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25488 BSP-1414F DRAINAGE TECHNICAL REPORT FAX COVER--SHISE T SPOKANE COUNTY - ENGINEERS 2nd FLOOR FAX # (509) 324-7655 PHONE (509) 324-7655 1026 W. BROADinTAY SPOKANE, WA 99260 PHONE (509) 456-3600 DATE : 30 ApXi 1 2_7_/1r1(y FAX 4 5 8- 6 8 4 4 TO: Todd Whipple, P.E. COMPANY: IPE CITY/STATE: Spokane, WA NUMBER OF PAGES (INCLUDING COVER SHEET): 6 FROM: Ed Parrv. P. E~N (Plans Review, x257 ) SUBJECT: P1414F - Riverwalk 7th Barker Road Todd: I've been looking at this project this week, and working with Susan Murphy to get a handle on a few items. This is an advance copy of the comments; I'll call tomorrow when the package is ready for pick-up. I'll also call Doug Birch to appraise him of the status. ,f . ~ INLAND PACIFIC ENGINEERING, INC. April 30, 1997 W.O. No. 96111 Spokane County Public Works W. 1026 Broadway Spokane, WA 99260 Attn : Ed Parry, P. E., Re : Riverwalk 7th Addition Ba'rker Road Improvements Dear Ed: Per our available records e acceptance packet to you on March 18, 1997. To date it has been neariy even eeks since that submittal and we have not yet received our accepted plans. I appre ' your new role in reviewing private development construction projects and understand that at this time of the year this can take prioriry. However, we only have this design oriented project left to work with you on and would appreciate your acceptance of the plans in relatively short order so that construction can begin and be completed this year. Please call with any questions or comments. Sincere , Inland ac ific Eng' ing Co., Inc. / Todd R. Whipple, P.E. TRW/tw cc: Bill Johns, P. E. , County Engineer, Spokane County Engineers Doug Birch, Pacific Properties file - ~ ~ ~ . . , . - APR 3 0 ►997 sPoKA°E CQi{NTY ENGiNEER ~ 707 West 7th • Suite 200 2020 Lakewood Drive • Suite 205 Spokane, WA 99204 Coeur d'Alene, ID 83814 509-458-6840 • FAX: 509-458-6844 208-765-7784 • FAX: 208-769-7277 W"A,tt--, 2v APA~ REVIEW COMIlVMNT5 SPOKANE COUNTY DNISION OP ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260-0710 PHONE (509)456-3600 FAX (509)324-3478 SUBMITTAL ~ REVIEWER: ~d Par~ PROJECT P1414F DATE: PROJECT NAME: Riverwalk 7th Addition &rker Road improverritnts- N.B.: Since this project is governed by the edition of the Spokane County Standards for Road and Sewer Construction (the "Standards", adopted 2 May 95, with an effective date of 15 May 95), these comments are general in nature, and do not represent a listing of all items which may not be in compliance with the Standards. The responsibility for ensuring compliance with the Standards lies solely with the Sponsor's Design Engineer. ALL DISCREPANCIES MUST BE A.DDRESSED AND RESOLVED PRIOR TO PLAN ACCEPTANCE PRnJECT DESIGN_ 3. Pavement Calcs: a. The calculations contain a nomongraph to convert the R-value of the native soil (roadbed soil) to a soil modulus value for the pavement design. The current design process requires that some sort of subgrade modulus test be conducted on the in-situ material. If the use of this nomograph is desired, then the County Engineer's approval of a Design Deviation Request will be needed. The AASHTO Guide for Design of Pavement Structures states that this chart is valid for granular subbase course material; the subbase course is a different stratum from the roadbed soil. The County has studied the relationship between R-values and soil modulus for roadbed soils, and has been unable to develop a consistent relationship between the results obtained from these two methods. A local point of contact for conducting the standard subgrade modulus test method is Kent Henderson at Petroleum Sciences, Inc. He may be contacted at 489-1758. 4. Plan elements: 6) The drainage concept appears to incorporate intermediate berms along the length of the proposed 208 swale. The plans do not appear to indicate where the berms will be constructed to form the level swale floor area b. The plans need to incorporate Standard Notes 7, 8, and 9(attached) Pavement cross-slopes exceed the 4.5 % maximum allowed ~ Traffic signing: Has the proposed layout been coordinated with the County Traffic Engineer? REVIEW COMMENTS Page 2 of 2 28 Apri197 PROJECT # M 414F REVIEW # 3 12. Mai tenance & easements: How will the catch basin at sta. 18+50 RT be maintained? County Crews are not able to mainta structures located more than 8' beyond the face of curb, unless some sort of vehicle access route is provided t/Completed, signed deeds and easements need to be submitted; the County Engineer's Office will record the documents. Legal descriptions provided were forwarded to the Right of Way section - forms for signatures will be forthcoming. . 03/13I1997 14:32 5093247663 GOUNTY PLANNING PAGE 02 r . ~ ~ i . • 408392d ME m PW. 1 of 3 ' . a0 . N,c .b [Jq 9311311W o. 08.0 ARer Rtcording R.etntu To: Spvkaee County Fagincer Attn.: Itight of Way Depsrtmee! - nocMent rdle: eordcr Fsmmsm QranLor(a): WBL CO Gtatp, Inc. Gnrttee(s}: Spokaae Cotcrtty IreO Desaiptica: 3W y Secfioa S. 7owasbip 25 Nocth, Rsgc 43 East Addifwoal Leaal Ocsaiptioa: See Poge 1 Aaseuoea?aic Puccl Nnnabsr: 5 348; .90$7 • Rsfcrence Nurnber. Log li Dsic: 1-31-97 Roqucsocdby: ,,n pttysted by: F/tt Pwpose; r-iala F Rasd NamdRFNo.: _BARKER RD. tao. 40 "q" SPOKANE COUN7Y DJYISION OF EN(3INEERIIVG . spoksua coeurcy, washington BORDER EASEMEN'F ' IN THE MATTER OF BARKER ROAD. ROAD FiLfi NO. 44"O", KNOW ALL NEN BY TiMSE PRESEtM, thal the Grsnsor, VVFsL CO dROUP, JNC.. A washtneon corporabon, for aad in causidastion of MutuA! Bt:ttfit9, tfec rcccipt of which ia htrtby ecknowiedgcd, grants to . the public and ta 3pokaae Caunty, afolitical subdivision of the State of Weshington. -s BORDER EA3EMEM' to ux the following desctibed reai psoperiy situstcd ia the County of - Spokanc, aad tha Statc of Washington, to-wit: ' AFk'£CTS ASSFSSORS PARCEL NO. 55083.9057 Tbat po:tion ef the Fsst 3Q.40 fect aftHs WcBt 75,40 fcrt vf the South%wt Quarter (SW~/.) of sectiou 8, Townaltip 25 North, Rangc 45 F,&% W.M,, County of Spokane, Staa of Washington, lyicig south of the southtsly baundary linc of Indiana Avcuue and Tracc "10, as shown on thc plat of RiYERwai..K FtRSr aDDmON as czcordod in Book 23 of Plats, Pages 3 7 through 40, in thc Spojcettc County Auditor's Offict. EXCEPT Mission Ave. Tho Border Essemeut as shauvn hema is hareby gisnted Lo Spokaae County and its wuthoriud RECEIVE.-D ' sgcata, wd to the Pnblic for Road purpoaes, iucluding but nort limited to curbs, aidewal.lcs. drainage, ssgnage and other usage demed aecessary by the Spokaste Couuty Division of MpR 18 1991- EagiaeEring for the ssfety and welfare uf the Pubtic. No feace or nortion theitaf will be constructed within said Easaucnt without permission of the Spokane County Divisioa of Engincesing, nor will aay objects be placcd in said Eascment that would obstruct th~ sight SPOKA~IE COUPtTY ENG~N~E~R distance aecessary for safe and efficient vehicular movement_ Any other Eascmcnts gmated or dcdicatcd within this Bordcr F,asement area wiil be subordinate to the rights creatcd tyy this - Easement end are subject to 3pokane County Divieion of Enginecring pcrmit process prior to •M usegc. Emlo oe~rr_ t~~ sc re 1 . 03/13/1997 14:32 5093247663 COUNTY PLANNING PAGE 93 ' . . mumn 4083928 0311~itW1~91:bOt Ef~ ~ Sa.oO lAtae G. ~1 The Easemeat and tho sgmwmtab aad duties provided fot herein shall nm wiRh the laad and stuil bc biadiag oa, and shalt iaure co dhe banncfit cf the partie3 rtfa=ced bvtin, thtir hdis„ saaessora aad aaasgos. 8]1RRAND ROMS. M. a jmagm3to oa shau imsaU pivaWy ownea ezaiwp faciUnes and uaewalk m tbc obave desaibed propmy according to the approvt+d plans oa filc witb the Spokane County DivLsioss of Engkoedng; tha RivawzIk 7" Homevwned;Aijocietiou ar thcir summn ia iaLesesi agRa to and ah&ll tttaiatain in good repaiz thc sidtwaU drivavrw, lm4scgiag, and 6minage fariliCiao to be Wtsllvd in suah pc+opeM. and when so doing ehnll not be oozidet+ed agt=►te of 3pokatse Couaty. 1he noqt~c=meat to maiataia by Riverwalk 76 Hoaxoowaere association wiu terminate a sucb a timCl~Aalelie$6~e3e¢id. •s tbe ?roperiy eocu~De*se bX tl~le eeaemant is Qcveloped. IN WiTNF.S9 1iVMRPAF, &e uaQersiggod hea cawwd thi9 inso,meat to be exrocuoed on thia day of . 1997 WM CO GROUPLM , By• By: STATE OF WA.SHIIVOTON ) COUNIY OF 3POKANE ) ss I oatify that I know or havc satsfactory avidence tbst (islaMt) the individual(*) who appcat+ed bcfon me. and Wd individuaia(s) eclaiowlodged that (hclaiWiiq) signed this inswuateat, vn Oatbt stated thai (hdA/VW) (was/!W~ euthorized to pc6cute the instnunrnt and aelnawtcd8ed it as the AcrrftoRZZED AcENT of WEL CO Group, tnc. to bc the frer and volunaary aet of sucb pariy far the usts and purpvses . mentioncd in thc iuszrumcat. - ' i l~ated rhis ~day of 11997. _ ' ; : ~~tjf3 , ~ Y PVBLIC . : . . 00t the Statc of Waahiagton, tesiding at Spokmne. . . ~ MY aPPoint~t exPuts • ' . 2 ~ . . 03/13/1997 14:32 5093247663 COLJNTY PLANNING PAGE 04 . . mnil • - • • a08392a ' co WIt~liV0010 ' ~ foabne Co. il For 0~tion tQ CQnstrnct Ficlit& mampefflin PAR1Ciri8D KO!lES, INC. SC By: , By: ~ STA'f$ OF WASHNGTON ) COIIMY OF $POKANE ) ss I ctttiEy dut 1 know or have sadafnctrary cvidetect llnt <0'--a'P_;&~_ l,~, Ee-ec-qe. ^ (ia/m*) the individwl(M) wbo appeerod beforc tme, ead aatid individiuls(a) acknowlodgod that (htlaiWilW) si8aed this knsbumcnt, on oath sWod ibat (he41■I I ~j (wsslMm) wthotit~ed to execute the inatsvttscnt aad acicaowledged rt as ths hmoxzzso wcM of to ba the 5w actid volumwy act of sucb yuty tor the uxa gad pu f.smoWaIM lJ& iastruraenG Dmtod thie ~day of FEeRV"r , 1447. - "11u 1e Nf,i .•`~'`.µ:..~K~~.,~ Alon-1. . `41JG~' ~ : ~ o~,~r~.. ~s TARY P LIC ' s V sn and fot Ow 3tato of washington, • • • r ~ 0; p~vG ~ c raTtdietg st Spok~taC. e-00; My appoiatatettt cxpiras y~~,4 i • ~i For Oblintign to Maintidn Eldgft RI'Y&RAALK 7T" H011MUW14BSS• A8$Q ON - ~r By: Hy: STATE OF WASHINGTON ) COUNIY OF SPOKANE ) ss . . , . I certify thai I know or havc sat)sfsctorycvidenct that C~eorrix i3ee,ce- (iah* the individwl(* who apDeared before me, and said ind1viduals(4) winoarkdgcd thst (ha%61MW sigacd this iammcnt, oa vath stas,od that (ht.) (wasl~) iwthoriticd to cxecvte the instnment snd acknowiedgcd it as the AUTliOA-UW A6L1tT of RIYERWALK 771 HOMEOwNERB' ASSOC[AT[ON to be the ffioe and voluatary act of sucb party for tht IIsts tad putpvses mentioned ia the iaatrvtptttt. . I?accd thie gAday oE' rU~~ , 2997. " N~,~64 "i, _ Jo~:• syw+ ~•;P sy, / tyl ~os~''~r`~: E I~1 ~ ARY P~fBttc 3 -r • G ; o i in and for the State of Wa1hIngton. y~►~, ~v~ ~ reatding Rt 6pokasie. . • Mr aPFointaent expirrs ~1-1 ls ~ Uc.i . r*~nyMwtK re bora.r.WW,:oos,d~'iM~ 3 bJ/1311997 14:32 5693247663 COUNTY PLANNING PAGE 05 . 4083929 • Pig~: 1 d t aoruls~ ae:e~► Cd 9~C o ~0.00 4*n to.11 . peturn to County Engtneer : FUght of way nePertment . OOCUN6NT Ti'='LC t RIG1iT OP N11Y DEED . Gwtti'i'oRi wrt CO GROiJp, ztQC. G[tJ1NtEE: SYOF%M COualw . LGCJIL OSSCiII!'!'IAtit p'jN. pg SLCTIGi9 8, 'a`OHNSHIP TS?I. RJ1liGE 45 BAST, W. j{. ADDITIONI►L LEGAL DESCRIP't'IOHt ON PAGL 1 116SII660R' G TA1I PARCEL tiUN88lf o $5003.9057 • RE►ERLNCL NUMBtRs - SPVKANE COUNTY D1YlSION OF ENOINEERINO P-1414 F $pokent Covrrty, Watdrtglco . [UG111' OF WAY vEEO - ]N TF{E MATTBR OF BARKER ROAD RF NO. 44 "O" • KNOW N.L MEN BY ?1lESB PRE56M'S, that WEL CO CROUP, INC., d Naehiaqton Corpozation, Fot me fa oom+aa.uon otMutwf Beneft gm+ts sne cvmryi to spokm couMy, Lha tabowill eeio%ee p.nxt ollmd, sitwted M Spoku+e Cowuy. State ef WashinatM taut: ' 55083.9057 THAT portion vt the Reet 15.00 tset of the lteet 45.00 tRet vf the ' • svuthaeat Quarter of Sectton e, ]S N., R.45 E. , M.M., CotuttY o! spokane, 5tata o! iteehingtoa, lyinq eouth of the eoutherly _ • boandery line vt Zttdians !►vOnue- end Travt "K" as vhvvm vn ttis . plat of RIVLRSt11L1C 82ilST ADDaTIddi aa zeccxdoA in dook 29 ai Plats, PAqea 77 thtough 40, in the Spokane Couaty 1►uditor's Oltice. , . TO EtAVfi AND TO 1[QLD ttie tan+e, wmo 1M taed 3polcsm CouMy Ebr ttre pu~ of a ptb{la tnd 6orvra. . - IN W17NESS WiEREOF. t1e vnderjigned bss oauxd thL hrarumcnt to bo ex / _ F hriurv 1997 • 6x,dst Tax Pdd aR 8►tJe MM. PQ . ~ • CW* 8r: B': ~ , srn~ oF wnsrt~KCno~ % CO(1KIY Of SPOKANE ) as [ caffify lbat 1 kaow ot hive atislattory ovidrncc tba! - (Ww) 1tx i%fividuv}(* wbo appeered befbrr m aM rdd 1n&vidust*aduvowte4e0 tlzs3 (hd@he%r!') jwed W+ : iL1StflitTlvK OR Oith Elttad dmt (hdA%(Amj/) (Mif/wm) i4lLOJiDCJ 10 IXsCZtte tit! QY~ iid adutov4edgad h y lhp AUTHORSZED AGENT Q[ , iPEL CO GFtOUp, 2FC. ta bt the fre..,,a Yokantsry .rct ai ritk pstty iw eke use..na purposm trantiofte kt tbe Wtuuout. . Drled tfiu j",&y of ~E~il~ery~ . `•7 . . . : ~ Y - ~~sLIC : ~*~44 ~~~H~~ uce ocw.r,~m ~`~~v+~ Li ,L;t.l • - - ~ SI'UKANE COUNTY INTERIM IZ0AD & DRAINAI~~C , . EIVED f . StTBMITTAY; CHLi CKY,IST -MAR 18 1997 PRO! ECT /J DATE: : S~OKANE COUNTY El~GI~lEER ~J t'ROJECT NAME. PROlECT SPONSOR: ~~~~ic TE( ~ PROJECT' ENGINEER: ~.L1 ~ • ~ LpP~ ~ ~ e• TE[ (Road & Dtainagc Plans) PROJECT SURVEYOR: p~T~ 5• TE[ (P(at) PLEASE PROViDE A RESPONSE TO EACH OF'THE FOLLOWIMG ITEMS. GEIYERA.L ITEMS Y~~o~r+~~❑ l. A signed "AGREEiV1.EiY'I' TO PAY FEES" form has been submitted to Spokane County along with any applicable plat fees, prioc to any pre-design/presubmittal meeting ,rC%UHo0 ri/ A❑ 2. i have a copy of, and have reviewed the raost recent conditions of approval and any EIS/MDNS requirements and conditions of approval have been incocpocated in this plan submittal. S PROJECT DESIGN rzE rr4oEJwA0 l. I have completed a minimum of one pre-design meeting with Spokane County Development Engineeri,ng Services Engineers where agreement was reached on dcainage desiga approach. vcso;~a:INIA❑ 2. f RavAncluded the results of any geotechnical testing that is required by the design approach to verify design parameters. . raUr~OEI,vIA ❑ 3. /I have included any required pavement design calculations on new Public roadways as required by che "SPOKANE COUNTY STANDA.RDS FOR ROA.D A.ND SEWER CONS'IRUCTION", latest edition. Ya .yo r+u 4. -The raad and draina e ans comply wit~ the" Ad& RO PL " requirements foprof e, and C~ 0 ~u~'r Sr~c~cuo Wa6owed S e~ - q-ca~ ~ typical ~OND SEVYER ca d ~I~Z R c s n e ms co ~.ne S CO ,~~o CONS~~~LJCTTOft" Ia ~t'edt~i~e t as thr u a roved design deviacions. ~f P- C~ G~6 P~7~ ~ . ,c,t~~ i cZ•~ ~P~ ayy~~ ~2 Su~~ r~ Q S 43r~ Y~ t= 1 H o ~N«❑ 5. The draina report inco rates the m' equirem or a s~c~ dr e ana ls as n e i~ t h e G S M e k e and o[her i~~--- ' moas t t~ets ['?eu' 1~~ ~jF~ Vs.~ ws r~StQ ~ r water rt any ge ~te asj~ ~ e i a `o~~PProv~e~ esigc~ nts • ~ de at~o~~. CountyGuide4[nes~o~ t e ~~~Wcav PCO 7jriS ~ Y,,UHoQN~A I I A com lece drainage basin map with tin,e of concentration paths shown has beenil~cluded with the deta.iled O hydrolo calculatioru. Dratnage basin map .4(ows topograph, pcoposed dra.inage features, and correlates wich hydrolo calculations.1(?~O~~4 y H'~17y ~ ~W ~ ~~k 6.0mAD 7~ PW~ ~ ~ Y~l- 7. Atl aPPlicable traffic signing requicements are met and have been incorporated in the ptan submittal. YesE] Ho[1H~A12r 8. I have included copies of all approved D.E.SIGN DEVIATIONS which are required for this project. ,rd0xOON1AF-1 9. %4he Plans and dcainage rePort are stamped, signed, and dated, and coatains, the applicable cectification statement. - ~ YCSOrca0euA~10. I have included an adequate erosion control plan and applicable standard ptan notes. YaOrraOKIA U 1. I have secured approvals from all applicable outside ageneies such as ~re districts where appticabte and have ~ "ncluded pro0f of cheir approvals. ~ ~~j ~ ~ vaC JI have p,rovided an acceptable means for pcrpecual maintenance of scrcet and dcainage facilities that is acceptable to Spokanc County and have secured and included copies of any required easemenes. 1 Yes Urroh r+/A ❑ 13. 1 have r viewed the plans, calculations and other submictal data foc completeness, acc~ufac y and co cY and have sut mitted tvelcopies of plans and (1) tTound drainage report. / t4. ~1~NM~JT pA-- [lckplatvl.OJMay95 .w.~,~~ .~~iv•~- ~i~~~~i~t~UUI II:t+Ull(:IllCll(S (ICCCSS:1('Y lU JY'l111113i ll) IL%IC'.~ tll (IIC I11()J 1:C( r~.-. . e ~ -p lar~s+ d tlhat additional inforqiation shouid bc includcd widi tliis submictal as ncccssary. RECEIN17D I understand that this submittal wilt be checked foc completeness prior to review, and that it wil( be rewrn~ j~ f~rse rj~~imation if it is found to be incomplete. _ undecstand that this submitta will not be accepted foc review (and placed on the review list) until SFOYVA}VB~~~~~99fias been submitted. Eorm compteted by the respon4ble Engineer: _TOD'D A.UJkPj0LG 11?: e• Company: T-OLAO.~ 7A-e-1F1C_ Sc,t."is a,co S1dD9,A06 1.11/4- Address: ik). -10-1 -141k AV Date: ~I~+1Zp4 Zip code ~ FOR SPOKANE COiIN'I'Y USE OIYI.Y SUBM[TI'AL: Accepted for review. X Reiucned for submittal of the following: GENERAL ITEM fl : ~ `ROJ ECT D E.S IG N # &"M GWA-9tlz( 116~1)5 7t> t4CWQ--: CAMr`c- cn) eu4?► f *A-K2 N /)o T~~ 5Pa Eu/S Ta I.kGa T'(zW i -xj b,-_-qr1'1 I/1) ~/11 c" tg PCVtZ q" CV NbtiO To 5t4oW Ot P. er~J Gu~~ {'~2c~e~ , l~►~~ ~/krFi/,E ,~l/dE 5~, I~ ' '~d~ ~~i t2f~~S ~ t~(C~ ~~S . a11,c v~~~ ~aVh #1 -rM Wrd ~ ~ • . ~ RESUBMITTAL [TEM . ~ Form returned to: ~ . Company: . Address: ~ Date: By: Spokane County Public Works Development Services , . , [/ckp1atv1.0/May95 2 7 ~ INLAND PACIFIC ENGINEERING, INC. March 18, 1997 IPE W. 0. #96111 Spokane County Public Works Department Development Engineering Services 1026 W. Broadway Avenue ~ IVE Spokane, Washington 99260-0170 iMAR 1 8 1997 Attn: Dean Franz, P.E. AANE COUNTY ENGINt RE: Riverwalk 7th Addition (P1414-F) Barker Road Improvements - Submittal Dear Dean: . Enclosed please find the following as part of the submittal of the above referenced project for your review and acceptance: ■ A completed submittal checklist. ■ 2 bond copies of the Barker Road Improvements, stamped, signed and dated by the Project Engineer, Todd Whipple. ■ 1 bound copy of the Drainage Report, also signed, stamped and dated by the Project Engineer. ■ A pavement design letter, stamped, signed and dated by the Project Engineer, with supporting calculations. ■ Results of the Resilient Modulus test performed by Pavement Services, Inc. of Portland, Oregon, along with an exhibit of the area from which the sample for the test was taken. ■ Completed, signed deeds and easements for the 2 easements required for the completion of this project: the 15' additional right of way, and 30' of future acquisition area, drainage, utility, sidewalk and slope easement. Documenrl961 11 Isub2 Spokane County March 18, 1997 Page 2 ■ An edge of pavement design spreadsheet, revised to meet the 1995 Spokane County Road Standards for both cross-sectional slopes and minimum gutter slopes, reflecting the grades and elevations shown on the plan and profile sheet. Comments from the previous submittal included a question regarding the `208' ponds designed along Barker Road being swales rather than ponds. That is not the case, as the ponds are flat- bottomed, and water will overflow out the curb inlets, with berm elevations set to ensure that overflow will occur at the curb inlets, not over the berms There was also a concern expressed that the proposed layout be coordinated with the County Traffic Engineer. Susan Murphy met with Bob Brueggeman on October 10, 1996, at which time a full widening of Barker Road from Mission Avenue to the Spokane River was being considered. Signing, striping and traffic barricades were proposed at that time. Since then an agreement has been reached to improve a section from Mission Avenue to Indiana Avenue only, and the traffic plan has been simplified to reflect traffic considerations in that limited area. This submittal completes the Riverwalk 7th submittal. We are requesting your review and acceptance of the enclosed plans. Your prompt attention to this submittal would be greatly appreciated. Please call if you have any questions. Sincerely, Inlar)d Pacific Engineering Company f Todd R. Whipple, P. E TRW/slrnl Enc. cc: Pacific Properties, Inc. - Doug Birch File Documrnt1961 / l 1su61 I ~ . ~ INLAND PACIFIC ENGINEERING, INC. March 18, 1997 IPE W. O. #96111 . Spokane County Public Works Department Development Engineering Services 1026 W. Broadway Avenue Spokane, Washington 99260-0170 Attn: Dean Franz, P.E. Re : Riverwalk 7th Addition (P1414-F) Barker Road Improvements; Pavement Design Dear Dean: This letter and attached calculations provide the documentation for the pavement design for the above referenced project. The exhibit drawing included in this package documents that the sample was obtained at a stated location and submitted to Pavement Services, Inc. The Resilient Modulus value of the sample ranged from 22,885 psi to 45,587 psi (see attached letter). The average of the two lowest values, 23,004 psi was used as a conservative estimate for the pavement design, resulting in a section for Barker Road of 4" of ACP on 7" of CSTC. All supporting calculations for the pavement design are enclosed. Should you have any questions regarding this design, please call me at 458-6840. Sincerely, Inlat-id Pacific E' eering Company As IA Todd R. Whipple, P. E ~ kTRW/skm Enc. R2~462~ ~ cc: Pacific Properties, Inc., Doug Birch ~stp ~G NAL file £XPIRES 9/24/ RECEIVED Document I961 11 I pvnrtd es2 MAR 18 1991 SPOKANE COUNTY ENGINEER , 1993 AASHTO Pavement Design DARWin(tm) Pavement Design System A Proprietary AASHTOWARE(tm) Computer Software Product Flexible Structural Design Module Barker Road N. of Mission Flexible Structural Design Module Data 18-kip ESALs Over Initial Performance Period: 5,567,414 Initial Serviceability: 2.5 4Z S Terminal Serviceability: 2 Z • Reliability Level .99o-g01o Overall Standard Deviation: .49 AS Roadbed Soil Resilient Modulus (PSI): 23,004 Stage Construction: 1 Calculated Design Structural Number: 3.68 ; Page 1 / • , Specified Layer Design Struct. Drain. Coef. Coef. Thickness Width Calculated Layer Material Description (Ai) (Mi) (Di) (in) (ft) SN ~ A(;F' 1 .1~ 4 3u 2M 2 CSTC .1+.24 1.2 7 36. . . 2.02....... . . . Total - - - 11.00 - 4.13 Page 2 r ~ ' . Simple ESAL Calculation Performance Period (years): 20 Two-Way Daily Traffic (ADT): 9,800 Percent Heavy Trucks (of ADT) FHWA Class 5 or Greater: 5.5 Number of Lanes In Design Direction: 1 Percent of All Trucks In Design Lane 100 . Percent Trucks In Design Direction 50 Average Initial Truck Factor (ESALs/truck): 2 Annual Truck Factor Growth Rate 0 Annual Truck Volume Growth Rate 3.5 Growth: Compound Total Calculated Cumulative Esals: 515671414 ~ Page 3 ^ FEB-26-199? 14:16 PAVEMENT SERUICES INC. 503 235 2885 P.01 - QJ J/ ' . . ~ ~ CONSUL'flNG ENUNCERS FOR PAVEMENTS PAVEM1 ENT SERVICFS, !NC W N.E WH ^VENuF, SUrM 107 - PoRruwo, oaEcoN9n32-ia61 ' 503-235-0377 • FM 503-235-V65 . FAX Initiai; ~ Date:---._.. ~ 'r , . re,~) . ~ ~ 44lP Time: Pages, intiuding caver sheet: q' TO: ~ FROM: lih 6Y\a Phone: FAX Phone: NARD CUPY 70 BE MAILEDl GC:- - Y NO Project_Namec Project; N.umber. . Comments: . T64a- `(-O1/1 . Please call 1_inda a[ (503) 235-0377 rf ctiere fs any problem wieh this rransmission. FEB-26-199? 14 :16 PAtlEMENT SERJ I CES I NC . 583 235 2885 P. 02 . ~ . . • • CONSUttINC ENCINL•ERS MR RAVEMENTS : . PAVfMFNT SERVlCES,1NC ;Qi N.f- WH ,,,ENut,, S„IZ to7 ; . PaR11AND, ORfGON 472U2862 . 503-23S-0377 • F/1X 503-235-2605 : . Ran,gy 26, 1997, . 247.00101 ~ Mr. Jeny .Peteraoll, -PE 'Inland Facific Pai . - - - - . . j . . Sineexin8 Company : • 707 W. 7°i AveQtte, -Suite 200 . Spokane, WA 99204 : Re: Reolieat Modulus Test Keeult8 •Bariopx Road - Sta.1.3+75, 25' RT Subgrade Soil : - Dear Jerry, Transmitted herewith arc the results of the xesiliiennt modulus tests tbat we conducted on the above . natned sainple of soil y.ou subutit.ted to ow laboratory. Per your direction, the t,cst sample was . campaeted to 95% of the raodiried Proctot maxiatum densiry at a moistu= conrenc oF 7.7% (appr0ximately 0.5 ~'o poinos wet of optimum). Resilient modulua: teating was pexfornied in accordance with the AASHT4 T 274 procedure using the - Washington State Denartment of ThWortadon test pro=ol, except rbat tescing was nac conducted ai - deviatox and cotifning sttess coinbiaations which resutt in a deviaLor to confining stress ratio grcatcr - than 2.0. Tbis exxpdon waa taimn to avoid sbear failure of the 6arnple suue it is non-cobesive. The test specime» was:ciondit3oned by applying 1,200 repetitions at 8 psi deviator strcss and 6 psi confiAing ; prassure. After conditioning, 200 rCpctitio»s were applicd at each of the f.ollow;ng deviator and : - confuiing pzeasune stcess stateB: : " . 1. 2, -and .4. psi dcvietor, smbs at 2 psi co»fining pressure Z. 2, 4, 6,.end 8 psi deviator streBS at 4 psi confining ptesaur.e 3. 2, 41 6; B, .10, and 1.2 psi dLwiator stxew at 6 psf confining pressure , .7`be test re8tilts aic shown on the enclosed data sheet and on the attarched plot of reBilient modu3us vs. . deV)gGoT Stf668. Although the sample is graaulaz, appatently the silt content is sufficient to influen,ce its msititnt moduius behavior, since the sample exhibited decxeasing resitient modu[us with increeaing deviator stress. , . - . ~ Plean. give me a-ca11 if you have an.y que6tions regarding this data. : . 3incerely. PAVENiENT SERVICES, INC. . A:M.. "$ud"-Purbez, P.E. • . : Principal Engtaeer . ' . enclosures - , f FEB-25-199? 14:1? PAVEMENT SERVICES INC. 503 235 2885 P.03 . ~ . - ; . ; . . , . . - : ' . - ' Triaxiel RotMett! Modalus Tat Amiti Berlcer Rd STA 13+76, 25' Rt-Subilrede 8oil ~ ~ - - - - - - . , 601000. -*--2 psi confin(ng pressure ~ 46,000 -#-'4 psi confining presgure --*-6 psf conflning pressure ~ 40,000 . . . ~ ~ - 36,000 ` . ~ 30,000 - . . . ` . : ~ ~ . . ~ 26,000 . . ~ . . ~ . . . A '201000 ~ 16,000 ~ . : 10,000 ~ Qry OeWY:124.8 PCF Mouture Corrtent: 7.8% Percertt Of AASHTO T 180 Mex. Oenatty: 95 % 6,000 0~ . . . 6.0 2.0 ~ 4.0 6.0 8.0 10.0 12.0 14.0 ~ P~traniqt 6~~dcn, lnc. •?A7.OD101 Dtvi~tOt Stress. p~i 2121191 ~ . . . . . , . ~ . . . ~ . ' . m 00 i nuAzuL REs.I uM mooours WroRKSHEET • AAS'M T 274 (WSOOT Prdaoq N ~ ~+~ms~~n~c. . . . . _ , , , Prqaec wkw w stA 13t75, ts Rt SabWalb Soil . tD Pv*;t No, Z41.04101 Qiikc. 212,1A7 . . . . . . . . A Tww BY: pusific~ ndY 6metMkortu sit ~ f~tanT"tSt~ AASNTO?•190 . . . Wh*rn pry Qeik ity, pcf 130.8 ' . . . . QptmumMYatrt Ibnhnt,li 7.2 , . . . , ~ TupI Oermi'm Pef: 124.3 . . . . ' . . m MoaNn t:onwt z . . 1 m PmTit1 Past Tatt~ PWTeri PosETest Itaod Cefl (citY, !bx 1 10001 Height irs, , 1.99 7.99 Wat Wagt►t 9= 35320D 352510 C Dienwbr, in. 4.00 4.00 Wner cartoirt. % 1.7 7.6 n Ane, s4 n. 12.53 12.53 Ory w*ght. 9n 3279,5 3280.4 u~i G~q~ tongtA 4.00 4.00 i2y QansitV, ptf. 1241 124.8_ z ~ ( Qytai* lad ~ Static laa ~ QNnemir Defamelion ~ Sbw Oab ~ Sdau RKOrder 5fip Cf+ai Mtorder Ship Chxt Rocordet Strip Chart ResMent Sequena ScaM Displem Scale Oi:plaa• Sub Diplaoe• Defomr Shhticc lnd Canfinaq Qnriator Qdk Moduks, ft sgft mont, mm laad IDs. Sanin ment, mn, ioad As, Soo* 0~ ~S' 9.5 .~E~04 238 04 S~ 1.0 s~ 6.0 S~ 8.0 ~2 0 33,158 ~,.1 1 250 T0.1 100.5 50 1221 12.2 1 Tast.l s0 25.1 25.1 50 13.0 110 25 14.0 3.50f•Q4 8~15E•05 1.0 ,2.0 20 9.0 2Z885 Test•2 100 26.0 50.0 50 13.0 13.0 50 13.8 fi.90E-Q4 l.73~04 1,0 2.0 4.0 i1.0 23,124 nt~ 50 25.0 25.0 50 15.0 15,0 25 9.2 2.30E~4 5.75F•03 1.2 AQ 20 15.2 34,666 Tut4 100 24.8 49•8 30 17.0 12.0 50 9.8 490E~4 1.23E~4 1.0 4.0 4.0 169 ~,g;B m Tat5 250 1510 15.0 50 11.4 11.4 100 8.0 B.Q~-04 2.QOI~04 Q9 4.0 6.0 18r9 , N ~ teri-6 250 10.0 19Q0 50 11.5 11.5 100 11.0 1.1DFQ3 275E-04 0.9 4.0 6.0 20.9 29,010 ;at.7 50 15.0 45,0 50 11.3 11.3 25 7.0 1.75E•QO 4.38605 0,9 ~0 2.01 Z0.9 45,587 rv Tat-8 1100 25.1 50.2 50 11.9 11.9 25 15.0 3.75604 9.38E•05 0.9 6.0 , 4.0 23.0 42,116 ~ ~ Test9 250 W 75.5 50 12.0 iZ.0 50 128 6.40E•04 S.60E•04 1.0 6.0 & 25.0 3705 4 Teri•10 250 20.0 10010 50 11.9 11.9 1Q0 8.5 8.50k-04 2.131E-04 0.9 8.0 8.0 28.9 37,542 0 3D Test-11 250 15.0 125.0 50 12,0 120 100 11.2 1.12-03 2.80~04 1.0 8.0 IQO 28.~ 35.615 ~ T~st•1Z 500 15.0 160.0 50 12.1 12,1 100 14.41 1.44E.63 3.60604 1,0 6.0 12.01 3Q9 33,240 ~ m ' p . m . ~ C ~ ' I I I I ~ I ~ I I ~ IQ I I? I I ~V) ~ W ~ . 19+23.87 (BARKER ROAD)= ( (Oxi I Q F' I 10+00 (INDIANA AVE.) ~ ~mN~ ~ Q~~ W L---------------J ---J 1-~----------- ~ ~ BARKER ROAD 13 _ 14 _ 15 17 _ 18 _ 19 > , . i- Q ' ,~r~ ~ r.~~~~~• ~~,~~~~;;~,~f ~ r~,~,r~.,~,~ ~ ~ ~ r ~~r.~f,~~,~ ~~~r,~ ,,;~r~°,~r~i~a,~~,~~~~~ Kr ~~~^,;r r~ t~ • OI * ~ I - / 'S ~ 'n.~ w.r."'u°e:'t'm..:,'"~'°~m~m'n+~`'1... `~°am~ ~.~+s u~~~ r~Fmvm~•na.rvrer.r.•nnwr.ia*.m.s~~T$~rce~_''c•>~- _ ~ ._w.~..nww.+~u`*va.-.w.~~c..z,_...-._~waum..~ ~ .~~µwrnqr,....,_ - - - Q I ~ ~-s-2 .~r W cn l ~ z~ ~ I 13+75, 25. RT. PROPOSED Q Z 0.3' - 1.2' BELOW 6' SIDEWALK W EXISTING ADJACENT ~ ~ ' GRRDES Z Q LEGEND = AREA TO BE PAVED S-2 = APPROXIMATE RESILIENT MODULUS SOIL SAMPLE LOCATION. r r$~ ~ SCALE: 1100' \ 96,,, / INLAND BARKER ROAD IMPROVEMENTS PACiFic S01 L SAM P LI N G LOCATI 0 N ENQINEERING 707 DATE: 03 t W A99204 Suite 200 (509) 458-6840 T S ~ I18I97 J Pokane FAx: (sos) ass-sa~ OPOO RQAD)%% , ~ANA AYE,} 1 p+40 ~~NU ~ ► i~~i i~ I ~ ,~W~ ~ ► ~ ► ~ L RQtw 16„~ - r ~ • .►~'"ry~~~ 14 W ~ ~N ~ ~1~ ~ r ' d ~ 1 , +a `~w PR()Pp~AIK Z~ 6s S--Z ~pW Z 13+75, 23, e' QI 0.3' N~ 'ApJACENT ~PE . Nyasy W~ . U ~ LL ~ ~ U dS'(~r~ , z LEGENID ~ss roNAIL ~ PAVEQ LOCATlo p~t N. , a ~100 z TO 6E MPLE EA MOoULUS SOIL SA Exp,,F,ES 11~,21 J'11 ~ SCA~g6 i 11 moom 1 ~ REs~uE~ Rox~MA .•som $-Z :0 pi'P ,VfI 51 4y'` PA c~ic sa~ L 1NG " e ~ ~ EMENTs /~1 ~ p iMPROV nA~. 03i N K la ER R~A ~pN ~ BA~ G LaGA~ a . SAMpL IN ~ ;01L APR-26-199? 15:04 INLAND PACIFIC ENG P.01 • . ~ DATE: ~ TO: ~ INLAND PACIFIC ENGINEERfNG CO. ~ COMPANY: . 707 West 7th Ave., Suite 200 5pp Spokane, WA 98204 ~ FqX NuMBER: Telephone -(509) 458-6840 3 24 ' 34`1 g FAX - (509) 458-6844 ~ FROM: 5 - N"rp-l'" i NUMBER OF PAGE3: J06 NUMBER , INCL COVER PAGE 2 ~ NOTES: ' ~ . ~ c~ 1 ~ ~~V . , FAX TRANSMISSION ~ t A3 ~.RS ~ , w ti ► ~ NO!lOQtAPH SOU/FS: o PSI 1og10 } ~ , 4.1 - 1.5 ` 10910 18 ` ZR*Sa+ 9.36*1og10(~1) - 0.10 + + 2.32*1og10MR - 8.07 ~ 1094 0.40 + 5.19 isr~i? TL o TL , so = • Design Serviceability loss, OPSI E c ~ m 10- 0'0~! -99.9 Iv O ~ r Y 40 a Y ~u I.0 .2 Q 10 • 49 ~ .O 0 l~ O a ~ 0 S ~ ~Qo .S F-o ~ / OD V ~ 0 K aOi .4 Q '1 N~ WM ' b:5 • c ~ 90 s .OS 1 W o~ o N .05/ . 80 - - TO LJ ~ 60 ExamILle. I, 0 A ~ OCIZA SO W=5X10 6 98 1 6 S~ 4 l, 0 I~ R= 95 °/a Desiqn Sirucfural Number, SN $o = 0.35 A Mit = 5000 psi o ~ OPSI = 1.9 ~ ~ Solution: SN = 5.0 , fi n ~ Figure 31. Design Chart `or h"Icxible Favements Based on Using fl4can Values for Each Input Z ti _ . . . -r - !I 1 1 J G I r'- ( I 1 , r- ~ 1 I DRAINAGE TECHNICAL REPORr___" for the ~ BARKER ROAD IMPROVEMENTS ~ . RIVERWALK ~ 7TH ADDITION PUD . v~ RECE VED - JANUARY 1997 MAR 18 M7 SPOKANE COUNTY ENGINEER ~ 'Prepared for: , PACIFIC PROPERTIES pFFICIAL PUBLIC OOCUMENT 14410 Bel-Red Road SPOKANE COUNTY ENGINEER'S OFFICE Bellevue, WA 98007 ofoj4qPROJECT ; ~ SU8M1TTAL # . ~ Prepared By: RETUR[V TO C~YEACWFR Inland Pacific Engineering Company 707.W. 7th Avenue - Suite 200 Spokane, WA 99204 r i DRAINAGE REPORT for the I~ Barker Road Improvements ~ ~ Riverwalk 7th Addition PUD Spokane County, Washington ~ ~ January 1997 , ; - ~ Prepared for: i; PACIFIC PROPERTIES , - , 14410 Bel-Red Road Bellewe, WA 98007 ' Prepared by: Inland Pacific Engineering Company 707 W. 7th Avenue Suite 200 Spokane, WA 99204 ~ - (509)458-6840 , .w, . . : . . r... . ~ ~~F..: . . . - . . . . . . ~ . . . . . . . . . . . . - rrf: ~ , , . . . . •"}:}::4:.i.rvS::. : ' }•i~.: , • : "":.tiv': ~ :w:.~.}'•...:. ii:: . . " ' . • . r.i:.. ....iiT.~:..::='~:::•:i:v v::.~ . .i~: . ga ~ . . • : . . : r .~m:-- - Pr.o'!.ements:sh.ownh~n:<~h~s=:s~eti;;qf:; :a:n.d;:calcul~at~ons~>conf ~ T ~~h, r :d.es. . . v .13 . . . . : . a :_r: . . . . ~==.`c=:::-•::-::r - . . . . . . . . ~ ~ ...r.. <:~:5:.:::. . r : . . . . . . . . . . . . . :.vti.. . . . . . . . .v . ~ . , • - . . . . . , r.., . ~ oun. ~ . Sta~cl.ards:for::Road~:arid~ons#.ruc#iori: eQ~ane~:C [~cab~e::ec~Y~ttons.'of:th: PP . : ~ ::::.::::::::..:L::.:: - . . . . . . . : ~ . . . . . : . - ~ - , ~ na~ .m`e:: :~:::Al~~ J e- SP~ okane.--Cuuri Gui~delines::;.f..or~Stor -.:mwa:ter_:.1VIa, ge. , n =.:d;esign::dev1~atioris . . . . . . . . ~ ~ . - - < : : . . . ..v ::~w _ . ~ . . p . _`b ~i'e;:'okaii-e::Coun. ~~riee~: ~rov~es:e::plans b een.40 ro: ~-d.r y. ._p_: ~ . tY have ' S . _ , : - - . •i:.:'• ~ . . . . . . . . . . - . . . : - . ~ . . - - - . . . . . . . " " " • , :•:r,`: . . . . • .n ' ' . - - . . • . . . . . . . .n~tr. . .~t• ' ' . . . . ,_t. : ~ct . ~ . , . , ion-.-: . i -:for cos . . . calculat s - . o ~ . _ . . ) . . . . . . :~t. . J . ~ This report has been prepared by Susan Murphy of Inland Pacific Engineering Company under the direction of the undersigned professional engineer whose seal and signature appear hereon. w~I~ ` - o~w S ` ~ ~ • ( ~6 l' ~ ~ ~~ISIER~ ~ ~t~1VAL~G EXPIRES 9/24/~ ~ Todd R. Whipple, P.E. U I ~ . S Li j 1 Barker Road Improvements Riverwalk 7th Addition PUD - Drainage Narrative ~ GENERAL - . . . . . . , . . . ;r , The Barker Road Improvements between Mission Avenue and Indiana Avenue on the east side of Barker Road are part of the Riverwalk 7th Addition PUD Plat. A separate drainage report, reviewed and accepted by Spkane County on September 26, 1996, has been prepared for the _ residential development area of the Riverwak 7th Addition plat. The overall plat is a 28.0 acre development of 95 single family residential lots located north and east of the intersection of ; Mission Avenue and Barker Road, within Spokane County, Washington. The site is currently % vacant with field grass, alfalfa and fallow fields as the predominant land cover and vegetation. Single family residential development lies directly to the north and west. A 1" to 400' scale ' vicinity and location map have been included within the technical section of this document. ~ PURPOSE ~ The purpose of this report is to determine the extent of storm drainage facilities which will be required to dispose of the increase in stormwater runoff created by the development of the Barker ~ Road Improvements as part of the Riverwalk 7th Addition plat. The storm drainage facilihes on this project will be designed to dispose of runoff from a ten year design storm. This development is within the Aquifer Sensitive Area of Spokane County and is subject to '208' requirements. For this project, the 10-year curve from the Spokane, Medical Lake, Reardon, Cheney and Rockford ~ intensity curves was used, as well as the SCS iso-pluvial rainfall curves. Per direction from ~ Spokane County, the SCS curves have been further-refined with the NOAA iso-pluvial curves. f ; ~ ANALYSIS METHODOLOGY ~ Per the Spokane County Guidelines for Stormwater Management, the Rational Method, which is ~ recommended for basins less than ten acres in size, will be used to determine the peak discharges ~ and runoff volumes for all onsite basins. PROJECT DESCRIPTION The Barker Road Improvements of the Riverwalk 7th Addition plat comprise an area from the , intersection of Mission Avenue and Barker Road north to the Spokane River. At this time, ' widening improvements for the eastern one-half are proposed for the section of roadway between Mission Avenue and Indiana Avenue, by mutual agreement of the Spokane County Engineers, the project sponsor, Pacific Properties, and Inland Pacific Engineering. Future improvements to ~ the section north of Indiana and east of the Barker Road centerline to the river will be addressed ~ at such time as Spokane County can acquire the appropriate right of way for full buildout and ' Inland Pacific Engineering Company D 1 Barker Road Improvementst Drainage Report ~ ~ ~---i I~ utility relocation. Therefore, this report addresses drainage design only within the aforementioned section between Mission Avenue and Indiana Avenue. ~ The total width of the improvements is 75', of which 19' is original pavement and 17.5 is } additional paving width, for a total of 36.5' of pavement. There is 15' of additional right-of-way beyond the existing 30'. The remaining 30' is composed of 5' of future acquisition azea and 25' of sidewalk, drainage, utility and drainage easement. The Riverwalk 7th Addition subdivision is located in the NE 1/4 of the SW 1/4 of Section 8, T. 25 N., R. 45 E., W.M. within Spokane - ~ County, Washington. TOPOGRAPHY The existing site sits along the south side of a low ridge sloping gently northbound towards Indiana Avenue from Mission Avenue. Within this section of roadway, the existing topography was used to route storm drainage. Due to the flat slopes encountered, no concentrated pre- existing flows were observed nor were there any signs that anything other than sheet flow and ground absorption have occurred on this site. ; SOILS As can be seen from the accompanying soils map from the Spokane County Soils Survey as performed by the SCS, the site consists of one type of soils within the Class B type. This soil type is described as follows. _ .I~- - - I GgA - Garrison gravelly loam, 0 to 5 percent slo~es: Soils within this soil type are some what ~ excessively drained soils formed in gravelly glacial-outwash material from a variety of igneous ~ rock. Surface runoff is slow, and the hazard of erosion is slight. Spokane County Guidelines for ~ Stormwater Management indicate this to be a Soil Group Type B and pre-approved for drywell , installation. J Hydrologic Soil Classification - B ~ ~ - DRAINAGE NARRATIVE Offsite Based upon the general geographic tendencies of this site, no offsite flows are expected_for this ~ widening. i; . Onsite I I ; Inland Pacific Engineering Company D2 Barker Roarl Improvementst Drainage Report I~ y ~ L ~ I As this plat is within the aquifer sensitive area of Spokane County all onsite drainage will be , collected and treated using the `208' runoff method as described in the Spokane County Guidelines for Stormwater Management. To facilitate this analysis, the Barker Road Improvements were analyzed as one single basin, divided into 4 permanent sub-basins ( Z 1 through Z4), thereby allowing `208' treatment at intermittent locations to maintain a reasonable pond configuration within the confines of the drainage easement previously noted. ~i ~ , f _l ~ - ~ ~ ) 1 i I i ~ ; I Inland Pacific Engineering Company D3 Barker Road Improvementst Drainage Repon ~ ~ i r- I~ I j Table No. 1- Pond and Basin Summary ; . - - - . , . - . . - . ~ Y.Y. . : , . . . : AR~~:: . . <:FQ . N~ A ~ND~ :B~~ IN~: ~ .~.~fNi - . . . , : ~ ~ . • . : . 1 1 ~•~.:':..'r.:~.Basxn:: y~.~: ~~.~.r...~..~~....:••:.V:.YJ..~~. ♦ ~.V t'f}~ I l:•~'.•.'.~.. • ♦ . • ~ . . - ; ~ , . i.~,'.:r., ~ ••i ~'i~i.4l • :::::Bas~ns . :::.:~Fonds~:::= .:~.:'~otal::: '£otat:_:~;: m r~~o~s... :'S?'~e~: ~-htet~~:::;: i - g.: . . . . . ~ , ; 9.. ~ . • . • v . . - - . : . . . ~.v ; - . . r • . ~ J ' . - titi• 'i•:{': 1:1.~ .~.~.yv:r'r:{:Y';';: _ v.::.... ' . . : • n.,. :;A-ea` s~ .r... . . . . . . . r_::,::.~. . . . . . . . . . . . . 'cr~a ea::=. . r` ~ - - . : ; . . . . . . . ~ - - - ~ . - - - - . . . ~ - - - - ~ - ~ Z - 69031 1.58 35314 35314 0.51 Zl Z1 22500 0.52 11704 11704 0.51 ~ J Z2 Z2 22501 0.52 10950 10950 0.51 Z3 Z3 15000 0.34 7300 7300 0.51 ~ v Z4 Z3 9030 0.21 5360 5360 0.51 `208' Calculations Generally within each basin the streets are divided into sub-basins by curb inlets, catch basins and high and low roadway profiles. These facilities capture upstream stormwater runoff from the ~ impervious street surface and direct the runoff into grassy '208' ponds. As shown on the '208' calculation worksheets included, the '208' storage volume provided is adequate to perform '208' ~ treatment for the runoff created by the first half inch of rainfall. At times, the ponds are not- designed to be large enough to provide '208' storage for all of the upstream runoff. In such cases the excess is carried over to the next downstream pond or ponds, which can provide adequate capacity for the identified flows. { ~ Curb Inlets and Catch Basin Calculations ~ It is necessary to check the adequacy of the curb drops, inlets or catch basins provided to divert the runoff from the gutter into the '208' ponds. Should these be required, the curb inlet and catch basin calculation sheets included show the required lengths of curb openings, or single curb drops with lengths greater than 4.0', as well as the adequacy of the inlet grates or catch basin grates. For curb drops greater than 4.0', either multiple curb drops are added or the curb drops ~ are lengthened as required. DRAINAGE CALCULATIONS SUMMARY Calculations have been included for Drainage Basin considerations such as Peak Flow, Time of ~ Concentration, `208' sizing, drywell requirements, inlet sizing, curb inlets as well as culverts and ~ pipe flow, some of which are summarized below with the remaining calculations included in the appendix. i ~ Inland Pacific Engineering Company D4 Barker Road Improvementst Drainage Report ~ 1 ( i j Within the calculation section and where it has been determined necessary for clarity, several sketches, as well as details from the plans have been incorporated to demonstrate assumptions and conclusions. BASIN DESCRIPTIONS Basin Z Within this plat, and due to the general geographic features, several basic assumptions were followed and can be used to describe each basin. First, due to the relative flatness of the plat and project vicinity, minimum road grade is limited to 0.008 ft/ft, and second, all ponds will be located beyond the future acquisition area to accomodate future widening. Table No. 2- Pond and 208 Basin Summary . ~ f•~ti•:::.~:::::::i.ii.'.~..~: ~:•~V: i i i :.:i'.:':::.::: ~ . ~~i::.i': ~}':.:':.:'::::.Y::::.: . _ :::'i '..'~i~i ~i'i .i~i ~i~i i i : i : . . : : : . . • • i i i i~:.i':.:': i ~ : . . . ~ iiii: . . . ' . . ~i.. ~`iroue~i~€s~Y~~~►~::~~~i:~~':::;::::::::;:::<:::::::~::;~:::;:~:~:::::::::=~~=~=~~ . - - ~ . . ...x. . - - . . : ~ . . : . . r :~r•~:,>~ . . . . . . ':::::::::1•~:~~~' :.ti:•. A:::YI•':::l:::J.}~1 •.i~.•:.~~{'iiii.. • . . ii ~ ~ i. ~ iii i::. . . . . . . . . . . • i.Yiii:: iii:. • • • •J. ~•ii •iiii':•.'i ~ i••i'if. • . . . . ~ . ~ .:::::.~f:'::.~l....................•...... r......h............... JJ:::.~: •f:.:: • ~ ~ . . . : - . . . . . . • • . • }.l • Y'~• ~ti: ~L . ~i'i ~i`ii • i '..:::::'i::. ' :~.ti.. , . ' ' ' . . . . - . J:. : ~ ~ : ~ ~ l::::: •.:'.}~y _ . 7:~~.~ • . ~ ~ . ~ . . . ' . ' : • ' • . ~i'i ~i'~ i • . . ~s~~~.:.... 2?~ ...~u~31t~a~ . :••~~$:•:.eA :tt~•~ : i . . , .::.::::.:~:.:::.::.r. ..~.......rp ~ . ~ . . . .....11.{••••.•f?~:•::•::`•::•:'•... .rly.'.~:::::•: : '•.C•.ti:..:..~. . ~ . . ~ ~ i ~i'iii: • . .J . :•.ti:•:•i ~ ~•i i : i ~':•i i ~':•i '~•r • ~ . _ . ~ ~ : . •lfi:•..' . :.~{Jt : ~ . . • ~ . :..1:., : : . . ~~i~~~ ~ :....~:~::::~>::>r:~:~•:::~:> s.~~:~:;;:::::::;:;:....r - --~~-~q----- - Z - 1471 2942 3100 1-"A" . Z1 Z1 488 976 1000 - Z2 Z2 456 912 1000 - s t Z3 Z3 304 608 1100 - - Z4 Z3 ~ 223 446 - - ~ Type A is a Spokane Standard Drywell - Single Depth, Capacity 0.3 cfs Type B is a Spokane Standard Drywell - Double Depth;'Capacity 1.0 cfs Table No. 3- Curb Drop/Catch Basin Summary . : ....................:.:........~x . ~ . . . . : ~.r:»::.: . - . . . : . . • • . • . . . . ~ • . . - r.~ . . . . . . . . r~ • . . ~ . . ;::;~r>:,;;~~~~•~::::::::: - : - ~ . . . . . . : . . . . ~ ~ . . . . . . . . . ~ r.,::•::;<.:;•::<:• ~ • .~`$~..~-~~::~*:::..~~'~'~'~'.'.t~:T.~.:~~`Q ............h ~ : ~ . . . . . ~5....,.... . . . . . :v.;:::;';• .~~~.:i'r:....";'•:":" .:::....~v. • r.m:::::.~:: :v:::::..r'•'~:::~:~.•.•:w.~ , .G }r .+n~ G4i: . •.:::~v~:r ~ r..: " +aaX?~.o. %ti x~ ~ :::::i: ; . . ........r ry]:dtt~.?'r} {v.:'•:•::•:~v:•:•.~.•.~.•.......~ -.::-~y-'•:•: vf?C>N:::.[~:74~' r...'.. wx ~ - i: ~ iS:: ..x v ' " ' . . ......M~ ''h..... .;i:•iSii:'.~:::: ~i A :•.K' . ~ : J}r:: ~ r.:w::: i.:..:: ii`i . 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Z3 Z3 Continuous - Z4 Z3 Sump - Per Spokane County Guidelines curb drops in a sump condition have a capacity of 4.0 cfs Per WSDOT Hydraulics Manual, Grate Inlet, has a sump capacity of 13.0 cfs 1 , Inltznd Pacific Engineering Company DS Barker Road Irnprovementst Drainage Repon ~ ~ NOTE: Only curb drop and grate calculations were performed for those cases "On Grade", curb drops and catch basins in sump condition are assumed to handle 4.0 cfs. ~ { J J F 1 ~I I ~ ~ _ J ~ t..."~ I ~ • 1~f • Inland Pacifcc Engineering Company D6 Barker Road Improvementst Drainage Report 1-- ;~NE COUNTY, WASHINGTON - SHEET NUMBER 67 ~ R. 44 E. R. 45 E. (loins sheet 58) - -,..~...a. d - ,e~•- - ~,r _ = - - 9 y !d'' ~l1 .f ~y ♦ _ \ ' i ~ . i ~ F' G :..A r _ _ • - -r- t~ . B G`` B ~ ~I ~ z ~ ~ z ~ i . ~ ~ ' M , e + V - I[ ~ ~ 4v" . 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' f ~ ~q 6I,;~t~n e ~ R • ~~~~,.S . 1w S ~ ` ~ ~S ~ Yj, ' ~ j` , i ~ ~ i S - ~~j ~ ^7 ~ v,.~ 't `j* • . ~ ~~r~* 'l . ~ t' ~ '••y~~~•"~f~~",~+•J J ~i . ~ ~ u x: { Y~%!s - ,e~;'8 .ty,Kt fy f: r^~t%rF i:^°r: ~ O ~~J ~ , _ , .t ~ ! " ~ ".`~~t~, ~ ~ 'F "1, L' • . ~ ~A'e~t Fr3T~ •r, :f' ~ t~' ~ ! ~ ( :y ' \ ~:~p . C~r':~,t~,~~i :1' "~7' ~r~;'~: : t . ' ti. ~ -A4 srp.~; . a - _ - . . ~ _ir: ~ , ;C S[~. • . a li~.~ 1i , ~ _ . (Joins sheet 76) ~ 5000 Feei ± M~le Scale 20000 Q ~ 1 ~ 1 + S~ 1 4 Weighted Runoff Coefficient Calculation - ~ Project: Barker Road Basin: Z IPE Job 96111 . J Total Area (acres): 1.58 Designer: S. Murphy imp. Area (acres): 0.81 Date: 12/12/96 Grass Area (acres): 0.77 Imp. Area "C": 0.90 ~Grass Area "C": 0.10 ~ ~ ^(Imp. Area)(Imp. "C")= 0.7290 ~ (Grass Area)(Grass "C")= 0.0770 S ' 1.5800 . 0.8060 ~ ~ Weighted "C"= 0.8060 0.51 ---1.5800 ~ s - , ~ - :y ~ . ~ i I_ J , TIME AND 208 CALCULATIONS I ` ~ ~ . _J - ~ ~T ~ Inland Pacific Engineering Company Barker Road Improvernentst Drainage Report ~ BOWSTRING METHOD PROJECT: Barker Road PEAK FLOW CALCULATION PROJECT: Barker Road DETENTION BASIN DESIGN BASIN: Z BASIN: Z 10-Year Design Storm DESIGNER: S. Murphy Tot. Area 1.59 Acres DATE: 12/24 Imp. Area 35314 SF C = 0.51 Time Increment (min) 5 CASE 1 Time of Conc. (min) 7.29 Outflaw (cfs) 0.3 16 ft. Overland Flow Design Year Flow 10 Area (acres) 1.59 Ct = 0.15 Imperoious Area (sq ft) 35314 L= 16 ft. 'C Faclor 0.51 n= 0,02 '209' Volume Provided 1525 S= 0.020 Area " C 0.811 Tc = 0.21 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage 825 ft, Swale flow (min) (sec) (inlhr) (cfs) (cu fl) (cu ft) (cu ft) Z1 = 50.0 For Z2 7.29 437 2.63 2.14 1251 131 1121 Z2 = 1 Type B =1.0 n= 0.016 Rolled = 3,5 5 300 3.18 2.58 1037 90 947 S= 0.009 10 600 2.24 1.82 1360 180 1180 15 900 1.77 1.44 1505 270 1235 d= 0.208 ft. 20 1200 1.45 1.18 1586 360 1226 25 1500 1.21 0.98 1618 450 1168 A R Q Tc Tc total I Qc 30 1800 1.04 0.84 1643 540 1103 35 2100 0.91 0.74 1659 630 1029 1.10 0.10 2.14 7.08 7.29 2.63 2'.14 40 2400 0.82 0,66 1695 720 975 45 2700 0.74 0.60 1709 810 899 Qpeak for Case 1= 2,14 cfs 50 3000 0.68 0.55 1736 900 836 55 3300 0.64 0.52 1790 990 800 60 3600 0.61 0.49 1854 1080 774 CASE 2 65 3900 0.60 0.49 1970 1170 800 70 4200 0.58 0.47 2045 1260 785 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.45 2111 1350 761 peak flow =.90(3.1 B)(Imp. Area) = 2.32 cfs 80 4800 0.53 0.43 2127 1440 687 85 5100 0.52 0.42 2213 1530 683 90 5400 0.50 0.41 2250 1620 630 So, the Peak flow for the Basin is the greater of the iwo flows, 95 5700 0.49 0.40 2324 1710 614 2.32 cfs 100 6000 0.48 0.39 2393 1800 593 208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = Impervious Area x.5 in 112 inlft 1471 cu ft 208' Storage Volume Provided 1525 cxa ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM Maximum Storage Required by Borvstring , 1235 cu ft i Number and Type af Drywells Required 1 Single , 0 Doubie --j' BOWSTRING METHOD PROJECT: Barker Road PEAK FLOW CALCULATION PROJECT: Barker Road DETENTION BASIN DESIGN BASIN: Z1 BASIN: Zt 10-Year Design Storm DESIGNER; S. Murphy Tot. Area 0.52 Acres DATE: 12124 Imp. Area 11704 SF C = 0.51 Time Increment (min) 5 CASE 1 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 16 ft. Overland Flow Design Year Flow 10 Area (acres) 0.52 Ct = 0.15 Impervious Area (sq ft) 11704 L= 16 ft. 'C' Factor 0.51 n= 0.02 '208' Volume Provided 500 S= 0.020 Area " C 0265 Tc = 0.21 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage 300 ft. Gutter flow (min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 50.0 For Z2 5.00 300 3.18 0.84 339 90 249 Z2= 1 TypeB=1.0 n= 0,016 Rolled = 3.5 5 300 3.18 0.84 339 90 249 S= 0.008 10 600 2.24 0.59 417 180 - 237 15 900 1.77 0.47 470 270 200 d= 0.150 ft. 20 1200 1.45 0.38 501 360 141 25 1500 1.21 0.32 514 450 64 A R Q Tc Tc total I Qc 30 1800 1.04 028 525 540 -15 35 2100 0.91 0,24 531 630 -99 0.57 0.07 0.64 3.40 5.00 3.18 0.84 40 2400 0.82 0.22 544 720 -176 45 2700 * 0.74 020 550 810 -260 Qpeak for Case 1= 0.84 cfs 50 3000 0.68 0.18 559 900 -341 55 3300 0.64 0.17 571 990 -413 + 60 3600 0.61 0.16 599 1080 -481 CASE 2 65 3900 0.60 0.16 631 1170 -533 70 4200 0,58 0.15 662 1260 -596 Case 2 assumes a Time of Concentration less than 5 minutes so that lhe 75 4500 0,56 0.15 683 1350 -667 peak flow =.90(3.18)(Imp. Area) = 0.77 cfs 80 4800 0,53 0.14 689 1440 -751 85 5100 0,52 0.14 717 1530 -813 90 5400 0,50 0.13 730 1620 -890 So, the Peak flow for lhe Basin is the greater of the two flows, 95 5700 0.49 0.13 754 1710 -956 0.84 cfs 100 6000 0.48 0.13 777 1800 -1023 208' DRAINAGE POND CALCULATIONS Required '208'Storage Volume = imperoious Area x.5 in ! 12 inlfl 488 cu ft 208' Storage Volume Provided 500 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM Maximum Storage Required by Bowstring . 249 cu ft Number and Type of Drywells Required 1 Sirtgle ~ 0 Double , BOWSTRING METHOD PROJECT; Barker Road PEAK FLOW CALCULATION PROJECT: Barker Road DETENTION BASIN DESIGN BASIN: Z2 BASIN: Z2 10-Year Design Storm DESIGNER: S. Murphy Tot. Area 0,52 Acres DATE: 12124 Imp. Area 10950 SF C = 0.51 , Time Increment (min) 5 CASE 1 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 36.5 ft. Overland Flow Design Year Flow 10 Area (acres) 0.52 Ci = 0.15 Impervious Area (sq ft) 10950 L= 31 ft. 'C' Factor 0.51 n= 0.02 '208' Volume Provided 475 S= 0.020 Area * C 0.265 Tc = 0,35 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage 300 ft. Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1= 50.0 For Z2 5,00 300 3.18 0.84 339 90 249 Z2 = 1 Type B =1.0 n= 0.016 Rolled = 3.5 5 300 3.18 0.84 339 90 249 S= 0.010 10 600 2.24 0.59 417 180 237 15 900 1.77 0.47 470 270 200 d= 0.145 ft. 20 1200 1.45 0,38 501 360 141 25 1500 1.21 0,32 514 450 64 A R Q Tc Tc total I Qc 30 1800 1.04 0.28 525 540 -15 35 2100 0.91 0,24 531 630 -99 0.53 0.07 0.84 3.16 5.00 3.18 0'.84 40 2400 0.82 0,22 544 720 -176 45 2700 0.74 0,20 550 810 -260 Qpeak for Case 1= 0.84 cfs 50 3000 0.68 0.18 559 900 -341 55 3300 0.64 0.17 577 990 -413 ~ 60 3600 0.61 0.16 599 1080 -481 CASE 2 i 65 3900 0.60 0.16 637 1170 -533 70 4200 0.58 0.15 662 1260 -598 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0,56 0.15 683 1350 -667 peak flow =.90(3.18)(Imp. Area) = 0.72 cfs 80 4800 0.53 0.14 689 1440 -751 85 5100 0,52 0.14 717 1530 -813 90 5400 0.50 0.13 730 1620 -890 So, the Peak flow for the Basin is the greater af the two flows, 95 5700 0,49 0.13 754 1710 -956 0.84 cfs 100 6000 0,48 0.13 777 1800 -1023 208' DRAINAGE POND CALCULATIONS e Required '208'Storage Volume = Impervious Area x.5 in / 12 iNft 456 cu ft 208' Storage Volume Provided 475 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 249 cu ft Number and Type of Drywells Required 1 Single 0 Double BOWSTRING METHOD PROJECT: Barker Road PEAK FLOW CALCULATION PROJECT; Barker Road DETENTION BASIN DESIGN BASIN: Z3 BASIN: Z3 10-Year Design Storm DESIGNER: S. Murphy Tot. Area 0.34 Acres DATE; 12124 Imp. Area 7300 SF - C = 0.51 Time Increment (min) 5 CASE 1 Time of Conc. (min) 5.00 Oufflow (cfs) 0.3 36.5 ft. Overland Flow Design Year Flow 10 ' Area (acres) 0.34 Ct = 0.15 Imperoious Area (sq ft) 7300 L= 37 ft. 'C Factor 0.51 n= 0.02 '208' Volume Provided 550 S= 0.020 Area ' C 0,173 Tc = 0.35 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.in Vol.Out Storage 200 ft. Gutter flow (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 50.0 For Z2 5.00 300 3.18 0.55 222 90 132 Z2= 1 TypeB=1.0 n= 0.016 Rolled = 3.5 5 300 3.18 0.55 222 90 132 S= 0.008 10 600 224 0.39 273 180 93 15 900 1.77 0.31 308 270 38 d= 0.127 ft. 20 1200 1.45 0.25 327 360 -33 25 1500 1.21 0.21 336 450 -114 A R Q Tc Tc total I Qc 30 1800 1.04 0.18 343 540 -197 35 2100 0.91 0.16 347 630 -283 0.41 0.06 0.55 2.47 5.00 3.18 0!55 40 2400 0.82 0.14 356 720 -364 45 2700 0.74 0.13 360 810 -450 Qpeak for Case 1= 0.55 cfs 50 3000 0.68 0.12 366 900 -534 55 3300 0.64 0.11 378 990 -612 60 3600 0.61 0.11 392 1060 -688 CASE 2 65 3900 0,60 0.10 416 1170 -754 70 4200 0.58 0.10 433 1260 -821 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.10 447; 1350 -903 peak flow =,90(3.18)(Imp. Area) = 0.48 cfs 80 4600 0.53 0.09 451 1440 -989 85 5100 0.52 0.09 469 1530 -1061 90 5400 0.50 0.09 477 1620 -1143 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.08 493 1710 -1211 0.55 cfs 100 6000 0.48 0.08 508 1800 -1292 208' DRAINAGE POND CALCULATIONS . Required'208' Storage Volume = Impervious Area x.5 in 112 inlft 304 cu ft 208' Storage Volume Provided 550 cu ft ORYWELL REQUIREMENTS -10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 132 cu ft Number and Type of Drywells Required 1 Single 0 Double BOWSTRING METHOD PROJECT: Barker Road PEAK FLOW CALCULA710N PROJECT: Barker Road DETENTION BASIN OESIGN BASIN: Z4 BASIN, Z4 10-Year Design Storm OESIGNER: S. Murphy Tot. Area 0.21 Acres DATE: 12124 Imp. Area 5360 SF C = 0.51 Time Increment (min) 5 CASE 1 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 20 ft. Ovedand Flow Design Year Flow 10 Area (acres) 0.21 Ct = 0.15 Impervious Area (sq ft) 5360 L= 20 ft. 'C Fador 0.51 n= 0.02 '208' Volume Provided 550 S= 0.020 Area " C 0.107 Tc = 0.24 min., by EquaGon 3-2 of Guidelines Time Time Inc, Intens, Q Devel. Vol.ln Vol.Out Storage 100 ft. Gutter (low (min) (sec) (inmr) (cfs) (cu ft) (cu ft) (cu ft) ~ Z1= 50.0 For Z2 5.00 300 3.18 0.34 137 90 47 Z2 = 1 Type B =1.0 n= 0.016 Rolled = 3,5 5 300 3.18 0.34 137 90 47 S= 0.008 10 600 2.24 0.24 168 180 -12 15 900 1.77 0.19 190 270 -80 d= 0.106 fi. 20 1200 1.45 0.16 202 360 -158 , 25 1500 1.21 0.13 208 450 -242 A R Q Tc Tc total I Qc 30 1800 1.04 0.11 212 540 -328 - 35 2100 0.91 0.10 215 630 -415 0.29 0.05 0.34 1.39 5.00 .3.18 0.34 40 2400 0.82 0.09 220 720 -500 45 2700 0.74 0.08 222 810 •588 Qpeak for Case 1= 0.34 cfs 50 3000 0.68 0.07 226 900 -674 55 3300 0.64 0.07 233 990 -757 60 3600 0.61 0.07 242 1080 -838 CASE 2 65 3900 0.60 0.06 257 1170 •913 TO 4200 0.58 0.06 267 1260 •993 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.06 276 1350 -1074 , peak flow =,90(3.18)(Imp. Area) = 0.35 cfs 80 4800 0.53 0.06 278 1440 -1162 85 5100 0.52 0.06 290 1530 •1240 90 5400 0.50 0.05 295 1620 -1325 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0,05 304 1710 -1406 0.35 cfs 100 6000 0.48 0,05 314 1800 -1486 208' ORAINAGE POND CALCULATIONS Required'208' Storage Volume = Impenrious Area x.5 in ! 12 inlft 223 cu ft 208' Storage Volume Provided 550 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM Maxamum Storage Required by Bowstring 47 cu ft Number and Type of Drywells Required 1 Single 0 Double ) LJ CURB INLET CALCULATIONS Curb Inlet Depression = 2 in. Standard Curb Inlet Length = 4 ft. Upstream 10-Yr. Gutter Roughnes Reciprocal Depth Length Curb Inlet Impervious Peak Flow Slope Coeff. Cross slope of Flow Required Sub-Basin Station R/L Area c.f.s. S n Z Z/n d* Qa/La** QI(QalLa) Remarks Z1 13+00 R 11704 0.84 0.0080 0.0160 50 3125 0.14 0.097 8.65 Need 2- 4' curb inlets Z2 16+00 R , 10950 0.84 0.0097 0.0160 50 3125 0.14 0.094 8.96 Need 2- 4' curb inlets , Z3 18+00 R 7300 0.55 0.0084 0.0160 50 3125 0.12 0.082 6.70 Need 2- 4' curb inlets Z4 18+25 R 5360 0.35 Sump 208' Pond Calculations Project: Barker Road improvements Date: 24-Dec-96 Designer: S. Murphy Upstream Carryover Accumul. Pond '208' '208' Curb Inlet Imper. Storage Storage Storage Typel Storage Carryover Sub-Basin Station R!L Area Req't Req't Req't Size Provided Downstream Z1 13+00 R 11704 488.0 488.0 10x100 500.0 Z2 16+00 R 10950 456.0 456.0 10x95 475.0 Z3 18+00 R 7300 304.0 304.0 11 x50 275.0 29.0 Z4 18+25 R 5360 223,.0 29.0 252.0 11 x50 275.0 ~ Flow 2.320 cfs Out IE 2021.39 Diamete 1 ft In IE 2022.11 J Slope 0.0200 ft/ft ,7 n 0.0240 L 36 ft d/d ia A R Q V - Depth of flow,d 0.9 ft 0.90 0.7445 0.2980 2.92 3.92 ~ , ~Flowing Full 1.00 ft 1.00 0.7854 0.2500 2.74 3.48 ✓ Critical Depth 0.650 ft 0.65 0.5404 0.2881 2.32 4.29 Normal Depth 0.700 ft 0.70 0.59 0.30 2.32 3.95 HWc 1.079 ft ~ HWn 1.064 ft OUTLET CONTROL ~ HWp ft I . / ~ ~ . ~ rF~ ~ ~ ^ Circular Channel Analysis & Design ~ Solved with Manning's Equation Open Channel - Uniform flow ~ Worksheet Name: barker Comment: Barker Road Improvements ~ Solve For Actual Depth I J Given Input Data: Diameter.......... 1.01 ft Slope 0.0200 ft/ft Manning's n....... 0.024 Discharge......... 2.32 cfs ~ ~ Computed Results: Depth 0.70 ft ~ Velocity.......... 3.91 fps ~ Flow Area......... 0.59 sf Critical Depth.... 0.65 ft Critical Slope.... 0.0246 ft/ft Percent Full...... 69.40 0 Full Capacity..... 2.80 cfs QMAX @.94D........ 3.01 cfs ~ Froude Number..... 0.86 (flow is Subcritical) , ~ Open Channel Flow Module,_ Vers ion 3.41 (c) 19 9-1 ~ Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 ~ 1 j . INLAND PACIFIC ENGINEERING o m ~ z ~ n PROJECT INFORMATION i TYPICAL SECTlON DATA ao Project: BARKER ROAO adway half width ENTER-> 35 Job No.: 96111 ~ ad Name ENTER-> BARKER Oisc.No.: ~1 or Rrght ENTER--> RIGHT File Name: PVDSGN.W62 Edge Type EDGE OF ASPNALT Calculated By: MPI Station lnteroa! ENTER-> 25 OIST. DIST FROM E.P. FLEV. E P. ELEV. EDGE(EXST) C/L TO % SLOPE EDGE CENTERUNE (4.5% from (-2% from Edge Pave. C/L % SLOPE PAVEMENT SAWCUT CJL TO PAVEMENT TO GUTTER sawcut to sawcut to SELECT- to Gutter Edge of Pv. FOP OF STATION ELEVATION C/L ELEVATION (!N fEEn SAWCUT % SLOPE (IN FEET) edge of pvJ edge of pv) ED ELEV % GRADE % GRADE CURB EL. 1050 34.75 34.22 19.00 -2.79 1 35,00 33.50 33.90 33.93 . 34.32 1050 1075 34.48 •1.08 34.01 19.00 •2.47 -0,84 35.00 33.29 33.69 33,63 •2.37 -1,20 34.02 1075 1100 34.31 -0.68 33.80 19.00 •2.68 -0.84 35,00 33.08 33,48 33.33 •2.94 -1.20 33.72 1100 1125 34.07 -0.96 33.58 19.00 •2.58 •0,88 35.00 32.86 33.26 33,03 -3.44 -1.20 33.42 1125 1150 33.85 -0.88 33.37 19.00 -2.53 -0.84 35.00 32.65 33.05 32,73 -4,00 -1.20 33.12 1150 1115 33.62 - -0.92 33.13 19.00 -2.58 -0.96 35.00 32.41 32.81 32.43 -4,38 -1.20 32.82 1175 1200 33.41 -0.84 32.81 1900 -3.16 -1.28 35.00 32.09 32.49 32.13 -4,25 -120 32.52 1200 1225 33.16 •1.00 32.55 19.00 -3.21 -1.04 35.00 31.83 32.23 31.83 -4 50 •1,20 32,22 1215 1250 32.93 -0.92 32.33 1900 •3.16 -0.86 35.00 3161 32.01 31.63 -4.37 -0.80 32.02 1250 1275 32.71 -0.88 32.10 19.00 -3.21 -0.V 35.00 3138 31.78 31,43 -419 -0.80 31.82 1275 1300 32.46 •1,00 31.85 19,00 -3.21 -1.00 3500 31.13 31.53 31.23 -388 -0,80 31.62 1300 1325 32,19 -1.08 31,63 19.00 •2.95 -0.88 35.00 30.91 31.31 31,03 -3.75 -0.80 31.42 1325 1350 31.93 -104 3148 1900 -2.37 •0.60 35,00 30.76 31.16 30.83 -4,06 -0.80 31.22 1350 1375 31.67 -104 3130 19.00 -195 -0.12 35.00 30,58 30.98 30.63 -4,19 -0.80 31.02 1315 1400 31.41 -104 31.00 19.00 -216 -120 35,00 30.28 30.68 30.43 •3,56 -0.80 30.82 1400 1425 31 11 -1 20 30 75 19.00 -1 89 •1,00 35,00 30.03 30.43 30.23 •3.25 -0.80 30.62 1425 1450 30.79 -1.28 30.33 19.00 -2.42 -1.68 35,00 29.61 30.01 29,90 -2.69 -1.32 30.29 1450 1475 30.47 -128 29.90 19.00 -3.00 •1.72 35.00 29.18 29.58 29.57 -2.06 -1.32 29.96 1475 1500 30.16 •1.24 29,56 19,00 -3.16 -1.36 35.00 28.84 29.24 29.24 -2,00 -1.32 29.63 1500 1525 29,88 -1.12 29.32 19.00 -2.95 A.96 35.00 28.60 29.00 29.00 -2.00 -0,96 29.39 1525 1550 29 66 -0.88 29.17 19.00 -2.58 -0,60 35.00 28.45 28.85 28.80 •2 31 -0.80 29.19 1550 1575 29.52 -0,56 29.08 19.00 •2.32 -0.36 35.00 28.36 28,76 28.60 •3.00 -0,80 28.99 1575 1600 29,38 -0 56 26,96 19.00 •2.21 -0.48 35.00 28.24 26,64 28.40 3.50 28.79 1600 1625 29.20 -0.72 28,73 19.00 •2.47 -0.92 35.00 28.01 28,41 28.20 -3.31 -080 28.59 1625 1650 29.01 -0.76 28.54 19.00 •2.47 -0.76 35.00 27.82 28.22 28.00 -3.31 -0.80 28.39 1650 1675 28.61 -0.80 28.36 1900 -2.37 -0.72 35.00 27.64 28.04 27.80 -3.50 -0.80 28.19 1675 1700 28.65 -0.64 28.25 19,00 -2.11 -0.44 35.00 27,53 27.93 27.65 3.75 -0.60 28.04 1700 1725 26.53 -0.48 28.14 19.00 •2.05 -0.44 35.00 27.42 21.82 27.50 -4,00 -0.60 27.89 1725 1750 28.42 -0.44 28.00 19.00 •2.21 -0,56 35.00 27.28 27.68 27.35 -4,06 -0.60 27.74 1750 1775 28.30 -0.48 27.85 1900 -2.37 -0,60 35.00 27.13 27.53 27.20 -4.06 -0.60 27.59 1775 1800 28,19 -0.44 27,72 1900 -2.47 -0.52 35.00 27.00 27.40 27.10 -3.87 -0,40 27.49 1800 1825 28,11 -0,32 27.67 19.00 -2.32 -0.20 35.00 26,95 27.35 27,06 -3.81 -0,16 27.45 1825 1850 28.07 •0.16 27.66 19.00 -216 -0.04 35.00 26.94 27.34 27,1 -3.50 0.16 27.49 1850 1875 28.04 •0.12 27.58 19.00 -2 42 -0.32 -35.00 26.86 27.26 27.2 -2.37 0.40 27.59 1875 J:IDOCUMEN11961111PVOSGN WB2 1 Tuesday, March 04, 1997 ~ ~J ~ ~ DRAINAGE ^ECHNICA____, REPORT 4 for the ~ ~ BARKER ROAD IMPROVEMENTS ~ ~ RIVERWA__.K ~ 7r___1H ADD17 --ON PUD ~ JANUARY 1997 L Prepared for: PACIFIC PROPERTIES 14410 Bel-Red Road ~ Bellevue, WA 98007 ~ a - Prepared By : ~ Inland Pacific Engineering Comparry 707 W. 7th Avenue ~ Suite 200 Spokane, WA 99204 ~ . 419ENGMEERING PROJECT INFORMATION TYPICAt SECTION DATA RECEIVED Project: BARKERROAD Roadwayhalfwidfh ENTER-> 35 ~AN 24 1997 Job No.: 96111 Road Name ENTER--> BARKER Disc.No.: Left or Right ENTER--> RIGHT Fife Name: PVDSGN.WB2 Edge Type EDGE OF ASPHALT SPOKANE COUNTY ENGINEER Cafculated By: MPI Station Interval ENTER-> 25 ~ DIST. DIST FROM E.P. ELEV. E.P. ELEV. EDGE(EXS7) C/L TO % SLOPF EDGE CENTERLINE (4.5% from (•2% from Edge Pave. C/L % SLOPE PAVEMENT SAWCUT C/L TO PAVEMENT TO GUTTER sawcut to sawcut to SELECT to Gutter Edge ofW. TOP OF STATION ELEVATION C/L ELEVATION (1N FEE7) SAWCUT % SLOPE (IN FEE7) edge of pvJ edge of pv) ED ELFV % GRADE %GRADE CURB EL. 1050 34.75 34.22 19.00 -2.79 35.00 33.50 33.90 33,93 34.32 1075 34.48 -1.08 34.01 19,00 -2.47 -0.84 35.00 33.29 33.69 33.63 -2,37 -1.20 34.02 1100 34.31 -0.68 33.80 19.00 -2.68 -0.84 35.00 33.08 33,48 33.33 -2.94 -1.20 33.72 1125 34.07 -0.96 33.58 19.00 -2.58 -0.88 35.00 32.86 33.26 33,03 -3.44 -1.20 33.42 1150 33.85 -0.86 33.37 19.00 -2.53 -0,84 35,00 32.65 33.05 32.73 400 -1.20 33.12 1115 33.62 -0.92 33.13 19.00 -2.58 -0,96 35,00 32,41 32.81 32.43 438 -1.20 32.82 1200 33.41 -0.84 32 81 19.00 -3.16 -1,28 35.00 32.09 32.49 32.13 4.25 -1.20 32.52 1225 33.16 -1.00 32.55 19.00 -3.21 -1.04 35.00 31.83 32.23 31.83 4.50 -1.20 32.22 1250 32.93 -0.92 32.33 19.00 -3.16 -0 88 35.00 31.61 32.01 31,63 -4,37 -0.80 32.02 1275 32.71 -0.88 32.10 19.00 -3.21 -0.92 35.00 31.38 31.78 31.43 4.19 -0.80 31.82 1300 32.46 -1.00 31.85 19.00 -3.21 -1.00 35.00 31.13 31.53 31.23 -3.86 -0.80 31.62 1325 32.19 -1.08 31.63 19.00 -2.95 -0.88 35.00 30.91 31.31 31.03 -3.75 -0.80 31.42 1350 31.93 -1.04 31.48 19.00 -2.37 -0.60 35.00 30.76 31.16 30.83 -4.06 -0.80 31.22 1375 31.67 -1.04 31.30 19.06 -1.95 -0.72 35.00 30.58 30.98 30.63 4.19 -0.80 31.02 1400 31.41 -1.04 31.00 19.00 -2.16 -1.20 35.00 30.28 30.68 34.43 -3.56 -0.80 30.82 1425 31.11 -1.20 30.75 19.00 -1.89 -1.00 35.00 30.03 30.43 30.23 -3.25 -0.80 30.62 1450 30.79 -1.28 30.33 ' 19.00 -2.42 -1.68 35.00 29.61 30.01 29.90 -2.69 -1.32 30.29 1475 30.47 -1.28 29.90 1900 -3.00 -1.72 35.00 29,18 29.58 29.57 -2.06 -1.32 29.96 1500 30.16 -1.24 29.56 19.00 -3.16 -1.36 35.00 28.84 29.24 29.24 -2.00 -1.32 29 63 1525 29.88 -1.12 29.32 19,00 -2 95 -0.96 35.00 28.60 29.00 28.91 -2.56 -1.32 29.30 1550 29.66 -0.88 29.17 19.00 -2.58 -0.60 35.00 28.45 28.85 28.71 -2.88 -0.80 29.10 1575 29.52 -0.56 29.08 19.00 -2.31 -0.36 35.00 28.36 28.76 28.51 -3.56 -0,80 28.90 ~ 1600 29.38 -0.56 28.96 19.00 -2.21 -0.48 35.00 28 24 28.64 28.31 -4.06 -0.80 28.70 1625 29.20 -0.72 28.73 19.00 -2.47 -0.92 35.00 28.01 28 41 28.11 -3.88 -0.80 28.50 1650 29.01 -0.76 28.54 19.00 -2.47 -0.76 35.00 27.82 28.22 27.91 -3.94 •0.80 28.30 1675 28.81 -0.80 28.36 19.00 -2.37 -0.72 35.00 27.64 28.04 27.71 -4.06 -0.80 28.10 1700 28.65 -0.64 26,25 19.00 -2.11 -0.44 35.00 27.53 27.93 27.51 -4.62 -0.80 27.90 1725 28.53 -0,48 26,14 19.00 -2.05 -0.44 35,00 27.42 27.82 27.28 -5.37 -0.92 27.67 1750 28.42 -0,44 26.00 19.00 -2.21 -0.56 35,00 27.28 27.68 27.21 -4.94 -0.28 27.44 1775 28.30 -0,48 27.85 19.00 -2.37 -0.60 35.00 27,13 27.53 26.82 -6.44 -1.56 27.21 1800 28,19 -0.44 27,72 19.00 -2,47 -0.52 35.00 27.00 27.40 26.67 -6.56 -0.60 27.06 1825 28.11 -0.32 27.67 19.00 -2.32 -0.20 35.00 26,95 27.35 26,62 -6.56 -0.20 27.01 1850 28.07 -0.16 27.66 19.00 -2,16 -0.04 35.00 26,94 27,34 26.67 -6.19 0.20 27.06 1875 28.04 -0.12 27.58 19.00 -2.42 -0.32 35.00 26.86 27,26 27,22 -2.25 2.20 27.61 7 ~ INLAND PACIFIC ENGINEERING, INC. January 20, 1996 IPE W . O . #96111 Spokane County Public Works Departrnent Development Engineering Services 1026 W. Broadway Avenue Spokane, Washington 99260-0170 Attn: Dean Franz, P. E. Re: Riverwalk 7th Addition (P1414-F) Barker Road Improvements; Pavement Design Dear Dean: This letter and attached calculations provide the documentation for the pavement design for the above referenced project. The letter included in this package from our soils engineer, Jerry Peterson, P. E. , documents that the sample was obtained under his direction at a stated location (see drawing exhibit attached) and submitted to Petroleum Sciences, Inc.. The "R-Value" of the sample was determined to be 64 (see attached letter). The resulting design section for Barker Road is 4" of ACP on 7" of CSTC. All supporting calculations for the pavement design are enclosed. Should you have any questions regarding this design, please call me at 458-6840. Sincerely, Inla d Pacifi gineering Company WA~y~ Todd R. Whipple, P. E Enclosures ~ Q1 r ~Y 1 TRW/skm ,p~25~ SfpN~~,G cc: Pacific Properties, Inc., Doug Birch file EXPIRES 9/24/~ . ~ Docu„unt 1461 J l ,pvmrdu Ito INLAND PACIFIC ENGINEERING, INC. January 24, 1997 . q ~ CEI ~ ~ ~ IPE W. O. #96111 y R Spokane County Public Works Department JAN 2 4 ~91V/ Development Engineering Services 1026 W. Broadway Avenue SPOKAfdL Spokane, Washington 99260-0170 ~ Attn: Dean Franz, P.E. , RE: Riverwalk 7th Addition (P1414-F) Barker Road Improvements - Submittal Dear Dean: Enclosed please find: ■ A completed submittal checklist. ■ 2 sets of mylars and 2 bond copies of the Barker Road Improvements, stamped, signed and dated by the Project Engineer, Todd Whipple. ■ 2 bound copies of the Drainage Report, also signed, stamped and dated by the Project Engineer. ■ A pavement design letter, stamped, signed and dated by the Project Engineer, with . supporting calculations. ■ R-Value testing information provided by Petroleum Sciences, Inc., an exhibit of the area from which the sample was taken, and a summary of the location and test results stamped, signed and dated by Geotechnical Engineer, Jerry Peterson. ■ Legal descriptions for 2 easements required for the completion of this project: the'15' additional right of way, and 30' of future acquisition area, drainage, utility, sidewalk and slope easement. ■ An edge of pavement design spreadsheet, reflecting the grades and elevations shown on the plan and profile sheet. Document1961 Ulrub? 707 West 7th • Suite 200 2020 Lakewood Drive • Suite 205 Spokane, WA 99204 Coeur d'Alene, ID 83814 509-458-6840 • FAX: 509-458-6844 208-765-7784 • FAX: 208-769-7277 Spokane County January 24, 1997 Page 2 This submittal completes the Riverwalk 7th submittal. We are requesting your review and acceptance of the enclosed plans. Your prompt attention to this submittal would be greatly appreciated. Please call if you have any questions. Sincerel , Inland acific gi ring Compa y s Todd R. Whipple, P.E TRW/skm Enc. cc: Pacific Properties, Inc. - Doug Birch File Documen11961111sub2 ~ ~ DRAINAGE REPORT for the ~ Barker Road Improvements Riverwalk 7th Addition PUD ~ ~J Spokane County, Washington January 1997 Prepared for: PACIFIC PROPERTIES 14410 Bel-Red Road ~ Be'llevue, WA 98007 ~ PrePared bY: RECEIVED ~ Inland Pacific Engineerrng Company 707 W 7th Avenue ~ Suite 200 JpH 2 4 1997 Spokane, WA 99204 (509)458-6840 SppKANE COUNTY ENGINEER . ~wP~►'~'~ ~ , • - • . : . . • • . . . , ~ • ..r, r.. . . ; ~ a: ....tiv~.~.w.~ • • ' ::.t . • - ' ~ ::~::k\.. . . ?.xti.. . . r,::: ' ' . . . : • . - ' . . ~ : ;.i r.:.y... , .:i?; . _ . . . . r~~t>• : : . J.. ........ti.. . , ~ ..r .,d . . r.,.. : - • . . . . • , ~ Th ~ .ti:;>•:•: 1 -•.set .o ~ ~ n h th.f., e~: . , -:=-~e est n.provEme . , . . . . . . „ : _ ::.......x-. }~¢5 ~ g:.-. • ' • :.Y.l~ .:.:::V.:.•'...... --..L ,.{lfi'-::_.::: 1 ~ . . .1... • . " r. .'1. . • ' r........ :v ''~i•-: ; '~x" •y{ ; ~ v:~ C`•:' . 4:•:: :•':e:; . ' '.r.'k,:..:.: ...!QY~.: , ::•wx::' r~s~~~ for:~ er::Construct~on: 2oad`:an~~.Sew . ~ . nca .kane::.~oun .,~ta o [~cAbl . . . P . . . . . . . . - - . . . : . . : . : -.f _ . . v. ::~;:and~: t~ie~rS~ ~ okane`:Coun::~~~:::Guic~elirifor~tS,tormw~ter Mana emendeeviation~s . . . . . ~ N,: . . . . . • . . ' f.1N.•:t::•~~-~ ::y . . ~~ry~ ~ .:~:•'.i~ . ~ . . . : . . . .~'.i.'..~. ' ~~••J'~'. • . " . l • - ' . . ~ : :e Coun: ~<in~gineer. .:I.a ~rove.:these a~ve~~.been~~;a roved::~~b >S okaii . , x PP . - Y.. .P , , _ - . ~ . . . . . . : . . . . . - . . . . : . . . . _ : . . ~ . . . . . r ~ n~:~ ~ o uc a io s ca c s o~n ~ 0 . . . ..~r ~ ~ r ...t.......> _ . . . . . . . . . ....._.h v:x.ti6 : ~ . . ` " . . . . -.>w. ' ti~ : ' ' ' . . ' ~ ~ - ' ~:Y:. ~ . - - :°i.'. " '.':i.r... . . . • . - ' This rePort has been PrePared bY Susan MurPhY of Inland Pacific Engineering ComPanY under the ~ direction of the undersigned professional engineer whose seal and signature appear hereon. ~ WI~I~ ~ SNi , ...I 7, ~ lbl ~ i} ~ R 2 6~ o AL , ~ EXPIRES 9/24/q~ ~ ~ ~ Todd R. Whipple, P.E. ~ _ ~ ~ a--- Barker Road Improvements Riverwalk 7th Addition PUD ° Drainage Narrative ~ GENERAL The Barker Road Improvements between Mission Avenue and Indiana Avenue on the east side of Barker Road are part of the Riverwalk 7tTi Addition PUD Plat. A separate drainage report, ; reviewed and accepted by Spkane County on September 26, 1996, has been prepared for the residential development area of the Riverwak 7th Addition plat. The overall plat is a 28.0 acre development of 95 single family residential lots located north and east of the intersection of { Mission Avenue and Barker Road, within Spokane County, Washington. The site is currently ~ vacant with field grass, alfalfa and fallow fields as the predominant land cover and vegetation. Single family residential development lies directly to the north and west. A 1" to 400' scale vicinity and location map have been included within the technical section of this document. ~ PURPOSE The purpose of this report is to determine the extent of storm drainage facilities which will be ~ required to dispose of the increase in stormwater runoff created by the development of the Barker ~ Road Improvements as part of the Riverwalk 7th Addition plat. The storm drainage facilities on ~ this project will be designed to dispose of runoff from a ten year design storm. This development ~ is within the Aquifer Sensitive Area of Spokane County and is subject to '208' requirements. For this project, the 10-year curve from the Spokane, Medical Lake, Reardon, Cheney and Rockford ~ intensity curves was used, as well as the SCS iso-pluvial rainfall curves. Per direction from ~ Spokane County, the SCS curves have been further refined with the NOAA iso-pluvial curves. ~ ANALYSIS METHODOLOGY Per the Spokane County Guidelines for Stormwater Management, the Rational Method, which is ~recommended for basins less than ten acres in size, will be used to determine the peak discharges and runoff volumes for all onsite basins. PROJECT DESCRIPTION The Barker Road Improvements of the Riverwalk 7th Addition plat comprise an area from the ~ intersection of Mission Avenue and Barker Road north to the Spokane River. At this time, ~ widening improvements for the eastern one-half are proposed for the section of roadway between ~ Mission Avenue and Indiana Avenue, by mutual agreement of the Spokane County Engineers, the project sponsor, Pacific Properties, and Inland Pacific Engineering. Future improvements to ' the section north of Indiana and east of the Barker Road centerline to the river will be addressed at such time as Spokane County can acquire the appropriate right of way for full buildout and Inland Pacific Engineering Company D 1 Barker Road Improvementst Drainage Report ~ , , - i ~ utility relocation. Therefore, this report addresses drainage design only within the aforementioned ~ section between Mission Avenue and Indiana Avenue. ~ The total width of the improvements is 75', of which 19' is original pavement and 17.5' is ~ additional paving width, for a total of 36.5' of pavement. There is 15' of additional right-of-way beyond the existing 30'. The remaining 30' is composed of 5' of future acquisition area and 25' of ~ sidewalk, drainage, utility-and drainage easement: The Riverwalk 7-th -Addition subdivision. is- ° - located in the NE 1/4 of the SW 1/4 of Section 8, T. 25 N., R. 45 E., W.M. within Spokane ~ County, Washington. ~ TOPOGRAPHY The existing site sits along the south side of a low ridge sloping gently northbound towards Indiana Avenue from Mission Avenue. Within this section of roadway, the existing topography was used to route storm drainage. Due to the flat slopes encountered, no concentrated pre- existing flows were observed nor were there any signs that anything other than sheet flow and ~ ground absorption have occurred on this site. FP`--- € sorLs ~ ~ As can be seen from the accompanying soils map from the Spokane County Soils Survey as performed by the SCS, the site consists of one type of soils within the Class B type. This soil type is described as follows. ~ GgA - Garrison gravelly loam, 0 to 5 percent slopes: Soils within this soil type are some what ~ excessively drained soils formed in gravelly glacial outwash material from a variety of igneous rock. Surface runoff is slow, and the hazard of erosion is slight. Spokane County Guidelines for ~ Stormwater Manaizement indicate this to be a Soil Group Type B and pre-approved for drywell installation. ~ Hydrologic Soil Classification - B DRAINA GE NARRA TIVE Offsite Based upon the general geographic tendencies of this site, no offsite flows are expected for this widening. ~ ~ Onsite Inland Pacific Engineering Company D2 Barker Road Improvementst Drainage Report ~ 1 l As this plat is within the aquifer sensitive area of Spokane County all onsite drainage will be ~ collected and treated using the `208' runoff inethod as described in the Spokane County ` Guidelines for Stormwater Management. To facilitate this analysis, the Barker Road Improvements were analyzed as one single basin, divided into 4 permanent sub-basins ( Z1 ~ through Z4), thereby allowing `208' treatment at intermittent locations to maintain a reasonable ~ pond configuration within the confines of the drainage easement previously noted. ~ ~ ~ Inland Pacific Engineering Company D3 Barker Road Lnprovementst Drainage Repon ~ ~ ~ ~ ~ M' Table No. 1- Pond and Basin Summary . . . - . , . - . . . . - - . . . ~ ~ ..:.r _ . . . ' ' .r.: ~ ~ . . : r:< . . . : . ~ . : . _ ~,,~D . . . ~ r.. r•, • . . . . . . .tiv::J:}'v"-.''-''.-•:}...::titi}:{•.}«},'r•ir' . . ::.::.:•.n..,. ,r""""'"... . . . . . _ . . . . ' _ ' " ' ' :riY:~:~~:: ti:: vi?:. . : . • ~ . ~ . . :v i . : : • + • . ; ~ . v., r.}• : v. • . . . : " . . . ~ . . . : • . . . . _ • 'r ti• Bas ns:: ;Ponds::;.:.:.'•: ~otal ota~t:,.:.. :._.I~m;..: ervioutr;e~et::.:~-~:~: t . . . . . . . . - . ~ . . . . : `-r--. . . . . r.,.:;..:;. , . . ~ , : . , . . ; . ' i~:r:~:;~~::l.f •~if • - ' . . ~ ; . • • = - . , : ' - . - .{s.•:; . :Basin: - - - - . . . - . - . . . . , . : : . . . . . . . . . . ~ . . . • . . . . . . . . . . . ~ . ~ y:.. ~ . Acre . a~ ge~: ~ :rA . . . - . - . - . r,• . . - : . ~ . . . . . - - . ~ , _ . . . - . . . ~ . . _ _ . ~-1 Z - 69031 1.58 35314 35314 0.51 ~ Z1 . Z1 22500 0.52 11704 11704 0.51 Z2 Z2 22501 0.52 10950 10950 0.51 ~ Z3 Z3 15000 0.34 7300 7300 0.51 Z4 Z3 9030 0.21 5360 5360 0.51 `208' Calculations ! Generally within each basin the streets are divided into sub-basins by curb inlets, catch basins and high and low roadway profiles. These facilities capture upstream stormwater runoff from the impervious street surface and direct the runoff into grassy '208' ponds. As shown on the '208' ` calculation worksheets included, the '208' storage volume provided is adequate to perform '208' treatment for the runoff created by the first half inch of rainfall. At times, the ponds are not ` designed fio be large enough to provide '208' storage for all of the upstream runoff. In such cases ° the excess is carried over to the next downstream pond or ponds, which can provide adequate capacity for the identified flows. Curb Iolets and Catch Basin Calculations ' It is necessary to check the adequacy of the curb drops, inlets or catch basins provided to divert the runoff from the gutter into the '208' ponds. Should these be required, the curb inlet and catch basin calculation sheets included show the required lengths of curb openings, or single curb drops with lengths greater than 4.0', as well as the adequacy of the inlet grates or catch basin grates. For curb drops greater than 4.0', either multiple curb drops are added or the curb drops ~ are lengthened as required. DRAINAGE CALCULATIONS SUMMARY ~ Calculations have been included for Drainage Basin considerations such as Peak Flow, Time of Concentration, `208' sizing, drywell requirements, inlet sizing, curb inlets as well as culverts and ~ pipe flow, some of which are summarized below with the remaining calculations included in the appendix. Inland Aacific Engineering Company D4 Bnrker Road Improvementst Drainage Report ~ ~ Within the calculation section and where it has been determined necessary for clarity, several ~ sketches, as well as details from the plans have been incorporated to demonstrate assumptions and conclusions. ^ BASIN DESCRIPTI011TS Basin Z Within this plat, and due to the general geographic features, several basic assumptions were followed and can be used to describe each basin. First, due to the relative flatness of the plat and project vicinity, minimum road grade is limited to 0.008 ftlft, and second, all ponds will be located beyond the future acquisition area to accomodate future widening. 9 Table No. 2- Pond and 208 Basin Summary . ~ . ~ . ~ ~ ~ :t~?:::.; •:.::'•'r::. ~ :::•:::fr'•::'•r"•"' •+y~d.n . p . . . : : . . . ~ : • . . . . . . , . : : . . . . . . . . . :?~+1;.'tititib: ~ 3 , . x . . . . :t:. ~ • v • ti:;.; • ' ....................t4. • . • . - : ' . . . " " .................3W . . ...~A:::: . . : . ~3,., . . . . . . . •-~•-v: ~v.v~+:::: . .ti ~?TT'::•MC•:{i{?C~:i:vS:;:'':i.:;j . ....~.r~ ..;...;;........;..:v::::.::.:.. . .:••--•r..n~. ~..r::.., '4'': ~ . . . :~v•..:>::- . . . , . ~ . r • ;..v~i..::."v"r''• :ir~riiYiS:. i::: . . . . , . , , . . . : . . ..:;::.;}C;:~:v:} ~ vn•.tiw~: •rk:v:...>:J::i::::T_::.: . . ......::.:.~:y,::.~::::.~::::.~ ' ' . : . ~`E~~~~a~>Y~ . t . . . . . . . - - . :.;r'~~ ..+x. • : , . .:.........~r}..:::: . :~:~r. • _ i ~j~ • ~ ~ - ~ ~ ' . ~ ~ . fi.ti~: . . ti , ~ . ~ .:.~:::n•.~::::.., ~ ..:.:..:::w:T:+}~•::~•.: .~:.::v:.~::w::.•r ??:v.:~ .i .....1.......... r. ~:'r"r"""".... • . • ..........::::.:4` ~ : ..v f'.~ r:tfi$$$::'ri:t:; . . . .ti . :.ti. ' ""8' ' . • . • •.:..h+.....~ . . . - :::~Si:_::-i'~i L... { y .~Jt~ . . w : ~L.. . . ~ . ...t V y}; ~ Y. tiV : . ~ ~ : ~ : ~ • ♦ : • . .~'1~}. ..V ~{fr. :.5•i Y~V ~ . J....... Y. ~I•::: J' t.•: L•G ..1...~~•: h.... ........'.'.'.S.'.'.•.••' ..:.~1 . . Y Y. . ::.~d~1tf~~ •~~•:.~~8 ~xea...:.~:.: .L...~$ •.~ir:~~ S~m :.,...~.f.~ . . . • . . . . . . . . . . r........r. t ..Y : ..,..r.~:.:. . ...r: . :•::~et•::.; . , - •~ti. :C:i:: . . . . r;~... ~ :<:•x~:: ~ - . .~:ct:::.::•.............. . . r., . : . . ~ •t •:•::o-o-:t~::•: . Sa. .x..... . . - ..:a•:::: ~ ~d~ ~ ~t~~ ~~iir~:i~:~.:::.::•:::~.:: . . _ . ...~a f ......~......A.. . . ct ~ Z - 1471 2942 3100 1-"A" i Z1 Z1 488 976 1000 - Z2 Z2 456 912 1000 - Z3 Z3 304 608 1100 - Z4 Z3 223 446 - Type A is a Spokane Standard Drywell - Single Depth, Capacity 0.3 cfs - Type B is a Spokane Standard Drywell - Double Depth, Capacity 1.0 cfs ~ Table No. 3- Curb Drop/Catch Basin Summary . :...r ti.. . . :.~w.: . . , . , , ~ ....................:....~r~ N.r.r . o ..1...f . Nf~ . f . • • ~ . ..1 hYJ. ~ J::. ~ . ' ~ t}}.•:{?•:ti•}:•f:'}:•::'J:•:: ~'::':::.t . . ......{..1.ti . : ...........:i::.: . ~ ~ i':: :::{L ' Y.:.. . . . . . ~ . .:V:.YXfliilii. ' . : - . . :i:::::: . . ~ ~ l.• ~'••:•''1••'•:'•i ~yY ~ .......{j j~ ` .~,~yr~•J~. . j~ *j.~ ...'.'.~::...:•..::'.."{.f::::.~ti•:•:•: . ~ . . - .~~5 : r 'j~{~~yRA • y[ (j R \ ~I- ~VM. tt T ~ • .~TiS! ~ T •?I ~ ~Tl~~~~~~ ~~{~I•~ i .~T,T.MN ~ ~ ~TRl1►M.T:•--•.. • RTYT. 1Y.T.Y:`TYITI~I~~~ . _.~::.:..:1.::..:.::... . T.T~.~ . . ~ . ~ .1'f.' :':':•:L:•:.::. ~ L`~~ . . • • • . ::::v:: ~ . . . . . T ~ . . ~ . . 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' . , , , ....t. . . . : . . . r:::•>:•>r.•:a+~ ~ . - ~ ; ~ ~ • • . . ,r: , {ti:: ~ x-r:::: ~ . . ~ ~ . ~ ~ r: : 20: . .LY ~ ~ y ' :l":':::V::: . ..:.:ii:l:•`1::~~: ' . . . ........~..x..x:rf•~ . .................lSLr . . . . . l~ ~ I . r I Z 1 Z 1 Continuous - Z2 Z2 Continuous - Z3 Z3 Continuous - ~ Z4 Z3 Sump - ~ Per Spokane County Guidelines curb drops in a sump condition have a capacity of 4.0 cfs Per WSDOT Hydraulics Manual, Grate Inlet, has a sump capacity of 13.0 cfs ~ ~ Inland Pacific Engineering Company DS Barker Road Irnprovementst Drainage Report ~ ~ NOTE: . Only curb drop and grate calculations were performed for those cases -"On Grade", curb drops and catch basins in sump condition are ~ assumed to handle 4.0 cfs. ~ ~ ~ ~ ~ ~ ~ ~ - ~ Inland Pacific Engineering Company Df) Barker Road Improvementst Drainage Report _ SHEET 1E COUNTY, WASHINGTON NUMBER 67 (loins sheet 58) . x- ~::Qsf":. • <l,y • ~T' FsA' .44 E. ~ R. 45 E. tl _ - 4 ri ~ A~ Q, rv ^~•'r., z. 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Ly ~ ~^':ht'~1~` ~ - S ~ V r ' ~ ~ ~ : : ~ ~r ~g,, . .'.'xe r «s~ ''.j " ~ ~ti[ ~ A ~ c~!~ _.a!•' _ ' 4 ~"tl~ ` % ~ ~j ~,~~a~~ {4~iPp" sr,~E,,." y ~ i (.•J ,f 1 ~.G~'~r> r:• S Ix' ~Y.-H.~ e` `q+~3d~i~s7 ;•-FV~ ta' ~ ~ ~i t ~ P ~ ~ ' ~T~ x'~~fl ~ A~~ i'i ~♦r~' ~ ' c" r '•fS . `~1j°_ • T'~ . _ ~ ~ .~j~ ~1; r t 76) ()o;ns s},ee r i ~ ~ ~~1` r•~.~ ~ t.:? ~`i~ ~ • - " 5000 Feet 0 , ' D Weighted Runoff Coefficient Calculation Project: Barker Road Basin: Z IPE Job 96111 Total Area (acres): 1.58 Designer: S. Murphy w Imp. Area (acres): 0.81 Date: 12/12/96 ^ Grass Area (acres): 0.77 Imp. Area "C": 0.90 Grass Area "C": 0.10 ~ (Imp. Area)(Imp. "C")= 0.7290 (Grass Area)(Grass "C")= 0.0770 1.5800 . 0.8060 Weighted "C"= 0.8060 0.51 ~ 1.5800 E ~ . ~ ~ , ~ ~ ~ ~ s~ TIME AND 208 CALCULATIONS ~ ~ ~ ~ ; ~ ~ ~ a 4 ~ r` Inland Paci, fic Engineering Company Barker Road Improvementst Drainage Repon ~ ~77 BOWSTRING METHOD PROJECT: Barker Road PEAK FLOW CALCULATION PROJECT: Barker Road DETENTION BASIN DESIGN BASIN: Z BASIN: Z 10-Year Design Storm DESIGNER: S. Murphy Tot. Area 1.59 Acres DATE: 12124 Imp. Area 35314 SF C = 0.51 Time Increment (min) 5 CASE 1 Time of Conc. (min) 7.29 Outflow (cfs) 0.3 16 ft. Overland Flow Design Year Flow 10 Area (acres) 1.59 Ct = 0.15 Impervious Area (sq ft) 35314 L= 16 ft. 'C' Factor 0.51 n= 0,02 '208' Volume Provided 1525 S= 0.020 Area " C 0.811 Tc = 0.21 min., by Equation 3-2 of Guidelines ' Time Time Inc. Intens. Q Devel, Vol.ln Vol.Out Storage 825 ft. Swale flow (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft) Z1= 50.0 For Z2 7.29 437 2.63 2.14 1252 131 1121 Z2 = 1 Type B =1.0 n= 0.016 Rolled = 3.5 5 300 3.18 2.58 1037 90 947 S= 0.009 10 600 2.24 1,82 1360 180 1180 15 900 1.77 1.44 1505 270 1235 d= 0.208 ft. 20 1200 1.45 1.18 1586 360 1226 25 1500 1.21 0.98 1618 450 1168 A R Q Tc Tc total I Qc 30 1800 1.04 0,84 1643 540 1103 35 2100 0.91 0,74 1659 630 1029 1.10 010 2.14 7.08 7.29 2.63 2.14 40 2400 0.82 0.66 1695 720 975 45 2700 0.74 0.60 1709 810 899 Qpeak for Case 1= 2.14 cfs 50 3000 0.68 0.55 1736 900 836 55 3300 0.64 0.52 1790. 990 800 60 3600 0,61 0.49 1854 1080 774 CASE 2 65 3900 0.60 0.49 1970 1170 800 70 4200 0,58 0.47 2045 1260 785 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.45 2111 1350 761 peak ilow =.90(3.18)(Imp. Area) = 2.32 cfs 80 4800 0,53 0.43 2127 1440 687 85 5100 0,52 0.42 2213 1530 683 90 5400 0.50 0.41 2250 1620 630 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.40 2324 1710 614 2.32 cfs 100 6000 0.48 0.39 2393 1800 593 208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = Impervious Area x,5 in 112 inlft 1411 cu ft 208' Starage Volume Provided 1525 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM Maximum Storage Required by Bowstring 1235 cu ft Number and Type of Drywells Required 1 Single 0 Double ~ ~ C--~7 BOWSTRING METHOD PROJECT: Barker Road PEAK FLOW CALCULATION PROJECT: Barker Road DETENTION BASIN DESIGN BASIN: Z1 BASIN: Zt 10-Year Design Storm DESIGNER: S. Murphy Tol. Area 0.52 Acres DATE: 12124 Imp. Area 11104 SF C = 0.51 Time Increment (min) 5, CASE 1 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 16 ft. Overland Flow Design Year Flow 10 Area (acres) 0.52 C1= 0.15 Impervious Area (sq ft) 11704 L= 16 ft. 'C' Factor 0.51 n= 0.02 '208' Volume Provided 500 S= 0.020 Area " C 0.265 ~ Tc = 0.21 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage 300 ft. Gutter flow (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 50.0 For Z2 5.00 300 3.18 0.84 339 90 249 Z2 = 1 Type B =1.0 n= 0.016 Ralled = 3.5 5 300 3.18 0.84 339 90 249 S= 0.008 10 600 224 0.59 417 180 237 15 900 1.77 0.47 470 270 200 d= 0.150 ft. 20 1200 1,45 0.38 501 360 141 25 1500 121 0.32 514 450 64 A R Q Tc Tc total I Qc 30 1800 1.04 0.28 525 540 -15 35 2100 0.91 0.24 531 630 -99 0.57 0,07 0.84 3,40 5.00 3.18 0.64 40 2400 0.82 0.22 544 720 -176 45 2700 0.74 0.20 550 810 -260 Qpeak for Case 1= 0.84 cfs 50 3000 0.68 0.18 559 900 •341 55 3300 0.64 0.17 577 990 -413 60 3600 0.61 0.16 599 1060 -481 CASE 2 65 3900 0.60 0.16 637 1170 -533 70 4200 0.58 0.15 662 1260 -598 Case 2 assumes a Time of Concentration less than 5 minutes so that Ihe 75 4500 0.56 0.15 683 1350 -667 peak flow =.90(3.18)(Imp. Area) = 0.77 cfs 80 4800 0.53 0.14 689 1440 -751 85 5100 0.52 0.14 717• 1530 -813 90 5400 0.50 0.13 730 1620 -890 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.13 754 1710 -956 0.84 cfs 100 6000 0.48 0.13 777 1800 -1023 • ; , i 208' DRAINAGE POND CALCULATIONS Required '208' Slorage Volume ' = Impervious Area x.5 in ! 12 inlft 488 cu ft 208' Storage Volume Provided ' 500 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM Maximum Storage Required by Bowstring ' 249 cu ft Number and Type of Drywells Required 1 Single 0 Double ~ 8--- ~ e~ BOWSTRING METHOD PROJECT: Barker Road PEAK FLOW CALCULATION PROJECT: Baricer Raad DETENTION BASIN DESIGN BASIN: Z2 BASIN: Z2 10-Year Design Storm DESIGNER: S. Murphy Tot. Area 0.52 Acres DATE: 12124 Imp. Area 10950 SF C = 0.51 Time increment (min) 5 CASE 1 Time oi Conc. (min) 5.00 Outflow (cfs) 0.3 36.5 fl. Overland Flow Design Year Flow 10 Area (acres) 0.52 Ct = 0,15 Imperoious Area (sq fl) 10950 L= 37 ft. 'C' Factor 0.51 n= 0.02 '208' Volume Pravided 475 S= 0.020 Area " C 0.265 ~ Tc = 0.35 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage 300 ft. Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 50.0 For Z2 5.00 300 3.18 0.84 339 90 249 22 = 1 Type B =1.0 - -_W~ n= 0,016 Rolled = 3.5 5 300 3.18 0.84 339 90 249 S= 0.010 10 600 2.24 0.59 417 180 237 15 900 1.77 0.47 470 270 200 d= 0.145 ft. 20 1200 1.45 0.38 501 360 141 25 1500 121 0.32 514 450 64 A R Q Tc Tc toial I Qc 30 1800 1.04 0.28 525 540 -15 35 2100 0.91 0.24 531 630 -99 0.53 0.07 0.84 3.16 5.00 3.18 0.84 40 2400 0.82 0.22 544 720 -176 ' 45 2700 0.74 0.20 550 810 -260 Qpeak for Case 1= 0.84 cfs 50 3000 0.68 0.18 559 900 -341 55 3300 0.64 0.17 577 990 -413 60 3600 0.61 0,16 599 1080 -481 CASE 2 65 3900 0.60 0.16 637 1170 -533 70 4200 0.58 0.15 662 1260 -598 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.15 683 1350 -667 peak flow =.90(3.18)(Imp. Area) = 0.72 cfs 80 4800 0.53 0.14 689 1440 -751 85 5100 0.52 0.14 717 1530 -813 90 5400 0.50 0.13 730 1620 -890 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.13 754 1710 -956 0,84 cfs 100 6000 0.48 0.13 777 1800 -1023 208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = Imperoious Area x.5 in I 12 inlfl 456 cu ft 208' Storage Volume Provided 475 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM ! Maximum Slorage Required by Bowstring ~ 249 cu ft Number and Type of Drywells Required 1 Single 0 Double BOWSTRING METHOD PROJECT: Barker Road PEAK FLOW CALCULATION PROJECT: Barker Road DETENTION BASIN DESIGN BASIN: Z3 BASIN: Z3 10-Year Design Storm DESIGNER: S. Murphy Tot. Area 0.34 Acres DATE: 12124 Imp, Area 7300 SF C = 0.51 Time Increment (min) 5 CASE 1 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 36.5 ft. Overland Flow Design Year Flow 10 Area (acres) 0.34 Ct = 0.15 Impervious Area (sq fl) 7300 L= 37 ft. 'C Factor 0.51 n= 0.02 '208' Volume Provided 550 ' S= 0.020 Area ' C 0.173 Tc = 0.35 min., by Equation 3-2 of Guidelines ' Time Time Inc. Inlens. Q Devel. Vol.ln Vol,Out Storage 200 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft) Z1= 50.0 For Z2 5,00 300 3.18 0.55 222 90 132 Z2 = 1 Type B =1.0 n= 0,016 Rolled = 3.5 5 300 3.18 0.55 222 90 132 S= 0.008 10 600 224 0.39 273 180 93 15 900 1.77 0.31 308 270 38 d= 0,127 ft. 20 1200 1,45 0.25 327 360 -33 25 1500 121 0.21 336 450 -114 A R Q Tc Tc total I Qc 30 1800 1.04 0.18 343 540 -197 35 2100 0.91 0.16 347 630 -283 0.41 0.06 0.55 2,47 5.00 3.18 0.55 40 2400 0.82 0.14 356 720 -364 45 2700 0.74 0.13 360 810 450 Qpeak for Case 1= 0.55 cfs 50 3000 0.68 0.12 366 900 -534 55 3300 0.64 0.11 378 990 -612 60 3600 0.61 0.11 392 1080 -688 CASE 2 65 3900 0.60 0.10 416 1170 -754 70 4200 0.58 0.10 433 1260 -827 Case 2 assumes a Time of Concentration less than 5 minutes so that ihe 75 4500 0.56 0.10 447 1350 -903 peak flow =.90(3.18)(Imp. Area) = 0.48 cfs 80 4800 0.53 0.09 451 1440 -989 85 5100 0.52 0.09 469 1530 -1061 90 5400 0.50 0.09 477 1620 -1143 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.08 493 1710 -1217 0.55 c(s 100 6000 0.48 0.08 508 1800 -1292 208' DRAINAGE PONp CALCULATIONS Required'208' Storage Volume = Impenrious Area x.5 in 112 inlft , 304 cu ft 208' Storage Volume Provided , 550 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM ' Maximum Storage Required by Bowstring . 132 cu ft Number and Type of Drywells Required 1 Single 0 Double ~ BOWSTRING METHOD PROJECT: Barker Road PEAK FLOW CALCULATION PROJECT; Barker Road DETENTION BASIN DESIGN BASIN: Z4 BASIN: Z4 10-Year Design Storm DESIGNER; S. Murphy Tot. Area 0.21 Acres DATE: 12124 Imp. Area 5360 SF C = 0.51 Time Increment (min) 5 CASE 1 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 20 ft. Overland Flow Design Year Flow 10 • Area (acres) 0.21 Ct = 0.15 Impervious Area (sq R) 5360 L= 20 ft. 'C' Factor 0.51 n= 0.02 '208' Volume Provided 550 S= 0.020 Area' C 0.107 Tc = 0.24 min., by Equation 3-2 of Guidelines ' Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage 100 fl. Gutter flow (min) (sec) (iNhr) (cfs) (cu fl) (cu ft) (cu ft) Z1 = 50.0 ForZ2 5.00 300 3,18 0.34 137 90 47 Z2 = 1 Type B =1.0 n= 0.016 Rolled = 3.5 5 300 3.18 0.34 137 90 47 S= 0.008 10 600 2,24 0.24 168 180 -12 15 900 1.77 0.19 190 270 -80 d= 0.106 ft. 20 1200 1.45 0.16 202 360 -158 25 1500 1,21 0.13 208 450 -242 A R Q Tc Tc total I Qc 30 1800 1,04 0.11 212 540 -328 - - 35 2100 0.91 0.10 215 630 -415 0.29 0.05 0.34 1.39 5.00 .3.18 0.34 40 2400 0.82 0.09 220 720 •500 45 2700 0.74 0.09 222 810 -588 Qpeak for Case 1= 0.34 cfs 50 3000 0.68 0.07 226 900 -674 55 3300 0.64 0.07 233 990 -757 60 3600 0.61 0.01 242 1080 -838 CASE 2 65 3900 0.60 0.06 257 1170 -913 70 4200 0,58 0.06 267 1260 -993 Case 2 assumes a Time of Concentrafion less than 5 minutes so that the 75 4500 0.56 0.06 276 1350 -1074 peak ilaw =.90(3.19)(Imp. Area) = 0,35 cfs 80 4800 0,53 0.06 278 1440 •1162 85 5100 0.52 0.06 290 1530 •1240 90 5400 0.50 0.05 295 1620 -1325 So, the Peak ilow for the Basin is the greater af the two flows, 95 5700 0.49 0.05 304 1710 -1406 0.35 cfs 100 6000 0.48 0.05 314 1800 -1486 208' DRAINAGE POND CALCULATIONS ~ Required'208' Storage Volume ~ = Impervious Area x.5 in ! 12 inlft 223 cu ft 208' Slorage Volume Provided 550 cu ft DRYUVELL REQUIREMENTS -10 YEAR DESIGN STORM Mammum Storage Required by Bowstring 47 cu ft Number and Type of Drywells Required 1 Single ~ 0 Double CURB INLET CALCULATIONS Curb Inlet Depression = 2 in. Standard Curb Inlet Length = 4 ft. Upstream 10-Yr. Gutter Roughnes Reciprocal Depth Length Curb Inlet Impervious Peak Flow Slope Coeff. Cross slope of Flow Required Sub-Basin Station R/L Area c.f.s. S n Z Zln d* QalLa** Q/(QalLa) Remarks Z1 13+00 R 11704 0.84 0.0080 0.0160 50 3125 0.14 0.097 8.65 Need 2- 4' curb inlets Z2 16+00 R 10950 0.84 0.0097 0.0160 50 3125 0.14 0.094 8.96 Need 2- 4' curb inlets Z3 18+00 R 7300 0.55 0.0084 0.0160 50 3125 0.12 0.082 6.70 Need 2- 4' curb inlets Z4 18+25 R 5360 0.35 Sump ~ ~ ~ ~ - ~ ~~-.a„~ ; . t , N _ _ o 6~°.."1 , . ~ ~,r_ . ~ , , ~ 208' Pond Calculations Project: Barker Road improvements Date: 24-Dec-96 Designer: S. Murphy Upstream Carryover Accumul. Pond '208' '208' Curb Inlet Imper. Storage Storage Storage Typel Storage Carryover Sub-Basin Station RIL Area Req't Req't Req't Size Provided Downstream Z1 13+00 R 11704 488.0 488.0 10x100 500.0 Z2 16+00 R 10950 456.0 456.0 10x95 475.0 Z3 18+00 R 7300 304.0 304.0 11 x50 275.0 29.0 Z4 18+25 R 5360 223.0 29.0 252.0 11 x50 275.0 ~ ~ Flow 2.320 cfs Out IE 2021.39 Diamete 1 ft In IE 2022.11 Slope 0.0200 ft/ft n 0.0240 L 36 ft d/dia A R Q V Depth of flow,d 0.9 ft 0.90 0.7445 0.2980 2.92 3.92 ~ Flowing Full 1.00 ft 1.00 0.7854 0.2500 2.74 3.48 Critical Depth 0.650 ft 0.65 0.5404 0.2881 2.32 4.29 Normal Depth 0.700 ft 0.70 0.59 0.30 2.32 3.95 ~ ~ HWc 1.079 ft HWn 1.064 ft OUTLET CONTROL HWp ft . ~ ~ ~ ~ s ° Circular Channel Analysis & Design Solved with Manning's Equation ~ Open Channel - Uniform flow - Worksheet Name: barker Comment: Barker Road Improvements Solve For Actual Depth Given Input Data: - Diameter.......... 1.01 ft i Slope 0.0200 ft/ft ~ Manning's n....... 0.024 Discharge......... 2.32 cfs Computed Results: Depth 0.70 ft Velocity.......... 3.91 fps Flow Area......... 0.59 sf Critical Depth.... 0.65 ft „ Critical Slope.... 0.0246 ft/f t Percent Full...... 69.40 0 Full Capacity..... 2.80 cfs QMAX @.94D........ 3.01 cfs , Froude Number..... 0.86 (flow is Subcritical) ~ ~ ~ , k- e Open Channel Flow Module, Version 3.41 (c) 1991 P Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 D ~ !