF ' STA; 3+35.0, 21,6' 1 ~ S~'A: 1 THE WEST 200.00' . INSTAII TYPE 8 DRYWELL • INSTALL TYF~E A DRYWELL a ~ S5 ! C~ ~ OF TRACT 201 Rf~1=2Q05.17 Ri~f=20Q5,50 _ DA5-6760 SQ.FT. ~ t}a.cc req. 563 SQ.FT. SS '1 ~ o ! STA: 3+65.0, 23.0' R B I ~ I z~ I PT=3+08.13 fNSTALL TYPE A DRYWEf.L ~ RIM=2005.17 r STA; 3+14 BEGIN ss j _.0 I ss BASIN= a ~ oF swaLE coNSrRUcr~orr • + pc=2+~s.ea 75,580 SQ. FZ'. < BE W srn: 1+65 ro 3+10 ~~'pA4=650c~ SQ. si ~a ~r~~vEO swa~ co+~srRUerIar~ t. req, 542 SQ. Fi . R o HaT ~ ~~Q~t~'Ffl wS il- zr~ RQAD ~ ~ Nf~R'fH LlNE ~ mF soc~rH a2a.oo' ,,i S° z N OF TRACT 201 + G DN l'R8 SiIy F ~aj' 5X~05E MA'C1STIIJG ~1`~ ~S_ 1+9~~0 11~~ ~C}+SS c~v r~ JD WAt,K'iNAY o1CCE5S. ~j~, N ~ R~~` tiN p A d ' WiTn 'rru"iwc OWNERS. '4' ~ - G4 ~RU«• "'~f ~ ws PC=~1+68,37,{ ~ ~ ~ ~ ~KK #67 v5 z ~ 7 LINE OF ~ w [_i% Tf~~ Z~~.f~0` ~ J! p h ~ p ~ o~ ~acr 1 _ u T_ ~ r- - I- T- - I- =5D ~ ='~t11~ - - "~Jf- ~{^A~ - ^A~ - `8l~, ~ ~"Vh ! ~ ~ ~ ~ ~ w _ I , . . . ` ~ - -A ~Rd•4~1 "W^ =i _ - - - Y ' - ~ _ - - . - -.ww.wr ~ .-w,"~, - - ~'wr^ ~ = ,r_ _ ~1~a`r -i`~~ ~a~:.. . _ ..~_•u'~".a~=...= ~ - i.u I I ~ o+oa N 21+00 22+00 a sra: z2+43.~~ Z~+ao DA3=2864 Q. z~+oa`~ " ~ ~ sourH uNE a1 ° DA I=3337 SQ.FT. r ST i 4N 7.o~ VENUE req. 239 SQ.FT. ° ~ ~ 4, -m- ,•-W rRncr zoi req. 278 SQ.FT. DA,~=4531 SQ.FT. sra; zs+is.o ` ~5/24,02 req. 378 SQ.FT. ENO caNsrRucrioN -RUM, ,,,,M ~ ~ i OF ~ SPOMECOUR JUN I 7 20 ALEFFI ADDITiC]N MMRANO WIL$UR & r GOURT SPOKANE C{]UHTY.INASHINGTdN - - - (NE114. 5ec. 21. T25N. R44E. Vk1.N1.) RECEIVED JUN 1 9 20012 SPOKANE GV UWWP~kM~ QRAENAGE REPQRT for #he construciion ai STORM YVATER 1MPR0VEMENTS far a 14 LQT RESFDEiIdTIAL 5UBDIViSION WY14TT ENGINEERIHG, INC. 1220 North Wuward. OFFiCIAL P1S1lC DOCUMENT Spofcane. tilrashfngton 99201 POi~~ COUgN _ (SOS) 328=5135 (RH) 0~~~ ~ (509) 328e0423 (FX) PRO= AO Jurte 10, 2002 - W EI 681200 G❑py No, ENC'iI1+lEERtfL~'a LAN0 SURVEYEPG • RtANF11NG • MATER117ES TES'fIPIG mat,~ DRAINAGE REPORT FOR ALEFFI ADDITION RESIDENTIAL SUBDIVISION SPOKANE COUNTY, WASHINGTON (NE1/4, Sec. 21, T25N, R44E, W.M.) , p,N E. ~ Q.v of wAs,y, q1- y z 2 9194 roNALE~`~ 15A7 ~ EXPfRES 7 //-,p,-3 ~ "The design improvemenfs shown ln fhFs set of pJans and calculaHons contorm to }he appllcable edNlons ot the Spokane County Startdards for Road and Sewer Conshucfion ond Ihe Spokane Counfy Guidelines for Sformwater Management. All design deviations ('d ony) have been approved by the Spokane County. 1 approve these plans for conshucHon." WYATi ENGINEERING 1220 N. Howard • Spokane, Washtngton 99201 (509) 328-5139 (PH) (509) 328-0423 (FX) Tcble of Contents Section Paae 1.00 introduction SW-1 2.00 Drainage area Summary SW-1 3.00 Design Concept SW-3 4.00 Summary of Storm Water Calculations SW-3 5.00 Erosion Control Considerotions SW-5 6.00 Summary / Conclusions SW-6 llst of Tables 4.01 Tabular Summary of Storm Water Analysis SW-5 Ust of Appendices Appendix I- Project Location Map Appendix II - Geotechnical Exptoration & Analysis Reports Appendix III - Drainage Area Maps Appendix IV - Pre-Development Rational Method Calculations - Not Included Appendix V- Post-Development Rational Method Calculations, including Pipe Calculations 8 Curb Inlet Calculations ~ O 2002. Wyatt Engineering (681200) Storm Water Drainage Repori June 10, 2002 Aleffi Addition Storrn Water tmpravements Drainage Report far Aleffl Addi#ivn 1.00 Introductlon The infient of thi5 design report is ta de#ermine the peak storm water runoff resulting from the dEYEIOE7R1en1 of C] 14 IOf fe5ld€,'ntlal 5Uk3dlVI51t7n lDCptEd ep5t of BoWdISh RO(7d, flgfFh {3f EIgFIth Avenus, and 5outh of 5ixfh Avenue in Spokane Valley. Washington. 'fhe project is Iocated on the ecsstern edge of the Opportunity area 4f 5pokane Valley. The pr4fect is broken into two distirrct areas. The upper portion of the prQjecfi is located on the north s'rde of Eighlh Avenue and i5 already developed alvng the portion of Eighth to the east of the new Wilbur Cvurt a4ignment. The lower prQperEy includes the areas along Wilbur Court qnd 5eventh Courf, draining faward the intersection of those twa 5#reets. Access to the four upper lots is frarrm Eighfh Avenue, and acces5 io the remainirag ten lots is fram Wiltaur Court and Seventh Court, a cul-de-sac. The property is located iru #he Spokane Valley. 5pakane Covnty, Washingtora (NE114. 5ec. 2], T25N. R44E, W.M.} (5ee affached Project Lacatiora Sheet). As parf of this development, the starm water brief has identified 1he 10 year prE-deWeloprrEent rvnoff cvnditians far #he property. The brief has alsa identified past-development run-off based on canticipated lo# coverage of buildings, parkfng and fandscape. Far each post-deVelopment la~ EMMUMNIM th iawn over the rernaining area of each laf, exciusiVe of ewalks an ramage acilities. S#orm drainage system (i.e. type "A„ and °B„ drywells, grpssed percvlafion areas {GPA) or "209' swcrles, and stvrm water cuEverfs] wifl be installed to accammodote fhe storm water nunoff generated by the project develapmeni including impervious roadway areas ras well as the past- deaelvpment flQw of the iat develcapment. (5ee attrached Site Plan). 2.00 Ora€nage Elrea Summary The project area cvnsists of fiae (5) pre-development drainpge areas (DA). These pre- dewefoprr►ent basins are divided by #he prrrpassd rocadway sysfem to create six (G) roadway drainage basins and three (3) interiar posi developmerrt basins, each draining to a roadway drainage basira. The slape within eoch bA ranges from opproximately l lo an the lov►ier part of 5eventh Gaurf and new frontage on Eighth Avenue ta over 25% an one of the exist9ng Iots frvnting on Eighth AVenue. The sQils in the project area are cfassified a5 Garrison Grovelly Loom (G9A). Tca identify these soils and to giVe recommendratians related to paVen+ent sections on Eighth Avenue and oderall canstructian. Strrata Engineers geofechnical Gonsultant5 were re#ained to cvrnplete a subsurFace investigation of the project area and to giue drainage and deVelopment recammendcatians. Acvpy of the gevtechnicaE repQrt is included as an appendFx ta this report. 0 2002, i+Vyatt Engineering q681200J 5torm Watec Qrainqge RBPvrt June 10. 2002 5W-1 AlefFi Acidition The following is a description of each drainage basin: Basin BAS1 - Pre-develooment This basin is 107,642 ft2 in size and comprises the northem and westem portions of the project site. Drainage from this basin ultimately drains to ihe depression at the planned intersection of Seventh Court and WiIbur Court. Basin BAS2 - Pre-development. This basin is 75,580 ft2 in size and comprises the southeast porfion of the project site. This basin includes the three existing residences that front on Eighth Avenue. Drainage from this basin ultimately flows to depression at the planned intersection of Seventh Court and Wilbur Court. Basin BAS3 - Pre-develonment: This basin is 4,457 ff2 in size and comprises the western-most frontage on the north side of Eighth Avenue. Drainage from this basin ultimately flows to the north side of Eighth Avenue. Basln BAS4 - Pre-develocment This basin is 4,531 ff2 in size and comprises the frontage on the north side of Eighth Avenue immediately to the east of the new Witbur Courf Right-of-Way. Drainage from this basin ultimately flows to the north side of Eighth Avenue. Basin BASS - Pre-develoamenr This basin is 2,864 ff2 in size and comprises the eastern-most frontage on the north side of Eighth Avenue. Drainage from this basin ultimately flows to the norih side of Eighth Avenue. Basin DA1 - Post-development. This basin is identical to pre-development basin BAS3, 4,457 ff2 in size and is located in the southwest portion of the project site. Flows from this basin are collected in the roadway and are conveyed to a"208" swale via a type 2 inlet under the sidewalk on Eighth Avenue. Basin DA2 - Post-development: This basin is identical to pre-development basin BAS4, 4,531 ff2 in size and located in the center of the project site frontage along Eighth Avenue. This basin is east of Wilbur Court on the north side of Eighth Avenue. Flows from this basin are collected in two curb inlets and are conveyed via pipe to a"208" swale located along Wilbur Court in Basin DA4. O 2002, Wyatt Engineering (681200) Storm Water Drainage Report June 10, 2002 SW-2 Aleffi Addifion BasPn DA3 - Past-de►relaDmenf: This basin is identical to pre-development bcas4n BAS5. 2.844 ff2 in 5ize and EOCaied in the southeas# carner of the prvject site frorttage aIong Efghth Aventae. This basin is east of Wilbur Cvurt an the north side of Eighth Avenue. Flflws fram this basin care cakiected in a curt] inle4 and are Condeyeri via pipe ta [a catch ba5in in Basin DA2, and iram there to the "208" swale ivcaied along wilbur Cour# in Basin DA4. $asfn DA4 a Post-devefanment This basin is 48,716 ft2 in sixe and cor►sFSfs of the westem portion of the pre;cieaelapment basin BAS2, and is thus in the center af the project site. FlowS from the imperviQUs partians of fvur lats, ] 1 thraugh 14, are included in the design flow5 for thi5 bosRra. This hCasin is primarily north of basin DA2 cand east vf Wilbur Court, F[ows frvm this bosin are cofkected in curb inle?s and dischorged ta a"2{i8° svvrale Ipcated along Wifbur Caurt. Adclit[onal flows are ccrnweyed tD this swale via ,pipe from basins Da2 and DA3. Basin aAS - Rosf-derrelaomer& This basin is 26,864 ft2 in size ond is locoted in the east 5ide a# the 5[3uthem #wo third5 vf the prvject site. This basin comprises prs-development basin BA52 with 8asin DA4. ft dfa1n5 tM+Q lC)t5. 9and 10. #owarti Seventh Court, which forms the rrorfh side of this tavsin_ Any flrws frorri th8s calEect in the "208" 5WC71E IOGC]ted Qfl the 50l,ith Side Q4 SeII@nfh CoUf1, Bastn DAG - Post-develonment: This bvsin is 107,642 ft2 in 5ixe and includes the area covered by pre-development basin BASI. ft is located in the west and nortY► sides af the project site. Flaws fram the imperviaus portions of aots 1 through 8are incfuded in the design fivvvs for this basin. Storm wa#er colfec#s in the "209" swale wrapped around the nrrth side csf Sevenfh Court and 1he wes# side of Wiilaur Court. 3.00 Deaign Concept The calculations tind drQinage analysis required for this ciesign concepf v+rers completed using the ratianai methad. Gopies of the calculations and inpu# data care included in the appendix. 4.00 5ummary af Storm Wa1er CaCcufafions Attached are warksheets which determine the peak storm water runoff fvr pre-develop►nent and post-dedelopment ccnditiaras for each drainage area (aA). The defined drainage oreos are analyaed u5ing the rativnaf methvd (Q=CIA) tv determine the peak sform water runoff based on a 10 VR design frequency. Yhe time af cancentration (Tc) for each of the DA"s was determined using the mefhod out4ined in the "Guidelines for Storm Water Management", 5pcakeane Cvunty. WA. 0 2002. Wyatf Engineering (681200) 5torm FVater Drainage fteporl .lune iQ, 2002 5W-3 Afeffi Addition For all cfrainage areas using the Ratianal Me#hod, tne Intensity-Duraticsn Curve fvr the Spakane Area was used to determine the corresponding intensity (1) far each time of concentration. A weighted runaff coefficient (C) is eafculated for the F're eand Post-developmen# condiiicrns, using the surfaces types arad eareas within the drairaage areas. 6ased vrs the analysis, when Tc is less fhan five minutes, thsn the intensFfy (1) of 3.18 inJhr is Utfll2eCf. OtheCWlSe, a new intensity (I) is taken fram fhe graph pravided in the Spakane Caunty G$M. GrrasSed percoiation areas (ar "208" swafes) wiil be u5ed for s#vrrn water freatrrtent ond detention for the lmpeavious post-develvprnent drainoge orea (DA). A drywelf is insfalled vvithin the swQEe areas wnfih o nm eledated .S feet above the bQttam elevation of the grass percolcation area (GPA)_ The intenf is to provide s'Forage for the firsi'lz" (anch) of starrn water generated from impervious arecss. The outffow capcacity of each drywell was included in fhe oVeralf basin calculations, since n!I dryvvells are shown to be within (;arrisan gravelly Roam on the soip surVey map and are expected to be well drained. Because pre-deaelopment bas4ns BAS1 and BAS2 drain into the center of the site withaut an autlet, no pfe-deYeIpp171ef1fi floW FQ#e WC75 Cf]IGUIatBd, os #here is no offsite ffaw with the existirag fiopographp. Curb inle#s, catch b❑sins and piping will be used tv diVert storrn water from the impervious areas fio gra5sed percalation areas (ar "208" swale). The minimum required length of curb opening is defiermined based on a procedure out[ined in the 5pakane Cflunty "Guidelines for Storm Water Management" (SCG5INM). In addition, the capacity of the eatch laasirr grate is cal5o determined based on Figure 14 of the SCGSWM. Piping capaCity cafcu9ativns are afso included in this report. Based an these ceaeculatians, it was defierrnined that ca 4° wide sidewoEk in1et in the sump condiiion would accommodate the mQcimum anticipafed flow of 0.24 cfs estimated to occur at basin DA 1. For basins ❑A2. QA3 and Df14, flows are routed from basin ❑A3 ta QA2 to DA4 rria 12" HDPE dfain pipe Qnd catch basins. If was deterrnined that ftaree slcsndard catch basirrs with grates and perirr►e#er overflow vaould handle the anticipated f[ows. Finally, these caiculations determined that the capacity of the 1 7' pipe at 0.5% and 0.7% slopes hcrd capacities of 2.73 cfs and 3.17 cfs, respectiveiy, which exceeds the mpximum anticipoted flow of 0.44 cfs. 0 2002. Wya4t Enginesnng {681 2C0a Starm Woter Draincsge Reporh June 10. 2002 SW4 Aleffi Additiora 4.01 Tabular SurnmQry caf Storm Water Analysis Drpinage lime of Rainfalk Weighted Tota9 Psak Minimum Required Area, Conceniratian, Intensity. Coefficient. Area, A Runof# Starage (da) Tc (min.) ! (inlhr) {C) (acres) (Ql OYR) (CF) r Fre-derefopment - Afeffi AdditFon EiAS y ~ NA ~ NA NA k 2.56 I M1IA I NA 6A52 ~ NA ~ NA NA ~ 1.74 I NA ~ NA 6AS3 NA ~ NA I NA I 0.10 ~ NA NA BA54 NA f NA NA I 0.17 ~ NA NA $R55 ~ NA ~ NA NA , 0.01 ~ NA I NA Post-development - Alefff AddFticn DA I ~ 0.75 I 3.18 0.75 0.10 I 0.24 I 139 aAa ~ 1.42 3.18 ~ 0.90 1a 0.30 ~ a5o* DA3 ~ 1.05 ~ 3.18 I 0.90 I 0.07 0.19 ~ 95* _ DA4 1 0.89 I 3.18 0.45 g 1.12 1.33 714 ❑AS ~ 0.82 I 3.18 0.57 ~ 0.62 1.12 I 307 ❑n6 0 0.78 3.18 ~ 0.51 ~2.56 ~ 4.14 ~ 1212 Far 5 minutes or less, the !!D curva indicates sa steady 3.18 in/hr for a 1Gn- storrn event. Bas9ns DA2 and IDA3haVe filow routeci to the basEn DA4 swale; these valumes eare included in #hL 5W['ile O# bd5ln DA4. 5.00 Eras€on Control Conslderations The Cantractpr is responsibie for insuring t[ne use of proper erosinn control and shaA rnraintain such mepsures fhroughout con5#rWCtion, until all perfinent Eandscoping and permanent erosian cvntrol rneasures (i.e. grassed areas, paved surfaces) haVe been e5tablished. Maintenance shall include daily inspections and repair a# the si6t fencing, hay bafes, or ather. The Cantractor wili also inspect afl erosion contr6i meosures following each storrn water flaw evenf during cansfructimro Qr untiF the permanent measures pre established. Specific temporary measures which wi#f be u5ed durfng construcfian include the instcrllation vf silt iences, hay ba1e check dams, and constructivn entrances. The measures will be installect afong the dawn gradient property lines, prara1lel with the existing graund contovrs or perperrdicular ta the stvrm water runoff direction. The upstream ends of aIl existing culverts will be protected by the ins#alfation af hay bales. Constructivn entrunce will be required in order to clean the tires of trucks and vehRciss exiting the Wilbur Caurt and Eigh#h Avenue constructian areas. Periodically, the Temporary erosion cQntrol measures must be clenned af debds and siEiatian. The contrQCtQr shcall dispose of fhe materials so as rr6t to domcage any reclvimed areas or crecate vther ervsivn probiem areras. Upvn direction by the Counfiy, t7wner pr Engineer, the Contractor rncay alsa be required ta clean the city roadway af siltotion ar ather debris which rnay occur alang Eighth Avenue ar at the cvnstcuction entrarace. 0 2002, wyatt Engineerfng (681200) 5torm Wa1er [3rainage Report June 10, 2002 5W-5 Afeffi Addition 6.00 5unnmarylConclusions: Utilizing the design critena esfablsshed abcsVe and calcuEations and rational method analys`ss, if wvs determined that fhe overcill site post develvpment flows wilR be kept on-site as havE the pre-developrrient flows. In addi#ion, oll zoadwray rurao[# will be directed ta appropriately sized "2w" swales that functirn as siarm water detentian arevs as well as prvwidirrg trecrtmerrt pdor ta discharge intQ drywells. Drywells irr each swale wilf utilize the available perrrreability in ths Garrisan grraaeily loom soii ta disprase of StQrm water. Cur~,i qnleis in the sump canditian wil6 need to be at the minimum vvidth sho►Nn to accomimodate the arrtlcipated flaw5. The catch basins shvwn vaill accommodate the maximum flows anTicipafied. In addition, the 12" drainage pipe extending from these catch kaasiras ta the pr4posed swale in basin DA4 will accommodate #he maxirrbum flows ❑nticipated. The contractDr(s) wifl be respornible for the praper installation Qnd main#enance of afl tem,porary erosion cantrml measures necessary to pratect the si#e and ciown gradient area5 along Eighth Aaenue frvm siltation. The cantractvr shQll aIsa protect against siltation ot the drywells and GPAs (or "2W" swales J throughout canstruciion. Additionally, all warkmanship and materials shafl be dn accordance with Spokane County and the Iotest editian af the 5tate af Washing#on 5fiandard Specifications for Road, Bridge and Ivlunicfpal Constnrcfivn (WSaaT1APWA). 0 2GO2. Wyoti Errgineeflng (681200) Storm Water Drninoge Report June lp. 2002 SW-6 Aleffi Addition APPENDIX I- Project locction Mop ALEFFI AD ~ ~ , ~ BR4{DIyAY . ~ A POKnVL1 OF TRACr 2v4 QPPORTUNITY FLA1 WIU" EkY A}' THE NE 114 OF SFCT[I}N 21. TOW749W 25 NCJRTH. RAAi[iE 44 EA.S'Y" ~ VAIIAbE= MEMIAN SPOK►4NE C70LJN'IY, WASHINGIoC1N . ~ ~ 9 n 1SRP ~r.~►~m► u►uP - M7S ~ ~ - ~ d I ~ I 3 0> r9"yt~ "t',y, I ~ I s T,,aaa5 rM uaurv c'=C~r p1 ,~~y ~1. ury 0 4L1ll~l~ I LOT 4 J~, I C' ~ ~t ~ ~ aaun ~Cr- - ~ L I I , :S I IG711 1a71fl AOIO s 01 'r BLaCK 1 tar rg Lar ta vo Lo ~~uro1h' {~^-~+~'f...~ • ~ TMLCT MliP AfT$ 2002, Wyoff Engrneerrng (681200) ApPFNalk 1 Starm Woter C1ralnoge Repart June 3, 2002 Afeffi Additivn s { fi"` p ' i - ,~l ~~T~-' ~~i~~' ~ ~`"m~. -!,^f ~ w?~-'•aa,HM~i ~5?; 9~°q". r '~ji.~ ~ r :Y'~ ~ sy~. y~' ~•?Fr ~ y t~ ~ ^ _ :~-4 y _ _ a~„ - u~ r x- ' ' • ~"rP ~r: r ~i,. ik: ~ ~~'J" - , r ~ ~;~~r ,1,~ i ~ ~3~, ~1~i ` g ~ ~.M•,~ _ z ~ 't:',t,.~'"'z 'Ncr s4t 'c~. 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SLo3e 1IX1, Spokane, WA 99216 5t?9 891-1904 1 Fast 549 891-21712 - May 15, 2(]02 Client No.: TL3PKEN Prvject No.: S[]2063A Reference Nv.: SL9743 Mr. Ken Tupper 322 N. University ' Spokane, WA 99206 Pra~ect- Aleffi Addition ]]ate Received: Aprii 19, 2002 Date Tested. April 24, 20I32 , Descriptivn - amomm Location: Sta. 2+00 through 12+00 (N'atiVe Material) REPi}RT OF SIEVE ANALYSIS AASHTO T-27 5ieve Size Percent Passing Specification ~ 1" 1 100 314" ~ 94 112" ~ 72 , 318" ~ 61 ~ No.4 ~ 44 ~ . No 8 ~ 31 ~ No 16 ~ 23 ~ Nv.3U ~ 21 Na.50 ~ 20 No 100 ~ 19 No 200 ~ 17.2 AA5HTC) T89-90 - Liquid Limit = 46 P~asfic Index - 12 Sincereiy, 5 T , I1YC. - &S'McKissen • Laboratvry Supervisor IDAHQ • 1NASHfNGTON ~ f3REGC7N •WYOMlNG •NK71+CTANA • UTAH +iVEVRI]A ~I MOISTURE-DENSATY RELATION►3~~~ ~ VE A~~HTO T-18Q ~~thod C Project: Aleffi Addition, BtFi Avenue North GRAD[NG ANALYSiB Client. Ken Tupper SCREEN 517-E % PASSING AS TESTE[D File Name: TLTPYEN S02063A s inch Date Tested.April 23, 2002 a incn 3 irtch Tested By: C Warrick a incn 100 5arrxple Number. SL9743 ~~~n 78 1~ 5ample Lacation.: Native Subgrade (7 Feet Dowm) Sanaple Description. Brown Silty SAND with Gravel Cvrrected Dry Density, Pef: 144.0 Nlax6mum ❑ Densit cF : 14+~.5 Gvrrectec~ Maisture Cantent, °~'o: 6.0 ~Y Y~ P coSrse A99re9are eQ~~~on, % 22 170 Q tlC1llJClll MC}IStIlCe CoClteflt, 6 `5 Bulk Specinc Gravfry (assumed) 265 O Optimurn Pvint Proctor Poin#s 3 84 162 - - - 160 s5a - @ 95d 152 a ~ ~ 148 s uy "`6 w '''4 ~ iaz ~ 0440 - f38 1'm Al' 134 I j 132 ~ I , 130 ~ . ,ZB-.~-a ,28 ,24_~ 1?? 120 i s Q as ia ys ~ z.s an 35 4 45 so 5.5 g as 30 as g s.s aa 9.5 10 905 "o iis 12 - MOISTURE °la Rewiewed BY ~ ?a ~ e! 00 ~ - ~ GES7TECHIVlCAL ENC+IHEERIItlG 8 Af1YTERIACS iE5TIkG P' CC]N5lJLTfNG fNGfrVEiRS FOR PAVErGfFNT$ _ PAVEMFNT.SFRVlCES, 1NC 547 N E 20TH AVEN,uE, susTE 107 PORTLANCI, QREGON 37232-2862 503•235-0377 - FAX 503-235-2885 PSf(@PSiPi]K COM M3y 14, 2{}02 281 00101 Mr. Chzis McKissen STRATA, INC 1620 N IVJatner Rd Building C, Suite 100 Spokane, WA 99216 Re: Resiiient Modulus Test Results - 8' Avenue Narrth Native 5ubgrade T]ear Mr. McKissen: TransmiCted hexewith are the results of the resllrent madulus test that we conducted an The sarnple of soil that you submitted to our labaratary. Per your directions, che test sample was remolded tQ a tarlaet dry dersity af 133.5 pcf at 6.5 I maisture. Resilient modulus testing was perfarmed in accordance with the AASHTO T 2741T 292 procedure using the W517OT test pratocol, except that testfng was not c6nducted at deviator and confining stress combmations whxch result in a deviator to confining stress ratia greater than 2.0. This exceptivta was taken do avoid shear failure of the sample since it is nfln-cohesive. The iest specimen was conditianed by applying 1,200 repetitions at 8 psi deviator stress and 6 psr confining pressure. After cQnditionang, 200 repetitians were applied at each af the Follawing deviaCor and confining gressure stress states: 1 2, 4, 6, 10, and 12 psi deviator stress at 6 psi confining pressure 2 2, 4, b, and $ psi deViator stress at 4 psi canf rring pressure 32 and 4 psi deviator stress at 2 psi confining pressure The test results are shawn on the enclosed data sheeC and on ahe attached pfat of resilient matiulus vs. deviator stress. As shawn on the piac of the test results, the test data were analyzed to derive "best fit" parameters, k), k2, and k3 £ax the following general cansti[utive mqdel Mr - k I 0k2 o- k3 where: 0 = bulk stress (cr, + o-2 + c;) cr = deviatar stress (crf - 6;) 61 major principal scress (72 - intertmediate principal stress rs3 = mPnor principal stress The derived ualues for rnodel parameters and the coeCficient ❑f determination (1Z2) for rhe model are shown on the piot of the test results. A design Mr value af 9, 100 psi is recornrnended fQr use wi[h the AASHTO pavement deslgn procedure for the test rnvisture and derzsiry conditsdns. This design valrae was calculated frem the abave constaCutive model based a labcaratory stress state of csf = 6 psr and a,, = cy = 0psi as recpmmended in the 1993 AASHTp Guidefor Desr$n of Pavement Structures. - Chrzs Mc.[{isseii Ntay 14, 2002 Pa~~ 2 Please give m.e aca31 if you have any queski4«s regardzng Chese d1ta. -Sincerely, PAV'ENIENT SERViCES, INC ~k~ Iwk" A.M. "Bud" Furber, F E, Principal Engineer ~ rv As,c, enGPt~sures '~s C% L~ % J gJ t . Triaxial Resiiient fflludvlus Test Results 8th AUe Narth Natiue 5u6grade Minus 1 Foot Compacted . 25,000 I r f ! ~ ~ ~ I 20,000 w . ~--0-2 psi con~.ning pressure I~ ~ -13-4 psi canfining pressure 3&_ 6 psi c~nfining pressure - - 1s,fl00 'in P . F I d ~ y I~ a ~ I f ► Mr - 3r374o 63a<T-0 os~i r' = 0.957 ~ I ~ - 10,000 ~ j ~ f~ ~ f 1 I I ~ I AASFiTO Design Mr @ 6 pst deviaior stress & a canfining pressure = 9,100 psi r ~ I ~ I I I I ! f I I ~ f 5,000 ~ ~ flgrown, 5ifty SANi] with Crauel T Dry density: 134.7 pcf ~ Mnistvre Cantent- S l % _ ~ Degree dfi 5aturatiiin• 72°h lesiimatedl , I I ~ 0 ~ DA 1.0 2.0 3.0 4.0 5,0 6.0 7.0 $A 9.0 110.(} Deveatr~r Stre~s, p~i Paverrient 5erviees, fnc. - 281.00101 5114102 TRIAxIAL RESILIENT MODiILI1S WURKSHEET Pavement Services, 9ne. Prnject.I Bth Ave NQrth Native 5uhgrade Minus 1 Foor Compacted HeIght, in. 7 96 Praject No 261.00101 Oiametar, m 4.00 Date 517102 Gage Length, [n. 4 Uq PvsR•Test Tested Bv.I.lWIJ SpatrficGravEty 011FAKR estima;ed Maisture 5ample Classifitatian•IBrown s[lty SANa wrth gravel Wet Weight, gms 74 , q 416Q 6 Wet'~Ileight, gms Compactinn TeSt Standard:I Dry YYeEght, gms 352d 99 3942.5 f7ry Weighi, gms f~aximum Dry DensrtY. Rcf Y~ater Content,,,9L 6 135 40B 4 Tare Weight, gms 0 ptimurn Water Cantent. % Dry Rensity, pef 134.7 5 9% Water L'onten4, 96 TargeY DensiCy, pcf 1133 5 D~gree nf 5aturation, 72°ro Target Mnisture Content. %-155 Instr¢men}ation Scale Faetars load Cell f1C11 2QO 16slvols LYQTs IMath 21 0.01 in lvol[ E - ft,`~1;"a'!f3 Qynamic Load S4atic Laad bynamic (letormation Stress Data regressian 5tr~ss ilesi€ient SequeRee Math 2 dV, Oaformatron, 5tatie ioad Confinmg neviatvr. 8ulk Modulus, No LC1 dY, mY Laad, Ihs LC1 dV, mV Laad, Ihs MY m Stram SSress, psi 5tress, psi 5tress, gsi Stress, psi psi l00 E ,Qg a lop$ Regressian Parameters Cand -1 563 10081 8 4 18 1 I 2 p 1 42E 031 3 55E•~14 10 B 0j 9a 27 1 22,807 ~ . 1 }26 25 2 65 4 13 1 S5 5 6 55£ 041 T,E4E-i141 1~! ~.0I 2 G 9.1 12,277 4.09 0.3l7 0 96 2 24$ 496 65 4 13 1 }08 Cl i 08E•031 2 70E•041 1 0 2 U 4,01 110 14,655 4.17 0.60 1 04 3 124 24.8 65 4 13 1 ~6 8 4 56E 041 1 14E 444 1 0 4,,U 2 al 15-0 17,355 4 24 0.317 1 18 4 251 502 65 4 13 1 86.1 8.81E 041 2 15E 041 10 ara, 4 U 17.01 18,605 427 0 60 1 23 K, 3,374 5 ~75 75.0 85.4 13 1 124 0 124E-031 3 1QE 041 1 D 4 G 6 p 190 19,301 4 29 0 78 1 28 k, 0 538 6 501 10021 65.4 13 1 fi3 0 1.61E 031 4.03E 041 i o 4.DJ 8 0 210 19,860 4 30 090 1 32 7 121 242 85.4 131 48 3.46E041 865E05~ 1D &DO 1 9 21.01 22,319 435 0 25 132 K, •0084 8 251 50 2 65 413 1 59 1 6 91 E-441 173E 041 10 LF6 4 U1 23 p1 23,183 4 37 0 fi0 1 36 IR' 09fiT 8 11011 3~75 15.0fi13.1 i 03E C~31 2 58E 041 1.U 8 0 25 01 23,236 4 37 p.78 1 40 0 99 8 65 ➢3 1 1 34E 031 3 35E Q41 1~! 8a 27 01 23,766 4 38 p 90 1,43 M, @ 6 psi deviatar siress 11 62;324 8 65A i 3.1 No a 69F 031 4 23E 04g 1.U 104 2901 23,565 4 37 1 pU 9 46 &0 psi cnniinmg pressurc . 12 ~ 7491 149 8~ 65.At4]1 83 1 2 1pE 031 525E U41 10 fi:Q 120 31 01 22,763 4 36 1 08 149 ~ E ra 6 M, 9,111 Appendix IEI - [3ratnage Area l114aps ,Appendix IV - Pre-Der►efopment RcationaC Methvd Cafculatioras Not ir+cPuded 1n fhis repart Appendix V- Post-deve'faprnent Rationai Rhelfisod Calculattons Including PTpe CalcuPationa 8 Cvrb Pnlet CalculaNvrrs Wyatt Engineering, tnc 1 220 N. Howard Sfreet _ Spakane, WA 99201 Qace. June 4. 2002 (509)328-5139 Name. Aletfi Basin Narrie: DR-1 Design frequency 70 YR 1 ❑etermine Time of Cnncentration Segmeni I - Overtand F3ow OVERLANf] FLDW Length L= 49 ft {Length} MA)C LEINGTH = 300 ft. . 51ape 5 = 0.025 ft/ft {51vpe} n= 0.016 Ftoughness Caeffiicient As haltlGrasslPasture) Ct = 0.15 From Figure 3, Page 6-5, "Gufdelinees for 5tarnivater Managerraent' Tc1 = Ct'(L'nl(5"4l 5))"(0 6), From "Guidelmes for Slnrmwater Management". Tc1 = 0 39 min. 5egment 2 - 5hallovu Concentrated Flaw CURB GUTTER Length L = 100.00 ft Slope S= 001 Tftlft n= 0014 Rflughness Caefficient (Cancrete) Depth, y= 0.10 Ft. (Assumed depth o6 flow) Crvss s= 0030 ft/ft Z = 33 33 ft/ft (Z=1ls) _ Area, A= a 17 ft (A = 1I2•z•(v"2)) Q gutter = 0 78 cfs {mannings equation flow} , Velocity, V= 4.59 fps (V = CtIA) Tc2 = LengtFaNelvCi4y Tc2 = 0.3E min. Segment 3- Channel Flow PlPE Length L = ft Slope S = ft/ft n = Roughness CaeKcient (Gvncrete) Diarneter = inches • Arsa, A = R=C314= 0ft. Velocity 0 fps (mannings equation veloci#y) Tc3 = LengiihNelvCity Tc3 = a 00 mirr Total Tc u 0.75 m;n 2 Determine Weighted Run4ff Coefficient [C ] and Area. Area SurFace Type (sf) (acres) C* CA qpen Land (2% -10°lo slnpe) 1120 0.03 030 0 01 Roof & 5idewaik Q 000 090 000 Asphalt, Curb & Dnaeway 3337 0.08 090 007 From Bypass E7A x ❑ 0.00 090 000 Fotal Drainage Area 4457 0.10 5um = ❑ Q8 total Impervious Treaied Area 3337 0.08 AleffiDrainage xls-DA-1-1I4 Wyatt Engineerrng, Inc. 1220 N. Haward Street 5pakane, ►NA 99201 Date. June 4. 2002 (509)328-5139 Name: Aleff Basin nlame• f}A-1 Design Frequency: 90YR " From Table 1, Rage 6-2, "Gwdelines for 5tormwater Management" Weighted C={5um CA}1(5um A) = 015 3 Cletermine Peak Runoff (Q ~ CIR) C]uration (Tc) = 0.75 min Weighied C = 0.75 Intensity (I) = 3.1$ inlhr fr[am IDF Cun+2 for Spokane, WA Area {A} = 0 10 acres Peak 1 Q-year discharge = 0 24 cfs 4 IDetermine Volume of Btofltratiprr $wale Total lmperviaus Treated Area = 3337 SF {Inciudes 0 ft2 bypass from QA x} Raquired Birfiltra#ion SwaCe Voiums = Imperrious Treated Area x Q 5"!12 infft RequEred 8iafiltration Swale Vvlume = 1390 cu Ft Biofiltrativn 5wale Bottom VVidth = 126 ft Biofiltration Svvale Bottom Length = 9972 ft Biofiftration Swale Depth = 05 ft 8iafiltration Swale 5ide SIopes {x 1}= 3 Bipfiltration Swale Bottom Area = 125.6472 SF BirafitratEQn Swale Top Area - 437.5872 5F Biafil#rativn Swale Vr7lume = 140.80$6 CF PQND SIZE CHECKS 5 aetermine the Maximum Outflowr 5ail Type Gamson Gravelly Loam Frprrr 5pflkane Gourtiy 5nil 5urvey, 5C5 Based csn the soib iype and "Guidelines f❑r 5tormwater NlanagemEnt", Page 4-15, the allowable desigr► drywell Ffaws are as shrwn beiaw. Numbes of Type A(0 3 cfs) Clrywells Reqwred: 1 Number of Type B(4.D cfs) Drywells Required: i] i7utflaw (00) = Q 3 cfs 6. Determine Required Detention Storags Llsing 8owstring Method tirrse tncrement = 5 min Elapsed Yime Inlens. Oin Val. In VQl Out 5torage (min ) (sec J (iNhr) {cfs) {cu.ft.} (Cu.ft.) [cu.ft.) 075 4485504274 3,18 0.243778 94.85279 13.45681 1.195981 0 i] 3.18 0.243778 0 D 0 5 300 318 0243778 76 8513 90 -33.1487 10 600 224 0171718 1056496 180 -74.3544 15 900 1 77 0135688 124 1884 270 - 145 81 2 20 1200 1.45 0111157 135.0833 360 -224917 AleFfiC]rainage xls-ClA-3-214 Wpatt Engineering, Inc 1220 N Haward Street Spakane, WA 99201 Qate. June 4. 2002 (509)328-5139 Name; Aleffi Basin Name DA-I Design Frequency° 10 YR 25 1500 1 21 0092758 1405522 450 -305.448 30 1800 1 04 0079726 144723 540 -395 277 35 2100 091 0.06976 1475608 630 -482 439 40 2400 0.82 0.062861 9518251 720 -568A75 45 2700 0.74 0.056728 154.0314 810 -655 9fi9 50 3000 ❑ 58 0052129 157 181 904 -742.819 55 3300 ❑ 64 0049062 162 5537 990 -827 345 fifl 3600 061 0 046762 1690581 1080 -910 942 65 3900 06 0045996 1800854 1170 -989 915 70 4200 4.58 0044463 1874213 1264 -1 a72 58 75 45[3[1 056 0042929 193 8374 1350 -1156 16 80 4800 053 v Q4063 195 5421 1440 -1 244 36 85 5100 0.52 0.039863 203.9097 1534 -1326.09 90 5400 05 003833 207565 1620 -1412 43 7 Deterrnine the Minimum Required Qepth abaae Biofiltratian Swale, Required Qeten#ion Storage 1.1$59$1 CF (See Bowstring Method, maximum Value) 8iofil#ratin Swale Volurrae. 1408086 CF Reqwred 5torage Abawe Swale: -138 C13 GF Swale T❑p Width, 4 2$ fit 5rrvale Tvp Length, 942 72 ft 5wale Top Area 437.5872 SF Biofiltratipn Swale 5ide 51opes (X 1) = 3 Depth Above Bioftftratian Swale 0 ft Qetentson Pond Top Width 4 28 fi Detention Ppnd Top Length• 10272 ft Tnp of DetentrQn Pond Area° 437.5872 SF Volume above Bi4filtration Swale: fl CF PQND SIZE CliECKS 8❑etermine Adequacy af Clrainage 5tructures• Curh Opening. Q = 0 55"(Z1n)*(5"0 5)*(d"[813]) Flnw, Q= 0.24 cfs. From Peak Runoff Sectian 51ope 5= UZ 7 fUft n = 0.014 Roughness Coefflcient Cross 51ope, s = 0.030 fklft Z= 11s = 33 33 ftlft F!ovu Depth, d= 0.09 ft. WITHIN 90°Ia OF ASSIJMECi DEPTH FOR SHWLLDW CONCEIVTRATEC3 FLOW (CHECK) Gurb Opernng at Low Pnint (see page 6-40, 'GuideliRes for 5tarmwater Management") Curb Height (h) = q 67 ft (Type 2 Curb Gnlet) ❑ischarge Qn = 0.24 cfs FIDVU Depth, d= 0 09 ft Aleff i Drainage xls-DA-1-314 Wyatt Engineering, Inc 1220 N Howard Street 5pokane, WA 99201 ❑ate .lune 4. 2002 (509)328-5139 Name Aleffi 8asin Name. [7R-I Design Frequency 10 YR Length of Open i ng 3 83 ft Lfse Q= 3 087(L)(H"3f2), Solve fnr H Dsptts, H= 0 08 feet - Hlh = Q $80 OK - Hfh<=1 ~Use 3.833 fit Curb Opening ~ Grate Infet. IVone AleffiDrafnage xls-DA-1-414 i- ~ Wyatt Engineenng, Inc. 1220 Id Haward 5treet 5pakane, WA 99201 (509)32$-5139 Qate June 14. 2002 - Name. Alefh i Basin IdarnOA-2 Design Frequency- 10 YR - 1 Determirte Tima pf C4naentrativn - 5egment 1-Overland Flow OIIERLAND FLOW Length L= 23 ft[Length] NUAi LENGTh9 = 300 ft siope s = 0.02 fttft [siope] n = 0.0 16 Roughness CoeFficient (AsphalVGrasslPasture) Ct = 0 45 From Figure 3, Page 6-5, "Gusdelinees fvr 5farmwater {NanagemenY" Te1 = Ct`(C"n1{S"0.5}y'(0 fi); Frarn "Guide3irtes for Storm►nater ManagemenY" Tc1 = 02663 Segrrsent 2 - ShallOw Cvncentrated Flaw CURB GUTTER - Length L 9340 R Slupe S = 0.005 Rlft n= 0 014 Roughness Goefflcient (Concreie) Depth, y= U 08 ft(Assumed depth Qf ftow) Crass s= f] 030 ftlft Z = 33 33 ftlR {Z=11s} ~ Area, A- 0 41 R. [A = 112"2*(Y"2]) Q gufter = ❑ 24 ds (mannings equativn flow) Velacity. ►J = P 21 fps (IA = QIA) , Tc2 = LsngthTVelQcaty 7"c2 = 0 70 rnm Segmerat 3 - Channel Flaw ~ ~ ptarm ape - 0 005 ftffl , n = 0.012 Rnughness Caefficrent (Concrete) L7iarnster - 72 inches ' Area, A = 079 R= C]14 ~ 0 25 ft. 7c3 = LengfhNelnciEy Tc3 = Q 53 m9n Tatal 7C = 1.5(] min - 2 Determine Weigh#ed Rurtvff Coefficient (C ) and Area. Area Sucface TyDe (sf] (acres) C. CA _ Open Land (2% -10% slape) a 13.0000 ~O.3 0.0000 Raaf 8 Sidevwalk 804.9 0.0185 09 0.0166 Aaphaft, Cur6 8 Qrivewap 37269 40$55 09 0.0779 From Bypass DA 3 2864 00657 09 00592 Tatal Drainage Area 1895 01698 5um = p Tataf impervious Treafed Aroea 65909 0.1513 ' Fe[3rtt Table 9, Page 5-2. "Gwdefines for Stormsnrater Managernent° Weightett C = (Sum CA)I{Sum A) = 0 ~ Wyatt Engineenng, irtc 4220 N FlBward Strset Spukane, WA 89201 ' {509}328-5139 3. Determine PeakRunaff {Q = CW}: Durativn {Tc} = 2 55 (Indudes 7c of DA3) - We'€ghted C = 090 Intensity {I} _ 3 18 inlFir from EI]F Curve for Spokane, WA Asea (A) _ 0.1698 Peak 10-yeardischarge = 0.4853 cfs Peak °EQ-year discharge = 0.4330 ds To Gurh Inlet 4 C7eterrnine Wvlume af Biafiltrstion 5vvale , Transierred to Basin DA4 Tatal Imperviaus Treated Area = 859419 SF [Includes 2864 ft2 bypass from DA x] uir Bi I'on Swale VoEume ~ Impervivus Treated Area x Q.5"!12 inlft rr~ci B r~fiHr~t'on Swale Vol me = ~ 4~6248ar F , 1ti1V~~~J I Biofiftratsen Swafe Bvttnm Width Biafiftration 5wale Bottam Length = ft Biofiltration Svuale Depth = 0.5 R Bivfiftrativn Swale Side Slopes (JC 1) = 3 I ' Bivfittration 5vwale Bgttarn Area = 4 SF BioTiltraban Swale Top Area - g _ 8iofittration 5wafe Voiume jlllM i;E(] GOQp 5. Determine the Maanmum []utflow: - - Transferred to @asin DA4 Sod Tyrpe: Garrison Crauelly Lnam Fram 5polcane Cvunfy Soil 5uruey, SC5 Based on the soiP typs and "Gvidelines for Stormwater Managemenr, Page 4-15, the allomble design dryweli flauvs are as shown he3ovv: I Mumber of Type A(0 3 cfs) Dryvvells Required: 0 Number ot 1'ype B(1.0 cfs) OryweIIs Required• U +Dutflaey {Qn} = 0 4859 cfs , fi. Determine Required Detention 5tarage Using Bawstring Methvd i ; 7ime In[.rement = 5 min. Elapsed 7'ime Intens. Q in l10l, In Vnl. mut 5torage 4min } (sec.) trNhr1 (ds) [cu R 1 [cu ft ) tcu.ft ] , - 1.50 89 7325381 3 18 0.48587 5842177 43,59833 14 82343 0 ❑ 318 0.48587 0 0 Q ~ 5 300 318 0.48587 160.5844 145.761 14.82343 10 600 224 0.342248 2157904 291'.5299 -75.3315 15 900 177 0.270437 259 6441 437 2829 -985 S39 20 1200 1 45 0221544 2726924 5830438 -310431 25 1504 1 21 ❑ 184$75 2829529 728.8048 -445 852 30 1800 1 04 0158901 290,8694 874 5657 -583.696 35 2900 Q 91 0139038 296.2222 1020327 -724 1Q4 40 2400 0.82 0125287 304_5117 1166.088 -861.576 45 2700 074 0.113064 3087224 1311 849 -1 f1D3. f 3 50 3000 068 0103897 314 8599 1457.6t-i 14275 55 3300 0 64 0(}97785 3256742 160337 -1277.7 50 3600 061 f7.093201 338 3687 1749131 -9410_76 65 3900 06 0.091674 360.3237 1894 892 -1534 5i 70 4200 058 0088618 3748983 2040.653 -1665 76 75 4500 056 O.085552 3876393 2186.414 =9788.77 80 4800 053 0{}80978 391 1664 2332 175 -9941.01 , 85 5100 0 52 007945 4076211 2477936 -207032 90 5400 0.5 OA76395 4148617 2623697 -2208.84 _ Vilpatt Engineering, Inc 1220 N. Howard SteEet Spvkane, WA 99201 (509)32$-5139 7Determine the Minimum Reqwred Depth ahave Biofiltration Swale Transierred to Basin oAd Required Defentism Storage 14.8234 CF (See Bouvstring AAethod, m87[ICTfUR! VaI11B} Bioflfratin Swale Volume' 2 25 CF Required Storage FIbQve 5wals: 92.5734 CF Swale Top Width 3 R Swale Top Length, 3 ft Swale ToP Area 9 5F Btvfiltaatian Swale 5ide Slapes (x i) = 3 , Depth Ahove Biofiltration Swale ft @elentivn Pond Top Width 3 ft - Deteniion PondTop Length 3 R ; Top of Deten#ivn Pand Area 9 SF _ Valume above Biofitttration Svale. D CF N[3 GUOD ; S. Determine Rdequecy vf Dra+nage 5tructures Curb [3penEng• ' Q - 4 56'(71R)•(5"O.5)'(d"(813)} I roximate 112 nf ftovy wifl ot tv a App I~ g Eype 2 catch 6asin alvng the curh, and the other 112 will gv Co a type 1 ratch hasin Iocated at ths east curb retum at the entranee of Wdb ur Cvur4 fram Eighth Avenue, ~ Flow, 0 = 0 2165 cFs. Frorn Peak Runvff Section 51ope S- 0 005 fUft n _ 0.094 Roughness Cvefficient Cross Slope, s = 0.030 f#tft i Z= 11s = 333333 ftlit Flvwt Depth, d= 0 9024 ft. WETHfN 1095 OF A$'SUMED aEP7H FOFt SHALLaW C0NCENTRATEE} FLC3W (CHECK) Curb Opening at Law Point (see page 6-40, "Guidelines far Stnrmwater Martagement") - Curh Meight (h) = 0 5 ft[Type 1 Curb 4nlet] ❑ischarge Qn = 0 2165 cfs Ffow []epth, d= 0 1024 R l,sngth of Opening: 2 ft lJse Q= 1087{L}(M"3/2). Svlve fnr H []epth, H = 0.1021 feet Hlh = 0 9968 gK - HIha=1 ~l1Se 2 ft. Curb Qqeninq ~ Grate rnlet Q = 3'(ii"1•5)'(P) FIow, Q= 0.2165 cfs, Frbm Peak RunoffSectian P= 5 396 Qepth. H 0004 Hfh= fJ 0391 OK - Filh-1 ; ~Use "fyae 1 Grate and Frsme ~ YVyatt Engineerirsg, Inc. 1220 M. kioward Street 5pokane, WA 99201 Date. June 4. 2002 (509)328-5139 Name: Aleffi Basin Nam DA-2 Design Frequency: 10 YR n = 0.074 Roughness Coefficierst Cross Slope, s= 0.030 ftlft Z = ils = 33.33 ftlft Flow Depth, d= 09 ft. WITHIN 14°Io OF ASSUMED QEPTH FQR SHRLLOW CUNCEN7RATEp FLQW (CHECI.) Curb apening at Low Poini (see page 6-40, "Guidelines for 5tormvuater Management") Curb Height (h) = 0.5 ft (Type 2Catch Basin with Gurb Inlet) pischarge Qn = 6.149 cfs Flow Depth, d= 0.089 ft. Length af Opening: 2 ft. Use Q= 3.087(L)(H"312), Solve for H Depth, H = 0.083 feet HIh = 0.938 UK - EiYh<=1 ~ Use 2 ft. Gurb Openirsg ~ Grate Inlet: Q = 8"(H "l .5)'(P) Flow, Q= 0.449 cfs, From Peak RunofF Section P = 5.396 [3epth, H = 0.044 Hlh = 0.493 [7K - HIh<=' kCJse Type 1 C,rate and Frame ~ AI eff i Dra i n ag e, xl s- aA-2-414 Wyatt'Engineering, lna - 1220 N Howrard 5treet 5pvkane, WA 99201 (509)328-5139 ❑ate June 4. 2002 Narne Alefifi 6asin Nam aA-3 Design Frequency 10 YR 1. Determine Time of Conr,entration 5egment 1- auer3and Flvw dVERLANLI FLDW Length L = 27 ft (Length) NVAX LENGTF{ = 300 ft Slope 5= 0 02 ftlft {S9ope} n = 0.016 Roughness Coefficfent (!4sphalflGrasslPasture) Ct = g 15 From Rgure 3, Page 6-5, "Guidelinees for Stormwater Managemen Tci =Ct`(L*nl{S"4 5})"(0 6); Fram "Gwdelines far 5tormwater Management". Tc1 = 0.29 min Segment 2- Shaliow Goncentrated Flow CURB GUTTER Length L= 47 00 fi 51ape 5 = 0010 fUft n= 0 014 Roughnass Cvefficient (Cancrete) Deptri, y= 010 ft. (Assumed depth of ffow) Cross s ~ 0.045 ftlft Z = 22 22 itfft (Z=11s) Evea, A = o ~ l ft 4A _ 1/2•z`(v"2)y Q gutter = 040 cfs (rnannings equaticrn flflw) Velociiy, V 3 63 fps [V = QIA] Tc2 = LengthNelocity Te2 = D 22 min 5egmenf 3 - Channgl Flow ~ IS e~ a,ry S' Le gth 310111 • Slope 5 ~ 0.005 ftlft , rr = 0 0 12 Roughness Caeffictsn t (N92 H❑PE) C?iameter = 12 inches Area, A= D 79 5F R=D14= 2 ,t Gapacity,C 2.73 cfs - Tc3 = LengfhNelocity Tc3 = 0 54 min. Total Te = 1 05 min 2 Determine Weighted Runaff Coefficient {C } and Area• Area Surface TYpe [sf] [acres] C' CA Qpen Lartd (290 - 109o sivpe) 4 D 4 3 4 FZoof 8 Sidewalk 590 0 01 0 9 ❑ 01 Asphalt, Curb 8 Driveway 2274 0 05 4 9 0 05 From 8ypass ❑A x TotaV prainage Area 2864 0 Oi 5um = 006 Tvtal Impervious Treated Area 2274 0.05 ' From Table S, Page 6•2, 'Guidelines fQr 5tormwater Management" Weighted G=(5um CA)I{Surn A} 0.9 Aleff Qra Ena ge. xls- DA-3-1 !3 Wyatt Engineering, Inc 1220 N. Fiaward Street 5pcrkane, WA 99201 (509)32e-513s Date June 4_ 2002 Name` Aleft Basin Nam L7A-3 ❑BSIgn FPequenCy 10 YR 3. DeterminePeak Runoff (fl = CIA). Duratian (Tc) = 1 05 mm. Weighted C = 4.9 Intensity (i) = 3.18 inlhr frpm !DF Gunre for Spokane, WA Area [A] = 0.066 acres Peak iG►-year discharge = 0.188 cfis 4Determine Valurne of Biofiltration Svvafe. Transferrsd tv Basin QA2 Total Irnpervicrus 7reated Area = 2274 5F (Incfudes 0 ft2 byp85s frpm C]A x) equirad Bisatiltrativn 5wale Volume - mperviaus Treated Area x 05712 inlit Reqwred B o~l#rat~an 5wale olurne ~ 94. 5cu ~t 8iofiltration Swafe 8ottcam Width = ft &vfiltration Swale Bottvra7 Length = Ft. Bivflkraki[an Swale Clepth = 0.5 ft. BFOfltration 5wale Side 5tvpes (X : 1) = 3 8iafiltration Swale gottom Area = 0 5F 6iofltration Swale Top Area = 9 5F 8iofiltration Swale Volume = 2.25 CF IV{7 GQC}a 5 fletermme the Maximum Oufflaw: Transferred to 8asin DA2 Sad Type. Garrisoro Gravelly Loam From 5pokane Cvunty 5pd Suruey, SCS Based on khe soil type and °Guidelines for Starmvvater Management',Page 4-15, the allowable design drywell tlvwrs ars as shawn belpwr Number of Type A(a.3 cfs) Drywells Required: N um4er of lype B(1.fl cfs) Qry+vells Required f]ufflovu (QU) _ 0.188 cfs 6Determine Required Qetenfion Stvrage Usmg Bawstring Methrod Transferred tv Basin [lA2 Time InGrement = 5 mm Elap5ed Tims Intens. Q in Vol In VoT Clut 5torage (min.) [sec) (inihr) {cfs) (cu.ft.) {cu ft } (cu ft ) 1.05 62 76209 3.18 (].188972 15.82548 1181006 4015421 0 0 3.13 0.188172 0 0 a 5 300 3.1 S 0.188172 6046699 56.45157 4015421 10 640 214 4.932549 82,35773 112 9031 -305454 15 900 137 0.104737 96.45847 1693547 -72 8562 20 1200 1.45 0.085842 104 7929 225 8463 -121A13 25 1500 1.21 0.0716 1089279 282.2579 -173 33 34 1800 1.04 006154 112A861 338.7094 -226.623 35 2100 0.91 O.053848 114.2297 395.161 -28(}.931 40 2400 0.82 0.048522 117.489 451.61 28 -334 124 45 2700 O.74 0.043788 1191632 548A541 -388.901 50 3000 0.68 0.440238 121.5727 564.5157 -442943 55 3300 064 0.(}33871 125 7821 620.9673 -4951 85 AleffGrainage xls-DA-3-2I3 Wyatt €ngmeering, dnc 1220 N Howard Street Spokane, WA 99203 (509)328-5139 Date: June 4. 2002 Name A!effi 6asin Nam DA-3 Design Frequency: 10 YR 60 360€] 0 61 003669E 130 7154 6774188 -546.703 65 3900 0 6 0.035504 139 2237 7318704 -594.847 74 4200 D.58 0.034321 144 8791 790 322 =545 443 75 4500 056 0033137 149 8245 846 7736 -636 949 84 4800 0 53 0031362 151 2068 9032251 -752.018 85 5100 0,52 0.03077 157 5849 959 5767 -802 092 90 5400 0.5 0029587 1504 1016128 -855 728 7 Determine the Minimurn Required Depth above Biofiftratian 5wale Transferred to Basirr [}A2 Required Deten4ion 5tnrage 4015421 CF (See Bowsfring Method, maximum aalue) Biofdiratirr Swals Volume• 2 25 CF Required 5tarage Ataove Srnrale: 1.765421 CF 5wale To,p llllidth 3 ft Swale Tap Length: 3 ft 5wale Top Area: 9 SF Biofiltration Swale Side Slopes {3C ; 1) = 3 Depth lUbove Biofiltration SwaEe. ft [}etentifln Pond Tup Width: 3 fII ❑etention Pond Tvp Lenglh. 3 ft Tap of Detentivrs Pond Area 9 SF Vvlume above Biafiltrativn 5w21E 0 GF NC] G09D $ Determine AdequM o8 Drainage 5tructures Curb Opening: Q = 0.56'(Zln)'{5"0.5}'(d"[813)] Flow, Q= 0 188 cfs, From Peak'Runoff Section 51ape 5 = 0 010 ftlft n = 0.094 Roughness Coefficient Crqss Slope, s= 4 045 ftIft Z= 3!s = 22 22222 ftlft FI❑w C7epth, d= 0.095 ft. VIlITHIN 1 p3o iC3F ASSUMEQ DEPTH FpR $HIaLLC7lN CLJNCENTRATE€] FLpW (CHECK) Gurh Opening at Law Point: (see page 640, °Guidelines for Stormwater Managemenk") Curb Height (h) = 0,50 ft (Type 2 Catch Basin and 1nlet) Qischarge Qn = 0 1$8 cfs Flow [3epth, d = 0.099 ft. Length Of Opening 2 000 ft. Use 0 = 3.087(L)[H^312); 5olve fpr H ❑epth, W = 0 098 feet Hlt7 = 0.982 OK - Hm--1 jUse 2 ft. Curb Openin9 I Grate Inlet: None AIeffi Drainage A s-DA-3-313 Wyatt Engineenng, Inc 1224 N Haward 5treel _ 5pokane, WA 99201 (509)328-5139 Date June 11. 2002 Name Alefifi Basin Name DA-4 Clesign Frequency 1oYR _ 1 Determine Time of Caneentratian - Segment 1-Overdand Flflw C3VER _ NC} FLOW Length L= 25 40 ft (Len9th) MAX LENGTH = 300 ft Slape 5= 0 420 flIR (Slape) n = d 016 Raughness Coefficient (AsphalflGrasslPasture) Ct = 0 15 From Frgure 3, Page 6-5, "Guidelinees far Stormwafer Management" - Fc1 = Ct`{L'nl{$^fl 5}}^{o 6}, Fram "Gutdelmes fQr 5tarrrowater Managemen#" 7e9 = 02799 , Segment 2- 5hallaw Goneentrsted Flaw CURR C11l 1T'fER Length L= 260 00 ft _ Slope S = 0 033 fUft , n = 0 014 Raughness Caeffieient (Cancrefe) Depth, y= 0 08 ft (Assumed depth of flaw) - Crrasa s= 0 420 ft!#t Z = Sfl Ofl fVft {Z=11s} ,4rea, A= Q 96 R (A W 912'Z'(Y"2)} Q gutter = 091 cfs {mannmgs equation flo+ev} Velocity, V= 5 88 fps {V = QIA} Tc2 = LenglhNeloeiiy 7c2 = a 7625 min Segment 3 - Channel Flow &e~qlh L = EMUW 51ape 8 = fl 009 fflff n= 0 014 Roughness Cvefficient (Cancrete) ~ lak in~i Area, A = fl 5-451-SF p(Anr1 R= 0 2083 R $ 7c3 = LengthNelacity 7c3 = 025 min aR4RS f:IJANNa Length L= 6800 ft Slope S= 0066 ftlTt n = 030 Roughness CoeFFaenF {Concrate) W'idth 400 ft Area, A= 00500 5F R= D14 = a 5600 FY VeiaciLy 8 0165 fps (mannings equation velocity) Tc4 = LengthNefocity Tc4 = 014 min Tatal Tc = 104 min _ 1Nyatt Engmeering, inc 1220 N Haward 5treet - 5pokane, Vs1A 99201 [509]328-5139 Date June 11, 200F Name Aleffi Basin Narne pg~} Design Frequency ]QY 2 Determine Weighted Runoff Caefficiant (C } and Area Rrea Surfaee Tyqe (sf) {acres) C' CA dpen Land (2°I - 10% sfope} 31418 59 07213 03 02164 Raof & Sidewalk 9 6788 72 02477 09 02229 Asphalt, Curb & Driueway 8508 01494 09 01345 From Sypass OA x 7395 01698 p Total Drainage Area 56113 31 12881 5um = 05738 Tvtal Impervious Treated Area 125089 02872 ' Frflm Ta61e 1, Page 6-2, "Guidelines for 5[vrmwater Management" Weighted 0 =(5um CA)]{5um R} = 04454 3 l7etermine Peak RunofF {Q = GIA} All 5[ree[ Oniy Duratian (Tc) = 1 44 9 04 , Weighted C = 04454 _ Intensity (I) = 318 infhr from i DF Curve f9r Spakane, WA _ Area (A) = 1,288 02872 ' Peak 10-year discharge = 1 824$ cfs Peak 10-year discharge, streetanly = Q 4067 cfs , 4 Determine Valume o6 Biofiltration 5wale Total impervoous Teeated Area = 12508 90 5F (Pnciudes 7395 fi2 bypass from DA x) Reqwred 8iafi€tration 5wale Volume = Impervt4us Treafed Area x 0 5712 j nlft Required Biafillration Swale Volume = 521 2042 cu Ft Biofiltration Swale 8attom Width = 'CQ 4 ft Biofiltration Swale Bot[pm Length = 101 29 ft Biofiltration 5wale Oepth = 05 ft Biofiltration Swale Side Siopes (X 1) ~ 3 Biofiltratian Swale 9ottom Area = 1053 42 5F 8iofiitratian 5wale Top Area = 1397 49 5F Biofiltratian 5wale Vafume = 61273 CE PONa 51ZE CWECICS 5 Determine the Maximum QutHaw 5ad Type Garnson Gravelly Lvam Fram 5pokane County 5od 5urvey, SCS Sased on the soil type and "Guidelines for Storrnwater IVianagement", Page 4-15, the afloavahie ` desrgn drywefl flqws are as shown below Number of Type A (0 3 efs) ❑rywells Required 1 - Numbsr af Type B(1 0 cfs) Orywells Required 0 Oufflaw {00} _ 0 3 afs Wyaft Engineerang, Inc 9220 N Hsward Street _ Spnkane, WR 99201 (509)328-5139 flate junQ 11, 7.QQ2 iVame Aleffi Sasm Name p A 4 Design Frequency 10 YR ' fiDetermine Ftequired I7etenfivn Starage Using Sowstnrsg Methad Time Increment = 5 mm. Elapsed Time Intens q in Val In Vnl Out Stmrage , (mEn ) (sec } (inlhr) {cfs} (cu ft ) [cu ft ) {cu ft } 1 04 62 54377592 3 18 1 824552 152 913 1876313 1341502 0 a 318 1624552 0 0 0 5 300 8 18 1 824552 586165 80 4961646 10 600 2 24 9 285219 798462 180 6184616 - 15 900 1 77 1(}15553 995 593 270 6655931 24 1200 1 45 083195 101603 350 6560313 25 1500 121 0694248 105513 450 606 135 30 18170 1 04 0596709 1086 ?7 540 5467Fa51 35 2100 091 052212 1107,96 630 477 5555 40 2400 0 82 0470482 1139 16 724 419 1617 45 2700 0 74 0424581 11554 810 345.3984 - 50 3004 0 68 0390156 1178 76 900 2787642 55 3340 0 84 0387206 121959 990 2295868 60 3640 061 0349993 1267 42 1080 187 4155 65 3900 06 0344255 1349 92 1170 179 9157 70 4200 0 58 033278 1404 75 1260 1447525 75 4500 056 0321305 14527 135[] 1027042 80 4840 053 0 364092 1465 11 1440 2610838 ' 85 5140 0 52 0298354 1527 95 1530 -2 f]4?7 94 5400 05 0286879 1555 25 1620 -54 7513 7Defermine the Minimum f2equired Depth above 8tofiltratimn Swsle Requdred aetention Starage 665 5931 CF (See Bowstring NiethQd, maximum value) 8opfiitratin Swale Voiume 6127255 CF Re4uired 5forage Above 5wale 528676 CF 5wale Top Width 134 Ft 5wale Tvp Length 104 25 ft 5wale "fop Rrea 1397486 SF 8iofltratsan Swale 5ide 5iopes (7{ 1}= 3 _ Oepth Ahove BrofiltraGon SwaPe 0 1 R QeEentifln Pond 7ap Width 14 it ❑etenhon Rond Top Length 104 89 ft Top af Detention Pond Area 7468 46 5F Vplume ahaue Biafiltratian Swale 143 2973 CF PQND SIZE CNECKS 8 Determine Adequaey raf Drainage Structures Curb Opening ' Q = fl 56'(7_]n)'(S"p 5)'{d^(813)} - Flow, fD = 0 4067 cfs, Frorn Peak Runoff Sectian Wyatf EngEneenng, 1nc 1220 N Haward 5treei 5pakane, WA 99201 (509)328-5139 Date June 11, 2002 Name Afeffi ~ 6asin Rlame DAzA Design Frequeney 10Y Slqpe $ = 6 033 fflft n = 0.014 Raughness Coefficiant Cross Siope, s = 0 020 ftlft Z = 11s = 54 ftfft Flaw Depth, d= 0 0782 ft VHETHIN 10g6 OF ASSUMED DEPTH FOFt SMALL[7W CONCENTRATED FLOVti1 {CHECK} Curh Opemng at Low PoEnt (see page 6-40, "Gu3delines for Starmwater Management") Curh Height (h) = 0 5 fY (Type 1 Curh Inlet) flischarge qn = fl 4057 cfs F'law Depth, d= 00782 ft Length of Opening 6.5 R (Length of opening eonsists of 2 openmgs within dramage area 4' & 2 5' Iengths) _ Use Q = 3 087(L){H"3I2), 5olve fior H , 6epth, H= 4 0743 feet Hlh = a 9543 C7K - Hlh==1 - jUse 5 5 ft Cueb Openmq ~ Grate Inlet None Wyatt Engineering, Iroc 1220 N. Howard StreeE 5pokane, WA 98201 - (509)328-5139 Dafe ,lune il 2[Q2 , Name Aleffi Basin I+Jame .QA_5 Design Frequency la YR "P Determme 7ime of Concentratinn Segrrtent i - Overland Flqw CJVERLAN[] FLdW , Length L~ 15 R(Lengfh) MA7t LENGTH = 300 ft_ • - Slope S= 002 ftffl (51ope) n = 0016 Roughness Coefficient (AsphaltlGrasslPasiure) Ct = 0 15 From Fegure 3, Page 6-5, "Guidehnees for 5tormwa#er Managemersi" Tci = Gi`(L'n1(5"0 5})"(0 fi), From "Gwdelmes for Starmwater Nlanagement" Tc"I = 02060 min Segment 2- Shallow Canventrated Flow CU-RR C;i IT~EE Length L = 95 ft 51npe S= 0005 ftlft n = 0014 Roughness Coefficient {Conerete} Depth, y= 0 14 ft{Assumed depth af flaw} Cross s= 0 020 ft/ft 2 = 50 fla T#1ft {Z=115} Area, A= a 25 R(A = 1)2'Z (Y"2)7 Q gutter = 064 c45 (mannings equstifln liaw) Vel4city. V= 2 57 fps (V =[71A) 7c2 = LengthlVePocity Tc2 = D 6168 min Segment 3 - Channe! Flpw aLP-E Length L = ft S1ope 5 = ffIR _ n = Rovghness CaefFicient (Conaeete) Oiameter = inehes Area, R = R=D14= Oit VefaGity #C11V101 fps (mannings equatian velacity) Tc3 = LengthNelpcity Tc3 = #DIVI01 mEn ' Total Tc = 08228 min 2 aetermrne Weighted Runnif Caefficrent (C } and Area Area 5urface Type [sf] (acres) C" GA Open Land (2°Io - 14% siope) 14709 57 0.3377 03 D 1913 Raof & 5idewalk 539436 01238 09 01115 Asphalt, Curti & Oriveway 6760 01552 09 01397 From Bypass i}A x . Tdtal Qrainage Area 2686393 06167 Sum = 03524 TataP Imperviaus Treated Area 6760 01552 ' From Tabie 1, Page 6-2, "Guidelmas for 5tarmwater Management" Weighted C = {5um CA}l(5um A) _ 05715 3 aetermme Peak RunafF {Q = CIA} ❑uration (Tc) _ 082 Weighted C = 05715 _ Intensity (f) = 3 18 dnlhr fram IDF Curve far 5pakane, WA Area (A) = fi1fi7 Peak 7[]-year diseharge = 1 1207 cfs Wyatt Engineenng, Inc 1224 N Howard 5treet 5pokane, WA 99201 (503)32&5139 Date June 71_ 2(}}O2 Name Alem 6asin Name 17A5' Design Frequency 1m YR 4 Determme Volume of 6io#iltravon 5wale ' Total Imperviaus Treatad Area = 6760 5F (Includes 0 ft2 Gypass from QA x) Required Biofiitration 5wale Volume = Impervanus Treated Area x ff 5"112 inlft Reqwred Hiafiifration Swale Voiume = 2816667 cu Ft- 8iofiltrafian Swale Battom Widih = 68960 ft Biafiitratian 5wafe Battam Lersgth ~ 11437 H Biofiltraiian SwaEe 17ep1h = 05 ft. Biofiltratton SwaPe Side Sfopes (X 1) = 3 , 6ivfilTiaUon Swafe Bottom Rrea = 7886955 SF BiofltratEpn Swafe Top Arsa = 1161,4935 5F BiafillraGon 5weafe IAolume = 487 5473 CF PqND SIZ€ CHECKS 5 Oetermine tite Nlaximum Outflaw 5oil Type Gamson Grsveily Laam From 5pokane County Sod Surv@y, SCS 8ased an the soiE type and "Guidelines for Storrnwater Management", Rage 4-15, the alPowabfe design drywell tlows are as shown bslew Numher o# Type A(0 3 cis) Drywells Required 1 IVumher of Type 8 (10 efs) OryweEls Reqwred p GuHlow (qo) = 0 3 cfs 5 Determine Required Detentian 5torage Lls3ng Bowstnng Method Time lncrement = 5 rrun Eiapsed T€me Intens C} in Vcrl In Val dut 5taeage Imin ] [sec ] {infhr} (cfs) (cu Ft ) (cu Ft) {cu Ft ) 082 493694678 3 18 1 124723 7414155 14 81084 5933071 - 6 0 318 1120723 0 D fl 5 300 3 18 1 120723 355 029 90 265029 10 600 2 24 078944 486 9154 180 3069154 15 900 177 0623799 571 8898 270 301 8898 _ 20 1200 145 4511022 621 8038 360 261 8[]38 25 1500 1 21 0426439 646.8162 450 1968162 30 1800 104 0366526 6658989 540 125 8989 , 35 2300 091 032071 6788746 630 488746 40 2400 082 0288992 6984306 720 -21 5694 - 45 2700 4 74 0260797 7085302 816 -161 47 50 3000 068 0 c^39652 722 9773 900 -177 023 55 3300 0 64 0225554 748 1955 990 -241 884 60 3600 061 0274982 777 5421 1080 -342 458 65 3900 16 0211457 828 2326 1170 -341 767 70 4240 0 58 0204409 861 9475 1260 -398 a53 _ 76 4504 056 0 19736 991 4332 1350 -458 567 SD 4800 0 53 0186787 899714 1440 -540 286 85 5106 0 52 0183263 9377171 1530 -592 283 90 5404 05 0176214 354 5154 1620 -665 485 7❑eterrnine the Niintmum Required Oepth above 3j¢fiitrativn Swals Required 17etenfi❑n Storage 306 9154 CF (See Bowstring Method, maximum value) BioFltratin 8wale Valume 4$7 5473 CF Required 5torage Above Swale -7806318 CF Swale Fop Wid3h• 9 8360 ft 5wale Top Length 117 37 R SwaCe Tap Area 1161 4935 5F Brofiftratian 5rvale Side Sl6pes (X 1) = 3 • Wyatt Engmeering, Inc 1220 N Ffoward Sireet _ Spokane, WA 99201 (509)328-5139 Daie June ]_1._2002 Name AlefF1 Basin idame D A - - 5 pe5ign Frequency 10 YR - ❑epth Wbova SiofiltraUvn 5wale 0 ft Oetentian Ppnd Tap VVidth 9 8960 ft ❑etantion Pvnd Top Length 117 37 ft - Top of Detentien Pond Area 1167 4935 SF Vo9ume abave Bjotiltratian 5wale 4 CF PC]ND SIZE CWECKS 8 Qetermine Adequacy esf arainage Strucfures Curb Opening Q = 0 56{7Jn}'(5"fl 5)'(d"{813}) Flow, 0 = 1 12072333 cfs, Fmm Peak Runaff 5echon Slope 5= 0005 fflft n = 0014 Raughness Coefficient Crqss 51ape, s= 0 020 fY1ft Z = 7!s = 54 ftlft Ffaw OepSh, d= 0 1630 ft WITHIN 10°Ia OF ASSUMEO [)EFTH F❑R SHALLOW CpNGEfVTfifITED FLOW (CHECK) Curh Opening at Low Point (52e page $-40, "Gutdelines for Stormwater Management") Curb Height (h) _ 0 5 R(Type 1 Curb Inlet) Discharge Gln = 1 1207 efs Flow Depth, d= Q 1630 ft Length oi Qpening 6 ft (Lengfih a{ apening Consists of 2 drainage areas 3' sump & 3' #lorv-hy inlet} lJse Q= 3 0$7(L){H1'3!2}, Sc31ve for N ❑epfh, H = ❑ 1541 feet HIh = 0 9457 OK - FElhC=1 I' jL]se 6 ft Curb Opemng ~ Grate lnlet Mone • Wyatt Errgmeerrng, Inc 1220 N Floward 5freef Spokane, WR 99201 (509)328-5139 IDate: June 11. 2002 IVame ALem Basm Name DA--fi Qesign Frequency 10 7 Determine Time caf Cancentration Segment 1- Qverland Flaw MVERLAND FLQW Length L = 46 ft(LengEh) MAC LEMGTH = 300 ft 5iope S= 0 49 ftjft {51vpe} n = 0.016 Raughness Caeffierent (AsphaltlGrasslPasture) Ct = 015 Frem Figure 3, Page 5-5. "Guidelinees for Starmwater Management". Tci = Ct'4L`nf{5"i] 5)}"[0-6], Frem "Gusdefine5 for Slormwater Management" TC1 = 04968 Segment 2- Shallaw Concentrated Flow CURB GL1T"fER Length L= 11000 ft Siope 5 = 0.013 fflR • n= 0014 Raughness Coefficient (GQncrete) Qep#h, y= 0.20 R{Assumed depth vf flow} Cross 5 = 020 ftlft , Z = 50 C}Q fUft (Z=11s) Area, A= 1 flp ft{A = 112'Z'(y"2)} Q gutter = 6.5705 cfs {mannmgs equaUan ftow} Velaci4y, V= 6.5705 fps (V = C31A) _ Tc2 = LengthNelociiy Tc2 = 0 28 min. Segmant 3 - Channei Flow PIPE Length L = ft Slape S = ft1ft , n = RDUghneSS C4Bfficienf (Cancrefe) Diam eter = inches Aaea, A = R= D14 = Q ft Velocity #DIVIOf fps {mannings equatifln velocity} i"c3 = LengfhNelocity Tc3 = #DIVI0+ min t Tptal Tc ~ 0.78 min. 2. Lletermine Weighfed Runvff Costficient (C } and Area - Rrea Surtace Type (sf) (acres) C' CA Open Land (2°/0 - 10"Io slope) 72664 1 6681 03 05004 Roof & 5idewalk 21577 04953 09 04458 - Aspkralt, Gurti 8 Dnveway 17253 03961 09 03565 Frorra Bypass ❑A x Tntal ❑rainage Area 111494 2.5596 5um = 1 3027 Tntal Irnpenvious Treated Area 17253 0.3961 ` Fr4m Table 1, Page 6-2, "Guidefines fvr 5tormwafer Management" Weighted C = (Sum CA)I(5um A) _ 0508962 Wyatt Engineermg, Inc 1220 N i-laward 5tr2et Spokane, WA 99201 (509)328-5139 Date: June 11. 2002 Name ALaff 8asin Name CA-F [7esign Frequency 10 YR 3 Oetermine Peak Runoff (4 = CIA) , ❑uratinn (Tc) ~ 078 Weighted G = 05090 Intensity (i) = 3 18 mlhr from IC3F Curve for 5pokane, WA Area (A) = 25596 Peak 10-year discharge = 4 1426 cfs 4. [3etermfne Vralume flf Biafiltration Swale Total Imperviaus Treated Area = 17253 SF {inaludes 0 ft2 6ypass from DA x} Requi red Biofilkrativn Swale lloiume = Impervibus Treafed Area x 0 5"112 inlfl Required 6iofiltrat3an 5wale Volume = 718 8750 cu Ft Biofiltraiton 5wale Bottom Widfh = 4 ft Biofiltration Swale Botiom Length = 381 93 ff BiefiltratEOn Swale Oepth = 05 ft B{ofiltratian Swale 5ide 5iopes (?C : 1) = 3 Biofiltratiorr 5wale Batt4m Area = 1527.72 SF Baafiltrativn 5wale Top Area = 2694.51 SF Biofiltration 5wale Volume = 1055 558 CF PDNd SiZE CHECKS 5 Oeterrnine the Maximum Outflow 5od Type Garrtsan GravelPy Laam Fram 5pokane County Svii Survey, 5C5 6ased on the soil tyrpe and "Guide[ines for 5tatmwater iNanagemenY", Page 4-15, the allowabfe design dryweli flows are as shovNn bel❑w - IVum6er af Type A(0 3 cfs) prywells Required 0 Number of Type B{i 0 cfs} Drywells RequEred 1 Qutflaw (Qa) = 1 cfs - 6 Determine Reqwred dstention Star-age llsing 8owstnng Method , i Time Increment = - 5 min _ Elapsed Time intens Q on Val in Vol C]ut Storags {rnin ] (sec 1 {inlhr} (cfs) {cu R ) [cu ft ] [cu ft ) 0 78 4655200563 318 4142629 2584159 46.55201 211 8639 0 a 318 4142529 0 0 0 5 300 318 4142629 130S 357 300 1008 357 10 600 224 2918078 1797033 600 i 197 033 15 800 1 77 2305803 2111 718 900 1211.718 20 1200 1 45 1888935 2296619 1200 1 096 619 25 1500 121 1 576283 2389 374 1500 889.3739 30 9800 a 04 1 354822 2460 123 1800 880 3234 35 210[] 0.91 11854E9 2508.249 2100 4082487 40 2404 0.52 1 068225 2580 648 2400 1806477 45 2700 074 0964008 261$.(}8 2700 -81 9204 50 3000 0 68 0885845 2679 55E 3000 -328444 55 330[1 0.E4 0833737 2764527 33[]0 -535 473 fifl 3600 069 0794655 2873 336 3600 -726 664 55 3900 a.6 0781628 30E0721 3900 -839 273 70 4200 058 0755574 3185 369 4200 -1414 63 75 4500 056 072952 3294 385 4500 -1205.62 Wyatt Engineenng, lnc i 220 N Howarri 5treet 5pokane, WA 99201 ' (509)32$-5139 Dafe ,lu0e 11. 2002 Name ALQM 6asin Plame pA-6 C]e5ign Frequency 10 YR 80 480(} 053 0690438 3325 031 4801) -1474 97 85 5100 a 52 0 6T7411 3465.518 5100 -1 fi34 48 90 5400 05 0651357 3527636 5400 -1872.36 7 Determane tlhe Minimum Required C3epth a4vve $iofiltrativn Swale Required Detentian 5torage 9211 7981 CF {5ee Bowsfnng EVYethcad, maximum ualue} Biofiltrabn Swale Valume 9055 5575 GF Reqweed Storage Abave Swale 15fi 'i6052 CF Swale Tap Width: 7 ft Swale Top Length- 384 93 ft Swale Tap Area 2894 51 5F " 6ivfiltrabon Swale Side 5lapes {k 1) = 3 ° ❑epth Above Biofiltrativn Swaie: 01 ft Detenfion Pnnd Top Width 76 ft _ [3etention Pand Top Length° 385 53 ft Tap of DetenUon Pvnd Area 293f? 02$0 SF Vplume abave Siofltration Swale 281 2269 CF Pf7h10 SIZE CFiECfCS 8 Determine Adequacy of C}ramage Slructures Curb Opening Q = 4 56'{7Jn}'($"6 5)"(d"{813}) , Flow, p= 41426 cfs, From Peak Runoff 5ection _ 5fope 5 = C1013 Ptlft n = 0014 Raughness Caefricient Crass 51ape, 5= a oza fUtt Z = 11s = 50 ftlfit Flvw Depth, d= 4 2224 ft. WITHlhf 10% 4F ,4S5UMED ❑EPTH FQR SMALLOW caNeENrRarED FLaw {cNEcx} Curh Dpenmg at Low Pvint, (see page 6-40, "Guidelines for Stormwater Management"} Curh Height {h) ~ f} 5 it {Type 1 Curb inls4} Discharge Qn = 4 1426 cfs Flow Depth, d= 0 2224 ft, tengfh of Opening 14 R {Length of Qpening r.ansisfs af $ openings wifhin dcainage area 4', 5' & 5' lengths} Use Q = 3 687[Q{N^312}, Solve for H ❑epth, H = 0 2094 feet H!h = ❑ 9496 UK - HIhC=1 jUse 14 ft Curh OoenEng { Grate [nlet Nane ; Wyatt Engineering, Inc 1 220 N Howard Streefi 5pokane, WA 99201 Area Campilativns - pleffi Addition (509}328-5139 June 4, 2002 Compiled by Alan E Gay, F.E Based on 5uneey Qata, Wyatt Engirseers Inc Gross Are~ Ext. Hcruse Exst. Garaf Est Drive Penrious Imper+rivus Lot 1'2 11535.5 1348.7 639.69 735 51 88116 27239 Lot 13 9986 96 1399.12 335.51 373.75 7818.58 2108.38 Lok 14 9986.96 1254.74 416.03 1588 49 67277 3259.26 averages 9 D543 14 1334187 463.7433 899 25 7805 96 Gross AreE Fut. House Fut. Garag, Fut. Drive Perviaus Impervious - Lot 1 7408.77 1334.187 463.7433 89925 4711 59 2697.18 Lpt 2 10098.13 1334 187 4617433 899.25 7401 55 2597.18 Lot 3 9591.58 1334.187 463.7433 89925 68944 2697.18 Lot 4 9285.27 1334.187 463.7433 859 25 6588 09 2697.18 Lot 5 18214.89 1334.187 463.7433 899 25 15517 71 2697.18 - Lpt fi 9430.77 1334 187 463.7433 899.25 6733 59 2697.18 Lot 7 9445.37 1334.187 4617433 899.25 6748.19 2697.18 Lot 8 15610.36 1334.187 463.7433 89925 12943 18 2697.18 575(]8.3 21577.44 Lot 9 9954.79 1334.187 463.7433 899 25 7257.61 2697.18 Lot 10 9944.84 1334.187 463.1433 899 25 6447.66 2697.18 tot 11 7407.39 1334 187 463.1433 899.25 4710.21 2597.18 Aleffi prairrage.xls-AreaCalcs-1 11