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ZE-04-96 MHP 4 ON Cl ENww.EER'S REVIEW SHEET Adive X Project Status ~ As Built Plans Received Plats File ZE-0496-MHP Road Plans Approved New Road Standards Mylar Companion Files: Related Files: Date nme Buiiding Dept: Hearing: Technical Revievr. 3:OOPM Large Lot: ~ Preliminary Review: Type: Commercial Bldg. Sq. Feet: oate Received: September 27, 2005 Lots 1 Project Name: Mission Meadows Addition Site Address: 1716 N. Grady Ln Spokane Valley, WA 99206 Conditions Mailed: Sectton Township Range ~ 8-25-45 ~ Flood Zone: No PARCEL(S) (rirst 20) 55083.9601 Water Source: Sewer Source: Spokane County School Distrid: Certtral Val{ey Fire District: FD #1 Phone District: Qwest Applicarns Englneer ~ Name: Name: Name: Whipple Cons. Engineers Business: Business: Business: Add►ess: Address: Address: 13218 E. Sprague Clty, State, Zip: City, State, Zip: City, State, Zlp Spokane, WA 99216 Phone: Phone: Phone: 893-2617 Business: Business: Cell: FAX: FAX: FAX: I email: email: email: Engineer Billing ~ Surveyor ~ Other ~ Name: Name: Name: Business: Busineas: Business: Address: Address: Address: City. State, Zip: City, State, Zip: Cfty, State. Zlp: Phone: Phone: Phone: Cell: Cell: Cell: FAX: FAX: FAX: email: email: email: Signed Name: Building Phone: concact: Sandra Raskell Contad: Ptanning Phone: 688-0045 Contact: 688-0174 Inft Eng Need Technically Complete Eng Need Drainage Plans Eng Need Traffic Analysis Eng Need Other Oeaign Deviation Dates (In-0ut) In ~ Out ~ In ~ Out In ~ Out ~ BOND ACTIVITY 13and Original Dal Amount + Released i Reduced + Balance + Other Notes Hearing Date Decision App Den Cond Appld CC i Appld To CC Deasion App Den Cond Appld Court ~ Appld to Court Dedsion App Den Cond Appld ~ Init 9, Se4i~:7P- ~ C, Y--4?--L ` c . I - `s I G1 ) r~ _ ~ ; : • ~ , - ~ J 144 r rrUAA newt naeA fer Prolect Netes-w ENGINEER'S REV'IEW SWEET NOi'E5 , lnit , , ~ ~ ~ , ~ , . . ' ~ ~ . ~ , , ~ , SECTION • 05/22'2006 10 53 5099260227 WHIPPLE GONS F"'r-°S PAGE 02/02 0 ~:~':~~~,7FD j , crrv or Nzz, MAR 1 X 2005 BY Valley 11707 E Sprague Ave - Suite 106 • Spokane Valley, WA 99206 (509) 921-1000 • Fax (509) 921-1008 - cityhall@spokanevalley org _ . _..r. -r,:-~..;r.. e. -_:-.s;~...._._..._. , . : ,..-a. _ ..r-. . - - . _ _ . - . . March 9, 2005 WCE Attn Todd Whrpple. P E 13218 E Sprague Avenue Spokane Valley, WA 99216 RE Mission Meadows Manufactured Home Park (ZE-56-96) Site Plan Revisions Dear Todd In response to your February 4, 2005 letter requesting consideration of two issues rela#ive to the above referenced developmen4, ! offer the following comments 1 Approval of the revised site plan After reviewing the proposed lot layout and the Hearing Examiner Findings, Conclusions and Decisron on rezone file ZE-56-96, I find that the proposal is in general compliance with that decision However, as you indicate in your letter appropriate plans relative to water, sewer, streets and stormwater must be subrniKed, reviewed and approved by appropnate agencies I would also reiterate that the conditions of the onginal approval of ZE-56-96 still apply to the subject development 2 Construction of site built homes in Iieu of manufactured homes I have concluded after reviewing Chapter 14 808, Manufactured and fVlobile Home Standards and Chapter 14 300 Defini4ions of the City's Intenm Zoning Code, 4hat allowing site built homes would not be consistent with these code sections Therefore, all dweliing units within this development must meet the definition of "Manufactured Home" as defined in Chapter 14 300 of the City's Interim Zoning Code precluding the construction of traditional "stick- built" homes I believe fihis letter addresses the issues raised in your February 4'" letter If you have any questions or would like to discuss this matter further please feei free to contact either myself at 688-0023 vr Micki Harnois at 668-0048 Be regards, ~ i Greg Mc rmic , AICP Plann~n anager Department of Community Development cc Micki Harnois, Associate Pfanner Project File ZE-56-96 ~%%005,' 221' 2006 10 53 5099260227 WHIFPLE CONS F"'r'^S PAGE 01 / 02 Whipple Consulting Engineers, Inc A Civil ond Transportotion Engineenng Company 13218 E Sprague Spokane Valiey, WA 99216 Ph 509-893-2617 FQx 509-926-0227 FAC TRANSMOTTAL # OF PAGES. ~i INcLUD1NG COVER SHEET DATE: May 22, 2006 COMPANY: City of Spokane Valley FAX No.: 921-1008 ATTENTIdN: Alysq Wyrick FROM: Todd R Whipple, P E PRC)JEC? No.- 04-47 REGARDING: Planning Plan Approvat PROJECT NAME Mvson Mission Meadows . . . . , _ . . . _ AN ORIGINAL WILL NOT FOLLOW THIS FAX TRANSMITTAL IVOTES: Alysa, Enclosed is the plan approval letter from Greg McCormick in March of 2005 Call with any questions Smcer y . , . ~AY 2 2 2006 . . V ~ - 1503_...q ~.C~ ~OQ . Todd R WhiPPle, P E. J~ CONFIDENTIALITY NOTI(:F TMIS DOCUMENt IS INTENDED FOR THE NOTED RECIPIENT(S) THIS INFORMATION IS CONSIDERED PP.IVATE AND CONFIDENTIAL IP YOU RECEIVE TWIS FAX TRANSMITTAI IN ERROR, PLEASE 8E ADVISED TWAT DISTRIBU?ION OR DlSCIOSURE MAY RESULT IN CIVII. PENALTIES AS ALLOWED BY LAW IF RECEIVED IN ERROR PLEASE DISCARD AND NOTIFY TFIE SENDER NOTED ABOVE THANK YOU (]T1 r valley 11707 E Sprague Ave Surte 106 A Spokane Vatley WA 99206 509 921 1000 0 Fax: 509 921 1008 0 cityhaftspofanevalley org - - - _ _ _ _ - - - - - - ~ CS1/ Project /Permit Nurreber. Site Address: CS1/ File Nurnber.2g7 _°q e t4 ftP 2G 4- Parcel b~; Z CSV Project Name: Project Applecant: ~s~ r vr~ vY1f ~`l.vws t ~ hp, CSV Staff Contact• Project Engineer: W~ Planning ~ Building ~ Concept Deainage PBan ❑ Street and Drainage Plans ~ Erosaon and Sediment Controi Traffic Study (Land Action Oniy) 0 Plans 0 Plat / Short Plat /BSP revision 0 Coenrneecia8 Bidg Submittals 0 SEPA Checklist 0 Cnril Plans & Drainage Report 0 Other '09K Other O ~~~E4, W E APR 11 2006 oU'0 L DH IM J , Page 1 of 1 MerPijean Gadc! From. Sandra Raskell Sent. Wednesday, November 30, 2005 10 21 AIVI To: 'Royal Myhre' SubJect: REGURMIARKNOAMM MANUFACTURED HOIVIE PARK No we don't I am not sure if the County still has them or not -Original Message----- Frorrfl: Royal Myhre [mailto rimatwoe@msn com] Sent: Wednesday, November 30, 2005 10 12 AM To: Sandra Raskell Subject: Re. MISSION MEADOWS MANUFACTURED HOIHE PARK THAN KS DOES THE CITY HAVE THE ORIGINAL MYLARS FOR THIS PRO]ECT IF 50 WE WILL NEED THEM TO MAKE OUR FINAL SUBNIITTAL TO THE CITY LET ME KNOW AND THANKS AGAIN Onginal IVlessage Frorre: Sandra Raskell Sent: Wednesday, November 30, 2005 9 41 AM To: Royal Myhre Subject• RE IIAISSION IVIEADOWS nAANUFACTURED HOME PARK i thought we had already sent the letter I am faxing it now I will send a copy in the mail today ' Sandra ~ -----Original Message----- From: Royal Myhre [mailto rlmatwce@msn com] I Sent: Wednesday, November 30, 2005 8 22 AM ' To: Sandra Raskeli , Subject: MISSION MEADOWS MANUFACTURED HOME PARK SAIVDRA, , WHAT HAS HAPPENED TO THE REVIEW ON THIS PROJECT PLEASE LET ME KNOW THANKS A BUiVCH ROYAL NIYHRE ENGINEERING TECHNICIAN 13218 E SPRAGUE AVENUE SPOKANE VALLEY, WA 99216 PHONE - 509-893-2617 FAX - 509-926-0227 EMAIL - RLMATWCE@MSN COM 12/9/2005 Page 1 of 1 Merrojean Gacld From. Sandra Raskell Sent Wednesday, November 30, 2005 9 40 AM To: 'Royal Myhre' Subject• REagWSION MEAD~~~MANUFACTURED HOME PARK I thought we had already sent the letter I am faxing it now I will send a copy in the maii today Sandra ----Origmal Message----- Faorre: Royal Myhre [maiito rimatwce@msn com] Sent: Wednesday, November 30, 2005 8 22 AM To: Sandra Raskell Subjecto MISSION MEADOWS MANUFACTURED HOME PARK SAIV DRA, WHAT HAS HAPPENED TO THE REVIEW ON THIS PROJECT PLEASE LET ME KIVOW THANKS A BUIVCH ROYAL MYHRE EIVGINEERIMG TECHNICIAN 13218 E SPRAGUE AVEIVUE SPOKANE VALLEY, WA 99216 PHONE - 509-893-2617 FAX - 509-926-0227 ENIAIL - RLMATWCE@MSN COM 12/9/2005 Page 1 of 1 Merrijean Gadd From: John Hohman Sent: Wednesday, November 23, 2005 10 40 AM To: Alysa Wiynck Cc: Sandra Raskell Subject R~ submittal comments for review Very good I like the references to the standards Thanks -----Onginal Message----- Frort': Alysa Wrynck Sent: Wednesday, November 23, 2005 10 22 AM To: John Hohman Cc: Sandra Raskell Subject: Mission Meadows MHP 2nd submittal comments for review Please review Alysa Wiyrick Assistant Development Engineer City of Spokane Valley 11707 E Sprague Ave Ste 106 Spokane Valley, WA 99206 (509) 688-0228 (509) 921-1008 Fax awivnckCCD-sDokanevalley orq (Contents of th►s emad and any reply ar+e subject to pubhc disclosure ) 11 /28/2005 s 0/\OW4 C1T161& ne Valley Public Records Request City Hall, 11707 E. Sprague Ave. Suite 106 ` Spokane Valley, WA 99206 509-921-1000 phone 509-921-1008 fax . Please Print Name: 6 Date: r: - vw- ~ 2617 Address: t Phone Number: ~ ~ Request.~d Documents: (Please be specific in describing the records being requested and any additional information th~i,- will help us locate them for you such a~ da s:) 1~cu .r-- - Z) 2 .S PUBLIC RECORDS OF THE AGENCY ARE PROVIDED FOR INSPECTION AND COPYTNG StTBJECT TO THE FOLLOWING, REGULATIONS: l. No person shall knowingly alter, deface, or destroy public records of tl-_: 2. Original copies of public records to the agency shall not be removed from the offices of the agency. 3. Care and safekeeping of public records of the agency, furnished pursuant to a request for insj,, z the sole responsibility of the requester. 4. Records furnished for public inspection or copying shall be returned in good condition and ul the samk: riie sequence or organization as when fumished. 5. The charge for providing copies of public records is fifteen cents ($0.15) per 8'h by 11 or 8'fi by 14 inch page. The small print.• Itls the Cltys poAcy to respond within five business days ofrecelving a pvblic records request by either 1) providl:ng the record; 2) acknowledging that the City has received the request and providing a reasonable estimate ofthe time rl; e City wYfl require to respond to the request, to locate and assemble the information requested, to notlfy thlyd persons or agencies affected by the request, or to determine whether any of the information requested !s exempt and that a denial should be made as to all or pan of the request or; 3) denying the request,. In acknowledging receipt ofa request that is vnclear, the City may ask the requestor to clarify what informacion the requestor is seeking. See Ordinance No. 21. Requestor certifies that the records requested shall not be used for commercial purposes. Signature Date For Official Use only Action on request for public records must be taken within five (5) business days (see RCW 42.17.320) 1. Action taken: ~ Request Granted Acknowledgement Estimated Response Date Provided (see #4) Record Denied (see #5 & 6) ~ Record Withheld in Part (see #5 & 6) 2. Request forwarded to attorney for review . Yes Date forwarded ► x No ' 3. Notification of Action Taken to Requester Date of Notification Request Granted Request denied Request withheld in part 4. If additional time needed, explain why: 5. If request is denied or record is whitheld in part, name the exemption contained in RCW 42.17 which authorizes withholding or denial: 6. If request is denied or record withheld in part, explain how the exemption applies to this record: i ^ 7. Request received by:'~~~'~' Date: FEES Copies of paper pages @$.15 per page Copies of tapes tapes$2.00 per tape Copies of maps (actual cost from vendor or $.1 S per page) Postage (if mailed) Total fees DOCUMENTS PROVIDED Date: ~ ~ 1 t) / 0 ~ Initals ~ Mailed: Initials Picked up: Initials Receipt#~~q Li Date:__~~~( - 1 Page 1 of 2 ~ . AOysa Wiyrack From. Alysa Wiyrick Sent Monday, June 05, 2006 11 11 AM To 'Todd Whipple' Cc 'Royal Myhre' ~ Subject RE Mason - Mission Meadows A pre-construction conference and Mylars are not required ~ - Y ~lySa WIyPICk Assistant Development Engineer City of Spokane Valley 11707 E Sprague Ave Ste 106 Spokane Valley, WA 99206 (509) 688-0228 (509) 921-1008 Fax awiyrickC~cr.spokanevalley orq (Contents of this email and any reply are subject to public drsclosure ) From: Alysa Wiyrick Sent: Monday, June 05, 2006 9 18 AM To: Todd Whipple' Cc: Royal Myhre 5ubject: RE, Mason - Mission Meadows You have plan acceptance Alysa Woyrick Assistant Development Engineer City of Spokane Valley 11707 E Sprague Ave Ste 106 Spokane Valley, WA 99206 (509) 688-0228 (509) 921-1008 Fax awivrick n sQokanevallev orp. (Contents of this email and any reply are subjecf to public disclosure ) From: Todd Whipple [mailto twhipple@WhippleCE com] Sent: Friday, June 02, 2006 7 29 AM To: Alysa Wiyrick Cc: Royal Myhre Subject: Mason - Mission Meadows AIySSa, Hi, hey Royal sent over a revised pond section about a week or so ago that would finish up your final comment on the IViission IVleadows plan set We were hoping when we sent it that it would have only taken you a minute or two to look at and give us permission to go to mylar and set up the pre-con Unfortunately, we told the Client this and he's having a pretty hard time with how long its taken Can you please get to this, I don't know how long I can keep him from coming down to the City himself 6/7/2006 Page 2 of 2 Thanks, Todd R Whipple, P E Whipple Consulting Engineers 2528 N Sullivan Road Spokane Valley, WA 99216 Ph 893-2617 Fx 926-0227 CI 995-2939 Note IVew Email Address email twhipple@WhippleCE com 6/7/2006 Page 1 of 1 ~ Asysa lnliyr6ck From Alysa Wiyrick Sent Monday, June 05, 2006 9 18 AM To 'Todd Whipple' Cc Royal Myhre Subject RE Mason - Mission Meadows You have plan acceptance Aiysa lNiyrick Assistant Development Engineer City of Spokane Valley 11707 E Sprague Ave Ste 106 Spokane Valley, WA 99206 (509) 688-0228 (509) 921-1008 Fax awiyrick@spokanevalley orq (Contenfs of this email and any reply are subject to public drsclosure ) From: Todd Whipple [mailto twhipple@WhippleCE com] Sent: Friday, June 02, 2006 7 29 AM To: Alysa Wiyrick Cc: Royal Myhre Subject: Mason - Mission Meadows Alyssa, Hi, hey Royal sent over a revised pond section about a week or so ago that would finish up your final comment on the Mission Meadows plan set We were hoping when we sent it that it would have only taken you a minute or two to look at and give us permission to go to mylar and set up the pre-con Unfortunately, we told the Client this and he's having a pretty hard time with how long its taken Can you please get to this, I don't know how long I can keep him from coming down to the City himself Thanks, Todd R Whipple, P E Whipple Consulting Engineers 2528 N Sullivan Road Spokane Valley, WA 99216 Ph 893-2617 Fx 926-0227 CI 995-2939 Note New Email Address email twhipple@WhippleCE com 6/5/2006 10 Page 1 of 1 Alysa VViyrick From Todd Whipple [twhipple@WhippleCE com] Sent Friday, June 02, 2006 7 29 AM To Alysa Wyrick Cc Royal Myhre Subject Mason - Mission Meadows Foilow Up Flag Follow up Flag Status Red Alyssa, Hi, hey Royal sent over a revised pond section about a week or so ago that would finish up your final comment on the Mission Meadows plan set We were hoping when we sent it that it would have only taken you a minute or two to look at and give us permission to go to mylar and set up the pre-con Unfortunately, we told the Client this and he's having a pretty hard time with how long its taken Can you please get to this, I don't know how long I can keep him from coming down to the City himself Thanks, Todd R Whipple, P E Whipple Consulting Engineers 2528 N Sullivan Road Spokane Valley, WA 99216 Ph 893-2617 Fx 926-0227 CI 995-2939 Note (Vew Email Address email twhipple@WhippleCE com 6/5/2006 , t m m N ~ N m m Q1 m 0) (71 0 Ln ~ IVI-1 L0 l0 N DRAINAGE EASEMENT AS SPECIFIED ON PLAN SEE OETAIL 3 THIS SHEET ~ m ~ N 1.5" SOD ON TOPSOIL, SOD PRIOR TO ACCEPTING SEE NOTE 2 I 3 MAX. 3:1 ~lYP) ~n GRATE ELEVATION ,SV, N OTE S ~ DRrVELL 1"-3" TOPSOIL ON GRADED POND BOTTOM 1, 1NARNING - THE USE OF SILTY LOAM IS PROHIBITED GRAOED POND BOTTOM ,88'-105' 6ELOW EDGE H -u AS POND 60TTOM MATERIAL OF ASPHALT u r m 2. IRRIGATI4N IS REQUIRED FOR SOD INSTALLATION. o z 3 PROVIQE FILTER FABRIC (AMOCO 4545 OR EQUAL) BETWEEN (n z c~ THE NATIVE SOIL AND THE WASHED DRAIN ROCK m ~ SWALE W0T-H DRYWELL - - - - - v NOT TO SCALE ~ D Gl m m N \ m N 06/01/2006 06 55 5099260??7 WHIPPLE CONS EK'r-DS PAGE 01/02 .V . { wf=%-Whipple Consulting Engineers, Inc 13218 E Sprague Spokane Valley, WA 99037 Ph 509-893-2617 Fax 509-926-0227 FAX TRANS~~~AL # OF PAGES: 2 ^ INCLUDING COVER SHEET DATE: JUNE 01, 2006 GOAAPAiV1f: CITY OF SPOKANE VALLEY FAX fdo.: 509-921-1008 ATTENTION: ALYSA WIYRICK, E I.T FROM: ROYAL MYHRE PROJECT No.: 2004-47 REGARDINC9: REVISED DETAIL PROJECT NAAE MISSION MEADOWS MANUF HOME PARK - - ar~-, ,r•:... . , - • . ~ ~ AN ORIGINAL Wlll NOT FOLI.OW THIS FAX TRANSMITTAI NOTES: ALYSA►It WE Hla►VEN'T HEARD FROAA VOU CONCERNINC TH6S DETAIL THIAT VUE REVISED, PLEA5E COIVTA,CT AAE CONCERNING TH9S SO WE CAIV START nAYLla1R5 FOR YOUR APPROV,AL THAN1C YOll ROYAL MYHRE, ENG TECH 'UN G 1 ZOCS D .:v D ~ . C ~ff 00 51, J U J ~1 CONFIDENTIALITY NOTICF_ THIS DOCUMENT IS 1NTENDED FOR THE NOTED RECIPIENT(S) THIS INFORMATION IS CONSiDERED PRIVATE AND CONFlDENTIAL IF YOU RECEIVE THIS FAX TRANSMfTTAL IN ERROR, PLEASE BE ADVISEO TFIAT DISTRIBUTION OR DISCLOSURE MAY RESULT IN CML PENAL7IES AS ALLOWED BY LAW If RECEIVED IN ERROR PLEASE DISCARC) AND NOTiFY THE SENDER NOTED nBOVE THANK YOU 05/123 r 2006 10 35 50'3926022 r 4JHIF'PLE GONS :S PAGE 01.~`02 -M ' MAV 23 2006 8, 39ANi ' SPOKaNE VALLEY N0, 035 P. 1 r C3V - ~ ~ 91707 E SpPape Ave Sufte 106 4 Spotcane VaIIey WA 99206 509►9Z1.i0ou 6 rw 509 929.1008 * otyhall@Vokanmlley.vrg May 23, 2006 - ~ ~ '~ad.~d whi~pple, ~'-E ~ 3 2006 WI~t~Ic Consul'~g ~nee~s Q ° P4 Bozt 1566 Veraclale, ~OV'A 99037 Rep M~assio~s Meadaws I~au~a~ar~ Hvme Pa~rk (~0~96- ) 4 Snbma~al Review +Comments for Sttre~~ Draina.ge Plans ~ zvft "OVbippl.e, :Public VVaxks xeviewed yomr ApW 11, 2006 sub=tta1 of reviscd stmet an.d drainap phim for t~e above,-mentioned project Based v►xt ouar xevgew, we are,unable te aceeprt the plans untd the fo11owing afems axe addZessed - I . As previously requested, ujpdate Detail 13 on Sheet 3 to meet mndarcb, see GSM , ~ 48 m ~,~1" Tee4 e, rl F t 4 U I& 4-1~' 12 15017'G 1,b 4 lLf y4u have an,y questiQns, please con.taot me na phone at 6$9-0174 ar by em$il, at sraAe11@sgokaneval1ey_or$. S'mcerel , ~'r r 1r ^I r t - i - Al}►S3W1yR1Ck., B LT , Assist,ant Devel4gment Enginee,c ~ 1 ccSpokane Valley Comxavn.ity L~evelopment File ~ ~ - - ~ spOkmne "VaI),ey Bualdizg Division File Department of Public Wozlcs - Development Project File go ym' 14Y H-XE' 1 4. ~ { N @ N ~ W U Q ~ey '~Y UL0 DEs SAC TABLE 1 ~ , • ' , , , Q ' ' s ` ' POINT ~ STATION ~ . , • ~ ~ OFFSET ~OISTANCE ELEVAiION SLOPE ; A ~ 12+30 52 15 00' LT ' 2030 91 ~ 28 26 -0 0081 ; ~8n B ~ 12+59 06 ( 27 35~ LT 43 80' 2030 33 _0 0081 - - C ~ 12+96 66 ' 4-6 50 LT 73 04' 2030 68 _0 0081 ~ D 113+4316 C/Li C/L 18 53' 202974 -0 0081 ' L01h~ PT ~ 13+38 20 ~ 1730 ~T 54 51' 202959 -0 0136 N ~URB °Z E 12+96 6fi ~46 50' RT 43 80' 2030 33 _0 0081 _ OT TO SCALE ~ F ~ 12-~59 06 ~ 27 35' RT 28 26, 2030 68 _0 0081 o G ~ 12+30 52 .f 15 00' RT 2030 91 w J ~ ~ ORAINAGE EASEMENT AS SPECIFlEO ON PLAN SEE DE i AfL 3 THIS SHEET 1 5" SOD ON TOPS0IL, SOD PRfOR TO ACCEPTING SEE NOTE 2 3 MAX A , ~ a GRATE ELEVATION , 3, } ~1t 50 9 0 1 ~ N NOTES ~ DRYELL 1"-3" TOPS0IL ON GRADED POND BOfiOM N ~ 1 WARNING _ THE USE OF SILTY LOAM IS PROHIBITED GRADED PONO BOTTOM 88'-1,05' BELOW EDGE N AS POND 80TTOM MATERiAL OF RSPHALT CD CD 0 Ln 2 IRRIGATION IS REQUIRED FOR SOD INSTALLATION m 3 PROViDE FILTER FABRIC (AMOCO 4545 OR EQUAL) 6ETWEEN m T-IE NA i IVE SOIL AND THE WASHED aRAIN ROGK ~ @ SVVA L E WI 1` l--I DRYVV EL.L ~ m NOT TO SCALE ~ 0 ~ m N ~Lo CD Cl71' OF po ne ey 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@spokanevalley.org May 23, 2006 Todd Whipple, P.E. Whipple Consulting Engineers PO Box 1566 Veradale, WA 99037 Re: Mission Meadows Manufactured Home Park (ZE-04-96-MHP) 4te Submittal Review Comments for Street and Drainage Plans Mr. Whipple, Public Works reviewed your April 11, 2006 submittal of revised street and drainage plans for the above-mentioned project. Based on our review, we are unable to accept the plans until the following items are addressed: 1. As previously requested, update Detail B on Sheet 3 to meet standards, see GSM Figure 48. If you have any questions, please contact me via phone at 688-0174 or by email at sraskell@spokanevalley.org. Sincerel , z a4z"~ Alysa Wiyrick, E.I.T. Assistant Development Engineer cc: Spokane Valley Conununity Development File Spokane Valley Building Division File Department of Public Works - Development Project File ok ~ Apnl 1 0, 2046 AWC 20~~4~-47 OFFICIAG PUBII~ ~~~,S Q~~iCE W.O. SPQKAN'E VAL~.~ ~l1'4AL DeveloPment En9ineerin9 Divisivn paOJEC~ *.'4c ~ City of Spokane llalley sUeMITtAL # _ 117(}? E. Sprague Ave., Suite 106 Spokane 11a1ley, VIlA 39206 Attn: Afysa VUyrick Re: , Missivn Meadows Manufactured Hame Park (ZE-04-96-MHP) 2nd Submittaf for Review aea r l~ ~l 5J. J Enclosed wi#h this submiftal is ane set vf pdnts, revised per your comments vn +Uctober 10, ZUaS. This prvjec# is a revisivn ta the vriginal approval (by Spokane Coun#y) of the Mission Meadows Manufactured Hame Park. All ather plans have been preuiously apprvved by Spokane County under separate cover and Cansultant. Yaur comments and a response for each (italics) follows, GENERAL 'I . The site currently does nvt have street improvements to access #he site. The srte is currentfy und'er evnstruction by previous plans a,ppraved by Spokane Caunty. This projecf is a revisivn, which has been approved by planning under separate submittals tv create this cu!-de-sac as a change in averall build-vut af the sife due to the need for farger Ivts fo accommodate larger manUfactured homes 2. please contact the Building D►i►v`rsion to coordinate the appropriate permits. !f rs our urrdersfanding fhat every firrre a!vt is ,prepared, the ap,prvpriafe permifs are abtained. Additianalfy, we will pass this cnmrrrent on ta the project proponenf A grading permit apptr+cativn has beera submitted to the building departrnenf. PLANS 1. A TESC plan, includFng how to keep dirt and +debris off the existing street. WHIPPLE C+OrNSfJLTING ENGINEERS • P.O. 8+0X 1565, VERADALE, WA 99037 2528 N SULUVAJV RCl * SPOKANE VAL1_EY, WASHlNGTON 99216 • PN: 509-893-2617 FA}(. 509-926-0227 . J City of Spokane Valley Mason Mission Meadows - Plan Submittal and Drainage April 10, 2006 Page 2 A temporary erosion sediment control plan has been added to the plan set. 2. On Sheet 1, revise General Note 6, to exclude filter fabric befinreen barrel and rock This has been revised 3. On Sheet 2 update the following. a. Notes 1 and 3 refer to Sheets C1.2 and C1.3 These were CLC sheets that have been added b. Construction Notes 1-6 weren't called out These are general notes from the previous project approval, see Sheet 3 and have been added 4. On Sheet 3 please update the following items. a. At Meadows and Nora add a Dead End and Street Name sign This has been added b. At Meadows and Nora revise plans to show ADA curbs This has been added c. Updated Meadows Place roadway section as follows: d. 10-utility easement The 8-foot easement was previously approved by Spokane County and the remainder of the project is that way now, as this is considered a"Commercial" development, all under one owner and the lots are lease lots, the owner has indicated thaf a wider utility easement is not necessary at this time City of Spokane Valley Mason Mission Meadows - Plan Submittal and Drainage April 10, 2006 Page 3 e. Call out Cross Slope This has been added f. Revise the 19-foot dimension This has been added g. Please provide a Geotechnical Report in support of roadway pavement design. The pavement section is the same as previously approved; we do not have a copy of the original geo-tech report. However, because this is a M. H. Park, which is essentially a commercial project, the owner has requested this section h. The GSM requires 20-foot easement with a 12-foot maintenance track for swale access This MHP is similar to a commercial site, while there are lots depicted, there is no subdivision of land and all of the lots are owned by the overall MHP owner. The owner has requested the easement widths shown at this time as he feels that they are appropriate as general guidelines for him as to setbacks, etc... i. Swale M-1 does not have the 3-inch freeboard This has been added j. Drainage report notes Type "B" Drywell, plans show type "A" The plans have been revised to a Type "B" k. Update inlet to Type 1- Inlet This has been revised 1. Add an intersection equation to the Nora and Meadows intx This has been added a ~ . . City of Spokane Valley Mason Mission Meadows - Plan Submittal and Drainage April 10, 2006 Pag e 4 DRAINGE REPORT 1. Update the post development map and calculations to include all previous areas. Total pre and post should be the same. This has been revised Please review these drawings and let us know if you have any additional comments or questions. If no further revisions are necessary, we will provide mylar plans to you to be stamped approved for construction. Your assistance in this matter is greatly appreciated. We hope that you will find this submittal adequate for your approval upon completion of your review. Should you have any question related to this submittal please do not hesitate to call either at 893-2617 or my cell at 995-2939. Sincere , i ~ ~ Todd R. Whipple, PE Attachments - Revised Street Plans Cc: Richard Mason, PE - Owner File l SIkane ~ COMMUNITY DEVELOPMENT DEPARTMENT ;00AW1ey PLANNING DIVISION ROUTING MEMORANDUM Date: February 28, 2006 To: City of Spokane Valley Engineering Department - Alysa V~'Tn.-* From: Micki Harnois, Associate Planner 11707 East Sprague Avenue, Suite 106 Spokane Valley, WA 99206 . PH: 509.688.0048 FX: 509.688-0037 E-MAIL: mhamois@spokanevalley.org SUBJECT: Review and Comment on the submitted REVISED Drainage and Geotechnical Reports for Mission Meadows Manufactured Home Park (ZE-04-96-MHP). Attachments: 1133A Calculations Original Storm Drainage Report Meadow Place Drainage Report Geotechnical Report Mission Meadows MHP Plans CE L vd CE D ~ y HlAR 0 1 2006 Q J ~ 11707 E. Sprague • Suite 106 • Spokane Valley, WA ~ 99206 •(509) 921-1000 • Fax (509) 921-1008 AWC ~ IE(Q;LjFebruary 17, 2006 D '~i v [ W .O. 2004-47 DD City of Spokane Valley D 0 1 2006 11707 E. Sprague Ave., Suite 106 ~ LU OF Spokane Valley, WA 99206 Attn: Alysa Wiyrick, E.I.T. Assistant Development Engineer Re: Mission Meadows Manufactured Home Park (ZE-04-96-MHP) Dear Alysa, As per your letter dated December 22nd, 2005, we have reviewed the original Mission Meadows MHP civil plans and drainage report for compliance with current standards. We find that the previously approved plans generally meet the standards, considering this is a MHP on a single lot much like a commercial site. In addition to the plan, we reviewed the previously approved drainage report. Upon that review we found that the originally designed ponds, with the exception of pond H, meet the required volume per the 1133A method. Pond H was found to be 38 sf too small, therefore the plans have been revised to increase the size of pond H. These calculations are attached to this letter for verification. Enclosed are the re-stamped and signed plans for the above referenced project, the original drainage report, the drainage report for the development along Meadow Place, and the geotechnical report for the project. The revised plans for the development along Meadow Place per your other letter dated November 23rd 2005 will follow. Should you have any question related to this submittal please do not hesitate to call either at 893-2617 or my cell at 995-2939. Sincerkly, ~ - - OKANE- v'A;.. Todd R. Whipple, PE D~'~' `~~~~~J' Attachments - 1133A Calculations, Original Storm Drainage Report, Meadow Place Drainage Report, Geotechnical Report, and Mission Meadows MHP Plans Cc: Richard Mason, PE - Owner, File WHIPPLE CONSULTING ENGINEERS • P.O. BOX 1566, VERADALE, WA 99037 2528 N SUWVAN RD 9 SPOKANE VALLEY, WASHINGTON 99216 • PH: 509-893-2617 FAX: 509-926-0227 ClT1" llE' k,ane ~ lle ~ y 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@spokanevalley.org I)eccliibcr 212, 2005 Todd Whipple P.E. Whipple Consulting Engineers P.O. Box 1566 Veradale, WA 9903 7 Re: Mission Meadows Manufactured Home Park (ZE-04-96-MHP) 3`d Submittal Review Comments for Street and Dra.inage Plans Mr. Whipple, Public Works is unable to accept the submitted copies of the original Mission Meadows MHP civil plans and drainage report. Please review the plans and drainage report for compliance with current standards. If it is your professional opinion that the plans are in compliance, please resubmit the plans stamped and signed by a Professional Engineer licensed in the State of Washington. In addition, submittal # 2 comments for the Meadows Lane cul-de-sac were not addressed. Please submit revised Meadows Lane plans. If you have any questions, please contact me via phone at 688-0228 or by email at awiyrick@spokanevalley.org. Sincerely, Alysa iyrick, E.I.T. Assistant Development Engineer cc: Spokane Valley Community Development File Spokane Va11ey Building Division File Department of Public Works - Development Project File AWCE December 15, 2005 W.O. 2004-47 City of Spokane Valley 11707 E. Sprague Ave., Suite 106 Spokane Valley, WA 99206 Attn: Sandra Raskell, PE, Development Engineer Re: Mission Meadows Manufactured Home Par, - "'"P) 2nd Submittal for Review - Supplemental ~ Ty ~ DEC 16 2005 Dear Sandra, f I 1~ . , i n\\ . _ _ . `~J Enclosed with this submittal are two set of original prints and a copy of the original drainage report. These are being submitted to you per your letter dated November 23, 2005. In your letter you note that the original plans have expired. As the original plans were prepared by CLC Associates, at this time we do not have access to all of the electronic files, however, Spokane County, did give the mylars back to Richard Mason the owner for safe keeping during the transition from City to County. As we try to acquire the electronic files for this project to affect any revisions that you may have, we believe that the project generally remains in conformance with the standards and specifications that are currently being administered by the City of Spokane Valley. We have reviewed these plans and at this time see no substantial changes that would be required to re-approve the previously approved set of plans. We would remind you, that while this is a Manufactured Home Park (MHP) with private lanes, these lanes are for convenience only. It is our understanding that an MHP, where no lots are sold, all are rented, is essentially a large commercial project, with the oufinrard view of a normal subdivision. All of the land, including the lots remains in singular ownership just like any commercial project. Upon receipt of your comments on this submittal we will forward the remaining information allowing you to approve the cul-de-sac submittal, which started the issues associated with this project. Please review these drawings and let us WHIPPLE CONSULTING ENGINEERS • CIVILAND TRANSPORTATION ENGINEERING 13218 E SPRAGUE AVENUE • SPOKANE VALLEY, WASHINGTON 99216 • PH: 509-893-2617 FAX: 549-926-0227 City of Spokane Valley Mason Mission Meadows - Plan Submittal and Drainage - Supplemental December 15, 2005 Page 2 know if you have any additional comments or questions. If no further revisions are necessary, we will provide the originally approved mylar plans to you to be stamped approved for construction. Your assistance in this matter is greatly appreciated. Should you have any question related to this submittal please do not hesitate to call either at 893-2617 or my cell at 995-2939. Sincer ly, 4 ~ Todd R. Whipple, PE Attachments - Revised Street Plans Cc: Richard Mason, PE - Owner File CJ7Y po ne 11707 E Sprague Ave Suite 106 ♦ Spokane Valley WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@spokanevalley.org November 23, 2005 Todd Whipple P.E. Whipple Consulting Engineers 13218 E. Sprague Avenue Spokane Valley, WA 99216 Re: Mission Meadows Manufactured Home Park (ZE-04-96-MHP) 2nd Submittal Review Comments for Street and Drainage Plans Mr. Whipple, Public Works reviewed your November 15, 2005 submittal of Street and Drainage Plans for the above-mentioned project. Based on our review, we are unable to accept the plans until the following items are addressed: 1. Per Spokane County Road Standards Section 5.02 (see page 5-4), "the acceptance of construction plans shall expire two years from the acceptance date shown on the plans." The two-year time period has expired on previously submitted plans (approved August 2000); please resubnut plans updated to meet current standards. 2. Please provide a Geotechnical Report in support of roadway pavement design (RS Technical Reference B). 3. Prior to plan acceptance, please coordinate with Micki Harnois on the submittal of the site plan and approval of changes to the site plan for the addition of the cul-de- sac. 4. A grading pemut is required prior to start of any construction activities; please contact the Building Division to coordinate the appropriate permits. 5. On Sheet 3, update Detail B to meet standards, see GSM Figure 48. 6. The revised post development map and calculations were not included as stated in your response to 1 St submittal comments, please submit. If you have any questions, please contact me via phone at 688-0174 or by email at sraskell@spokanevalley.org. Sinc rely, Sandra Raskell, P.E. Development Engineer cc: Spokane Valley Community Development File Spokane Va11ey Building Division File Departnnent of Public Works - Development Prc>ject File ' r ~ Fh V9WiI~J November 14, 2005 , W.O. 2004-47 ~ C~. D ~ Development Engineering Division AWC 6L City of Spokane Valley 11707 E. Sprague Ave., Suite 106 ~ 5 2~J Spokane Valley, WA 99206 D Attn: Sandra Raskell Re: Mission Meadows Manufactured Home Park (ZE-0496-MHP) 2nd Submittal for Review Dear Sandra, Enclosed with this submittal is one set of prints, revised per your comments on October 10, 2005. This project is a revision to the original approval (by Spokane County) of the Mission Meadows Manufactured Home Park. All other plans have been previously approved by Spokane County under separate cover and Consultant. Your comments and a response for each (italics) follows. GENERAL 1. The site currently does not have street improvements to access the site. The site is currently under construction by previous plans approved by Spokane County. This project is a revision, which has been approved by planning under separate submittals to create this cul-de-sac as a change in overall build-out of the site due to the need for larger lots to accommodate larger manufactured homes 2. Please contact the Building Division to coordinate the appropriate permits. It is our understanding that every time a lot is prepared, the appropriate permits are obtained. Additionally, we will pass this comment on to the project proponent PLANS 1. A TESC plan, including how to keep dirt and debris off the existing street. A temporary erosion sediment control plan has been added to the plan set. WHIPPLE CONSULTING ENGINEERS • CIVILAND TRANSPORTATION ENGINEERING 13218 E SPRAGUE AVENUE • SPOKANE VALLEY, WASHINGTON 99216 • PH: 509-893-2617 FAX: 509-926-0227 City of Spokane Valley Mason Mission Meadows - Plan Submittal and Drainage November 14, 2005 Page 2 2. On Sheet 1, revise General Note 6, to exclude filter fabric between barrel and rock This has been re vised 3. On Sheet 2 update the following. a. Notes 1 and 3 refer to Sheets C1.2 and C1.3 These were CLC sheets that have been added b. Construction Notes 1-6 weren't called out These are general notes from the previous project approval, see Sheet 3 and have been added 4. On Sheet 3 please update the following items. a. At Meadows and Nora add a Dead End and Street Name sign This has been added b. At Meadows and Nora revise plans to show ADA curbs This has been added c. Updated Meadows Place roadway section as follows: d. 10-utility easement The 8-foot easement was previously approved by Spokane County and the remainder of the project is that way now e. Call out Cross Slope This has been added f. Revise the 19-foot dimension City of Spokane Valley Mason Mission Meadows - Plan Submittal and Drainage November 14, 2005 Page 3 This has been added g. Please provide a Geotechnical Report in support of roadway pavement design. The pavement section is the same as previously approved; we do not have a copy of the original geo-tech report. However, because this is a M. H. Park, which is essentially a commercial project, the owner has requested this section h. The GSM requires 20-foot easement with a 12-foot maintenance track for swale access This MHP is similar to a commercia/ site, while there are lots depicted, there is no subdivision of land and all of the /ots are owned by the overall MHP owner. The owner has requested the easement widths shown at this time as he feels that they are appropriate as general guidelines for him as to setbacks, etc... i. Swale M-1 does not have the 3-inch freeboard This has been added j. Drainage report notes Type "B" Drywell, plans show type "A" The plans have been revised to a Type "8" k. Update inlet to Type 1- Inlet This has been revised 1. Add an intersection equation to the Nora and Meadows intx This has been added DRAINGE REPORT 1. Update the post development map and calculations to include all previous areas. Total pre and post should be the same. City of Spokane Valley Mason Mission Meadows - Plan Submittal and Drainage November 14, 2005 Page 4 This has been revised Please review these drawings and let us know if you have any additional comments or questions. If no further revisions are necessary, we will provide mylar plans to you to be stamped approved for construction. Your assistance in this matter is greatly appreciated. We hope that you will find this submittal adequate for your approval upon completion of your review. Should you have any question related to this submittal please do not hesitate to call either at 893-2617 or my cell at 995-2939. ;incer y, aAP, ~ Todd R. Whipple, PE Attachments - Revised Street Plans Cc: Richard Mason, PE - Owner File • • ~ vi~- LO ` - - S---i - . Valley 11707 E Sprague Ave Suite 106 ♦ a1flA_99206 ~~F~~ 509.921.1000 ♦ Fax: 509.921.1008 *-cityhaii@spokamvadey-bJ'g . °.~'~~~t14'fl~...•...3LW'~ '._°,.'?c"~~.. . , .:•-t: -_y+":f:n...3...._.~..~iL-:":-.:vsat•.StiG. : - . . . - , . ..t'~~7°' October 10, 2005 Todd Whipple P.E. Whipple Consulting Engineers 13218 E. Sprague Avenue Spokane Va11ey, WA 99216 Re: Mission Meadows Manufactured Home Park (ZE-04-96-MHP) l St Submittal Review Comments for Street and Drainage Plans Mr. Whipple, Public Works reviewed your September 27, 2005 submittal of Street and Drainage Plans for the above-mentioned project. Please address the following items in your next submittal : GENERAL 1. The site currently does not have street improvements to access this proposed project. The City has not received civil and drainage plans for review for these improvements. Please include this in your next submittal. 2. Please contact the Building Division to coordinate the appropriate permits. PLANS 1. Please provide an Erosion and Sediment Control Plan. 2. On Sheet 1, please revise the Street General Note 6, to exclude filter fabric between the drywell barrel and washed drainrock. 3. On Sheet 2 please update the following items: a. Notes 1 and 2 reference Sheets C 1.3 and C l.2, these sheets were not provided. b. Construction Notes 1 through 6 are not called out on the site plan. 4. On Sheet 3 please update the following items: a. At the intersection of Meadows Place and Nora Avenue, call out the installation of a Dead End sign and Street Name signs. b. At the intersection of Meadows Place and Nora Avenue, revise plans to show ADA curb ramps, please reference Spokane County Standard number. c. Update Meadows Place roadway section as follows: d. 10' utility easement; e. Call out the cross slope; i ~ f. Revise the 19' dimension to the correct width. g. Please provide a Geotechnical Report in support of roadway pavement design. h. The GSM requires a 20' easement with a 12' maintenance track for swale access. Please update plans and provide a detail of the maintenance track or call out the materials and thickness. i. It appears Swale M-1 does not have the required 3" of freeboard. Please revise minimum berm elevation. j. The drainage report specifies a Type B Drywell is to be used. This conflicts with the plan sheet which calls out a Type A Drywell. k. Update the text for the Inlet in the cul-de-sac to state Type 1"Inlet". 1. Update the intersection detail to include an intersection equation (Nora Avenue at Meadows Place), label curb retums (BCR, etc), and add additional spot elevations at the intersection showing grading for runoff to flow to the east. DRAINAGE REPORT 1) Update the post development map and calculations to include all previous areas. Total area pre and post development should be the same. If you have any questions, please conta.ct me via phone at 688-0174 or by email at sraskell@spokanevalley.org. Si;cer ,Sandra Raskell, P.E. Development Engineer cc: Spokane Valley Community Development File Spokane Valley Building Division File Department of Public Works - Development Project File . • Cl'I1 ne ~ v- Val1 11707 E SPrague Ave Suite 106 ♦ SPokane ValleY WA 99206 509.921.1000 ♦ Fax: 509.921.1008 ♦ cityhall@spokanevalley.org UCl()bCT l U, 2005 POSt-it-~) i=ax Nute ; 6i 1 ~_~,~p~g~s► ,~1 I To From ~ Todd Whipple P.E. ~c~. e nn~~t ~C~ Co./Dept. Whipple Consulting Engineers - Pnone ~ Phone # 13218 E. Sprague Avenue Fax # Spokane Va11ey, WA 99216 Fax # ~ Re: Mission Meadows Manufactured Home Park (ZE-04-96-MHP) St . t Nli'. W tllpplc_ Public Works reviewed your September 27, 2005 submittal of Street and Drainage Plans for the above-mentioned project. Please address the following items in your next submittal: GENERAL 1. The site currently does not have street improvements to access this proposed project. The City has not received civil and drainage plans for review for these improvements. Please include this in your next submittal. 2. Please contact the Building Division to coordinate the appropriate permits. PLANS 1. Please provide an Erosion and Sediment Control Plan. 2. On Sheet 1, please revise the Street General Note 6, to exclude filter fabric between the drywell barrel and washed drainrock. 3. On Sheet 2 please update the following items: a. Notes 1 and 2 reference Sheets C 1.3 and C 1.2, these sheets were not provided. b. Construction Notes 1 through 6 are not called out on the site plan. 4. On Sheet 3 please update the following items: a. At the intersection of Meadows Place and Nora Avenue, call out the installation of a Dead End sign and Street Name signs. b. At the intersection of Meadows Place and Nora Avenue, revise plans to show ADA curb ramps, please reference Spokane County Standard number. c. Update Meadows Place roadway section as follows: d. 10' utility easement; e. C,-11 out the cross slone: . f . f. Revise the 19' dimension to the correct width. g. Please provide a Geotechnical Report in support of roadway pavement design. h. The GSM requires a 20' easement with a 12' maintenance track for swale access. Please update plans and provide a detail of the maintenance track or call out the materials and thickness. i. It appears Swale M-1 does not have the required 3" of freeboard. Please revise minimum berm elevation. j. The drainage report specifies a Type B Drywell is to be used. This conflicts with the plan sheet which ca11s out a Type A Drywell. k. Update the text for the Inlet in the cul-de-sac to state Type 1"Inlet". 1. Update the intersection detail to include an intersection equa.tion (Nora Avenue at Meadows Place), label curb returns (BCR, etc), and add additional spot elevations at the intersection showing grading for runoff to flow to the east. DRAINAGE REPORT 1) Update the post development map and calculations to include all previous areas. Total area pre and post development should be the same. If you have any questions, please contact me via phone at 688-0174 or by ema.il at sraskell@spokanevalley.org. Since ly, f Sandra Raskell, P.E. Development Engineer cc: Spokane Valley Community Development File Spokane Valley Building Division File ~apWorks - Devel 'ect File, vrn- rluj f ~ PLAN REVIEW GUIDE PROJECT REVIEW DATE: PROJECT NAME: _.,0"J/,L~;0/I PROJECT ENGINEER: PROJECT APPLICANT: CITY REVIEWER: , CITY STANDARDS (circle one): 1981 1995 1999 (::2001 ~ Road Standards (RS), Guidelines for Stormwater Management (GS11), Standard Plan (SP). ADMINISTRATIVE REQUIREMENTS Yb ❑N0 0 N/.4 ❑ 1. A completed Submittal Checklist has been included with the road and drainage plan submittal. YbOxoOr/A❑ 2. The plat lies outside designated 100-year Flood Plain Area. Ya❑xo0ruw❑ 3. Any design deviations are approved. Ya❑rroOx/A❑ 4. Locate the Findings and Order for the project and read the Conditions. Yes ❑ro❑N/A❑ 5. A site visit was performed. Date: , PLAN REQUIREMENTS (RS, Sec. 5.04) ~ ~ Yb xo~r/+Q 1. First plan sheet has a projecf title, a vicini~p, an inde~f plan sheets and the engineer certification statement. Ya 0 xo Q}f ❑ 2. The plans are signed by the developer. YaUKON/A❑ 3. The plans are stamped, signed and dated by a Washington P.E. - Ya0<0x/A0 4. Road alignment includes 10(?'ft stationing; stations increase west to east and southtfo north; station equations shown. Ya •a N/,►❑ 5. Section, Township and Range are provided. Y« VA 6. Beari.ngs on the road centerline are provided. Ya rro 7. Curve data (radius, delta, arc length and semi-tangent) is shown for all road centerlines and curb returns. Ya0<Z1x1A❑ 8. Existing utilities are shown on the plans. Y«ov. NA❑ 9. Proposed utilities are shown on the plans. Yn[IN-,-O xiw❑ 10. Intersecting and adjacent roads are identified and shown, as are any adjacent subdivisions. YdQ ro hA❑ 11. North arrow and scale (min 1 inch = 50 ft; = 100 ft OK for large lots; = 20 ft for cluttered plan) are shown. YC.E1or_1,/w❑ 12. A benchmark is called out on the plans (RS, Sec 5.06). t•d~RobN/A❑ 13. Title Block to include: project name, sheet number, road name and road limits (by station). Ya~ o0 N/A❑ 14. Secrion and lot lines are shown on the plans. Ya ro❑ ❑ 15. The Standard Plan Notes & symbols are included on the plans. YnOxo x/A❑ 16. Existing and finish contours are shown on road Plans. PAPublic Works\DevelopmentlFormslChecklists\Plan Review Checklist Page 1 of 9 Revised: 06/01/OS ~ Ya FN.0N/A0 N/A❑NEW STREETS ~ld 1. The plans show a typical road cross-section (RS, Sect. 5.08). ~Ya N/A❑ a. If~ s, cross-se do shows: E'x sin'~RIW, prop63'4/W, proposed width, furi~ide, edge o~'pavement, cur6s, sidew*ks, OvA, and any other required 'unprovements (RS, Sect. 3.03 and 5.08). Ya❑~o. ,~4❑ b. If yes, cross-section on the plans shows the cross slope between 2% to 4.5% (SP A-1 for 2% min). Ya0.o 0 r1A ❑ c. If yes, the cross-slope is correct when checked on the profile drawings. YalaNo0xiw0 2. The proposed new width matches the width required in the Conditions and Road Standards (Table 3.01 and 3.03). YauNoUNlA❑ 3. Centerline grades are within minimum and maximum (RS, Sec 5.06,5 & Tables 3.02 & 3.03). YaOrZInA[~ ~_4. Vertical curve lengths are adequate (use spreadsheet) (RS Table 3.01 & 3.03). Ya0No0N/AQ- 5. Horizontal curve radius values are adequate (RS Table 3.01 & 3.03). Yp 0 xo ❑ N/A lsd~ 6. The curb type is Type B. Ya xo❑:v/A❑ 7. The curb grades are ? 0.5% and _ 8% for Public and 12% for Private Roads (RS, Table 3.03). Ya 0No ❑ N/A E3'____ a. If no, there is an approved design deviation in the file. Yd0xo - /w 8. Soil borings have been taken and soil has been classified as per USC system. Ya[9_N,❑x/A0 a. County matrix in Road Standards was utilized for pavement section design (RS Table 3.16). NaHNN/A[l rr/,+❑ b. Pavement design method and proposed section(s) are adequate (RS, Sect. 5.08, 4). Ya 9. Maximum number of units from single roadway meets standards (RS, Sect. 1.03). YaQI(oON/A ' CURB RETURNS ~ -%~boxo VIA 1. BCR, MCR, and ECR stations/elevations on curb returns are shown in the plan view S, Sect. 5.04,21). ~ ~a N. 2. Curb return radius values are adequate (RS, Sect. 3.04). om_'J~~ Ya roDN/A❑ INTERSECTIONS Ya No x/A❑ 1. Intersection separation is _ 150' on local access and Collectors and 300' on arterials (RS, Sect. 3.04). Ya No❑N/A❑ 2. The intersections meet the landing requirements (2% 1995 Stds; 2% downgrade/4% upgrade 1999/2001 Stds) (RS, Sect. 3.04). Ya[1013N/A❑ . Wheelchair ramps are provided at intersections with sidewalks (RS, Sect. 3.20). VaoNoON/A 4. Sight distance is addressed for each intersection; analysis (plan and profile) is provided where appropriate (RS, Table 3.01). t'a x ❑ N/w ❑ CUL-DE-SACS Ya LvJ No ❑ N/A❑ 1. The center of cul-de-sac station is shown (RS, Sect. 3.04, could be interpreted as SI). Ya~No n/A❑ 2. The cul-de-sac curb is shown in profile (RS, Sect. 5.06). Ya 0'No r/A❑ 3. The cul-de-sac radius is 45'/5 0' diameter (RS, Sect. 3.17 and SP A-10). Ya No D x/A❑ 4. The cul-de-sac grades (top of curb) are 1% minimum (SP A-10). Yes xo❑N~ TRAFFIC CONTROL SIGNAGE PLAN ~ Ytl0rro12n/A❑ 1. Street name signs are shown at all intersecrions (RS, Sect. 3.12 & 5.04,11). Ya❑ro n/~A❑ ,2. Stop signs are shown for all streets that intersect an arterial (RS, Sect. 3.12). YaOroEIN/A[3/,3. Barriers are shovm at the end of dead end streets (when necessary) (RS, Sect. 3.14). Ya[]xoO,~A[:2/ 4. Special signing issues are addressed. (Check with the City Traffic Engineer) (RS, Sect. 3.12). P:1Public WorkslDevelopment\F'ormslChecklists\Plan Review Checklist Page 2 of 9 Revised: 06/01/05 YaOro❑N/A 2/CIHANNELIZATION PLAN Ya❑no0:vI+❑ 1. A striping and/or channelization plan has been submitted (RS, Sect. 3.12). YaOro❑N/A❑ 2. Channelization Plan has been reviewed and OK'd by the Traffic Engineer. YaOxo❑x/A S'TREET WIDENING YaOro❑rr/A❑ 1. A street cross-section is shown for widening existing streets (RS, Sect. 5.08). YaOrro❑x/A❑ a. If yes, cross-section shows: Eacisting R/W, proposed R/W, proposed width, future setaside, edge of pavement, curbs, sidewalks, swales, and any other required improvements (RS, Sect. 3.03 and 5.08). Ya❑xo❑rr/A❑ 3. The proposed new width matches the width required in the Conditions and Road Standards (Table 3.01 and 3.03). Ya[]rro[3N/A❑ 4. The curb type is Type B(RS, Table 3.03). Ya ONo ❑ ru ❑ 5. Curb section cross slope is between 2% and 4.5% (SP A- l for 2% min). Yn Orra ❑ N/A ❑ 6. Curb grades are ? 0.5% (RS, Table 3.03).. Yn❑xol]x/A❑ 7. Length ofpavement taper out ofproject = WS2=60 for 40 mph; WS for> 45 mph (AASHTO). veS❑No❑N/A❑ 8. Transition from end of curb to existing paving is shown (curb should nose down in 12") (AASHTO). YaONo13x/A❑ 9. 100' (min.) pavement taper into project is shown (AASHTO) (consider R/W). YaOxoON/A❑ 10. Widening spreadsheet has been provided; new cross-slopes and gutter grade are appropriate (AASHTO). / i Ytl❑NoON/AU/ DITCHES Yn❑xo❑N/A❑ 1. Ditches aze identified in plans, details provided, and have a minimum grade of 0.5% (GSM Page 414). Ya❑xo❑N/A❑ 2. Profiles and cross-sections are shown on the plans for all proposed channels and ditches (GSM Page 4-27). YnOroOnA❑ 3. Ditches with eroding velocities have lining for erosion protection (GSM Page 4-14). t•a❑no0xA❑ 4. Min. Freeboard = 0.33*Flow Depth (GSM Page 4-28). Yes❑hol]h/w❑ 4. Man-made ditches are not located within residendal lots (GSM Page 1-5). Yd(Rivo❑N/A❑ ULVERTS AND PIPE SYSTEMS Ya~roON/A 1. All culverts and pipes are shown in profile (types, stations, offsets, lengths, and inverts) (GSM Page 2-1 & RS Sect 5.06). Yes B I I 0 xiA ❑ 2. All pipes are _ 12"; 10" is allowed between catch basins or drywells, if the length _ 44 LF (GSM Page 4-4). Yd xo i xiA ❑ 3. The minimum culvert and pipe slope shown is 0.5% (GSM Page 4-4). Ya xo❑N/A❑ 4. There is >12" of cover for all culverts / storm sewer pipes{2.5' (PVC), 1.5' (CMP), 1'(RCP) (HDPE/ADS)} (GSM Page 4- 3) Yd❑xo❑xiw~. The culverts are stationed from centerline stationing (GSM Page 2-1). Ya❑xo❑x/w[QL,'6.- Pipe anchors are shown for pipe grades >20% (GSM Page 4-27). Ya[~ •1~oLJN/A❑ 7. Energy dissipation is provided (i.e. riprap around culvert outlet). YaOroOx~A[5`__8. All angle points in the pipe system have suitable access such as a catchbasin for cleaning (GSM Page 4-4). YpQ •x/A ❑ 9. All pipes are located a minimum of 5 feet from a rear or side properiy line (GSM Page 4-4). YaOxoOx/,+ When two different sizes of pipes aze joined at the same manhole, the 0.8 rule is applied (GSM Page 4-4). Ytl❑xo❑rr/w 1. Trash Racks are provided when pipe diameter _ 18" in urban areas (GSM Page 4-27). Ya ❑ No ❑ ti/A 0 RIP RAP vnOxo❑N/A❑ 1. Material gradation, rip rap thickrness and area are specified (GSM Page 4-29) Y«Oxo❑xiA❑ 2. The minimum thiclaness of the rip rap layer is or whichever is greater of 12", D,co or 1.51350 (GSM Page 4-29). YdOrro❑N/A❑ 3. The graveVsand filter conforms with Table 4-I S(GSM Page 4-30). PAPublic Works\DevelopmentlForms\Checklists\Plan Review Checklist Page 3 of 9 Revised: 06/01 /OS I • ~ Ya PNo ON/A ❑ INLETS Ye.L1aN N/A❑ 1. The centerline road stations, offsets, and invert elevations for all inlets are shown in the plan views (GSM Page 2-1). Ya Fril.-ON/AO xu❑ 2. Inlet grate type is shovm (GSM Page 2-1). Yes 3. Catch basin, inlet, or special manhole deta.ils are shown or a standard drawing is referenced (GSM Page 2-1). Yn11 xo~x/A ;1 4. Trash Racks are provided when pipe diameter _ 18" in urban areas and _ 12" in rural areas (GSM Page 4-27). YaL3dx/Ox~~❑ 208 SWALE & DRYWELL SYSTEMS Ya N/A❑ 1. Swale floor and berm elevation is shown on the drawing (GSM Page 5-1 S). dmo Ya rro ' N/A❑ 2. Dimensions are shown for bottom of swale (GSM Page 5-18). Yb xpN/A❑ 3. Station.ing and offsets are provided for each pond comer (GSM Page 5-18). Y«E}xo❑x/A❑ 4. Swale floor is 6" below drywell grate elevation (8" if soil mixture is specified or CEC testing requirement is noted) (GSM Page 5-18). Yes xo x/w❑ S. Sod/turfJlrydroseed and sprinkler system is specified for publicly maintained ponds (GSM Page 4-20). ~~a[~ o rr/A❑ 6. The total storage depth is 1' for GPA with drywells and 0.5' for GPA with no drywells (GSM Page 5-18). Ya[acoLJNlA❑ 7. Dryland grasses specified for ponds maintained by homeowner's associations (GSM Page 4-20). Ya xo❑N/A❑ 8. Swale side slopes do not exceed a 3:1 side slope. (2:1 side slope is allowed if swale depth is <12") (GSM Page 5-18) Ya[Dn`oU,viA❑ 9. Swale floor> 6" below normal gutter flowline at curb inlet without drywell; > 12" with drywell (GSM Page 5-18). r~ YeSOrvol]xiA❑ 10. Swale must have 3" freeboard above the max. water surface elevation for the design storm (GSM Figure 48). Yd04 0ruA0 11. A cross-section of the pond is shown (GSM Page 3-5). Yes ❑ r,o n❑ 1 A grading plan has been provided for the pond; at a minimum, finish contours have been provided (GSM Page 3-5). ~•aoxo❑N/A 13. A 6 ft visible through fence is Provided if the swale is > 1' deeP, sidesloPes exceed 5:1 and cannot drain in 72 hrs (GSM Page 3-S). YbOrroOx/A ❑ 14. Overflow from a swale at a low point is directed away from structures (GSM Page 2-1). YaLLV0Ur/A0 15. Drywell type is specified (GSM Page 2-1). YdEk-EINA❑ 16. Drywell grate type is specified (GSM Page 2-1). YpOk-ONiA ❑ 17. Drywell should be offset from the curb inlet. Y«0ra(]x/A~` 8 Multiple drywell s are located more than 30' apart, center to center. Yn0xo0x/A ❑ 19. Dryvvell is located within 8' of the curb line, or a maintenance access route and easement are provided (GSM Page 14). i -~b[~:voVIA 20. A 12' maintenance access drive to the bottom of pond is provided, if necessary (GSM Page 1-3). YaOxo a. If yes, an all-weather surface (6 in gravel), min 12 R. wide, min 20 ft. easement or tract, with < 20% slope. Yd0xo❑xiA❑ 21. Bottom of drywell has a 4 ft minimum cleazance from any limiting layer (ie, bedrock, clay, or high groundwater) (GSM Page 426). ^}pz__,0-,Qt Yd10xo0x/A❑ 2. Min. berm elevation is specifed (GSM Page 5-18). YdoxoOxiw DETENTION POND Yn[]roc]x/A❑ 1. The pond bottom and berm elevation is shown on the drawing (GSM Page 5-18). Y«❑xo0:v/A❑ 2. Dimensions are shown for the pond bottom (GSM Page 5-18). yp 0 xo 0 n/A❑ 3. Stationing and offsets are provided for each pond comer (G SM Page 5-18). Ya❑xo0x/A❑ 4. Sod/turf/hydroseed and sprinkler system is specified for publicly maintained ponds (GSM Page 4-20). Ya0N!o11N/A0 5. Dryland grasses specified for ponds maintained by homeowner's associations (GSM Page 4-20). YaOro❑N/A❑ 6. Pond side slopes do not exceed a 3:1 (GSM Page 5-18). Ya []ro ❑ x/A❑ 7. A cross-section of the pond is shown (G SM Page 3-5 y«[]xo0r/A❑ 8. A grading plan has been provided for the pond; at a minimum, finish contours have been provided (GSM Page 3-5). YaOxoOx/e❑ 9. A 12' maintenance access drive to the bottom of pond is provided, if necessary (GSM Page 1-3). YtlOxo❑x/A❑ a. Ifyes, an all-weather surface (6 in gravel), min 12 ft. wide, min 20 ft. easement or tract, with < 20% slope. PAPublic Works\DevelopmentlForms\ChecklistslPlan Review Checklist Page 4 of 9 Revised: 06/01/OS r t•aoNo❑N/A❑ 10. A 6 ft visible through fence is provided if the swale is > 1' deep and sideslopes exceed 5:1 and cannot drain in 72 hours (GSM Page 3-5). Ya❑rroON1A❑ 11. Berm height is greater than 4 ft in height (GSM Page 4-30). Ya[]xa❑x/e❑ If yes, design includes a keyway, clay or geotextile liner and is in accordance with Fig 47 of SW Guidelines. YaONoDNlA❑ 12. Berm height is greater than 12 ft in height (GSM Page 4-30). Ya[]xa❑N/A❑ a. If yes, geotechnical report and subsurface investigation has been prepared and submitted for review. YaONoON/Aff EVAPORATIVE POND Ya❑No❑xu❑ 1. A cross-section ofthe evaporative pond is shown (GSM Page 3-5). Ya❑no❑x/w❑ 2. The pond bottom and berm elevation is sbown on the drawing (GSM Page 5-18). YaONoON/A❑ 3. Dimensions are shown for the pond bottom (GSM Page 5-18). YaOx011N/A❑ 4. Stationing and offsets are provided for each pond comer (GSM Page 5-18). Ya❑No❑N/A❑ S. A grading plan has been provided for the pond; at a minimum, finish contours have been provided (GSM Page 3-5). vb[]xoOx/w❑ 6. Sod/turf/hydroseed and sprinkler system is specified for publicly maintained ponds (GSM Page 4-20). Ya❑rrol]N/A❑ 7. Impermeable liner of compacted clay, bentonite soil mix, or plastic, with seepage rate < 1 x10-' cm/s (GSM Page 3- 5). Yn[INo❑N/A❑ 8. Dryland grasses specified for ponds maintained by homeowner's associations (GSM Page 4-20). Ya❑No❑x/A❑ 9. Berm height is greater than 4 ft in height (GSM Page 4-30). YaONo❑N/A❑ If yes, design includes a keyway, clay or geotextile liner and is in accordance with Fig 47 of SW Guidelines. YaoxoON/A❑ 10. Berm height is greater than 12 ft in height (GSM Page 4-30). Ya0No0x/A0 a. If yes, geotechnical report and subsurface investigation has been prepared and submitted for review. Ya❑No❑N/A❑ 11. A 12' maintenance access drive to the bottom of ponds is provided, ifnecessary (GSM Page 1-3). Ya❑no❑rrA❑ a. If yes, an all-weather surface (6 in gravel), min 12 ft. wide, min 20 ft. easement or tract, with < 20% slope. Ya[]Nol]x/A❑ 12. A 6 ft visible through fence is provided if the swale is > 1' deep and sideslopes exceed 5:1 (GSM Page 4-20). YnONo❑x/A❑ 13. At least 6" of top soil over the liner is included (GSM Page 3-5). 1 YnEINo❑N/~0 EASEMENTS Ym11xo iA❑ 1. All drainage facilides have adequate drainage easements for maintenance (GSM Page 1-5). Yes NoOxu❑ 2. A min. 5' easement is provided for 208 swales (GSM Page 5-18). Ya0ro0N~AE3-'-'_3_ There are existing or proposed easements for natural channels (GSM Page 1-5). Ya❑xo1:1 h/A~~- Easements for natural channels are adequate to pass the 50-year storm plus a 301/o(GSM Page 1-5). Ya0xo0N/A~ A public drainage easement is provided where public street drainage is diverted onto private property (GSM Page 1-5). YdOxo❑N/A 6. OverElow easements are provided from swales/ponds located in low points, where necessary and possible (GSM Page 2- 1). Ya0xoEIN/A 7. Sight distance easements are identified. YeS xo0x/w❑ EROSION & SEDIMENTATION CONTROL REQUIREMENTS Yb0 xo VNI 1. The basic elements are on the plan (silt fence, rock construction entry, checkdams, etc.) (GSM App. K Page 30). Yaoxo 2. Standard Notes have been included (GSM Appendix B) YaONo N/A❑ 3. The ESC plan includes the information listed in Section 4.5.20 (GSM Page 4-33) P:\Public Works\Development\Forms\Checklists\Plan Review Checklist Page 5 of 9 Revised: 06/0l /OS . REPORT REQUIREMENTS ; Ya x J0 r/A❑ 1. The calculations are stamped, signed and dated by a Washington P.E (GSM Page 2-3). YaOra0 r/A[__1 2. A SCS soils map is included (GSM Page 4-15). Y«l:]:voO:v/A❑ 3. T'he perpetual maintenance of drainage systems is provided for (GSM Page 1-3). Va❑xo0x/A❑ 4. The pre-developed CN value matches the recent land use (pasture/range = grazed by livestock; agriculture = farmed). / YaMo❑x/A' ROADS Yaoxo x/A❑ 1. Gutter flow depth and non-flooded road width evaluated for compliance (see GSM Figure 37, Page 6-70). Ya❑xo0x/A2. A site distance analysis has been provided for each intersection (RS Table 3.01 and 3.03). Yb []ro l]r/A a. A sight distance easement has been provided for encroachment >2 ft. ~ Ya0ro❑N/A0 BASIN MAPS (GSM Page 2-3) Yb E1*-_0N/A ❑ 1. A pre-developed basin map is provided. Yn xo NiA❑ 2. A post-developed basin map is provided. Yb Iamo U N/A ❑ 3. North arrow and scale aze shown. Ya o ~v/A❑ 4. Sub-basins are labeled and correlate with calculations. Ya ha❑N~~ - 5. Contours/spot elevations are shown. Ya~No FWAG30:~-7.7 6. Labeled Tc routes are shown. Ya 0 xa Existing drainage courses aze shovm. Ya ❑ rro x/A❑ 8. Proposed drainage courses are shown. YesOxo❑x/AQ9. The drainage design maintains existing sheet flow pattems without concentrating flows. Ya❑No❑:v/A 10. The centerline of all ditches and the direction of flow are shown (Page 2-3 and 428). Ya❑rro ni~[g' 11. Existing drainage facilities and water bodies are shown. Ya xo❑~N/A ❑ 12. Footprint of proposed drainage facilities are shown. Ye. xoOxA❑ BASINS YaQNO-ONA❑ 1. Hydrologic calculations aze provided for each basin. (Rational Formula if 10 acres, SCS TR-55 if area > 10 acres) (GSM Page 3-5). Ya xo0xu❑ . On-site = 10 year design konn and off-site = SO year d sign storm (GSM Page 3-1). YdOrro❑rriw 3. Runoff rate is compared between entire basin and road area; larger rate controls (GSM Page 3-1). Y«0xo0x/A DITCHES va❑xo0n/A❑ 1. Ditch calculations have been provided (50 year storm, plus 30% freeboard) (GSM Page 1-5). Yn ro0 N/A❑ CULVERTS AND PIPE SYSTEMS Ya❑rro❑x~AQI"-l. Backwater analysis for any pipe and/or ditch is included (GSM Page 4-26). Yd11xo13N/A0--"~2. Headwater calculations for culverts are provided (GSM Page 4-27). Ya❑rro rr~A[1'~3_. The headwater for culvert entrances is under 20 for <18" in 0 and 1.5 0 for culverts greater than 18" in Ya xo❑N/A❑ 4 The minimum velocity within each pipe of the pipe system is 2-3 fps (GSM Page 4-3 (update 5/15/03)). YaOxo❑x/~Lsd' . There is a minimum freeboard of 0.75 feet in each catchbasin and top of grate (GSM Page 4-3). Ya0xo0r/~L►1 6. RiPraP design calculations are Provided (GSM Page 4-29). P:1Public Works\Development\FormslChecklists\Plan Review Checklist Page 6 of 9 Revised: 06/01/OS . J; vnPNo N/A❑ II~TLETS Ypo*ro riiA❑ 1. Curb inlet capacity calculations are included (GSM Page 4-1). ~•a ~ rro ❑ N/A ❑ 2. Perimeter calculation does not include the side of the grate against the curb face (GSM Page 4-1). YOx ❑x/A❑ Perimeter of grate is = 2 for calculations where there is no curb opening (GSM Page 4-1). Yd No❑N/Alt7 4. Curb inlet length does not exceed 6 feet (GSM Page 5-19). i' Yes x hiA❑ 208 SWALE & DRYWELL SYSTEMS Y« ENO 0 N/A❑ Soils type is "pre-approved" for drywells without percolation tests (see page 4-15, GSM). Yp❑xo N/AEI~ a. If no, a geotechnical report is included and recommendations are accounted for. YdFNoEOIN/A[:] r~/A ❑ 2. Swale area is _ required area from '208, calculations for impervious areas (GSM Page 5-1). Y 3. 208 swale floor area, volume requirements sized properly to treat impervious surface areas (GSM Page 5-1). ~ Yn11ro11x/AQ' DETENTION POND Ya0xo11N/Ab 1. Contains the difference between the 50-yr developed and the 50-year pre-developed (GSM Page 3-5). YaOroOxIn❑ 2. Releases at 50-yr pre-developed (GSM Page 4-20). Ye.Orro0r/A❑ 3. Control structure is designed to release rates specified in the Conditions (GSM Page 4-15). YeSOrroEIxA❑ 4. Downstream channel or pipe system can handle proposed flows (GSM, Page 3-7). Ya❑xo❑*r/,+❑ 5. Emergency overflow weir for 100-year post-developed flow rate (GSM Page 3-6). Y«❑roOn/A❑ 6. Sump prior to outlet to control structure (GSM Figure 4-3). YaONaOriA❑ 7. 1' min. freeboard at 50-year design stornn is provided (GSM Figure 4-3). Ya0ro0ti/A❑ 8. SCS method used in routing analysis for detention pond sizing (GSM Page 4-20). Ya❑,o0r/A ❑ 9. Qpost < Qpre (GSM Page 3-6). YaOrro❑n/A❑ 10. Vpost < Vpre, if in Conditions or deemed necessary due decision of County Engineer (GSM Page 3-6). Ya0xo11N/A❑ 11. Berm compaction and lift requirements are specified (GSM Page 4-30). Ya0ro0x/A0 12,, Bypass flows towards a natural discharge point (GSM Page 3-6). Yes11No13N/A[g/ EVAPORATIVE POND Ya[]xo❑x,A❑ 1. "Condition A" - no surface discharge: hold all post-developed volume; begin 2 yr cycle with 100 yr storm in pond (GSM Page 3-10). Yp❑xoOx/A❑ 2. "Condition B" - existing surface discharge: post minus pre-development volume, with 1.2 safety factor; 2 yr cycle (GSM Page 3-9). YaOrra❑x/A❑ a. If yes, in addition, a separate detention storage system is provided to attenuate peak flows during design events. t•nOxo0rA❑ 3. Detention system is designed in accordance with SW Guidelines (see checklist above). Yes❑xo❑N/w❑ 4. Water budget cycle iterations have been provided: starting at several different months (typically Oct through Feb) (GSM Page 3-10). Yal:]rol]N/A❑ a. If yes, the month that nets the greatest overall (total at end of cycle) storage volume is used for final design. Ya❑xo❑N/A❑ 5. Average annual precipitation rate bas been adjusted for location (Fig 29) (GSM Page 3-11). YaOxo❑NA❑ 6. Runoffvolumes are determined by the SCS hydrograph method (GSM Page 3-I 1). i Ya❑Nol]x/A❑ a. Ifyes, runoffvolumes have calculated separately for permeable and impervious area, and then added together. Yb❑rro0x/A❑ b. If yes, antecedent moisture condirions have been taken into account for frozen and saturated ground conditions. Ya0No11N/A0 7. The potential ofmounding, downstream impacts, etc were investigated and discussed (GSM Page 3-11). P:1Public Works\Development\Forms\Checklists\Plan Review Checklist Page 7 of 9 Revised: 06/01 /OS . ~ vnoNo❑v/A 208 LOT PLANS CHECKLIST Ya []xa ❑ N/A ❑ 1. Lot plans are on 8%2" x 11 " paper or legal size (GSM App. F, Addendum to Sect. 4). YdONoON/A❑ 2. The lot number, block number, subdivision name, date drawn, scale, north arrow and street name (GSM App. C-2). YpOxo[]N/A❑ 3. Easement dimensions are in relation to property lines or comers (GSM App. C-2). Ya11x011N/A0 4. Swale floor dimensions are in relation to property lines or comers (GSM App. C-2). Yd❑ro❑r/.+❑ 5. Swale floor elevation shown (GSM App. C-2). Ya ❑ ha ON/A ❑ 6. Location of curb and sidewalk (or edge of asphalt) are shovm. Yes❑rro❑N/A❑ 7. Depth from the normal flowline to bottom of swale is indicated. YaOro❑N/A❑ S. Rim elevation drywell type, frame and grate type, centerline offset and station are shown (GSM App. C-2). YaOxXINI,+❑ 9. Any drainage ditches, or other related easements are shown (GSM App. C-2). Ya[]roOx/A❑ 10. Existing easements, buildings, future set asides, and required building setback lines are shown (GSM App. C-2). YnOxo11 r/A ❑ 11. A P.E. stamped and dated all pages of the Lot Plans (GSM App. C-2). Ya 0 No 0 r/A❑ 11. A cross section of the drainage facilities (ie, swale, drywell, catch basin, ditch) is on a second sheet (GSM App. C-2). Ya0x00x/A❑ 13. The cross section shows the concrete apron, RO.W. line, curb, sidewalk, grate, normal flow line ofthe curb oredge of asphalt and specifies sod or seed mix (GSM App. C-2). PAPublic Works\Development\Forms\Checklisis\Plan Review Checklist Page 8 of 9 Revised: 06/01 /OS , NOTES PAPublic Works\Development\Forms\Checklists\Plan Review Checklist Page 9 of 9 Revised: 06/01/OS WCE Whipple Consulting Engineers, Inc 13218 E. Sprague Avenue Spokane Vailey, WA 99037 Ph 509-893-2617 Fax 509-926-0227 TRANSMITTAL COMPANY: CITY OF SPOKANE VALLEY DATE: SEPTEMBER 27,2005 DELIVERY TYPE: HAND AITENTION: SANDRA RASKELL, P.E. FROM: ROYAL MYHRE PROJECT No.: 2004-47 REGARDING: PLANS TRANSMITTAL OF: MISSION MEADOWS MANUFACTURED HOME PARK X AS REQUESTED X FOR REVIEW RESPONSE REQUIRED DOCUMENT CC: NO.OF EA SET DESCRIPTION ITEMS 2 2 2 MISSION MEADOWS MANUFACTURED HOME PARK STREET AND DRAINAGE PLANS NOTES/ COMMENTS: 1 SET TO DICK MASON ciuo In ~ CONFIDENT1ALfTY NOTICE THIS DOCUMENT IS INTENDED FOR THE NOTED RECIPIENT(S). THIS INFORMATION IS CONSIDERED PRIVATE AND CONFIDENTIAI. IF YOU RECEIVE THIS TRANSMfTTAL IN ERROR, PLEASE BE ADVISED THAT DISTRIBUTION OR DISCLOSURE MAY RESULT IN CIVIL PENALTIES AS ALLOWED BY LAW. IF RECEIVED IN ERROR PLEASE DISCARD AND NOTIFY THE SENDER NOTED ABOVE. THANK YOU. ! • . LIJI ~ • 1 ` s 1 ~ m 1 ~ • U 9 1 0 i •D cz , i o • 0 4 i 1 ,f s I ~ ~ • 0- co a a a D L PD n rr~~1 ~ F~7 , / PLANS, DRAINAGE AND GEOTECH REPORT FOR MISSION MEADOWS MANUFACTURED HOME PARK Spokane County, Washington February 21, 2006 W.O. No. 2004-47 OFFICIAL PUg ENGINEER S OFFICE SpOKANE VALLEY ORIGINAL FROJECI # ' SUBMI7TAL ~ DASF February 17, 2006 AWC W.O. 2004-47 City of Spokane Valley 11707 E. Sprague Ave., Suite 106 Spokane Valley, WA 99206 Attn: Alysa Wiyrick, E.I.T. Assistant Development Engineer Re: Mission Meadows Manufactured Home Park (ZE-0496-MHP) Dear Alysa, As per your letter dated December 22nd, 2005, we have reviewed the original Mission Meadows MHP civil plans and drainage report for compliance with current standards. We find that the previously approved plans generally meet the standards, considering this is a MHP on a single lot much like a commercial site. In addition to the plan, we reviewed the previously approved drainage report. Upon that review we found that the originally designed ponds, with the exception of pond H, meet the required volume per the 1133A method. Pond H was found to be 38 sf too small, therefore the plans have been revised to increase the size of pond H. These calculations are attached to this letter for verification. Enclosed are the re-stamped and signed plans for the above referenced project, the original drainage report, the drainage report for the development along Meadow Place, and the geotechnical report for the project. The revised plans for the development along Meadow Place per your other letter dated November 23rd 2005 will follow. Should you have any question related to this submittal please do not hesitate to call either at 893-2617 or my cell at 995-2939. Sinceribly, . - - ~ - . , ~ Todd R. Whipple, PE Attachments - 1133A Calculations, Original Storm Drainage Report, Meadow Place Drainage Report, Geotechnical Report, and Mission Meadows MHP Plans Cc: Richard Mason, PE - Owner, File WHIPPLE CONSULTING ENGINEERS • P.O. BOX 1566, VERADALE, WA 99037 2528 N SUWVAN RD • SPOKANE VALLEY, WASHINGTON 99216 • PH: 509-893-2617 FAX: 509-92640227 Whipple Cansulting Engineers Basln Calculation Worksheet Intensities from IDF Curves • Spokane, Reardan, etc.. Imp 0.9 I(2 yr) = 2 inches I(10 yr)= 3.18 inches Per 0.15 I(25 yr) = 4 Inches I(50 yr)= 4.51 inches 18•Feb-OB 04-47 Mission Meadows I(100 yr) = 5.1 inches BNG City of Spokane Valley V■1133(A) Method Requfred Pollutlon Area in Requlred Bottom et Bas(n Total SVeet Sidewalk Driveways Driveways Houses Houses Generating Acres Volume 0.5•fool sf sf sf # of sf # of sf Impervious ac Constant cf Depth (sn i I I I I I I I I I I I I ~ A ~ 35100 I 14285 1 1700 I 9 1 3,600.001 2.00 I 1,750.001 19,585.001 0.44981 1133.OO1 509.411 1018.82 ~ B & C 79000 1 32408 1 2150 11 8,800.001 5.25 4,593751 41,159.001 0.94491 1133.001 1,070.521 2141.05 D& E ! 11850 I 5319 0 ~ 3 1 1,800,OO1 1•75 1 1,531.251 7,119.001 0,16341 1133,001 185.171 370,33 F ! 1_44875 I 29760 8600 38 121,800.001 19.00 1 18,825.001 57,980.001 1,33061 1133.OO1 1,507.551 3015.09 I I I I I I I I I I G I 133550 25580 1 8850 1 34 120,400,00 17.50 1 15,312.501 52,810.001 1.20781 1133.001 1,368.391 2738,79 I I I I I I I I I N j 32800 ~ 10080 ~ 200 8 3,600.00 3,00 1 2,625.001 13,880.00 0.31861 1133.001 381,021 722.04 I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I i I I I I I I I I I t I I I I I I PostTotel 1437,175.001117,412.00117,300.001 96,00 57,600.001 48,50142,497.501192,312.001 4.411 1133,001 5,002.05 10004,11 Combined Basins Calculation Area I I I ~ I I I I I I I I I I I I I I I I I I I I DRAINAGE REPORT for MISSION MEADOWS FEBRUARY 2000 CLC # 99079 Prepared by: CLC & ASSOCZATES 707 TVest 7th Suite 200; Spokane, WA 99204; (509)458-6840 The design improvements showa in this set of plans and calculations coaform to the applicable editions of the Spokane County Standards for Road and Sewer Construction and the Spokane County Guidelines for Stormwater Management. All design deviations have been approved by the Spokane County Sngineer. I approve these plans (calculations) for construction. This report has been prepared by the staff of CLC & ASSOCIATES under the direction of the undersigned professional engineer whose seal and signature appear oa. s~ ^S K S 0F ~ 00-35212 ` ` 0A~C1 eA SSfoNAL - 4.6 ~EXPIRES 05-18-00 , John F. Saywers, P.E. Storm Water Technical Evaluation ' Narrative GENERAL " The proposed development is situated on approximately 19.4 acres. The project is located approximately 2000 feet East of Barker Road and North of Interstate 90 on the north side of Mission Avenue. The site, currently has one existing home and mostly vacant land with sparse field gi-ass and weeds as the only land cover and vegetation. PURPOSE The purpose of this dra.inage report is to determine the extent of storm drainage facilities which will be required to dispose of storm water runoff created by created by this development.. The ponds on this project have been designed to contain the runoff from the 10-year storm event. This development is within the Aquifer Sensitive Area of Spokane County and is subject to '208' requirements. For this project the Intensity, Duration, and Frequency (IDF) curves from the Spokane, Medical Lake, Reardon, Cheney and Rockford intensity curves were used. ANAL YSIS METHODOLOGY 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 of the basins since none of the sub-basins exceed 10 acres. PROJECT DESCRIPTION The project is located in the SE 1/4 of the SW 1/4 of Section 8, T. 25 N., R. 45 E., W.M. in Spokane County, Washington. TOPOGRAPHY The site is gently sloping towards the north and the south at approximately one to two percent away from a small rise 450 feet north of Mission Avenue. SOILS As can be seen from the accompanying soils map from the Spokane County Soils Survey as perfomned by the SCS, the site consists of a Class B soil type. The soil description is as follows. CLC & ASSOCI.4TES D 1 MISSION MEADOWS Drainage Report GgA - Garrison gravelly loam, 0 to 5 percent slopes: This complex of soil is a somewhat excessively drained soil formed from a variety of igneous rock. Surface runoff is slow, and the hazard of erosion is slight. Spokane County Guidelines for Storm water Management indicate this to be a Soil Group Type B and pre-approved for drywell installation. Hydrologic Soil Classif cation - B DRAINA GE NARRA TI VE Off-site No off-site basins contribute runoff to this site since Mission Avenue is fully improved to the west and drainage flows to the west away from the proposed project, and unimproved land to the east slopes northerly, parallel to the project boundary. On-site We propose that drainage from the common access drives be disposed of through 208 ponds via catch basins and storm pipes as shown on plans. At the locations where the use of inverted siphons, we intend the road section be at 1% cross slope to a11ow runoff to cross roadway if upstream end of siphon is plugged. If both catch basins are plugged, the runoff will travel overland thru easements to ponds which are at low points. Calculations using the Rational and Bowstring methods were run considering impervious areas in the roadway and sidewalk. As shown in the 10-year calculations the pond volume available combined with the discharge from a Type B drywells provides adequate capacity. These basins and the ponds are shown on the basin map at the back of this report. "208" Calculations 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 fust half inch of rainfall upon the basin it serves. DRAINAGE CALCULATIONS SUMMARY Bowstring calculations have been included for individual basins to determine the extent of storm drainage facilities required for the 10-year event. The basin characteristics are summarized below with the remaining calculations in the appendix. CLC dc ASSOCI.9TES D2 MISSION MEADOWS Drai»age Report TABLE 1- BASIN SUMMARY TABLE BASlN TOTAL AREA lMPERVIOUS AREA RUNOFF COEFFICIENT (ACRES) (SF) (SF) A 0.33 14,285 14,285 0.9 B & C 0.74 32,408 32,408 0.9 D 0.04 1,888 1,888 0.9 E 0.08 3,431 3,431 0.9 F 1.11 48,416 48,416 0.9 G 0.96 41,767 41,767 0.9 H 0.12 5,111 5,111 0.9 TABLE 2- POND SUMMARY TABLE POND POND AREA 208' ASPHALT 208 VOLUME (CF) AREA VOLUME (CF) PROVIDED REQUIRED 6" DEPTH A 1,226 613 11,847 494 B & C 3,109 1,555 27,109 1,130 D 297 149 1,888 79 E 421 210 2,227 93 F 4,178 2,089 42,354 1,765 G 4,359 2,180 32,828 1,368 H 646 323 4,901 204 CLC & ASSOCIATES D3 MISSION MEADOK'S Drainage Report • Runoff Coefficient for Basins A thru H are based upon a weighted "c" value of 0.15 for pervious area and 0.90 for impervious area CONCL USION As demonstrated by the calculations and body of this report, the storm drainage facilities provided in the design will adequately treat, store, and dispose of the storm water from the site. Additionally, the "208" area required for the asphalt areas is provided. CLC & ASSOCIATES D4 MISSION MEADOWS Drainage Report APPENDIX MAPS VICINITY MAP SOILS MAP DRAINAGE CALCULATIONS 10-Yr. RATIONAL CALCULATIONS INLET CALCULATIONS CONVEYANCE PIPE CALCULATIONS RIPRAP CALCULATIONS BASIN MAP BASIN MAP CLC & ASSOCI,4TES D5 MISSION MEADOWS Drainage Report SOILS ~SCS SOIL SURVEY OF SPOKANE COUNTY SHEET 68 1!".~~.: ~~7r 7 rr+r'r i rrv •1~-~T ',"P~ ~s. - L~;FT~' ' ~Y 7,T, r. Fi ~ w,. ~4~~.~ 'i~. .~;r ..rl~ ~~.`~:~*...~:..~t. ,'S. i•j' L~ i 1I ~ ,~5~~.~i, ~~1'!`.: ~~[1~1 .~I m . . .II~~nN.+~ ,+M; .,r.~ ~ 6d~ tF ~u..~,:... 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Yh. ..~1~} " ( ~ y av~ g ~ 9~ ~ i~r:' i~~d,;.. I~w : "ur+-~1~M~~'J.XaJ;.;it~~. ,~M14a~7,:.~i~U (Joins sfleel ) n VICINITY -MAP PROJECT MONTGOMERY SPOKANE LOCATION _ \ tp D {NDIQNA AVE. ~ m ~ ~ D MISSION AVE. ~ ~ B~pN ~ \ y M . V C N -Y MAP DRAINAGE CALCULATIONS I ~ 10-Year Design Storm BOWSTRING METHOD PROJECT: MISSION MEADOWS PEAK FLOW CALCULATION PROJECT MISSION MEADOWS DETENTION BASIN DESIGN BASIN; A BASIN: A 10-Year Des(gn Slorm DESIGNER: JFS I Tot, Area 0.33 Acres DATE: 2I1910011:10 Asph. Arei 11847 SF C = 0.90 Time Incremenl (min) 5 CASE 1 Time of Conc, (min) 5.01 Outflow (cfs) 1 0 ft, Overland Flow Design Year Flow 10 Area (acres) 0,3279 Ct = 0.15 Asphalt Area (sq,ft.) 11847 L= 0 ft, 'C' Factor 0.9 n= 0.40 '208' Volume Provided 613 S= 0.020 Area " C 0.295 Tc = 0,00 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel, Vol.ln Vol.Out Storage 286 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft) Z1= 50.0 For Z2 5.01 301 3.18 0.94 318 301 77 Z2 = 4.5 Type B =1,0 n= 0.016 Rolled = 3.5 5 300 3,18 0.94 377 300 77 S= 0.005 Wedge=4.5 10 600 2.24 0.66 464 600 -136 15 900 1.77 0.52 524 900 -376 d= 0,110 ft. 20 1200 1.45 0.43 557 1200 -643 25 1500 1.21 0.36 572 1500 -928 A R Q Tc Tctotal I Qc 30 1800 1,04 0,31 594 1800 -1216 = = = = - = = 35 2100 0,91 0.27 591 2100 -1509 0.33 0.05 0.31 5.01 5.01 3,18 0.94 40 2400 0.82 0.24 606 2400 -1794 45 2700 0.74 0.22 612 2700 -2088 Qpeak for Case 1= 0.94 cfs 50 3000 0.68 0.20 623 3000 -2377 55 3300 0.64 0.19 643 3300 -2657 60 3600 0.61 0,18 666 3600 -2934 CASE 2 65 3900 0.60 0.18 709 3900 -3191 70 4200 0.58 0.17 736 4200 -3464 Case 2 assumes a Time of Concentration less than 5 minutes so lhat the 75 4500 0.56 0.17 761 4500 -3739 peak flow =.90(3.18)(Imp, Area) = 0.78 cfs 80 4800 0.53 0.16 767 4800 -4033 85 5100 0,52 0,15 798 5100 -4302 90 5400 0.50 0.15 812 5400 -4588 So, the Peak flow for the Basin is the greater af ihe two 8ows, 95 5700 0.49 0.14 839 5700 •4861 0,94 cfs 100 6000 0.48 0,14 864 6000 -5136 208' DRAINAGE POND CALCULATIONS Required'208' Slorage Volume = impervious Area x.5 in 112 iNft 494 cu ft 208' Storage Volume Provided 613 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STOR Maximum Storage Required by Bowslring 77 cu ft Number and Type af Drywells Required 0 Single 1 Double 10•Year Design Slorm BOWSTRING METHOD PROJECT: MISSION MEADOWS PEAK FLOW CALCULATION PROJECT MISSION MEADOWS DETENTION BASIN DESIGN BASIN; B& C BASIN: B& C 10-Year Design Storm DESIGNER: JFS Tot. Area 0.74 Acres DATE; 2/19/0011:27 Asph. AreF 27109 SF C = 0,90 Time Increment (min) 5 CASE 1 Time of Conc, (min) 5.86 Outflow (cfs) 1 0 ft. Overland Flow Design Year Flow 10 Area (acres) 0.744 Ct = 0.15 Asphalt Area (sq.ft.) 27109 L= 0 ft. 'C' Factor 0.9 n= 0.40 '208' Volume Provided 1554 S= 0.020 Area' C 0.670 Tc = 0.00 min., by Equafion 3-2 of Guidelines Time Time Inc, Intens. Q Devel, Vol.ln Vol.Out Storage 423 ft, Gutter flow (min) (sec) (in/hr) (cts) (cu ft) (cu ft) (cu ft) Z1= 50.0 For Z2 5.86 352 2,93 1.96 926 352 574 Z2 = 4.5 Type B =1.0 n= 0.016 Rolled = 3,5 5 300 3,18 2.13 856 300 556 S= 0.008 Wedge= 4,5 10 600 224 1,50 1079 600 479 15 900 1.77 1.19 1208 900 308 d= 0.110 ft. 20 1200 1,45 0.97 1281 1200 61 25 1500 1.21 0,81 1312 1500 -188 A R Q Tc Tc total I Qc 30 1800 1.04 0.70 1337 1800 -463 = = = _ = = = 35 2100 0.91 0.61 1352 2100 -748 0.33 0.05 0,40 5.86 5.86 2,93 1,96 40 2400 0.82 0.55 1383 2400 -1017 45 2700 0.74 0.50 1391 2700 •1303 Qpeak far Case 1= 1.96 cfs 50 3000 0.68 0,46 1420 3000 -1580 55 3300 0.64 0,43 1465 3300 -1835 60 3600 0.61 0.41 1519 3600 •2081 CASE 2 65 3900 0,60 0.40 1615 3900 -2285 70 4200 0.58 0,39 1678 4200 -2522 Case 2 assumes a Time of Concentraiion less than 5 minutes so that the 75 4500 0.56 0,31 1732 4500 -2768 peak flow =.90(3.18)(Imp. Area) = 1.78 cfs 80 4800 0.53 0,35 1746 4800 -3054 ' 85 5100 0.52 0.35 1817 5100 -3283 90 5400 0.50 0,33 1848 5400 -3552 So, fhe Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.33 1909 5700 -3791 1.96 cfs 100 6000 0.48 0.32 1967 6000 -4033 208' DRAINAGE POND CALCULATIONS Required'208' Starage Volume = Impervious Area x.5 in 112 inlft 1130 cu ft 209' Storage Volume Provided 1554 cu ft DRYWELL REQUIREMENTS • 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring 574 cu ft Number and Type of Orywelis Required 0 Single 1 Double 10-Year Design Storm BOWSTRING METHOD PROJECT: MISSION MEADOWS PEAK FLOW CALCULATION PROJECT MISSION MEADOWS DETENTION BASIN DESIGN BASIN: D BASIN: D 10-Year Design Stonn DESIGNER; JFS TaL Area 0,04 Acres DATE: 211910011:17 Asph. Aree 1886 SF C = 0.90 Time Increment (min) 5 CASE 1 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 0 ft, Ovedand Flow Design Year Flow 10 Area (acres) 0.0433 Ct = 0.15 Impervious Area (sq ft) 1889 L= 0 ft. 'C' Factor 0.9 n= 0.40 '208' Volume Pravided 149 ' S= 0.020 Area' C 0,039 Tc = 0.00 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Val.ln Vol.Out Slorage 110 ft. Gutter Oow (min) (sec) (inlhr) (cfs) (cu ft) (cu fl) (cu ft) Z 1= 50.0 For Z2 5.00 300 3.18 0,12 50 90 -40 Z2 = 4,5 Type B =1.0 n= 0,016 Rolled = 3,5 5 300 3.18 0.12 50 90 -40 S= 0.005 Wedge = 4.5 10 600 2.24 0.09 61 180 •119 15 900 1.77 0.07 69 210 -201 d= 0.110 ft, 20 1200 1.45 0.06 14 360 -286 25 1500 1.21 0.05 76 450 -374 A R Q Tc Tc total I Qc 30 1800 1.04 0.04 77 540 -463 = = = _ = = = 35 2100 0.91 0.04 79 630 -552 0.33 0,05 0.31 1,93 5.00 3.18 0.12 40 2400 0.82 0,03 80 720 -640 45 2700 0.74 0,03 81 810 -729 Qpeak for Case 1= 0.12 cfs 50 3000 0.68 0,03 82 900 -81 B 55 3300 0.64 0,02 65 990 -905 60 3600 0.61 0,02 88 1080 -992 CASE 2 65 3900 0.60 0.02 94 1170 -1076 70 4200 0.58 0.02 97 1260 -1163 Case 2 assumes a Time of Concentration less than 5 minules so that lhe 75 4500 0.56 0.02 100 1350 -1250 peak flow=,90(3,18)(Imp. Area) = 0,12 cfs 80 4800 0.53 0.02 101 1440 -1339 85 5100 0.52 0,02 105 1530 -1425 90 5400 0.50 0.02 107 1620 -1513 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.02 111 1710 -1599 0.12 cis 100 6000 0,48 0,02 114 1800 -1686 208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = Impervlous Area x.5 in / 12 fnlfi 79 cu fl 208' Storage Volume Provided 149 cu ft DRYWELL REQUIREMENTS • 10 YEAR DESIGN STOR Maximum Storage Required by 8owstring -40 cu ft p Number and Type ot Drywells Required 1 Singie 0 Double 10-Year Design Storm BOWSTRING METHOD PROJECT: MISSION MEADOWS PEAK FLOW CALCULATION PROJECT MISSION MEADOWS DETENTION BASIN DESIGN BASIN: E BASIN; E 10-Year Design Storm DESIGNER: JDP Tol. Area 0.08 Acres DATE: 2I1910011;19 Asph, AreE 2227 SF C = 0.90 Time Incremenl (min) 5 CASE 1 Time of Conc. (min) 5.00 Outflow (cfs) 0,3 0 ft. Overland Flow Design Year Flow 10 Area (acres) 0.0788 Ct = 0.15 Asphall Area (sq.ft.) 2227 L= 0 ft, 'C' Factor 0.9 n= 0.40 '208' Volume Provided 210 S= 0,020 Area " C 0.071 Tc = 0,00 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Voi.ln Val.Out Slorage 159 ft. Gu11er 8ow (min) (sec) (INhr) (cis) (cu ft) (cu ft) (cu ft) Z1 = 50.0 For Z2 5,00 300 3.18 0,23 91 90 1<== ZZ = 4,5 Type B =1.0 n= 0,016 Rolled = 3.5 5 300 3.18 0.23 91 90 1<== S= 0,005 Wedge = 4,5 10 600 224 0.16 112 180 -68 15 900 1,77 0.13 126 270 -144 d= 0.110 ft. 20 1200 1.45 0.10 134 360 -226 25 1500 1.21 0.09 137 450 -313 A R Q Tc Tc total I Qc 30 1800 1.04 0.07 140 540 400 = = = = = = = 35 2100 0.91 0.06 142 630 488 0.33 0,05 0.31 2,79 5,00 3,18 0.23 40 2400 0.82 0.06 146 720 -574 45 2700 0.74 0.05 147 810 -663 Qpeak for Case 1= 0.23 cfs 50 3000 0.68 0.05 150 900 -750 55 3300 0.64 0.05 154 990 -836 60 3600 0.61 0.04 160 1080 -920 CASE 2 65 3900 0.60 0,04 170 1170 -1000 70 4200 0.58 0,04 177 1260 -1083 Case 2 assumes a Time of Concentration less than 5 minutes so thal the 75 4500 0.56 0,04 183 1350 -1167 peak flow =.90(3.18)(Imp, Area) = 0,15 cfs 80 4800 0.53 0,04 184 1440 •1256 85 5100 0.52 0.04 192 1530 -1338 90 5400 0.50 0.04 195 1620 -1425 So, the Peak Flow far the Basin is the greater of the two 8ows, 95 5700 0.49 0.03 202 1710 -1508 0,23 cfs 100 6000 0.48 0.03 208 1800 -1592 r ~ ~ 208' DRAINAGE POND CALCULATIONS , Required'206' Storage Volume = Impervious Area x.5 in 112 inlft 93 cu ft ~ 208' Storage Volume Provided 210 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STOR Ma)cimum Storage Required by 8owstring 1 cu ft . Number and Type af Drywells Required 1 Singie 0 Double 10-Year Design Slorm BOWSTRING METH00 PROJECT; MISSION MEADOWS PEAK FLOW CALCULATION PROJECT MISSION MEADOWS DETENTION BASIN DESIGN BASIN; F BASIN; F 10-Year Design Storm DESIGNER: JFS Tot. Area 1.11 Acres DATE: 2h 910011;21 Asph. Aree 42354 SF C = 0.90 Time Increment (min) 5 CASE 1 Time of Conc. (min) 16.25 Ouiflow (cfs) 1 0 ft. Overland Flow Design Year Fiow 10 Area (acres) 1,1115 Ct = 0.15 Asphalt Area (sq.ft.) 42354 L= 0 fl. 'C' Faclor 0.9 n= 0,40 '208' Volume Provided 2089 S= 0.020 Area ` C 1.000 Tc = 0,00 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. 0 Devel. Vol.ln Vol.Out Slorage 1097 ft. Guller flow (m(n) (sec) (inlhr) (cfs) (cu fl) (cu ft) (cu ft) _ = = = = = = Z1= 50,0 FarZ2 16.25 975 1.68 1,68 2199 975 1224 Z2 = 4,5 Type B =1.0 n= 0.016 Rolled = 3.5 5 300 3.16 3.18 1279 300 979 S= 0.007 Wedge = 4.5 10 600 2,24 2,24 1802 600 1202 15 900 1.77 1.71 2135 900 1235 d= 0.110 ft, 20 1200 1.45 1,45 2221 1200 1021 25 1500 1.21 1.21 2217 1500 717 A R Q Tc Tc total I Qc 30 1800 1.04 1,04 2218 1800 418 35 2100 0.91 0.91 2213 2100 113 0.33 0.05 0,37 16.25 16.25 1.68 1,68 40 2400 0.82 0,92 2241 2400 -159 45 2700 0.74 0,74 2244 2700 -456 Qpeak for Case 1= 1.68 cfs 50 3000 0.68 0,68 2266 3000 -734 55 3300 0.64 0,64 2325 3300 -915 60 3600 0.61 0.61 2399 3600 -1201 CASE 2 65 3900 0.60 0.60 2540 3900 -1360 70 4200 0.58 0.58 2629 4200 -1571 Case 2 assumes a Time of Concentration less lhan 5 minutes so that the 75 4500 0,56 0.56 2707 4500 -1793 peak flow =,90(3.18)(Imp. Area) = 2,78 cfs BO 4800 0,53 0.53 2721 4800 -2079 85 5100 0.52 0.52 2825 5100 •2275 90 5400 0.50 0.50 2867 5400 -2533 • So, lhe Peak flow for the Basin is lhe greater of ihe two flows, 95 5700 0.49 0.49 2956 5700 •2744 2.78 cfs 100 6000 0.48 0.48 3040 6000 -2960 208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = Impervious Area x.5 in 112 in/ft 1765 cu ft 208' Storage Volume Provided 2089 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STOR Maximum Storage Required by Bowstnng 1235 cu ft Number and Type of Drywelis Required 0 Single 1 Double 1 Q-Year Design Storm r,,,BOWSTRING METHOD PRflJECT; MISSlON MEADflWS PEAK FLOW CALCULATION PROJECT MIS510N MEADOWS DETENTION 6ASfN DESIGN BAS1N: G BASIN; G 10-Year Design 5korm DE5IGNER; JFS Tot, Area 0.96 Acres OA7E: 2119100 11:24 Asph. Are€ 32828 SF ._C = 0.90 Time lncremenl (min) 5 CASE 1 Time of Canc. (min) 12.21 Outflow (cfs) 1 D R. Overland F6aw Design Year Flow 10 , Area (acres) 0.9588 Cl = 0,15 ASPHALT AREA (5F) 32828 L= 0 fi. C' Factor 0.9 n= 0,40 208' Voiume Provided 2180 S= 0.020 Area * C 0.863 tc = 0.00 min., hy Equation 3-2 of Guidelines Fime Time Inc. Iniens. Q Devei. Vol,ln Val.flui Slorage 935 ft. Gutter flow (min) (sec) (Inlhr) (cfs) (eu ft) {cu ft) (cu ft) Z1= 50,0 FflrZ2 12.29 733 2.00 1.73 1695 733 963 Z2 ~ 4.5 Type 8 =1.0 n= 0,016 Rolled = 3,5 5 300 3,18 2,74 1103 300 803 S = 0.009 Wedge = 4,5 10 600 2,24 1.93 1554 600 954 15 900 1.77 1,53 1755 900 955 d= 0.110 ft. 20 1200 1.45 1,25 1813 1200 613 25 1504 1.21 1,04 1826 1500 326 A R Q Tc Tc iotai I Qc 30 1800 1.04 0.90 1839 1800 39 - = - - - = = 35 2100 0.91 0,79 1845 2100 -255 0,33 0.05 0.42 1221 12.29 2.00 1,13 40 2400 0.82 0.71 1875 2400 -525 45 2700 0.74 0.54 1893 2700 -817 Qpeak for Case 1= 1.73 Cfs 50 3000 0.68 0,59 1907 3000 -1093 55 3300 0.64 0.55 1960 3300 -1340 60 3600 0.61 0,53 2026 3600 -1574 CASE 2 65 3900 0,60 0~52 2148 3900 -1752 ====w~= 1:9; 70 4200 0.58 0.50 2227 4200 -1973 Case 2 assumes a Time of Concentration less than 5 minutes so fhat ihe 75 4500 0,56 0,48 2295 4500 -2205 peak flow =.90(3.1 B)(Imp. Area) = 2.56 cfs 80 4800 0.53 0.46 2309 4600 -2491 sd .z' ;r 85 5100 0.52 0.45 2400 5100 -2100 90 5404 0.50 4.43 2437 5400 -2963 So, the Peak flow far the Basin is the greater of ihe two flflws, 95 5700 0.49 0.42 2515 5700 -3185 2,16 cfs 100 6400 0,48 0.41 2589 6000 -3412 208' DRAINAGE POND CALCUUA7IQNS Required '208' 5tarage Volume = Impervious Area x.5 in 112 inlft 1368 cu ft 208" 5iorage Volume Provided 2190 cu ft I]RYWELL REQU6REMENTS -10 YEAR DESIGN STOa Maxirnum Storage Required by Bowstrlng 963 cu ft ~ Number and Type of Drywells Requlred U Single 1 Douhle 10-Year Design Storm BOWSTRING METHOD PROJECT; MISSION MEADOWS PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS DETENTION BASIN DESIGN BASIN: H BASIN: H 10-Year Design Storm DESIGNER: LFS Tot. Area 0.12 Acres DATE: 02/19100 Imp, Area 4901 SF C = 0,90 Time Increment (min) 5 CASE 1 Time of Conc. (min) 11.54 Outflow (cfs) 0.3 0 ft. Overland Flow Design Year Flow 10 Area (acres) 0.1173 Ct = 0.15 Impervious Area (sq ft) 4901 L= 177 ft, 'C' Factor 0.9 n= 0.40 '208' Volume Provided 323 S= 0,011 Area' C 0.106 Tc = 7.40 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol,Out Storage 299 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 50,0 For Z2 11.54 692 2.07 022 203 208 -5 Z2 = 4,5 Type B =1.0 n= 0.016 Rolled = 3.5 5 300 3.18 0,34 135 90 45 S= 0,008 Wedge = 4.5 10 600 224 0.24 190 180 10 15 900 1,77 0.19 212 270 -58 d= 0.110 ft. 20 1200 1,45 0.15 220 360 -140 25 1500 1,21 0,13 222 450 -228 A R Q Tc Tc total I Qc 30 1800 1,04 0,11 223 540 -317 35 2100 0.91 0,10 224 630 -406 0.33 0.05 0.40 4.14 11.54 2,07 0.22 40 2400 0.82 0.09 228 720 -492 45 2700 0,74 0.08 229 810 -581 Qpeak for Case 1= 0,22 cfs 50 3000 0.68 0.07 232 900 -668 55 3300 0,64 0.07 239 990 -751 60 3600 0.61 0.06 247 1080 -833 CASE 2 65 3900 0.60 0.06 262 1170 -908 70 4200 0.56 0,06 272 1260 -988 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0,56 0.06 280 1350 -1070 peak 8ow =.90(3.18)(Imp. Area) = 0,32 cfs 80 4800 0,53 0.06 282 1440 -1158 85 5100 0.52 0.05 293 1530 -1237 90 5400 0.50 0.05 297 1620 -1323 So, the Peak flow for the Basin is the greater of the two Flows, 95 5700 0.49 0.05 307 1710 -1403 0.32 cfs 100 6000 0,48 0,05 316 1800 -1484 208' DRAINAGE POND CALCULATIONS Required'206' Storage Volume = Imperoious Area x.5 in 112 in/ft 204 cu ft 208' Storage Volume Provided 323 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STORI Maximum Storage Required by Bowstring 45 cu ft Number and Type of Drywells Required 1 Single 0 Double CALCULATIONS INLET - MISSION MEADOWS 99079 Spokane County, Washington 2/19/0010.24 10-Year Strom Event Engineer: JFS CURB DROP FLOW CAPACITIES in Sump Conditions Curb Inlet y Basin Basin + Inlet Maximum Maximum By-Pass lnlet STREET Inlet Type Peak Flow By-Pass* Length Flow Depth" Discharge"* Flow (cfs) Q (ft) H Qa Q- Qa TYPE 2 ' - A1 GRADY LANE CURB 0.49 0.49 4,00 0.33 2,34 •1.85 TYPE 2 A2 GRADY LANE CURB 0.29 0,29 4.00 0.33 2.34 -2.05 TYPE 2 B I AUGUSTA LANE CURB 0.66 0.66 4,00 0.33 2.34 -1.68 TYPE 2 - 132 AUGUSTA LANE CURB 0,43 0.43 4.00 0.33 2.34 -1.91 TYPE 2 Cl MCMILLIAN LANE CURB 0.55 0.55 4.00 0.33 2.34 -1.79 TYPE 2 C2 MCMILLIAN LANE CURB 0.49 0.49 4.00 0.33 2.34 -1.85 TYPE 2 D HODGES LANE CURB 0.12 0.12 4.00 0.33 2.34 -2.22 TYPE 2 E HODGES LANE CURB 0.23 0.23 4.00 0.33 2.34 -2.11 NOTE; TYPE 1 CURB INLET TYPE 2 CURB INLET Qa = 3.087 ~ L* H^ 1,5 Curb Inlet Depression = 2 in. Curb Inlet Depression = 2 in. Where L= Length of Curb Drop, H= Flow Depth Maximum Inlet Height = b in. Curb Inlet Length = 4 ft. Maximum Inlet Height = 4 in. ~ By-Pass flows from upstream inlets on continuous grades. Maximum Flow Depth is based on Inlet height Calculated per Section 4-1 of the Spokane County Guidelines for Stormwater Management CurbDropS MISSION MEADOWS 99079 Spokane County, Washington 211910010:21 10-Year Strom Event Engineer; JFS CURB DROP FLOW CAPACITIES in Sump Conditions - - - - - Curb Inlet Basin Basin + lnlet Maximum Maximum By-Pass Inlet STREET Inlet Type Peak Flow By-Pass* Length Flow Depth" Discharge*** Flow (cfs) Q (ft) H Qa Q- Qa TYPE 2 Fl BALDWIN LANE CURB 1.53 1.53 4.00 0,33 2.34 -0.81 . , . , TYPE 2 F2 BALDWIN LANE CURB 1.25 1.25 4.00 0.33 2.34 -1.09 TYPE 2 G1 BALDWIN LANE CURB 1.14 1.14 4.00 0.33 2.34 -1.20 _ . . , . , TYPE 2 - G2 BALDWIN LANE CURB 1.02 1.02 4.00 0.33 2,34 -1.32 TYPE 2 H GRADY LANE CURB 0.32 0.32 4,00 0.33 2.34 -2,02 NOTE: TYPE 1 CURB INLET TYPE 2 CURB INLET Qa = 3.087 ~ L~ H^ 1.5 Curb Inlet Depression = 2 in. Curb Inlet Depression = 2 in. Where L= Length of Curb Drop, H= Flow Deptli Maximum Inlet Height = 6 in Curb Inlet Length = 4 ft. Maximum Inlet Height = 4 in. * By-Pass flows from upstream inlets on continuous grades. Maximum Flow Depth is based on Inlet height Calculated per Section 4-1 of the Spokane County Guidelines for Stormwater Management CurbOropS PIPE CALCULATIONS Al P-1 A2 P-2 ' A- OTitfe: MISSION MEADOWS ProJect Enpineer; CLC ASSOCIATES, JOHN SAYWERS, P.E. c:lmfsslon meadowslmmeadwvs.atm Inland Paolflo Enplnesrlnp Co. StortnCAD v1.0 02/08/00 06:52:57 PM m Haeatad Methode, Inc. 37 Brookaide Road Waterbury, CT 08708 USA (203) 785-1888 Pape 1 of 1 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: A1 Tot. Area 0.17 Acres Imp. Area 4748 SF C = 0.90 CAS E 1 0 ft. Overland Flow Ct= 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 188 ft. Gutter flow Z1 = 50.0 For Z2 Z2 = 4.5 Type B= 1.0 n = 0.016 Rolled = 3.5 S = 0.005 d = 0.110 ft. A R Q Tc Tc total I Qc 0.33 0.05 0.31 3.29 5.00 3.18 0.49 Qpeak for Case 1= 0.49 cfs CAS E 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.31 cfs So, the Peak flow for the Basin is the greater of the finro flows, 0.49 cfs 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BAS I N : A2 Tot. Area 0.10 Acres Imp. Area 4282 SF C = 0.90 CAS E 1 0 ft. Overtand Flow Ct= 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 187 ft. Gutter flow Z1 = 50.0 For Z2 Z2= 4.5 TypeB=1.0 n = 0.016 Rolled = 3.5 S = 0.005 d = 0.110 ft. A R Q Tc Tc tota I I Q c 0.33 0.05 0.31 3.28 5.00 3.18 0.29 Qpeak for Case 1= 0.29 cfs CAS E 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.28 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.29 cfs Combined PipelNode Report Pipe Upstream Downstream Length Section Average Upstream Downstream ConstNCted Downstream Downstream Roughness Upstream Upstream Known Discharge Node Node (ft) Size Velociry Invert Invert Slope Crown Depth Ground HGL Flow (cfs) (ftls) Elevation Elevation (fUft) Elevation (ft) Elevation (ft) (cfs) (ft) (ft) (ft) (ft) P-1 A2 A1 23.50 12 inch 0.60 32.15 32.50 0,010638 33,50 2,30 0.013 35.78 34.81 0.47 0.47 P-2 A1 Outlet 75,00 12 inch 2.42 34.36 33.90 0.006133 34.90 0,50 0,013 35.78 34.72 0.47 0.75 ProJect Title: MISSION MEADOWS Project Engineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:Vnmeadows.stm Inland Paclfic Enginaering Co. StormCAD v1.0 02/08/00 01:00:44 PM m Haestad Methoda, Ina 37 8rookslde Road Waterbury, CT 06708 USA (203) 755-1868 Page 1 of 1 DOT Report Pipe -Node- -Ground- -HGL- •EGL- -Slope- -Secuon- Length Average Discharge Capacity Syatem Roughness Upatream UpsUeam Upstream Upstream Energyr Shape (ft) Velocity (cfs) (cfs) Flow Downatream Downstream Downstream Downstream Conatructed Size (fVa) Time (ft) (h) (ft) (ft/ft) (min) P-1 A2 35.78 34,81 34.81 0,000174 Ciroular 23.50 0.60 0,47 3,67 0,00 0.013 A1 35.78 34.80 34.81 0,010638121nch P-2 A1 35.78 34.72 34.85 0.005309 Clrcular 75.00 2,42 0,75 2.79 0.85 0.013 Outlet 38.00 34,40 34.48 0.008133 12 fnch ProJect Title; MISSION MEADOWS ProJect Engineer; CLC ASSOCIATES, JOHN SAYWERS, P.E. c:lmiaslon meadauuelmmeadawe.strn Inland Paoltlo Enpinserlnp Co, ' StormCAD 0.0 02/08/00 08:48:44 PM m Haeetad Methode, Inc, 37 Brodceide Roed Waterbury, CT 06708 USA (203) 756-1688 Pape 1 of 1 36.00 C u Jet; Outlet ' ' f _ Inl t:A~1 Inl t;X50 Rir~.36.00 t Sum ; 33,90 ft ~ ~ci : 3~a.18 ft Ri ft p ' Su-np; 32,11 ft Su-n 1 ft 34.50 34.00 Elevation ft 33,50 33.00 ' 32.50 Pipe,. P_2 Pipe: P-1 32,00 0+00 0+20 Uoigrt; 34,36 ft 0+60 0+80 Up Invert: 32,1tqP Dn Invert: 33Mtfbn ft Dn Invert: 32,50 ft Length: 75,00 ft Length; 23.50 ft Size:12 inch Size;12 inch Project Title: MISSION MEADOWS Project Engineer CLC ASSOCIATES, JOHN SAYWERS, P.E. c,lmisalon meadowaMmeedowa.sM Inlond Paolilc EnplneerlnQ Co, StormCAO v1,0 02/08100 07;55:43 PM m Haestad Methods, Inc. 37 Brodceide Road Weterbury, CT 06708 USA (203) 755-1888 Pege 1 of 1 A1 TO POND Worksheet for Circular Channel Projec;t Descripfion Project Fi{e untitled.fm2 Worksheet MISSION MEADOWS Flow Elemerrt Circular Channel Method Manning's Form ula Solve For Channel DeQth Input Data Mannings Coefficient 0.013 Channel Slope 0.006000 ft/ft Diameter 12.00 in Discharge 0.75 cfs Resutts Depth 0.36 ft Flaw Area 0.25 ffi2 Wetted Perimeter 1.28 ft Top Width 0.96 ft Critical Depth 0.36 ft Percerrt Full 35.62 Critical Slope 0.005669 ft/ft Ve{ocity 2.99 ft/s ~ Velocity Head 0.14 ft Specfic Energy 0.50 ft Froude Number 1.03 Ma)dmLan Discharge 2.97 cfs Full Flaw Capacity 2.76 cfis Ful1 Flaw Slope 0.000443 ft/ft Flaw is supemritical. 02I06JO0 Academic Edition FlvwMastex v5.17 06:0246 PM Haestad MeNiods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 B l p_ 1 B2 P-2 A PON D B-C ~a C ~ Project Tltle; MISSION MEADOWS ProJect Enpineer. JOHN SAYWERS, P.E. C:lmlaalon meadwvelb.etm Inland Paolflo Enplnoorlnq Co. StortnCAO v1.0 02l08/00 07:39;14 PM 0 Haestad Methode, Inc. 37 Brodcelde Road Waterbury, CT 06708 USA (203) 765-1688 Pape 1 of 1 10-Year Design Storm PEAK FLOW CALCULATION PROJECT:MISSION MEADOWS BASIN: B1 Tot. Area 0.23 Acres Imp. Area 7286 SF C = 0.90 CAS E 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 270 ft. Gutter flow Z1 = 50.0 For Z2 Z2 = 4.5 Type B= 1.0 n= 0.016 Rolled=3.5 S = 0.008 d = 0.110 ft. A R Q Tc Tc tota I I Q c 0.33 0.05 0.40 3.74 5.00 3.18 0.66 Qpeak for Case 1= 0.66 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.48 cfs So, the Peak flow for the Basin is the greater of the finro flows, 0.66 cfs 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: B2 Tot. Area 0.15 Acres Imp. Area 6600 SF C = 0.90 CAS E 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 223 ft. Gutter flow Z 1= 50.0 For Z2 Z2 = 4.5 Type B= 1.0 n = 0.016 Roiled = 3.5 S = 0.008 d = 0.110 ft. A R Q Tc Tc total I Qc 0.33 0.05 0.40 3.09 5.00 3.18 0.43 Qpeak for Case 1= 0.43 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.43 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.43 cfs Combined PipelNode Report Pipe Upstream Downstream Length Section Average Upstream Downstream Constructed Downstream Downstream Roughness Upstream Upstream Known Discharge Node Node (ft) Size Velocity Invert Invert Slope Crown Depth Ground HGL Flow (cfs) (ftls) Elevation Elevation (fUft) Elevation (ft) Elevation (ft) (cfs) (ft) (ft) (ft) (ft) P-1 B1 82 23,50 12 inch 0.85 32.56 32,33 0.009787 33.33 2.40 0.013 35.56 34.74 0.67 0.67 P-2 82 POND B-C 85,00 12 inch 3.05 34.19 33.50 0,008118 34.50 0,50 0.013 35,56 34.63 0,67 1.10 ProJect Title; MISSION MEADOWS ProJect Engineer: JOHN SAYWERS, P.E. a:lb,stm Inland Peciflc Englneering Co. StormCAD 0.0 02/08100 01:03;05 PM 0 Haestad Methads, Inc. 37 Brookalde Road Waterbury, CT 06708 USA (203) 755-1886 Page 1 of 1 DOT Report Pipe -Node- •Ground- -HGL- -EGL• -Slope- -Seetlon- length Average Discharge Capacity System Roughnesa Upstream Upstream Upstream Upstream Energy Shape (ft) Veloclty (cfs) (cfs) Flow Downatream Dovmstream Downstream Downatream Conatructed Size (ftls) Tlme (it) (ft) (ft) (iVft) (min) P-1 B1 35,58 34.74 34,75 0.000354 Clrcular 23.50 0,65 0,67 3.52 0,00 0.013 82 35,58 34,73 34,74 0.009787 121nch P-2 B2 35,58 34.83 34.80 0,007974 Clrcular 85,00 3.05 1,10 3.21 0.46 0,013 POND B-C 35,50 34,00 34,12 0.008118 12 inch ProJect Tltle; MISSION MEADOWS ProJect Engineer; JOHN SAYWERS, P.E. c;lmiselon meedowelb.atm Inland Paoitio Enplneerinp Co. StortnCAD v1,0 02/08l00 09:43:27 PM 01-11aeated Methoda, Inc, 37 Brookside Road Waterbury, CT 08708 USA (203) 755-1668 Pape 1 af 1 132 TO POND B-C Worksheet for Circular Channel Projed Description Project File untitled.fm2 Worksheet MISSION MEADOWS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Qata Mannings Coefficierrt 0.013 Channel Slope 0.008000 ft/ft Diameter 12.00 in Discharge 1.10 cfs Results Depth 0.41 ft Flow Area 0.30 ff Wetted Perimeter 1.38 ft Top Width 0.98 ft Critical Depth 0.44 ft Percert Full 40.53 Critical Sbpe 0.005882 ft/ft Velocity 3.68 ft/s Velocity Head 0.21 ft Specific Energy 0.62 ft Froude Number 1.18 Ma)ammum Discharge 3.43 cfs Full Flaw Capaaty 3.19 cfs FuN Flvw Slope 0.000953 fUft Flaw is supercritical. 02106/DO Acadernic Edition F1owMasber v5.17 07:41:25 PM Haestad Methods. Inc. 37 Brookside Roed Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 36.00 35, 50 du;let: POND B-C ~ Inl t; B2 Inl t: 61 I . i Ri ; 35,56 ft - Ri ; 35,56 ft 35.00 R 35,50 ft Sa : 33.50ft _Suinp.31;69ft-- Suinp. 31.69 ~t p 34.50 _ ; _ . -----~_~-1--~ ~ i 34.00 Elevation ft 33.50 i . _ _ _ _ . . _ . _ I ; 33,00 I _ . _ _ . _ . , , ~ 32,50 ~ ~ 32.00 _ . i i Pipe: P-2 . Pipe. P-1 31,50 0+00 0+20 0+0 I nvert: 34,19 ft 0+60 0+80 U p ktAOt; 32.56 ft 1+20 Dn Invert: 33.50 ft Station ft Dn Invert; 32.33 ft Length: 85,00 ft Length: 23.50 ft Size:12 inch Size;12 inch Project Title: MISSION MEADOWS ProJect Engineer. JOHN SAYUVERS, P.E. c,Mlsslon meadavelb,slm Inland Poaific Enpinesrinp Co. StormCAD v1.0 02/06/00 07:54:27 PM m Haeetad Methoda, Inc. 37 Brookeide Roed Waterbury, CT 08708 USA (203) 755-1868 Pepe 1 of 1 POND B-C P-2 C1 P-1 C2 A ProJect Title: MISSION MEADOWS ProJect Enpineer: JOHN SAYWERS, P.E. c:lmlaslon meadowalc.stm Inland Paolflo Enplneerlnp Cc. StormCAD v1.0 02I08/00 08,29:03 PM C HebsG+d Methoda, Inc. 37 Brookelde Road Waterbury, CT 08708 USA (203) 755-1868 Page 1 of 1 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: C1 Tot. Area 0.19 Acres Imp. Area 8413 SF C = 0.90 CAS E 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 338 ft. Gutter flow Z1 = 50.0 For Z2 Z2= 4.5 TypeB= 1.0 n = 0.016 Rolled = 3.5 S = 0.008 d = 0.110 ft. A R Q Tc Tc total I Qc 0.33 0.05 0.40 4.68 5.00 3.18 0.54 Qpeak for Case 1= 0.54 cfs CAS E 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.55 cfs So, the Peak flow for the Basin is the greater of the finro flows, 0.55 cfs 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: C2 Tot. Area 0.17 Acres Imp. Area 4810 SF C = 0.90 CAS E 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 210 ft. Gutter flow Z1 = 50.0 For Z2 Z2 = 4.5 Type B= 1.0 n = 0.016 Rolled = 3.5 S = 0.008 d = 0.110 ft. A R Q Tc Tc tota I I Q c 0.33 0.05 0.40 2.91 5.00 3.18 0.49 Qpeak for Case 1= 0.49 cfs CAS E 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(imp. Area) = 0.32 cfs So, the Peak flow for the Basin is the greater of the finro flows, 0.49 cfs Combined PipelNode Report Pipe Upstream Downstream Lenglh Section Average Upstream Downstream Constructed Downstream Downstream Roughness Upstream Upstream Known Discharge Node Node (ft) Size Velocity Invert Invert Siope Crown Depth Ground HGL Flow (cfs) (fUs) Elevation Elevation (ft/ft) Elevatlon (ft) Elevation (ft) (cfs) (ft) (ft) (ft) (fi) P-1 C2 C1 23.50 12 inch 0.61 32.56 32.33 0,009787 33.33 2.39 0,013 35.56 34.72 0.48 0,48 P-2 C1 POND B-C 85.00 12 inch 2.94 34.19 33.50 0,008118 34.50 0,50 0,013 35.56 34.62 0.49 1.04 ProJect Tltle: MISSION MEADOWS . ProJect Engineer; JOHN SAYWERS, P.E. a:lc.stm Inland Pacific Engineering Co. StormCAD 0.0 02108100 01:03:28 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 0(1 DOT Report Pipe -Node- -Ground- •HGL- -EGL- -Slope- -Section- Length Average Discharge CapaGty System Roughness Upetream Upstream UpsVeam Upstream Energy Shape (ft) Velocity (cFa) (cfa) Flow Downstream Downstream Downstream Downatream Conatructed Size (ftls) Time (ft) (ft) (ft) (fUft) (min) P-1 C2 35,56 34.72 34.73 0.000182 Circular 23.50 0.61 0,48 3.52 0.00 0,013 C1 35,56 34,72 34,72 0.009787121nch P-2 C1 35.58 34.82 34.78 0.007908 Clrcular 85,00 2.94 1,04 321 0.64 0,013 POND &C 35.50 34.00 34.11 0.008118 12 Inch ProJect Title; MISSION MEADOWS Project Engineer: JOHN SAYWERS, P.E. c:lmlsolon meadawalastm Inland Paolfic Enqlnoorlnq Co. StamCAD 0.0 02108/00 08;28;20 PM CHmestad Methoda, Ino, 37 Brookelde Roed Weterbury, CT 08708 USA (203) 766-1868 Pape 1 of 1 I 36,00 35.50 du let: POND B-C i Inl t: C1 Inl t: C2 R'm: 35,50 ft_ Ri : 35,56 ft Ri : 35.56 ft 35,00 Sainp; 33,50 ft J.Sump:-31-.69 f#-- Su p: 31,69 ft 34.50 . ~ 34.00 , Elevation ft . ~ 33.50 I , ~ 33.00 , 32.50 32.00 Pipe. P-2 _ Pipe: P-1- - 31.50 0+00 0+20 0+0 Inveft; 34.19 ft 0+60 0+80 Up IhhM: 32.56 ft 1+20 Dn Invert: 33,50 ft Station ft Dn Invert: 32,33 ft Length; 85,00 ft Length; 23.50 ft Size;12 inch Size:12 inch ProJect Tltle: MISSION MEADOWS ProJect Enpineer. JOHN SAYWERS, P.E. c:lmlaelon meadowalc.stm Inland Paoiiin Enqineering Co. StormCAD 0.0 02/08/00 08:25:54 PM m Heestad Methode, Inc. 37 Brookside Road Weterbury, CT 08708 USA (203) 755-1688 Page 1 of 1 C1 TO POND B-C Worksheet for Circular Channei I Project Description Project File untitied.fm2 Worksheet MISSION MEADOWS Flow Elemerrt Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficierrt 0.013 Channei S{ope 0.008000 ft/ft Diameter 12.00 in Discharge 122 cfs Resutts Depth 0.43 ft Flaw Area 0.32 ft2 Wetted Perimeter 1.43 ft Top Width 0.99 ft Critical Depth 0.47 ft Percent Full 42.92 Critical Slope 0.005979 ft/ft Velocity 3.79 ft/s Vebcity Head 0.22 ft Specific Energy 0.65 ft Froude Number 1.17 Maudmum Discharge 3.43 cfs Full Flaw Capacity 3.19 cfs Full Fiaw Slope 0.001173 ftlft Flaw is superaitical. 02/p6/pp Academic Edition FlowMastef v5.17 08:13:33 PM Haestad Methods, Inc. 37 BrooFc.side Roed WaRerbury. CT 06708 (203) 755-1666 Page 1 of 1 00 Po\:) D P- ~ ~ ~ ProJect Tltle; MISS{QIV MEADOWS proJect Englneer: CLC AS50CIATES, JpMN SAYINERS, P.E. a:ld.sfm Inlead Paclfic Englneering Cv. SiormCAD v1.0 02107l40 04;01;48 PM (D Haeslad Methods, Inc. 37 Brookside Raad Walerbury, CT 06708 lJSA (203) 755-1868 page T ef q Combined Pipe/Node Report Plpe Upstream Downstream Length Section Average Upstream Downstream Constructed Downstream Downstream Roughness Upstream Upstream Known Discharge Node Node (ft) Size Velocity Invert Invert Slope Crown Depfh Grountl HGL Flow (cfs) (fUs) Elevation Elevation (fUft) Elevation (ft) Elevation (ft) (cfs) (ft) (ft) (ft) (ft) P-1 I D I POND D I 12.00I 6 inch 1 0.511 35,42I 35.30I 0.010000I 35.97I 0.50I 0.013I 36.60I 35.80I 0.12I 0.12 Projecl Title; MISSION MEADOWS ProJecl Engineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:ld.etm Inland Pacfflc Engineering Co. StormCAD 0.0 02l08100 01;03:58 PM 0 Haeatad Methoda, (nc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1868 Page 1 of 1 DOT Report Pipe -Node- -Ground- -HGL- -EGL- -Slope- -Section- Length Average bischargd Capacity System Roughness Upstream Upstream Upstream Upstream Energy Shape (ft) Velocity (cfs) (cfs) Fiow Downstream Downstream Downstream Downstream Constructed Size (fUs) Time (ft) (ft) (ft) (fUft) (min) P-1 D 36,60 35.80 35.80 0.000176 Circular 12.00 0.51 0.12 1.21 0.00 0,013 POND D 36.30 35.80 35.80 0,010000 8 inch ProJect Title: MISSION MEADOWS ProJecl Engineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:ld.slm Inland Paciflc Engineering Co. StormCAD v1.0 02107/00 03:53:55 PM C) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1866 Page 1 of 1 D TO POND D Worksheet for Circular Channel Project Description Project File untitled.fm2 Worksheet MISSION MEADOWS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.010000 ft/ft Diameter 8.00 in Discharqe 0.12 cfs Results Depth 0.14 ft Flow Area 0.05 ft2 Wetted Perimeter 0.64 ft Top Width 0.55 ft Critical Depth 0.16 ft Percent Full 21.28 Critical Slope 0.006490 ft/ft Velocity 2.21 ft/s Velocity Head 0.08 ft Specific Energy 0.22 ft Froude Number 1.23 Maximum Discharge 1.30 cfs Full Flow Capacity 1.21 cfs Full Flow Slope 0.000099 ft/ft Flow is supercritical. 02/07/00 Academic Edition FlowMaster v5.17 04:03:03 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 ot 1 PO%D E P.00 E n ~ ~ Project Tille: MISSION MEADOWS ProJect Englneer; CLC ASSOCIATES, JOHN SAYWERS, P.E. a;le.stm Inland Pacific Englneering Co. StormCAD v1.0 02/08/00 09:29;54 AM 0 Haestad Methode, Inc. 37 Brookside Road Waterbury, CT 08709 USA (203) 755-1988 Page 1 of 1 Combined PipelNode Report Pipe Upstream Downstream Length Section Average Upstream Downstream Constructed Downstream Downstream Roughness Upstream Upstream Known Discharge Node Node (fl) Size Velocity Invert Invert Slope Crown Depth Ground HGL Flow (cfs) (fUs) Elevation Elevation (ftlft) Elevation (ft) Elevatfon (ft) (cfs) (ft) (ft) (ft) (ft) P-1 I E I POND E 18.00' 10 inch 0,851 35.44 35.30 0.007778 36,13 0.50 0,0131 36,60 35,80 0.23 0,23 Project T(tle: MISSION MEADOWS ProJect Engineer; CLC ASSOCIATES, JOHN SAYWERS, P.E. a:le.atm Inland Pacific Engineering Co. StormCAD 0.0 02108l00 01:04:18 PM m Haestad Methods, Inc. 37 Brookslde Road Waterbury, CT OA708 USA (203)755-1888 Page 1 of 1 DOT Report Pipe -Node- •Ground- -HGL- -EGL- -Slope- -Section- Length Average bischargd Capaciry System Roughness Upstream Upstream Upsfream Upstream Energy Shape (ft) Velocity (cfs) (cfs) Flow Dawnstream Downstream Downstream Downstream Constructed Size (ffls) Time (ft) (ft) (ft) (fUft) (min) P-1 E 36,60 35,80 35,91 0.000437 Circular 18.00 0,85 0.23 1.93 0.00 0.013 POND E 36,30 35.80 35.81 0.007778 10 inch ProJect Title: MISSION MEADOWS ProJect Engineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:le.stm Inland Pacific Englneering Co. StormCAD v1.0 02/08100 09:21:37 AM C) Haestad Methods, Inc. 37 Brookslde Road Waterbury, CT 06708 USA (203) 755-1668 Page 1 of 1 E TO POND E Worksheet for Circular Channel Project Description Project File untitled.fm2 Worksheet MISSION MEADOWS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.007800 ft/ft Diameter 10.00 in Discharqe 0.23 cfs Results Depth 0.19 ft Flow Area 0.10 ft2 Wetted Perimeter 0.84 ft Top Width 0.70 ft Critical Depth 0.21 ft Percent Full 23.28 Critical Slope 0_006003 ft/ft Velocity 2.39 ft/s Velocity Head 0.09 ft Specific Energy 0.28 ft Froude Number 1.14 Maximum Discharge 2.08 cfs Full Flow Capacity 1.93 cfs Full Flow Slope 0.000110 ftlft Flow is supercritical. 02/08/00 Academic Edition FlowMaster v5.17 09:28:40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 F~ ~ P10, - \ F2 P-2 PO\D F ~ ~ ProJxt Tltle: MISSION MEADOWS ProJxt Englneer: CLC ASSOCIATES, JOHN SAYWERS, P.E. c;lmiseion meadowslf,stm Inland Paalfic Enplneorlnp Co. StormCAD v1.0 02108/00 08:54;21 PM m Haeetad Methode, Inc. 37 Brookelde Road Waterbury, CT 08708 USA (203) 765-1888 Pepe 1 of 1 DOT Report ~ Pipe -Node- -Ground- •HGL- -EGL• -Slope- -Sectlon• Length Average Discherge Capacity System Roughness Upatream Upatream Upstream Upatream Energy Shape (ft) Velocity (cfs) (cfs) Flow Dovmstream Downstream Downetream Downatream Conatructed Size (ftls) Time (ft) (ft) (ft) (fUft) (mfn) P-1 F1 29,73 29.23 29.29 0,001844 Clrculer 23,50 1,95 1.53 3.52 0.00 0.013 F2 29,73 29.19 29.25 0,009787 12 inch P-2 F2 29.73 29.03 29.30 0.007881 Circular 57,00 4,42 2.78 5.80 0.20 0.013 POND F 31.00 28.51 28,95 0.008070 15 Inch Project Tltle; MISSION MEADOWS ProJect Engineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. c;lmlaelan meedowelf,etm Inland PAOlila EnQlneerlnp Co. StortnCAD 0.0 02/08/00 10;04;09 PM 01-11eestad Methode, Inc, 37 Brodcalde Road Waterbury, CT 08708 USA (203) T56-1868 pepe 1 of 1 Combined PipelNode Report Pipe Upstream Downstream Length Section Average Upstream Downstream Constructed Downstream Downstream Roughness Upstream Upstream Known Discharge Node Node (ft) Size Velocity Invert Invert Slope Crown Depth Ground HGL Flow (cfs) (ttls) Elevation Elevation (fVft) Elevation (ft) Elevation (ft) (cfs) (ft) (ft) (ft) (ft) P-1 F1 F2 23.50 12 inch 1.95 26.73 26.50 0.009787 27.50 2.69 0.013 29,73 29,23 1.53 1,53 P-2 F2 POND F 57.00 15 inch 4,42 28.36 27,90 0,008070 29.15 0,61 0.013 29.73 29.03 1,53 2.78 ProJect Title: MISSION MEADOWS Project Engineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:lf.stm Inland Paciflc Engineering Co. StormCAD v1,0 02/08/00 01;04;41 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 U5A (203) 755-1888 Page 1 of 1 31.00 Ou111et; PON - Rini; 31,00 f 30,50 S~inp:21,9 ft 30,00 ~ Inl~t; F2 I I~t;-F1 29.50 ~ 29,73 t 9.00 26,06 ft 4 urnp: 26,0 ~ f - - ~ - 28,50 Elevation ft 26,00 . 27.50 27,00 26,50 26,00 0+00 0+10 0+20 P fge 0 +50 0+60 U i rt; 28C~6~ U + I ert: 20991 0+90 Dn Invert; 27,90 ftStation ft Dn Invert: 26.50 ft Length: 51,00 ft Length: 23.50 ft Size;15 inch Size:12 inch ProJect Tltle: MISSION MEADOWS Projxt Englneer: CLC ASSOCIATES, JOHN SAYWERS, P.E. c:\mlulon meedowelf.ttm Inland Paclflc Englneerlnq Co. StormCAD 0,0 02/06/00 10:03:48 PM 0 Haestad Methods, Inc. 37 Brodcalde Roed Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: F1 Tot. Area 0.58 Acres imp. Area 23299 SF C = 0.90 CAS E 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 855 ft. Gutter flow Z1 = 50.0 For Z2 Z2 = 4.5 Type B= 1.0 n = 0.016 Rolled = 3.5 S = 0.020 d = 0.110 ft. A R Q Tc Tc total I Qc 0.33 0.05 0.63 7.49 7.49 2.60 1.36 Qpeak for Case 1= 1.36 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.53 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.53 cfs 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: F2 Tot. Area 0.53 Acres Imp. Area 19055 SF C = 0.90 CASE 1 0 ft. Overland Flow Ct= 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 1042 ft. Gutter flow Z1 = 50.0 For Z2 Z2 = 4.5 Type B= 1.0 n = 0.016 Rolled = 3.5 S = 0.007 d = 0.110 ft. A R Q Tc Tc tota I I Q c 0.33 0.05 0.37 15.43 15.43 1.75 0.83 Qpeak for Case 1= 0.83 cfs CAS E 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.25 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.25 cfs F2 TO POND F Worksheet for Circular Channel Project Description Project File untitled.fm2 Worksheet MISSION MEADOWS Flow Element Circular Channel Method Manning's FoRnula Sofve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.008000 ftfft Diameter 15.00 in Discharge 2.78 cfs Results Depth 0.61 ft Flow Area 0.60 w Wetted Perimeter 1.94 ft Top Width 1.25 ft Critical Depth 0.67 ft Percerrt Full 48.89 Critical Slope 0.005890 ft/ft Veloc;ity 4.66 ft/s Velocity Head 0.34 ft Specific Energy 0.95 ft Froude Number 1.19 Ma)dmum Discharge 6.21 cfs Full Flow Capacity 5.78 cfs Full Flow Sbpe 0.001852 fUft Flow is supercritical. 02J06/00 Acaderriic Edition FlowvMtaster v5.17 10:00:41 PM Haestad Metttods, Inc. 37 Broolcside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 POND G ~ P- G P- G1 ProJect Title: MISSION MEADOWS Project Engineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a;lg.stm Inland Peciflc Engineering Co. StormCAD v1.0 02l07100 02:34:15 PM 0 Haestad Methods, Inc, 37 Brookslde Roed Waterbury, CT 08708 USA (203) 755-1888 Page 1 ot 1 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: G1 Tot. Area 0.42 Acres Imp. Area 17284 SF C = 0.90 CASE 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 661 ft. Gutter flow Z1 = 50.0 For Z2 Z2 = 4.5 Type B= 1.0 n = 0.016 Rolled = 3.5 S = 0.009 d = 0.110 ft. A R Q Tc Tc total I Qc 0.33 0.05 0.42 8.63 8.63 2.42 0.92 Qpeak for Case 1= 0.92 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.14 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.14 cfs 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: G2 Tot. Area 0.54 Acres Imp. Area 15544 SF C = 0.90 CAS E 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 880 ft. Gutter flow Z1 = 50.0 For Z2 Z2 = 4.5 Type B= 1.0 n = 0.016 Rolled = 3.5 S = 0.009 d = 0.110 ft. A R Q Tc Tc total I Qc 0.33 0.05 0.42 11.50 11.50 2.08 1.01 Qpeak for Case 1= 1.01 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.02 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.02 cfs Combined PipelNode Report Pipe Upstream Downstream Length SecGon Average Upstream Downstream Constructed Downstream Downstream Roughness Upstream Upstream Known Discharge Node Node (ft) Size Velocity Invert Invert Slope Crown Depth Ground HGL Flow (cfs) (ftls) Elevation Elevation (ftlft) Elevation (ft) Elevation (ft) (cfs) (ft) (ft) (ft) (ft) P-1 G1 G2 23.50 12 inch 1,45 25.45 25.22 0.009787 26.22 3.23 0.013 29,03 28.47 1,14 1.14 P-2 G2 POND G 55.00 12 inch 4.30 27.66 27.20 0.008364 28,20 0.59 0.013 29.03 28,29 1.14 2.16 ProJect Title: MISSION MEADOWS Praject Enpineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:lg.atm Inland Pacific EnglneerinA Co. StormCAD 0.0 02/08100 01:05:09 PM 0 Haestad Methods, Inc. 37 Brookalde Road Waterbury, CT 06708 USA (203) 755-1886 Page 1 of 1 DOT Report Pipe •Node- -Ground- -HGL- -EGL- -Slope- -Sectfon- Length Average bischargd Capacity System Roughness Upstream Upstream Upstream Upstream Energy Shape (ft) Velocity (cfs) (cfs) Flow Downstream Downstream Downstream Downstream Constructed Size (ff/s) Time (ft) (ft) (ft) (fUft) (min) P-1 G1 29,03 28.47 28.51 0,001024 Circular 23.50 1.45 1,14 3.52 0.00 0.013 G2 29,03 28.45 28,48 0,009787 121nch P-2 G2 29,03 28.29 28.56 0.008296 Circular 55.00 4,30 2,16 3.26 0.27 0,013 POND G 29.00 27.79 28.10 0.008364 12 inch ProJect Title: MISSION MEADOWS ' ProJect Englneer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:lg,stm Inland Paclfic Engineerin9 Co• SiormCAD v1.0 02/07/00 02:28:45 PM m Haeatad Methods, Inc. 37 Brookslde Road Waterbury, CT 08708 USA (203) 755•1889 Page 1 of 1 Outl t: POND G Inlet: G2 Inlet: G1 Rim; 9.00 ft Rim; 29.03 ft Rim: 29.03 ft Sum : 27.20 ft Sur~,~-25;03-# 6am;); 25.03 ft / ~ Pipe: P-2 Pipe: P-1 Up Invert: 27,66 ft Up Invert: 25.45 ft Dn Invert; 27,20 ft Dn Invert: 25,22 ft Length; 55.00 ft Length: 23.50 ft Size: 12 inch Size: 12 inch Project Titie; MISSION MEADOWS ProJect Engineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:1g,stm Inland Pecific Engineering Co. StormCAD v1.0 02/07l00 03:11:23 PM m Haeslad Methods, Inc. 37 Brookside Roed Waterbury, CT 06708 USA (203) 755•1888 Page 1 of 1 G2 TO POND G Worksheet for Circular Channel Project Description Project File untitled.fm2 Worksheet MISSION MEADOWS Flow Element Circular Channel Method Manning's Formula Soive For Channel Depth I nput Data Mannings Coefficient 0.013 Channel Slope 0.008000 fflft Diameter 12.00 in Discharge 2.16 cfs Results Depth 0.60 ft Flow Area 0.50 ft2 Wetted Perimeter 1.78 ft Top Width 0.98 ft Critical Depth 0.63 ft Percent Full 60.35 Critical Slope 0.007094 ft/ft Velocity 4.36 ft/s Velocity Head 0.30 ft Specific Energy 0.90 ft Froude Number 1.08 Maximum Discharge 3.43 cfs Full Flow Capacity 3.19 cfs Full Flow Slope 0.003676 ft/ft Flow is supercritical. 02/07/00 Academic Edition FlowMaster v5.17 03:09:04 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 ot 1 POND H P , ProJect Title: MISSION MEADOWS Project Engfneer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:lh,stm inland Pacific Engineering Co. SlormCAD v1.0 02/08/00 11:20:16 AM 0 Haesfed Methods, Inc. 37 Brooksfde Road Waterbury, CT 06708 USA (203) 755-1888 Page 1 of 1 Combined PipelNode Report Pipe Upstream Downstream Length Section Average Upstream Downstream Constructed Downstream Downstream Roughness Upstream Upstream Known Discharge Node Node (tt) Size Velocity Invert Invert Slope Crown Depth Ground HGL Flow (cts) (ft/s) Elevation Elevation (ftlft) Elevation (ft) Elevation (tt) (cfs) (ft) (ft) (ft) (ft) P-1 I H POND H 65.00112 inch I 1.56I 32,45 31,801 0.010000 32.80 0.501 0.013I 34.32 32.68I 0.32I 0.32 Project Title: MISSION MEADOWS ProJect Engineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a;lh.stm Inland Pecific Engineering Co. StormCAD v1.0 02l08100 01:05:33 PM CHaeslad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA (203) 755-1888 Page 1 of 1 DOT Report ' Pipe -Node- -Ground- -HGL- -EGL- -Slope- -Section- Length Average bischargd Capaciry System Roughness Upstream Upstream Upstream Upstream Energy Shape (ft) Velocity (cfs) (cfs) Flow Downstream Downstream Downstream Downstream Constructed Size (fUs) Time (ft) (ft) (ft) (ft/ft) (min) P-1 H 34,32 32.68 32.77 0.007001 Circular 65,00 1,56 0.32 3,56 0.00 0.013 POND H 34.60 32.30 32.31 0.010000 12 inch ProJect Title: MISSION MEADOWS Project Engineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:lh.stm Inland Paclfic Engineering Co. SlormCAD v1.0 02108/00 11:20;08 AM 0 Haestad Methods, Inc. 37 Brookslde Road Waterbury, CT 08708 USA (203) 755-1888 Page 1 oi 1 bu~.let: POND H Ri : 34,60 ft Inl~t: H Su p: 31.80 ft Rim: 34.32 ft Sump: 30.28 ft ~ Pipe: P-1 Up Invert; 32.45 ft Dn Invert; 31.80 ft Length: 65.00 ft Size.12 inch ProJect Title: MISSION MEADOWS ProJecf Englneer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:lh.atm Inland Paciflc Englneering Co. StormCAD v1,0 02108100 11:20:43 AM m Haeatad Methods, Inc. 37 Brookslde Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 HTOPONDH Worksheet for Circular Channel Project Description Project File untitled.fm2 Worksheet MISSION MEADOWS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.010000 ft/ft Diameter 12.00 in Discharge 0.32 cfs Results Depth 0.20 ft Flow Area 0.11 ft2 Wetted Perimeter 0.93 ft Top Width 0.80 ft Critical Depth 0.23 ft Percent Full 20.25 Critical Slope 0.005678 ft/ft Velocity 2.81 ft/s Velocity Head 0.12 ft Specific Energy 0.33 ft Froude Number 1.32 Maximum Discharge 3.83 cfs Full Flow Capacity 3.56 cfs Full Flow Slope 0.000081 ft/ft Flow is supercritical. 02/08/00 Academic Edition FlowMaster v5.17 11:22:09 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Curve Plotted Curves for Circular Channel Pvc, Project Description Project File untitled.fm2 Worksheet MISSION MEADOWS Flaw Elemerrt Circutar Channel Method Manning's Formula Sotve For Channel Depth Constant Data . Mannings Coefficient 0.009 Channel Slope 0.020000 ft/ft Diameter 12.00 in Input Data Minimum Ma)amum Incxemerrt Discharge 0.00 8.00 0.10 cfs , 1.0 Channel Depth vs Discharge ' i 0.9 0.8 0.7 ~ ~ 0.6 t ~ a. m 00.5 m / c c r 0.4 U 0.3 0.2 0.1 ~ 0.0 ' 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 Discharge (cfs) 02106= Acadernic Editia, Ftownnasrer vs• 17 08:55:14 AM Haestad Methais. Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Curve Ploftad Curves for CircuEar Channel DJ G"r l LIEF Proje+ct DescriPtion Project Fi#e untitled.fm2 Worcs'hee# MISSfUN MEADUWS Flcw Elemem Circular Channel Meftiod Manning's Fvrmula Solve Far Channel Depth Constatrt Qata Mannirgs Coefficierxt 0.012 Channel Sfope 0.020000ftlft Diametei 12.00 in Input Data Minimum lllla)amum Incremerrt oiscnarqe 0.00 5.00 0.10 cf5 . 0.8 Channel Depth vs Discharge . 0.7 . ~ ~ o.s, -0.5 ~ ~ A. a) / 0 0.4 ~ ~ G C (Ci L 0.3 ' 0.2 ' 0.1 {D.0 O.t7 0.5 1.0 1.5 2.0 2_5 3.0 3.5 4,0 4.5 5.0 Discharge (cfs) 02/06= Academic Editiars FlwvMas#er +r5.17 08:52:07 AM Haestad Methods. Inc. 37 Brootcside Rcaad Waterbury, CT 06708 (203) 755-1665 Page 1 of 1 . , ~ Curve Plotted Curves for Circular Channel Pvc, Project Description Project File untitled.fm2 Worksheet MISSION MEADOWS Flow Element Circular Channel Method Manning's Formula Solve For Discharge :onstant Data ~ Mannings Coefficient 0.009 Channel Slope 0.020000 ft/ft Diameter 15.00 i n lnput Data Minimum Maximum Increment Depth 0.00 1.20 0.10 ft 16.0 Discharge vs Depth 14.0 _ 12_0 ~ ~ 10.0 ~ ~ ~ U ~ ~ ~ ~ 8.0 ca ~ U N ~ 6.0 4.0 / 2.0 / / / 0.0 0.0 0.2 0_4 0.6 Depth (f 02119/00 Academic Edition FlowMaster v5.17 10:54:50 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 C u rve Plotted Curves for Circular Channel Di- Project Description Project File untitled.fm2 Worksheet MISSION MEADOWS Flow Element Circular Channel Method Manning's Formula Solve For Discharge Constant Data Mannings Coefficient 0.012 Channel Slope 0.020000 ft/ft Diameter 15.00 in Input Data , Minimum Maximum Increment Depth 0.00 1.20 0.10 ft , Discharge vs Depth 12.0 ~ / 10.0 8.0 / N ~ U N ~ ~ 6.0 m r U N ~ / 4.0 2.0 ' 0.0 - 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 Depth (ft) 02/19/00 Academic Edition FlowMaster v5.17 10:55:30 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 RIPRAP CALCULATIONS ~ 'IF 96~ . . 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N -t•- I --~'-i'- _ _ i i ~ o o ~ I I ~ ~ L~ . _L. . _ .~.1.~_ ~ ~ .1_T..! _...i ~ } ' _ _ ! ~-..LL ~ _ _ . ~ ~ H v, ~ ~ i _ 1 ~~.J. _a.. r..~_~ r~ ~'-~.a... ~ I_~.. .a... ~ i ~ 1.~. ~ ~i ~ _.a_ ..t. I._~1 r f } -i ~ r ~ ~ ~ - - - ~ - .-fi- - ~ , . . .Y ~ f _ ' - ~ ' ~ _ _ ~ - - - - - - a - -fi ~ _ _ _ ~ ~ ~ ~ - - - - - - _ r T ~ , ~ BASIN -MAP AWCE September 22, 2004 ~ W.O. 2004-47 Development Engineering Division City of Spokane Valfey 11707 E. Sprague Ave., Suite 106 Spokane Vailey, WA 99206 Attn: Sandra Raskeli Re: Masoro - IVfission Meadows iVianufacfured Home Park Meacfows Piace - Streef and Storm Drainage Plans Plan Submittal for Review and Drainage Report Dear Sandra, Enclosed with this submittal are two sets of prints for review and approval. This project proposes the development of 13 lots within the Mission Meadows Manufactured Home Park along or around a new cul-de-sac known as "Meadows PlaceA a private road. These changes to this project have been previously reviewed by planning who find these changes in substantial conformance with the original(y approved site plan for this project. Please review these drawings and should you have any comments please use the prints for your mark ups. Upon completion of your review and mark ups if any, please contact me to meet I with you to discuss any changes that the City might require. If no further revisions are necessary, we will provide mylar plans to you to be stamped approved for construction. Your assistance in this matter is greatly appreciated. As noted above, this letter wili also serve as the drainage report for the above ~ referenced project. Drainaqe Report As the storm water design for this project is very basic, generally a single pond in a single tract, it is intended that this letter report will outline to you the necessary issues associated with the above referenced project. This project is in Section 8, WHIPPLE CONSULTING ENGINEERS • CIVILAND TRANSPORTATION ENGINEERING 13218 E SPRAGUE AVENUE • SPOKANE VALLEY, WASHINGTON 99216 • PH: 509-893-2617 FAX: 509-926-0227 City of Spokane Valley Mason - Mission Meadows - Plan and Drainage Supplemental September 26, 2005 Page 2 T. 25 N., R. 45 E., WM and within the overall Mission Meadows Manufactured Home park, north of Mission Avenue and east of Barker Road. The site is generally flat and currently under development with numerous lots already developed. The soil type from page/sheet 66 of the USDA Spokane Soils Soils SCS document indicates GgA, or Garrison Gravelly Loam, 0 to 5 percent slopes. GgA - Garrison gravelly loam, 0 to 5 percent slopes: This complex of soil is a - somewhat excessively drained soil formed from a variety of igneous rock. Surface runoff is slow, and the hazard of erosion is slight. Garrison gravelly loam with 5-20% slopes (GgB) has a surface layer 3 to 5 inches thinner than that of GgA. Runoff is medium, and the erosion hazard is moderate. Spokane County Guidelines for Stormwater Manaqement indicate this to be a Soil Group Type B and pre-approved for drywell installation. Hydrologic Soil Classffication - B This project does not contribute to an offsite basin and all drainage is contained within the site, because of this no "Pre-Developed" "offsite" calculations have been provided. However, a pre-develaped basin map and calculations for the runoff generated by the affected area have been calculated, even though these flows are confined to the site because of other development. , Post Developed Desiqn As presented the project site is nearly 89,767 sf or 2.06+/- Ac in size. When complete, this site will contain 13 manufactured homes with driveways and landscaping, an additional 350 ft of roadway with adjacent sidewalk and cul-de- sac as well as drainage pond areas. For Analysis purposes the following contribute to the drainage analysis provided: • Total Project Size = 89,767 sf • Drainage Basin Size, fronts of house and Streets, etc = 53,549 sf • Street Area = 14,319 sf • Sidewalk Area = 900 sf • Driveway Area = 5,200 sf ~ City of Spokane Valley Mason - Mission Meadows - Pian and Drainage Supplemerital September 26, 2005 Page 3 The topography of the site siopes slightly from the south to the north on the site. Due to the size and topography of the site, only a single basin was used. The front half of the manufactured homes and driveways will flow toward Meadows Place, which is proposed to continue a crown cross section and drain to the north side of the site into an inlet and catch basin within the project cul-de-sac and then piped to a pond/swale within a tract located between lots 125 and 126. A double depth drywell is proposed to handle the Bowstring volurne. The appendix shows the basin summary, required `208' volumes, COV 1133 method, peak flows, bowstring calculations and Pond Bottom areas for the basin. The pond and basin characterized in the plans provided will adequately handle the storm drainage generated by the proposed improvements. Basin Specifics follow: Basin A(onlv basin for this oroject) As noted this basin comprises the whole length of a new private road Meadows Place and drains to an inlet in the NE side of the cul-de-sac consistent with the GSM. This basin will have the storm water treated in Pond A and discharged via a drywell per the standard grassed percolation guidelines within the GSM as modified by the City of Spokane Valley Ordinance No. 05-013 which generally allows for a reduction in volume by using the V=1133A calculation. Highlights of this basin are as follows: • Standard 208-type pond with catch basins • Swale/Pond = Pond A • Discharge via 1- Type B Drywell • COV-1133*A Volume Required = 599 cf • COV-1133*A Volume Provided = 650 cf • 10-year "208" Treatment Volume Required = 71 cf • 10-year Treatment Volume Provided = 650 cf • 50-year Bowstring Storage Volume Required = 934 cf • 50-year Storage, below the inlet, Volume Provided = 1405 cf City of Spokane Vailey Mason - Mission Meadows - Plan and Drainage Supplemerrtal September 26, 2005 Page 4 Ail pond calculations for this analysis are based on a pond depth of 0.50 feet to rim of drywell with overtlow at or above 1.0-feet above pond bottom. It is anticipated that the ponds will be constructed in accordance with the project 'IaC1S. We hope that you wifl find this submittal adequate tor your approval upon completion of your review. Should you have any questions related to this submittal please do not hesitate to call either at 893-2617 or my cell at 995-2939. Sincerely, i O~ R W A ~ . 25462.~o ~~NAL EXPIRES O9-Z4- Todd R. Whipple, P.E. Attachments - Rppendix and Basin Map - Street Plans (2 sets) Cc: File . P~ - . ~ . 6RE-DEVELOPMEIMT BASIN ~ ~ 6A.SIN 'ASPHAL GRASS ACRES AREA ARE1 ~ A O 89,767 2.06 ~ . . SCALE: 1 60' PR0.1 2004-47 PRE-DEVELOPMENT BASIN DATE: 09/ 1 9/O 5 DRAWN: RLM M I S S I❑ N M EA D O W S APPROVED: TRW MAN U F"ACTU RED H O M E PARK AWC CITY OF SPOKANE VALLEY WASHINGTON WF-uPPLEC0IVSULTINGBJG-s CNL MD TFiANSPOHTATION BJGINEHiNG 13218 E.''*Pf1AGUE AVENUE SPOKME VALl.EY. WASHINGTON 992'16 FIGURE NO. 1 PH:509M3-2617 FAX 509-9264)227 ~ D~O~ - ~ '0AD~ ; c 13 D m p A m <z # ! 0 0 N -~AtoA M r- ~ ~ ' ~ 115 ~ ~ ; 112 111 117 1~6 114 11~ 118 ; D , , gp' 56' 59' 54' ~ ' ' ' 80` 67' ; 50 5050 ' . ~~9,93' 73.44~ ~ 60' 60' 30.05 d ~ Z o 125 24 ic 122 o ~~o 119 u~i D U! o oC3 o 64.6`3' ~-I- z ~ ~ m o N^ ~ ~ W 'I h~~ mZr N -i 0 ~ D m Ln 25 ~ r 0~ 3 1MLAC m 10 ~ 12t00NOt~4'36'M~ , . ~ m m ; ~00 ~IDZ Z D 0 0 I~ p D 7t~~ W, ~ i so` ~00` i ~1 ~.13' o '0 N Z z D ~ • ~ 130 CD 129 ~ 12800 ' co ~ ~ ~ ~ i 126 ~ ~ ai , 30' 127', ~ 67' ~ 30' 60' 68, 52' 58' , 50' S p~ ~ '<N 98 -L, 99 ~ 100 LO ~ 101 102 103 ~ ~ ~ 10q cn cn ~ co ~ D 9 7 ' ~ ~ i ~ ~ ~z rn y~ m~ I I _ bU' 50 50' ~ o I ~ ~ f VYhlpple Consulung Enginears Basin Ce►culatlon WorCSheet Intensi8es from IDF Curves - Spokane, Reardan, elc., Imp 0.9 I(2 yr) = 2 Inches I(10 yr)= 3.18 inches Per 0,15 I(25 yr) = 4 Inchea I(50 yrU 4,57 Inchea 10-Aug-05 04-47 Mlsslon Meadowa I(100 yr) = 5,1 Inches BNO City ot 9pokane Valley V■1133(A) Methad Requlred Pollutlon Area in Required Bottom at Basin Total Street Sidewalk Drlveways Orlveweys Houses Houses Ganara8ng Acres Volume 0.5-foot sf sf sf # of af # of si Impervloua ac Constant cf Depth (si) I I I I I I I I I I Pre A I 8978700 I 0,00 I 0.00 0,00 I 0.001 0.00 I 0,001 0.001 0.00001 1133,001 0.001 0.00 0 I a.00 I 0,00 I 0.00 1 0.00 I 0.001 0.60 I 0.001 0.001 0.0000 1133.001 0,001 0.00 PostA I 83,648,001 14,319.001 900,00 I 13.00 1 7,800.001 0.00 1 0.001 23,018.001 0.6284 1133,001 588.731 1187.46 0 i 0.00 I 0,00 I 0.00 I 0.00 I 0,001 0.00 I 0.001 0.00 0.00001 1133.001 0,001 0.00 I 0 I 0.00 I 0.00 I 0.00 I 0.00 I 0.001 0.00 1 0.001 0.00 0,00001 1133,001 0.001 0.00 I 0 I 0.00 I 0.00 I 0.00 I 0,00 1 0,001 0.00 I 0.001 0.001 0,00001 1133.001 0.001 0,00 I i I I ~ I I i I I i I I I I I I i I I I I ! I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 i I I I I I I I I ' I I I I ~ 1 I I I I I PostTotel L63,649,00114,319,00 900,001 13A01 7,800.90f 0.001 0.001 23,018.001 0.631 1 698.73 1197.46 Combined 8asine Celculetion Area I I I I I I I I 1 I I I I I I I I I 1 I I I I I I I I I I I I I I I Whlpple Coneultlng Engineere 8asin Calculatlon Worksheet Intensitles from IDF Curves • Spokane, Rearden, etc.. Imp 0.9 I(2 yr) = 2 Inches I(10 yr)= 3.18 Inches 1aAug-05 0447 Mlsalon Meadows Per 4•15 I I s 4 inches I(50 yr~ 4.57 Inches (100 yr) = 5.1 Inchea BNO NOTE: NIA FOR THIS PROJECT 8POKANE COUNTY • 48M - aRA8SED PERCOLATION METHOD Q=CIA (c(s) Basln Tatal Street Sidewalk Driveways Ddveways Housea Houses Total Total Weighted 208 Area 208 Pond 2 yr 10 yr 25 yr 50 yr 100 yr ef sf sf # af sf # of sf Impervlous Pervioua "C" sf Area Storm 5torm Storm Storm Storm Pre A I 89,787,00 0.001 0.001 0.001 0.001 0.001 0.001 0.00189,787.001 4.16 0.001 0.821 0,88 1.241 1.411 1,58 I I I I I I I I I I I I I I PaetA 1 53,549,001 14,319.00 800,001 13.001 5,200.001 8.501 7,800.001 28,219,00125,330,001 0.55120,419,001 1701.58 1,341 2.131 2.881 3.081 3.42 I I I I I I I I f I I I I I I I I I I I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I i I I I I f I I I I I I I I I 1 I I I I l I I I I I I I ! I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I ~ I I i I I I I I I I I I I I I PoetTotel I 63,649,001 14,319,001 900.001 13.001 8,200,001 6.801 7,800.001 28,219,00125,330.001 0.66120,418,001 1,701,58 1.341 2.131 2.681 3.081 3,42 Combined Basln CelculeUon Area I I I I I I I I I I I I I I I I I I I I I I I I I j f-- I I I ! I I I I I I I I I I I I PEAK FLOW CALCULATION PROJECT: Misslon Meadows BOWSTRING METHOD PROJECT: Miss(on Meadows 14-Year Design Storm DETENTION BASIN DESIGN BASIN: A DESIGNER: TRW BASIN: A DATE: 23-Sep-05 Tot, Area 53,549 SF 1.23 Acres Imp. Area 28,219 SF C= 0.90 Time Increment (min) 5 Per. Area 25,330 SF C= 0.15 Time of Conc. (min) 5.24 Wt, C 0,55 208 Area = 20,419 Outflow (cfs) 1 Design Year Flow 10 CASE 1 Area (acres) 1.23 Impervlous Area (sq ft) 20,419 40 ft. Overland Flow 'C' Factor 0.55 Area * C 0.670 Ct = 0.15 208 Pond Bottm Area 1,702 L = 40 ft. n= 0.40 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage S = 0.0200 (min) (sec) (Inlhr) (cfs) '(cu ft) ,cu fl~ (cu ft) 5.24 315 3.11 2.09 880 315 565 Tc = 2.58 min., by Equation 3-2 of Guidelines 5 300 3.18 2.13 856 300 556 350 ft. Gutterflow 10 600 2.24 1,50 1062 600 462 15 900 1.76 1.18 1185 900 285 Z1= 50.0 For Z2 20 1200 1.45 0.97 1273 1200 73 7-2 = 3.5 Type B=1.0 25 1500 1.23 0.82 1324 1500 -176 n= 0,016 Rolled = 3.5 30 1800 1.05 0.70 1342 1800 -458 S= 0.0128 35 2100 0.91 0.81 1347 2100 -753 40 2400 0.81 0.54 1360 2400 -1040 d= 0.1880 ft. Flow Width 9,4 ft. 45 2700 0.74 0.50 1391 2700 -1309 50 3000 0.69 0.46 1434 3000 -1566 55 3300 0.65 0,43 1482 3300 -1818 A R Q Tc Tc total I Qc 60 3600 0.81 0.41 1525 3600 •2075 0.95 0.09 2.06 2.88 5.24 3.11 2.09 65 3900 0.58 0.39 1570 3900 •2330 70 4200 0.58 0.38 1629 4200 -2571 Qpeak for Case 1= 2.09 cfs 75 4500 0.55 0.37 1712 4500 •2788 80 4800 0.55 0.37 1806 4800 -2994 85 5100 0.53 0,36 1865 5100 -3235 90 5400 0.50 0.33 1836 5400 -3564 CASE 2 95 5700 0.45 0.30 1758 5700 -3942 100 8000 0.49 0.33 2008 6000 -3992 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(Tc=5 intenslty)(Imp. Area) = 1.85 cfs "208" TREATMENT REQUIREMENTS Minimum "208" Volume Requlred 71 cu ft Provided Treatment Volume 599 cu ft So, the Peak flow for the Basin is the greater of the two flows, DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM 2,09 cfs Maximum Storage Required by Bowstring 565 cu ft Provlded Storage Volume 599 cu ft Number and Type of Drywells Requlred 0 Single 1 Double PEAK FLOW CALCULATION PROJECT: Rlverside Duplexes BOWSTRING METHOD PROJECT: Rlverelde Duplexes 50-Year Design Storm DETENTION BASIN DESIGN BASIN: 1 DESIGNER CAM BASIN: 1 DATE; 23-Sep-05 Tot. Area 63,549 SF 1.23 Acres Time Increment (min) 5.00 Imp. Area 28,219 SF C= 0.9 Time of Conc. (min) 6.00 Perv. Area 26,330 SF C= 0.15 Outflow (cfs) 1,00 Wt C= 0.55 206 Area 20,419 Deslgn Year Flow 60 Area (acrea) 1.23 CASE 1 208 Area 20,419 'C' Factor 0.55 40 ft. Ovedend Flow Area • C 0.87 Required Trtmnt Area 1,101.58 Ct= 0.16 L= 40 ft. Tlme Tlme Inc. Intens. Q Devel. Vol.ln Vol.Out Storage n = 0.40 .Jmin) (sec) (INhr) (Lfs~ (cu ft) ~ (cu ft) (cu, ftL. S= 0.0200 5.00 300 4.68 3,07 1234 300 934 Tc = 2,58 min., by Equetlon 3-2 of Ouldelines 5 300 4.56 3.07 1234 300 934 10 600 3,21 2.16 1609 600 909 360 ft. Outter flow 16 900 2.44 1,64 1840 900 740 20 1200 1.88 1.33 1729 1200 529 Z1 = 50.0 For Z2 25 1500 1.68 1.12 1800 1600 300 Z2 = 3.6 Type 8=1.0 30 1800 1.48 0,98 1880 1800 80 n= 0.018 Rolled = 3.6 36 2100 1.30 0.87 1917 2100 -183 S= 0.0128 40 2400 1.18 0.79 1976 2400 -425 45 2700 1.08 0.73 2036 2700 -665 d= 0.2185 ft. Flow Width 10.9 ft. 60 3000 1.01 0.88 2094 3000 -906 . b5 3300 0.94 0.63 214b 3300 -11b5 80 3600 0.88 0.69 2188 3800 -1412 A R Q Tc Tc total I Qc 8b 3900 0.83 0.b6 2231 3900 -1689 1,28 0.11 3.07 2.43 5,00 4.58 3.07 TO 4200 0,79 0,63 2291 4200 -1909 7b 4600 0.77 0.52 2376 4600 -2124 Qpeak for Case 1= 3.07 cis BO 4800 0.76 0,61 2477 4800 -2323 66 5100 0.73 0,48 2569 5100 -2641 90 6400 0.70 0,47 2677 5400 •2823 95 6700 0.86 0,44 2667 6700 •3143 CASE 2 100 8000 0.86 0,48 2782 6000 •3218 Case 2 assumes a Time of Concentrauan less than 6 minutes so thet the "208" TREATMENT REQUIREMENTS peek flow =.90(Tc=6 Intenaity)(Imp. Area) = 2.87 cfe Minimum "208" Volume Requlred 71 cu ft Provided Treatment Volume 1,405 cu ft DRYWELL REQUIREMENTS - 60 YEAR DESIGN STORM So, the Peak flow for the Bealn is the greater of the two flows, Maximum Storage Requlred by Bowstring 834 cu ft 3.07 cfa Provided Storage Volume 1,405 cu ft Number and Type of Drywells Required 0 Single 1 Double WHIPPLE CONSULTING ENGINEERS POND VOLUME CALC SHEET 912312005 04-47 Mason - Mission Meadows TRW ~ ~ . • ~~....,,,,e . _~s Basins Ponds Bottom Squared Pond Pond Pond Conic Side Total Conic Side Total Area Side Bottom Drywell Inlet Volume Slope Volume to Volume Slope Volume Elevation Elevation Elevation to Rim Volume to Rim to Inlet Volume to Inlet sf If cf cf cf cf cf cf~ I1 ~ r A Swale M-1 I 1197 I 34.60 I 2026.86 I 2027.36 I 2027,86 I 599 I 52 I 650 1197 I 208 I 1405 I I I I I I I I I I Hydraflow P an View ~ Z ~ ou►fall otitfaii Project flle: New.stm No. Lines: 2 09-23-2005 Hydraflow 81ortn Sewrers 2003 Storm Sewer Summary Report Page I Line Line ID Flow Une Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up lo6s line (Cfs) (in) (ft) (ft) (ft) (ft) (ft) (ft) No. 1 10-year storm 2.13 12 c 64.0 2026.86 2027.18 0.500 2027.48 2027.94 0.17 End 2 50-year storm 3.06 12 c 64.0 2026.86 2027.18 0.500 2027.60' 202827' 024 End Projed File: New.stm Number of lines: 2 Run Date: 09-23-2005 NOTES: c= arcular, e= eliipticai; b= box, Retum period = 2 Yrs.; ' Indicates surdiarge oondition. Kyamflow soan, sswus 2003 FT010CrRk-.jjort Page Line To Type n- Len Oralnaee Area Time Time Inten Total Add Inlet Elev of H(3L Rise HGL Actual Date; 09•23-2008 No Llne of value of of (I) CA Q elev atruc C1 a 0.2 conc flow Elev of Crown Span Plpe Full Flow Frequency: 2 yn C2 a 0.5 in Total C3 a 0.9 eect flow Elev of Invert ProJ: New,atm Incre• Sub- Sum Q Up Down Fall 31ze Slope Vel Cap ment total CA (ft) (ac) (ac) (min) (min) (inlhr) (cfs) (ft) (ft) (ft) (ft) (In) (ftls) (cfa) Line deacript(on 1 End Grate 0,013 64.0 0.00 0,00 0.00 0.00 0.39 0,0 0.00 2.13 0.00 2027,94 2027.48 0.46 12 0,12 3.74 2.13 10-year storm 0.00 0.00 0.00 2,13 2028.18 2027.86 12 0.50 3.21 2.52 0,00 0,00 0.00 2027.18 2028.86 0,32 Cir 2 End Grate 0.013 64,0 0,00 0.00 0.00 0.00 0.27 0.0 0.00 3.06 0.00 2028.27 2027.60 0.66 12 1.04 4.40 3.06 50-year slorm 0.00 0.00 0.00 3.06 2028.18 2027.86 12 0.50 3.21 2.52 0,00 0.00 0,00 2027,18 2026.86 0.32 Cir NOTES; Intenslty = 88.871(Inlet time + 13,10) ^ 0,87 (inmr) ; Tlme of flow In sectlon Is based on full flow. Hydrellow 31am Sewaro 2003 Hyura%Grade Line %.pomputations Page Line Size Q Downstream Len Upstream Check JL Mint coeff loss Invert HGL Depth Area Vel Vel EGL 3f Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy AIBV elev head elev elev elev head elev 8f loes (in) (cfs) (ft) (ft) (ft) (84ft) Wa) (ft) (ft) M1 (ft) (ft) (ft) (ft) (aqft) (ftls) (ft) (ft) (ft) (K) (ft) 1 12 2.13 2028.86 2027.48 0,62 0,51 4,18 0,27 2027.75 0.718 64.0 2027.18 2027.94 0.78 0,84 3.32 0.17 2028.11 0.416 0.567 0,363 1,00 0.17 2 12 3.06 2026,88 2027.80 0.74" 0.82 4.90 0.37 2027.98 0.911 84.0 2027.18 202827 1,00 0.79 3.90 0.24 2028.50 0.738 0,825 0,528 1.00 0,24 Project Flle: New,stm Number of Iines: 2 Run Date; 09-23-2005 NOTES;' Normal depth assumed., Critlcal depth assumetl. HydroOow 3tam 3ewero 20f . 5%rr, i -;e1 'Proj, file: New.stm Elev. (ft) l~~L 2040,00 2037.00 2034.00 Ln: ~ 12 (in) 2031.00 2028.00 I I I I 2025.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflow Storm Sewers 2003 Orn, Qeu,►c, PiuiiLa Proj. tiie: New.stm Elev. (ft) 2040.00 2031,00 2034.00 Ln* 12 (in) 2031.00 2028.00 ~ 2025.00 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) Hydraflaw Storm Sewera 2003 In et Section (Line 1- Grate Inlet) naF e 1e Q Catchment = 2.13 (cfs) Gutter Width = 2.00 (ft) Q Cerryover = 0.00 Gutter Slope = Sag Q Total = 2.13 Cross Slope, Sw = 0.013 (ftlft) Q Captured = 2.13 Cross Slope, Sx = 0.020 (fflft) , Q Bypassed = 0.00 Loc. Depression = 2.00 (In) Spreatl width, T = 1.92 (ft) ~ ~ I v - i ! 0.2 (ft) ! I ~ ~ 2.0 (ft) ~ Sw ( Inlet Section ProJect file: New.stm ~ 09-23-2005 HydraOow 3lam Sewero 2003 Iniet Section (Line 2- Grate Inlet) Inlet l w Guttec Q Catchment = 3.06 (cfs) Gutter Width = 2,00 (ft) Q Carryover = 0.00 Gutter Slope = Sag Q Total = 3.46 Cross Slope, Sw = 0.013 (ftlft) Q Captured = 3.06 Cross Slope, Sx = 0.020 (ff/ft) Q Bypassed = 0.00 Loc. Depresslon = 2,00 (In) Spreatl witlth, T = 4,32 (ft) v ~ 0.25 (ft) 2.0 (ft) ~ 2.32 (ft) ~ d Sw Sx Inlet Section ProJect file: New.stm 09-23-2005 I HydraAow 9lorm 8e++rore 2003 _ rhv, mar, ~q nn~, ni a-;rtl comGlMi! In ] 9fi4 ae perl of a eo+l suney by ihe ,uu Can; "i U AP,rlcultural EaMrimeni Slatinn. ^ , . •~"'*1 kanRe, tnv,n,hin, anr1 ;arHDn rnrnP.r,, thown nn Ihis map arQ inrlnlmiln (Jains sheet 66) 1~. 25 N ~ ' } ~ •s: ~ 1~ • ~ s, ' ~o, ~ ~ , ti,. . ~ ~i~ ~ , a. '-~N ~ r~ F • a ~Z . . II ♦?A i I 'r. . • . II ~ ~ ~ I. lb. l/ - ~ , . .~ar ' . I r , ~ , V i,'! 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' . . . ~ (Joins sfieet bd) 1y. n I-FLWEST Materials Testing • Geotechnical Engineering December 16, 2005 Mr. Todd Whipple Whipple Consulting Engineers, Inc. 13218 East Sprague Avenue Spokane Valley, WA 99216 RE: Geotechnical Evaluation Mission Meadows Manufactured Home Park South of Grady Lane and East of Baldwin Lane Spokane Valley, Washington Dear Mr. Whipple, As requested, we have completed the geotechnical evaluation for the above- referenced project in Spokane Valley, Washington. The purpose of our services was to provide a pavement section design for the proposed roadways at the site. The following letter summarizes the results of our analysis and engineering recommendations for design of the proposed roadways. FIELD INVESTIGATION AND RESULTS We excavated five test pits at the site on December 9, 2005 to collect samples for testing. The test pits were excavated to depths of approximately 5 to 6 feet below proposed subgrade elevation. The test pits encountered approximately 0 to 12 inches of topsoil at the surface. Below the topsoil, the test pits typically encountered silty to poorly-graded gravels to their termination depths. Groundwater was not encountered in the test pits. Surface elevations at the test pits were interpolated from the contours shown on the undated preliminary plat of Meadows Place provided by Whipple Consulting Engineers, Inc. Attached with this report are test pit logs that describe the vertical sequence of soils encountered. We collected samples from the test pits and returned them to our laboratory to perform classification tests. We performed grain size analysis tests on the samples to aid in classification of the site soils. The results of the laboratory tests performed are attached. 1010 N. Lake Road 9 Spokane, Washington 99212 •(509) 534-4411 9 Fax (509) 534-9326 Geotechnical Evaluation Mission Meadows Manufactured Home Park Project 205-177G Page 2 The USDA Natural Resources Conservation Service (NRCS) has mapped the soiis on and around the site in the Soil Survey of Spokane Countv as the Garrison gravelly loam (GgA). The soil is shown on the SCS Map attached with this report. This soil is described as very deep, somewhat excessively well-drained soil that formed in glacial outwash with vofcanic ash in the upper part. The on-site soils encountered in the test pits appear to be consistent with the soil mapping. ANALYSIS AND RECOMMENDATIONS Pavement Subgrades Based on the results of the field and laboratory testing, it is our opinion that after preparing the subgrade, a predominant subgrade soil type of silty gravel (GM) should be used for design of pavement sections. We recommend that the subgrade be compacted to a minimum of 95 percent of the modified Proctor maximum dry density (ASTM D-1557). It is important that the subgrade surface be shaped to provide for positive drainage to minimize the potential for water to pond in the subgrade. Prior to placing the aggregate base, we recommend that all subgrade areas be proof- rolled with a loaded dump truck. This precautionary measure would assist in detecting any localized soft areas. Any soft areas discovered during the proof-rolling operation should be excavated and replaced with a suitable structural fill material. We recommend that the proof-rolling process be observed by a qualified geotechnical engineer to make the final evaluation of the subgrade. Our recommended pavement section is based on Spokane County Altemate Pavement Design Criteria. Using Table 3.16 of the Spokane County Standards for Road and Sewer Construction for private roads and local access streets, we recommend a minimum pavement section as follows: Roadway Type Thickness of Asphalt Thickness of Gravel (in) Base (in) Private Road 2 6 Local Access Road 2 8 We recommend specifying crushed gravel base meeting the requirements of the Washington Department of Transportation (WSDOT) Standarri Specification 9-03.9(3) for crushed gravel base course. We recommend that the asphalt concrete pavement meet the requirements of WSDOT Standard Specification for Class A asphalt concrete pavements. We recommend that the crushed gravel base be compacted to a minimum of 95 percent of its modified Proctor maximum dry density. We recommend that the asphaltic concrete surface be compacted to a minimum of 92 percent of the Rice density. ° MaAerials resnnp • c-,eoteamlool Erpineerine Geotechnical Evaluation Mission Meadows Manufactured Home Park Project 205-177G Page 3 REPORT LIMITATIONS This report has been prepared to assist the planning and design of roadways for Mission Meadows Manufactured Home Park in Spokane Valley, Washington. Our services consist of professional opinions and conclusions made in accordance with generally accepted geotechnical engineering principles and practices. This acknowledgement is in lieu of all warranties either expressed or implied. Thank you for the opportunity to provide our services. If you have questions or require additional information, please do not hesitate to contact our office. Sincerely, ALLWEST Testing & Engineering, LLC „ . NE45 . Andy Eliason, E.I.T. , Staff Engineer G/ ` ~ Paul T. Nelson, P.E. Senior Geotechnical Engineer L Aftachments: EXP~RES: Site Location Map SCS Map Test Pit Location Sketch Logs of Test Pits TP-1 through TP-5 Grain Size Analysis Test Results ~ ~~T Mcter+als resrtnp • Geolec►xical Engtr,eerino Figure 1 , - i : - - _ S ~ ~ ~ - - ~ ~ _ ~ ~ ' _'~t•~ • ~ ~ j~ • ~-F` . Ff ~ ~ ~ • Pra K N -~l • . ~-~^~""~11~="no:___._~I; ~ ~ . ~r~'--~= , . - • . • cucuo AVf _ ...j~~ . II Austin "0 '1- $ulMalion . F7W) !'Yf w~ t ~ / _ iM=~ _ ~ ~~:t-~• , ~ iao~ ':x•: . ~ hiOtrOw - - _ ~ 5 I --1qiR•~ jt ~ - ~ T31. ~ : ; r.•- t ~~a•. ).7,~ ~ ..~~tt ~"k ~ - _ Bar-o. P.:! x ~ ~ -''`J~ I 1 7 0 .~~w• ` ~ 7 _ rc,~ . n V Ite , t $YIl^IoO . :1.': . ~ e - ~ - ~ r-...:... . 1 P~k ' l, . ° . ' I' ~ ~ ~ • ,-a• 'L. ~•p . ~ ~ i • : < ~ . :~i'/•• ~ • , • n tn.~ .r. . > . "e-._ ~~„w • •MfSSIORt ` ..r_ - ' E ' . • 'H 2t37 Avr t'~' ~ /'1: t~ f~.- ~ _•L A _ - ~r~ . ' ~.Wf, _ e~• . . _ .-C~~c= zr• . r ~ . . . ~ • ~t , - ~ T_.rYNh ~ ° _ t E N NOa N O~r w• I ~.Gree"cres~i; : :~dfy... , '~:N--~ ~ •~ow . ~s ~ • • ' • . • • r U~, ' y • . - + 4 , anrr . : ~ S? l. • . ' ~l~? . i7 . V . . s _ , . " - - _ _~y'~'~ `x . I ° ~~aiy . ~ r . • . ~ • - ~.-.-.r..~_;.. , .~'j'~"~. - - ' i • p~~ . . • ~ • ~'.•M71 Ira~fet / _ • _ _ • . 2. ~ a''w 1 : ~r~ I . . . . . ;.v~r~ ~ - , 4~•~,-~; ~ , ~ J, Ut I c` _ t .1~s ~ 1 • ~ ~ _ ' - , _ } , , • ..p.ti`; : •l~~.. • _ ~ ; , _ ~ ~ j ~ • t~;1~ ~ t1M ~ ' f ~ . i a - , ~ ' IL ~M I wT~ AVi t ~ ~;1~ • . ~SPRAGUE ~~f ~ ~ • . : _ - , ~ ._~7!~.. `'1 . . . . ~r~ i / ~ Site Location Map Designed By: AJE Mission Meadows Project 205-177G Manufactured Home Park South of Grady Lane and ' ° EST klaiNki. East of Baldwin Lane, December 15, 2005 Spokane Valley, Washington Figure 2 . ~ Vr,.,~"~t.~ .a,,., Gg8 "•'~..amP- 1 ~ L ` . ~ , ~ ti ' ~ ~ ~ ~ Y• :'~K = , j.;ti ~ .~.s:_;: r► „ m' ~ ' ~ ~ r I' ' ~o-. r~ ,r~ ~`1 ►y~ ' ~.w.r'- t . ! . _ - . r~ts~:v- Js~,,`~; IL . I~ ♦ ~ ..'9t V1,{ ~ - ~ _ . ~h~. _ =y ,y( 'Y~h. ~ . ~ - /Iy . ~~~7~IrII +.~11 ' 7 ~ . . ' ~ _ ~~Jj~ ♦ ~ "vi ~!p~ y, . ~ ( p 'tt ~ t.~~yn -.~P ~'`,~~~s~`~~,C.i'~ry2~LFR r~ -i-:~yK'.~I ~ ~ 1 ~i , . " _.l~i ;~yr>.,4 ♦ ' r~ar_~ ~S~i3h ~Y..~ ~ 1~ t~~ .L1'~ 2: i` . ~d=ii ' 3~-'£'`.(`'• r..=_ 7-~{~y,3'~ f _ _.,a~~2~~~' ' . ~ . . N . - . . • ~ I . 1~.;,M"~ • A s:r_a.y t. " ~ ti. ~ ~ V• . _A f~ t ,~~4~a.. ~ ~ . . . ~ . ~ i ~ . - . • ~'k f4 . ' r{ . S ~ 1 ~ ~ 1 •~r ~~f1 C ' . . t . ~ r~; _ :1 ~Z ~T. d , rL~=4,~ . . 1► i' b c A _ ~ a - ji/..; it~i t ~t .s~ .s,La .~..w y ~F~ '•4f` . 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SCS Map Designed By: AJE M Mission Meado P Project 205-177G a ufactured Home ark South of Grady Lane and ° MEST East of Baldwin Lane, December 15, 2005 ~ MCI - C-eatechrAcd &,o.,-*,, Spokane Valley, Washington Figure 3 m , ;r . t~. : _ 4.9'E4?~_ _ r-- r-- - - - - - - '1'fP 3 . - - _ _ = _ , - f J' - ~ . - , . , - ~ +`.s- -•r - - - - _ ~~i- - - ~ _ ~ _ - . • ? W~1~1~~~ ~ , . - o . ~ Test Pit Location Map Designed By: AJE Mission Meadows Project 205-177G Manufactured Home Park South of Grady Lane and ° EST East of Baidwin Lane, December 15, 2005 Spokane Valley, Washington LOG OF TEST PIT ~ ~NEST . . PROJECT: Project No. 205-177G TEST PIT: TP-1 Geotechnical Evaluation LOCATION: Mission Meadows Manufactured Home Park See Test Pit Location Map S. of Grady Lane& E. of Baldwin Lane Spokane Valley, Washington DATE: 12/9/05 SCALE: 1" =1' A STM Elev. Depth D2487 Description of Materiais VVL Tests or Notes 2029.2 0.0 Symbol ~ SILTY GRAVEL WITH SAND, fine grained, - - r~' black, moist. GM (Topsoil) 2028.2 1.0 ~ _ I POORLY-GR.ADED GRAVEL WITH SILT AND SAND, fine to medium grained, light brown to - - brown, moist. - - (Alluvium) ; . - - cn o - - 0 ~ - - E ~ - - G P-G w ~ > - - a. - - U ~ y - - ~ r c - ~ 0 ~s - - > u a~ - - . w - - ~ a... - p., 2024.2 5.0 ~ ~ ~ ~ ~ End of test pit. ~ - - ~ - No ground water encountered at rime of ~ excavation. 0 s~.. cu Test pit immediately backfilled. a~ - - E/) _ J . LOG OF TEST PIT ~~vEST Moo,,.~. r., :V*Dd~ . PROJECT: Project No. 205-177G TEST PIT: TP-2 Geotechnical Evaluation LOCATION: Mission Meadows Manufactured Home Park See Test Pit Location Map S. of Grady Lane& E. of Baldwin Lane Spokane Valley, Washington DATE: 12/9/05 SCALE: 1" = 1' ASTM Elev. Depth D2487 Description of Materials WL Tests or Notes 2030.0 0.0 Symbol SILTY SAND WITH GR.AVEL, fine grained, - - black, moist. - - (Topsoil) SM -2028.3 1.7 -1 - POORLY-GRADED GRAVEL WITH SILT AND SAND, fine to medium ~rained, dark brown, moist. b (Alluvium) ~ - - ~ . o - - 0 € - - ' > - _ I - - U ~ ~ - - 'G C GP-GM ~ - - w:0 ~s - - ~ > a~ a~ - - 0- _ _I co ~ -0 - E- - ~ - - ~ - co t:- - 0 2024.0 6.0 ~ x ~ ~ - - End of test pit. - - No ground water encountered at time of excavation. Test pit immediately backfilled. - J . L4G OF TEST PIT EsT PROJECT: Project No. 205-177G TEST PIT: TP-3 Geoteclinical Evaluation LOCATION: Mission Meadows Manufactured Home Park See Test Pit Location Map S. of Grady Lane& E. of Baldwin Lane Spokane Valley, Washington DATE: 12/9/05 SCALE: 1" =1' ASTM Elev. Depth D2487 Description of Materials WL Tests or Notes 2030.0 0.0 Symbol SILTY SAND WITH GRAVEL, fine to medium - - grained, black, moist. SM ' (Topsoil) 2029.0 1.0 ~ SILTY GRAVEL WITH SAND, fine to coarse grained, dark brown, moist. - - ''i (Alluvium) - - rt - ~L - - ~ r~ ~ 17. o - - 0 «1 L. - - k ~ - - GM ~ > - - • ~].~r - - ~r U y ~ ~ - - r K. = R~ O ~ cz - - ~1 a~i kl 4. N CZ5 2025.0 5.0 ~ ~ ca End of test pit. ~ - No ground water encountered at time of cz v excavation. 0 a ~ Test pit immediately backfilled. . ~ - - ~ _ ~ , LOG OF TEST PIT EsT ..ft,.,@*.a .G0Q*CN*d ftQ~ . ~ , PROJECT: Project No. 205-177G TEST PIT: TP-4 Geotechnical Evaluation LOCATION: Mission Meadows Manufactured Home Park See Test Pit Location Map S. of Grady Lane& E. of Baldwin Lane Spokane Valley, Washington DATE: 12/9/05 SCALE: 1" = 1' ASTM Elev. Depth D2487 Description of Materials WL Tests or Notes 2034.0 0.0 Symbol _ I SILTY GRAVEL WITH SAND, fine to medium grained, brown, moist. - - (Alluvium) - _I - - GM r . - - , yy M~ - - H ^ - - .2 -2031.3 2.7 -1 ~ . POORLY-GRADED GRAVEL WITH SILT AND ~ SAND, fine to medium grained, brown, moist. , - - (Alluvium) > - - a. - - U ~ y - - C cv C - - ° GP-GM ~ o - - > ~ - - ~ ° - - ~ ~ _ ~ - ci. -o - ~ -a - - c v, 2028.5 5.5 -I I ~:I cz End of test pit. 0 n. ~ - - ~ No ground water encountered at time of ~ " - - cn excavation. ~ Test pii immediately backfilled. _ ~ LOG OF TEST PIT ~`uwEST , PROJECT: Project No. 205-177G TEST PIT: TP-5 Geotechnical Evaluation LOCATION: Mission Meadows Manufactured Home Park See Test Pit Location Map S. of Grady Lane& E. 01' Baldwio Lane Spokane Valley, Washington DATE: 12/9/05 SCALE: 1" =1' ASTM Elev. Depth D2487 Description of Materials WL Tests or Notes 2033.3 OA Symbol - SILTY GRAVEL WITH SAND, fine to medium _ r grained, dark brown, moist. _ - , (Alluvium) _ rr - ~ - ~V N - I GM - - w~ .w ^ _ rr Q(~ h ♦ 0 p - Hr C ~ E -2030.3 3.0 ~ ' POORLY-GRADED GRAVEL WITH SILT AND ~ SAND, medium to coarse grained, with cobbles, R' - light brown, moist. v - . ; - (Alluvium) -v _ ~ ~ - ~ P-GM~ 0 v - 'I ~ - - - ~ - ~ ~ -2028.3 5.0 ~ -ts I c3 ` End of test pit. ~ ~ I ~ - No ground water encountered at time of Cr _ excavation. 0 o. - Test pit immediately backfilled. ~ ~ - v) - Particle Size Distribution Report C~ C~ o00 000 o aIq o m s~ 3t i! 3! it 4t 100 90 ~ I II i I ! I ! I I I~ ~ I I I ~ I ' I I ~ i~ I ! f I II I~ j I ~ ~ I ~i ;I I ' I I I ~ I I I I ~ so ~ I I Ji ' I I I I I I I I I ; 70 - ~ ~ ~ i , ~ - , I 1 I ! I I I I ~ ~ i I ! t I I , ~ CC_ ! I ! I ~I I I I I I I~__ I I I II _ _ i W 60 ~ j ~ ! ~ -I i ' I I I- - Z I I ~I I I I I I T ! I I I I I I I ~I I I H ( I , I ~I ' i (I I E~ . II , I I 1 I I I ~ I ; w 50 ' II ~I ! I I I~ ! I ' I I I ~ I I I I I ' U ~ I I i I t I~ I ' I I I I I I ~ ~ I_I I I I_ f I ~ W 40 ~ --L~~ ~ ~ ; - 1- a l ; I ~I !~I I ~I~ ~ ~ ~ ' I I I t I 1 ~I ~ ~ fi~ I , I I I i I I I ! i I I I I I + 30 -4- - - ---1--~ I I ~ I I I I I I I I I I 1 I ~ ~ 20 - fi - ; ~ ; , t - - - tl-,- -,-t ~ I I I I ! I I , ~ I I t I I ~ I I-IT 10 III : i I,;:~ i~; j! !I `I~!( ~'I ~ I I I I!!!!' i~l, I► I i ; ii! , p 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. % Cobbles ~ % Gravel ~ % Sand ~ Silt ~ % Clay 0 ~ 61 ~ 29 ~ 10 SIEVE PERCENT SPEC." PASS? Material Description SIZE FINER PERCENT (X=NO) Poorly Graded Gravel with Silt and Sand 1 1 /2 100 1 84 3/4 75 5/8 67 Atterberq Limits 1/2 59 PL= LL= P1= 3/8 52 Coefficients #4 39 D85= 26.1773 D60= 13.2692 D50= 8.3540 # 10 23 D30= 3.0797 D 15= 0.7623 D 10- #20 16 Cu' Cc- #40 13 Classification #50 12 USCS= GP-GM AASHTO= A-1-a #100 11 #200 10 Remarks Sampled by: Tim Johnson Sample Date: 12-9-05 * Was1iDOT 5/8" Sample Number: S205-306 Location: TP-1 @ 1' - 5' Date: 12-14-05 ALLWEST TESTING & Client: Whipple Consulting Engineers E N G I N E E R I N G, L LC Pro ject: Mission Meadows Spokane, WA Project No: 205-177G Reviewed by: A;r/ Particle Size Distribution Report 0 0 0 c c c~« c= e~ o 0 0 0 0 o v o cD n ;C It pq cv ~ ~ t~ 100 90 : j► ~ I ~ ~ ~ I ~ ► I ~ ~ ~ ~ ~ ► ~ I► , I' I I ! i I I I~ ~ I I'I I ~ , i ' I li I I I II; I~ ~I I I I ~ I I I I ;I i ~ ~ 80 I I Il I I I ~ I~ 1 I I' I ; I I I I I ~ Ik I ~ I _ 70 - ~ ~ ~ - , - ~ }----~--~i I ~ ~ ~ ~ I ► ~ ~ ~ I ~ ~ ~ ~ ~ ~ ~ ( ~ Z 60 -r--- ; i - ~ ~----1 - i , i I I I I I I 1 I I I I U_ ' I I I I I__ I i 1 I I 50 ' I ' I I i I I I I I I I I U I I I f I I ~ I I ► f I I (Y_ j_ w 40 -I - ~ I j I I ~ I I I I I I I I ~ - ; t 1 I~ I I i I ! I 1 I ! I I ~ 30 i ~ I ~ ! I I I I ~ I\ . I I I C I I I I ~ ii 20 ~ ~ i !I I f I I I ` I ± ~ I I I~ I I ,!I ~ i i 10 i , I I 'I I 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. % Cobbles ~ % Gravel ~ % Sand ~ % Silt ~ % Clay o ~ 73 ~ 16 ~ 11 SIEVE PERCENT SPEC.'` PASS? Material Description SIZE FINER PERCENT (X=NO) Poorly Graded Gravel with Silt and Sand 3 100 2 77 1 52 3/4 47 Atterberq Limits 5/8 44 PL= LL= P1= 1/2 40 Coefficients 3/8 36 D85= 58.6683 Dgp= 33.8495 D50= 23.6357 #4 27 D30= 5.8605 D15= 1.1662 D10- #10 17 Cu- CC- #20 14 Classification #40 14 USCS= GP-GM AASHTO= A-1-a #50 13 #100 12 Remarks #200 11 Sampled by: Tim Johnson Sample Date: 12-9-05 wasnooT sis" ~ Sample Number: 5205-307 Location: TP-2 @ 1.7' - 6.0' Date: 12-15-05 ALLWEST TESTI N G& Client: Whipple Consulting Engineers ENGINEERING, LLC Project: Mission Meadows , Spokane, W/4 Project No: 205-177G Reviewed by: . ~ Particle Size Distribution Report C~ C~ o00 C~ <<<~ o ooocopov o t") N N R ii it 100 ~ ! i!I i I I I j; I i I I i I ~ ~ I ii I I I I' I. I I I I I I ' ~ ~ I I~ ~ I I ~I I I i I ~ ~ i I ! I I ~I I I I 90 so I ; I I ; I I I I ~I ! I I I I~ I f ( i' 70- -i i T -I 1 T~ T t ~ - } - - - 4 I III I i w so z LL I I Z 50 ' i I I I I I I I~ ''I I' ~ I~ I' I I I I ~ i U I I I I t I I I ~I ! I I I I II ~ ~ w 40 i I t i I I I I I~ ~ „ I I I I I li I i ~ ~ a I I I i I I I~I I II I I I I f+t ( I ~ ~ I I I I I I I I I I I I I ~I I 30 i~ i I I! I i I I I I II ~ I i I ~ Zo ► ~ ~ ~,Il► ; ~I p I I 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. % Cobbles ~ % Gravel ~ % Sand ~ % Silt ~ % Clay U ~ 58 ~ 27 ~ IS SIEVE PERCENT SPEC." PASS? Material Description SIZE FINER PERCENT (X=NO) Silty Gravel with Sand 1 1 /2 100 1 73 3/4 72 Atterbera Limits 5/8 68 PL= LL= P1= 1 /2 63 3/8 58 Coefficients #4 42 D85= 31.8105 D60= 10.6439 D50= 6.7029 #10 26 D30= 2.5519 D15= 0.0830 D10- #20 20 Cu= Cc = #40 18 Classification #50 18 USCS= GM AASHTO= A-1-a #100 16 #200 15 Remarks Sampled by: Tim Johnson Sample Date: 12-9-05 WasIiDOT 5/8" Sample Number: S205-308 Location: TP-3 @ 1' - 5' Date: 12-15-05 ALLWEST TESTING & Client: Whipple Consulting Engineers ENGINEERING, LLC Project: MissionMeadows Spokane, W/4 Project No: 205-177G Reviewed by: Particle Size Distribution Report ~ C C O O O C C C ry C C C ~ 0 0 Q ~ 0 C) IT CD ~ M N \ r ~ ~ cr) "ft 100 ; I I ~l~ I 90 ; ~ ~ ~ i~ ~ ~ ~ ~ ~ ~ ~ I i I I ~ ~ I{~ I 80 , ' I ' 1 I I; I I I I i I I I I ~ 70 I I I ! I I I I I I I I I I I ~ W 60 ' I I ~ I ; I I I I' I i I I I i L.L Z 50; I I I I I I I i W OfU I ' I I I I I I ; I I ~ I I I ~ I ~ w ao ~ ! ► ~f ± I I ! I ! I I I I I I(' 30 20 _j ' ~ I I ~ I I I I I ~ I~ I ~ ~ I I I~ I I 1 I I i -T -I- II i' I I Tfi--I--- , I I I I II I i I I I I~ ~ I I I I II. Iii i ~ ; I I i~ i ~ I I ~ lo 0 o , 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. % Cobbles ~ % Gravel ~ % Sand ~ % Silt ~ % Clay 0 ~ 67 ~ 24 ~ 9 SIEVE PERCENT SPEC.' PASS? Material Description SIZE FINER PERCENT (X=NO) Poorly Graded Gravel with Silt and Sand 1 1/2 100 1 85 3/4 67 5/8 62 Atterberq Limits 1/2 57 PL= LL= P1= 3/8 48 Coefficients #4 33 D85= 25.4359 D60= 14_4216 D50= 10.0156 #10 19 D30= 3.9364 D15= 1.2487 D10= 0.1975 #20 13 Cu= 73.00 Cc= 5.44 #40 11 Classification #50 11 USCS= GP-GM AASHTO= A-1-a #100 10 #200 8.6 Remarks Sampled by: Tim Jollnson Sample Date: 12-9-05 x ~ WashDOT 5/8" Sample Number: S205-309 Location: TP-4 @ 27- 5.5' Date: 12-15-05 ALLWEST TESTING & Client: Whipple Consulting Engineers E N G I N E E R I N G, L LC Pro ject: Mission Meadows Spo ka n e, wA Project No: 205-177G Reviewed by: D~ Particle Size Distribution Report ~ ~ ooa c c c« c~ = o 0 0 0 0 o v o C14 ~ A ~ ~ ~ " 100 ~ I ! I I I i I, ! i ~ l~ l, I I ~ I I ~ I I! I I I I Ii ! ~I I I f liil ~ i I I I 90 80 , I I I I I I I i! I ~ I I ~ i i I 70 ~ I I ~I i I II I I~ I I I ~I II ~ I I I I 1 I I I I I I I I I w 60 i -T 1 rt i Z t ~ ~ TTI, 7-- ~ , Z 50 w I 1 I ~I I I I_ ~ I I I I I I I I I U~ I 1 I i I I j I ~ I I I-I II) I - w ao I ~I ~ I I I I a + I ~ 1 ~ ~ I I I I ! ~ I I I I I 30 , ~ -4--k--, -t,--- ~ I I I ~i I ~I i I I I~ I I I 20 ; i I ( I~ I ~ I 1 I I I I~ i 'Q ~ I'J ~ ~ 10 HiTI; J 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm. % Cobbles ~ % Gravel ~ % Sand ~ % Silt ~ % Clay 0 ~ 64 ~ 20 ~ 16 ~ SIEVE PERCENT SPEC.'` PASS? Material Description SIZE FINER PERCENT (X=NO) Silty Gravel with Sand 1 1/2 100 1 68 5/8 56 1/2 52 Atterberq Limits 3/8 48 PL= LL= P1= #4 36 Coefficients # 10 24 D85= 32.2255 D60= 20.2155 D50= 11.1155 #20 20 D30= 3.2743 D15= D10= #40 19 Cu= Cc = #50 19 Classification #100 17 USCS= GM AASHTO= A-1-b #200 16 Remarks Sampled by: Tim Johnson Sample Date: ] 2-9-OS * WashDOT 5/8" Sample Number: S205-310 Location: TP-5 @ 0' - 3' Date: 12-15-05 ALLWEST TESTING & Client: Whipple Consulting Engineers E N G I N E E R I N G, L L C Project: Mission Meadows ; Spo ka n e, wA Pro1'ect No: 205-177G Reviewed by: . ~ ~ Ptrx*yi. E+9lneerinD. ArchHecture, l.m+dteapkrp AnchMettwe. larod 5urcve'y*i9 CLC ASSOCIATES, I fVC. DRAINAGE REPORT for MISSION MEADOWS FEBRUARY 2000 CLC # 99079 Prepared by: CLC &A.SSOCIATES t- _ • ~~~~~~':~t~~ J,.~ , '.-rr - • . aFFIC1AL PUBLIC UOCUMENT $POKANE VALLEY ENGlN€S'S QFFICE ORIGINAL PRO,ECT # zz- RP RECEIVED suBMITT~ # a 2 8 20~10 oAn _ T2 FE8 SPG►KANE C4UNTy ENG{NEEfl R E CEIVEC3 SPOKANE COUN~ ~ M~~ ~ ~ ~6H SPOKANE, WA * DENVER, CO _ CUaREW PLANNI;vG Ds°~~~OWI t Whipple Coneuldnp Enpineera Basin Cak,ulatlon Waksheet Intensides from IDF Cwes • Spokane, Rearden, etc.. Imp 0.9 I(2 yr) = 2 irxhea I(10 yr)= 3.18 Inches Per 0.15 I(25 yr) ■ 4 inchee I(50 yrp 4,67 Inches 10 Aup-05 0447 Mlssbn Meadowe I(100 yr) a 5.1 Inches BNG City of 8powrn VaIley 1h1133(A) Mdhod _ Pollutlon Area In Requlrod et Bealn Totel Street Sidewelk Drlveways Driveways Houeee Houeea Generetlnp Aaea Volume 0.5-foot af sf af # of sf # of sf Impervlous ac ConataM d Deplh (af) I I I I I I I I I I I I A 35,100.00 I 14,285.00 ~1,001 8.00 L3,800.001 0.00 1 0.001 19,685,001 0.44981 1133.001 609.411 1018.82 B& C 79,000,00 I 321408.00 12,M001 11,00 I 6,600.001 0.00 I 0.001 41,158,001 0,94491 1134.001 1,071.471 2142.94 ~ 0+E 11850.00 ~ 5,318.00 1 0.40 1 3.00 I 1,6OO,OQ1 0.00 1 0.001 7,119,001 0:18341 1136.001 186.481 370,98 F 144,245.001 48,416.00 I~` ,00 I 38.50 23,100.001 0.00 I 0,001 72,388.001 1.88131 1136.001 1,881. 31 3174,46 G+H 1126~650.001 48,878.001 950.00 I 38.50 23*100.001 0,~ I 0.001 70,828,001 1,62141 1137.001 1,9d$.~1I 16 1•Q I I 42,800.00 1 10,627.00 11,400.001 13.00 I 7,800.001 0.00 I 0,001 19,827.001 0.45521 1138,001 317,981 6~.9~ I I I I I I I I I I I I I I I I I I I I I I I • I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I f I I I I 1 I I I I I I I I I f I I I I I I I Total 1438,845.001157,633.0018,750.001 110.04186,000.001 0.001 0.001 90,455.001 2081 1 2,361.611 4723.01 Combined Basina Calculedon Aroa I I I I I I I ! I I ! I I I I I I I I I I I I I I I I I I I I I 1 I I I I ~ . . , . , Whlpple Cansulqng Engineers Basln Calculabon Worksheet Intensifioa fram IDF Curves • Spokane, Resrdsn, eUc., Imp 0.9 I(2 yr) a 2 inches I(14 yr)= 3.18 Inches Per 0.15 I(25 yr) = 4 inches I(50 yv)= 4.57 Inches 10-Aug-05 04-47 MIBBIOd1 MeAdOWB I(10I3 yr) = 5,1 inches BNQ hiQTE: N!A FOR THIS PRf?JECT 8POKANE COUNTY • t3SM - GRA38ED PERCOLATION METHOQ Q=CIA {cfs Basln Total Sireet S€dswalk Ddveways Oriveways Houses Houses Total Fotal Welghted 208 Area 208 Pand 2 yr 40 yr 25 yr !Oy,]100yr s! sf st # oi si af st Impqrv q PerviQ~u"C" sf Area {s SRorm orm Starkarm Sto A I 35,100,00 14,285.00 1,70U.UL1 6.003,600.00 2.002,4a0.0(} 21,9$~.~~ 13,115.OQ 0.62 19,585,Q0 1832.08 ~,1$ P374' 9 2,Oa 2.28I Z~ B& C 79 D0O.DQ 324~18.40 ;2,15Q.Q0 11;00<6'B0O.Ot} 6:25 - 6,300,06 47,456.063154?,ao 0.60 41-,166,00 3429.83 2,18 8!4.381 4.98 5,55 D +E ~ 11,850.00 5,319.04 0,04 3.00 l 1,800.00 1.75. 2,100.00 9,219.002,631,00~ 0.73 7,119.001 593,25 2,18{ 0.631 0.801 0.911 1,02 F.. ,.144,245.00 48418,00 '`860,00 38.50 23 90QA0 21,00 26,206,00 97 568.DQ 46,B79.00 0.66 72 3B8.D0 6030.50 2,18 9.92 6,71 I 99 6 11,10 G+H ' 128,650,00 48,818.00 850.44 38.50 23,100.00 18,00 21,600.00 92,228.00134,422.00 0.70 70,628.001 5885.67 2.18 [-6.441 8.10 9.25! 1,32 I. 42 804.6{1 10,627,04 1400,00:.. 13,DI1 7 800.00 6.007200.00 27,a27.0016;773.OU 0.82 18,627.001 1652,26 2.181 1.95 2.451 2.80' ~.12 . ~ r .t;: . , ~ ~ V ! 1 7 raaii 42 soo.0a 1o s2z.0o J o.oo ; 1340o oa,ao Mo a1 ao.ao 773,oa Q,B2 je arr,aa -1e `x,ts ~.ss; 2,451 2.e0 3.12 Cambined Basln Caleulaflon Ares ~ . . . M . t . . . . .,..,M _ , . . : ~ ~ ~ DRAINAGE REPORT for MISSION MEADOWS FEBRUARY 2000 CLC # 99079 Prepared by: CLC & ASSOCIATES 707 West 7th Suite 200; Spokane, WA 99204; (509)458-6840 The design improvemeuta shown in this set of plans and calculations confozm to the applicable editions of the Spokane County Standards for Road and Sewer Construction-and the Spokane County Guidelines for Stormwater Management. All design deviations have lieen approved by the Spokane County Engineer, I approve these plane (calcul_ations)'for construction. This report has been prepared by the staff of CLC & ASSOCIATES under the direction of the undersigned professional engineer whose seal and signature appear on. p'iN K S-~ oF •~,t 0~~ ~ ~PO 00-6212 'o~ CISI.ER~~ ~ ssI4IVAL ti~.~4 EXPIRES 05-18-00 ~ John F. Saywers, P.E. Starm Water Technical Evaluation Narrative GENLRAL ' The prapased development is situ,ated an approximately 19.4 acres. The project is located appraxiumately 2000 feet East of Barker Raad and Nvrth of Interstate 90 on the narth side of Mission Avenue. The site curren#1y has one existing home and mostly vacant land with sparse field grass and weeds as the anly land caver and vegetatian. - PURFC)SE The purpose of this drainage regvrt is to determine the extent of stoma dra.inage facilities which will be required to dispase of ste►rm water runoff created by created by this development.. The ponds on this project have been designed to contain the runoff fram the 1 p-year stvrm event. This development is within the Aquifer Sensitive Area of Spokane County and is subject to '208' requirements. For this prvject the Intensity, Duuration, and Fre+quency (IDF) cwves from the Spokane, Medical Lake, Reardon, Cheney and Rockfard antensity curves were used. .4NALYSIS METHDDDLf1GY The Rational Methvd, whieh is recommended for basins less than ten acres in size, will be used to deternline the peak discharges and runoff valu.tnes fvr all of the basins since none of the sub-basins exceed 10 acres, PRUJ.ECT .UESCRIPTICIN The pr4ject is located in the SE 1I4 ofthe SW 1!4 of Section T. 25 N., R. 45 E., W.M. in Spokane Caunty, Washington. TOPOGR,A°'HY The site is gently sloping tvwards the nQrth and the south at approximately one to twa percen# away fram asmall rise 450 feet nvrth of N[issivn Avenue. SUILS = As can be seen fram the accompanying soils map from the Spokane County Soils Survey as performed by the SCS, the site consis#s of a Class B soil type. The soil description is as f4llows. - CLC & ASSDCIATFS L? l MISSIQN J'tIE.4D()WS Drainuge Repvr+t GgA -Garrisan gravelly laam, U to 5 percent slopes: This cvmplex of soil is a somewhat excessively drained soil farmed frQm a variety af ignevus rock. Surface runaff is slow, and the hazard of erosian is slight. Spokane County Guidelines for Storm water Management indieate this to be a Sail Group Type B and pre-approved for drywell installatian. Hydrologic Soil Classicurti'on - B I)R41NA GE NARRA TI VL 0`'. f-site No off site basins contnbute runvff t4 this site since Missian AWenue is fully improved to the west and drainage flows to #he west away fram the proposed praj ect, and unimproved Iand to the east slopes northerly, Parallel to the prvject b4undary. On sife . We propase that drainage from the commvn access drives be dispvsed vf through 208 ponds via catch basins and stvrm pYpes as shown on plans. At the lacatia►ns where the use of inverted siphons, we intend the raad section be at 1% cross sIope to allow runvff to cross roadway if upstream end of siphon is plugged. If both catch basins are plugged, the runaff will travel overland thru easemen#s ta pvnds which are at low paints. CalculatiQns using the Rational and Bowstring methvds were nua considering impervious areas in the xoadway and sidewalk. As shvwn in the I 0-year calculafiians the pond voIwne available combined vvith the discha.rge firom a Type B drywells prvvides a+dequate CS]31C1tj+'. These basins and the ponds are shvwn an the basin map at the back of #hi.s report, "20$ " CalCIIlLItiDI#S As shown on the'248' calculation worksheets included, the "2U8' storage volvme prvvided is adequate to perferrm '208' treatment for the runoff created by the first half inGh of rainfall upon the basin it serves. DRAINAGE CALCU.rLATlO1'V`S SUMMARY Bvwstring calculations have been included for individual basins to deterrnine the extent of storm drainage facilities required for the 1 Q-year event. The basin characteristics are summarized below with the remaining calculatavns in the appendix, CLC & 14SSOCIA7"ES D2 MISSIDN MF." WS Drainage Report , F TABLE 1- BASIN SUMMARY TABLE BASIN TOTAL AREA lMPERVIOUS AREA RUNOFF COEFFICIEIVT (A CRES) (SF) (SF) ~ ~ A 0.33 14,285 14,285 0.9 ~ ~B & C 0.74 32,408 32,408 0.9 D 0.04 1,888 1,888 0.9 E 0.08 3,431 3,431 0.9 F 1.11 48,416 48,416 0.9 G 0.96 41,767 41,767 0.9 H 0.12 5,111 5,111 0.9 TABLE 2- POND SUMMARY TABLE POND POND AREA 208' ASPHALT 208 VOLUME (CF) AREA VOLUME (CF) PROVIDED REQUIRED 6" DEPTH A 1,226 613 11,847 494 , . B& C 3,109 1,555 27,109 1,130 D 297 149 1,888 79 E 421 210 2,227 93 F 4,178 2,089 142,354/+J1,765 G 4,359 2,180 329828 1,368 H 646 323 4,901 204 = CLC dr A.SSOCLlTES D 3 MISS1oN MEADOwS Drairiage Reporr ~ • Runoff Coefficient for Basins A thru H are based upon a weighted "c" value of 0.15 for pervious area and 0.90 for impervious area CONCL USION As demonstrated by the calculations and body of this report, the storm drainage facilities provided in the design will adequately treat, store, and dispose of the storm water from the site. Additionally, the " "208" area required for the aspbalt areas is provided. CLC dc ASSOCIATES D4 MISSION MEADOWS Drainage Report ~ ~ APPENDIX MAPs ~ ~~ILsMAP IIRAINAGE CALCULATIONS I O-Yr. RATIUNAL CALCULATIONS - INLET CALCULATIONS CONVEYANCE PIPE CALCULATIONS RIPR.AP CALCULATIONS BA5IN MAP BASIN MAP . Cl.C & Iclsaclur~s D5 AHsrIvN IT" U's ,t~ai,~~ ~r J ~ . 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'fi~ ~ s ' ~ al' 4 k ;~'f~~a N~~, D ~ , i' i~, ~ u ~~iyy O wi~.: ~ 1, ~ ~ ~ ~ ~a~ A, ; r '~t~; -",~49 ~ ~ ~ c~'~~ ~ ~r ( 11 i~~i _ t , y~~ ` ~d~ , ~ J , ~ , r ~ ~ i W ~ ~ T ~ ~ ~ I~ ~ i ' - PROJECT. . . ~ . LOCA'C10N : - ~ SpOK ANE MONTGQNIERY - ts~ ~ ~ - 1N ~ ~ ` . o ~ - ~ v - ~JIIS , t , l ~ ~o ~ , • ^ r~~ . f~ I ~ MAP Y . V C-N . . . ~ . - . _ _ . . T ~ ~ ~ ~ ~ ~ L A G - A._--- ~ - ~ ,7r':~i! P• : . . , . ; . , . . , J~;~ - . 10-Year Design Slorm BOWSTRING METHOD PROJECT: MISSION MEADOWS PEAK FLOW CALCULATION PROJECT MISSION MEADOWS DETENTION BASIN DESIGN BASIN: A BASIN: A 10-Year Design Storm DESIGNER: JFS Tot. Area 0.33 Acres DATE: 2l1910011;10 Asph. Atei 11847 SF C = 0.90 Time increment (min) 5 CASE 1 Time of Conc. (min) 5.01 Outflow (cfs) 1 0 ft. Overland Flow Design Year Flow 10 Area (acres) 0.3279 Ct = 0.15 Asphalt Area (sq.ft,) 11847 L= 0 ft. 'C' Factor 0.9 n= 0.40 '208' Volume Provided 613 S= 0.020 Area' C 0.295 Tc = 0,00 min., by EquaUon 3-2 of Guidelines Time Time Inc. Inlens. Q Devel. Vol.ln Vol.Out Storage 286 ft. Gutter flow (min) (sec) (iNhr) (cis) (cu ft) (cu ft) (cu ft) Z1= 50.0 For Z2 5.01 301 3.18 0.94 378 301 77 Z2 = 4.5 Type B =1.0 n= 0.016 ROlled = 3.5 5 300 3.18 0.94 377 300 77 S a 0.005 Wedge=4.5 10 600 2.24 0,66 464 600 -136 15 900 1.77 0.52 524 900 -376 d= 0.110 ft. 20 1200 1.45 0.43 557 1200 -643 25 1500 1.21 0.36 572 1500 -928 A R Q Tc Tc total I Qc 30 1800 1,04 0.31 584 1800 -1216 o s s ~ a s = 35 2100 0,91 0.27 591 2100 -1509 0,33 0.05 0.31 5.01 5.01 3.18 0.94 40 2400 0.82 0.24 606 2400 -1194 45 2700 0.74 0.22 612 2700 -2088 Qpeak for Case 1= 0.94 cfs 50 3000 0.68 0.20 623 3000 -2377 55 3300 0.64 0.19 643 3300 -2657 60 3600 0,61 0.18 666 3600 •2934 CASE 2 65 3900 0.60 0.18 709 3900 -3191 70 4200 0.58 0.17 736 4200 -3464 Case 2 assumes a Time of Concenlration less than 5 minutes so that the 75 4500 0.56 0.17 761 4500 -3739 peak flow =,90(3,18)(Imp. Area) = 0.78 cfa 80 4800 0.53 0,16 767 4800 -4033 85 5100 0.52 0,15 798 5100 -4302 90 5400 0.50 0.15 812 5400 -4588 So, the Peak flow for the Basin is the greater of lhe two flows, 95 5700 0.49 0.14 839 5700 -4861 0.94 cfs 100 6000 0.48 0.14 864 6000 -5136 108' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = Impervious Area x.5 in I 12 inlft 494 cu ft 208' Storage Volume Provided 613 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STOR MaAmum Storage Requirod by BowsUing 77 cu ft Number and Type of Drywells Required 0 Single 1 Double , . , ;iE: . a.°i:.. . ' ' . . . . . ,.r., . . . ....,r.,.,i .10-Year Design Storm BOWSTRING METHOD PROJECT: MfSSION MEADOWS PEAK FLOW CALCULATIQN PROJECT MlSSION MEAD4WS DETENTION BASIN DESIGN BASIN: B& C BASIN: B& C 1 Q-Year Design Storm DESIGNER: JFS ToL Area 0.74 Acres DATE: 2l19l001127 Asph, AreE 27109 SF C = 0.90 Time lncrement (min) 5 Ca5E 1 Time of Conc, (min) 5.86 Outflow (cfs) 1 0 fl. (}verland Flow Design Year Flow 10 Area (acres) 0,744 Ct = 0.15 Asphalt Area (sq.fl.) 27108 L= D ft. 'C' Factar 0.9 n= 0.40 '208' Volume Prauided 1554 S= 0.020 Area " C 0.670 Tc = 0.00 min., by Equativn 3-2 of Guide9ines Time Time 1ne, inlens. p Qevel, VnI.En Val.Qut 5torage 423 ft. Gutter flow (min) (sec) (inltir) (cts) (cu ft) (cu ft) (cu ft) Z1= 50.0 For Z2 5,86 352 2.93 1.96 926 352 574 Z2 = 4.5 Type B= 1.0 n= 0.016 Ral{ed = 3,5 5 300 3.18 2.13 858 300 556 S= D.DO8 Wedge= 4.5 10 600 2.24 1.50 1079 600 479 15 900 1.77 1.19 1208 90D 308 d= 0,114 ft, 20 1200 1,45 0.97 1281 1200 81 25 1500 1,21 0.81 1312 1504 -188 A R Q `fc Tc tatal I Qc 30 1800 1.44 0.70 1337 1800 -463 - - ~ _ - = - 35 2100 4.91 0.61 1352 2140 -748 0.33 4.45 0.40 5,86 5.96 2,83 1,86 40 2400 4,82 0.55 1383 zaaa -1017 45 2700 4.74 0.50 1391 2740 -1303 Qpeak for Case 1= 1,96 ds 50 3000 0,68 0,46 1420 3040 •1580 55 3300 0.64 0,43 1465 3300 -1835 60 3600 4.61 0.41 1519 3640 -2481 CASE 2 65 3900 4.60 0.40 1515 3900 -2285 70 4200 4,58 0.39 1678 4200 -2522 Gase 2 assumes a 7ime af Concentratiorr Eess than 5 minutes so thaE lha 75 4500 4.58 0.37 1732 4540 -2768 peak flow =.90(3.18)(Imp. Area) = 1.78 cfs 80 4800 0.53 0,35 0746 4844 -3054 ' 85 5100 0.52 0.35 1817 5100 -3283 90 5400 0.50 0.33 1848 5400 -3552 • So, the Peak flaw for lhe Basin bs the greater of lhe trrv flaws, 95 5700 0.49 0.33 1909 5700 -3791 1.96 cfs 100 6000 0,48 0.32 1967 6000 -4033 208' ORAINAGE PONp GALCULATIONS Required'209' Starage Valume = Impervious Area x,5 in ! 12 inltt 1130 cu ft 208` Storage Vvlume Pravided 1554 cu ft DRYWELL REQUIREMElVTS -10 YEAR DES1GN STOR Max3mum Storage Required by Bowslring 574 cu ft Number and Type af Drywells Required 0 Single 1 Daub{e 10-Year Design Slarm BOW57RING METHOD gROJECT: MESSIOM MEADOINS PEAK FLOW CALCULAl"ION PROJECT MISSION MEAQOWS DETENTI4N SA51N DESIGN BASIIV. D BASIN: D 10-Year Deaign Slorm DE51GM1fER;JFS TQk. Area 0.04 Acres DATE: 2119100 11:17 Asph. AreE 1888 SF C = 0,90 Time Increment (min) 5 CASE 1 Time of Canc. (min) 5.00 = Outflaw (cfs) 0,3 4 ft. Overland Flow Design Year Flaw 10 Area (acres) 0.0433 Cl = 0.15 Impervious Area (sq ft) 1688 L~ 4 ft, 'C' Factor 0.9 n= 4.40 '208' Volume Provided 149 S= 0,420 Area' C 0,039 Tc = 0.00 min„ by Equatlon 3-2 of Guidelines Time Time Inc. Intens, p Devel. VoIJn Vol.Out Storage i 10 ft. Gulter flow (min) (sec) (nmr) (cfs) (cu ft) (cu ft) (cu ft) zl = 50.0 Fotzz 5.00 340 3.18 0.12 50 sa -ao zz = 4,5 Type B =1,a n= 0.096 Rvlled = 3.5 5 300 3.18 0.12 50 90 -40 S= 0.005 Wedge = 4.5 10 694 2.24 0.09 61 180 -119 15 900 1.77 4.07 89 270 -201 d= 0.110 ft. 20 1200 1.45 0.06 74 360 -286 25 1500 1.21 0,05 76 450 -374 A R Q Tc Tctotal I Qc 30 1800 1.04 0.44 77 540 -463 0 35 2100 0.91 4.04 78 630 -552 0.33 0.05 0.31 1,93 5.00 3.18 0,12 40 2400 4,82 0.03 80 720 -640 45 2700 4.74 0.03 81 810 -729 Qpeak tor Gase 1= 0.12 cts 50 3000 0,68 0,03 82 900 -618 55 3300 0.64 0,02 85 990 -905 60 3600 0.61 0.02 88 1084 -992 CASE 2 65 3904 4,60 0,02 94 1170 -1076 70 4240 0.58 0,02 97 1260 -1163 Case 2 assumes a Time of Cvncentration less than 5 minutes sa lhat lhe 75 4500 4.56 0,02 100 1350 -1250 peak flow =.94(3.18)(Imp. Area) = 0.12 cfis 80 4804 0.53 0,02 101 1440 -1339 85 5100 0.52 0,02 905 1530 -1425 90 5400 0,50 0.02 107 1620 -1513 Sa, fhe Peak flow far the Basin is the greaier of the tw4 flows, 95 5700 0.49 0.02 111 1710 -1599 0,12 cfs 100 6000 0.48 0.02 114 1800 -1E86 208' DRAINAGE PflNC} CAIGIJLATI0N5 Required'2{}8' Storage Voluma y imperoious Area x.5 in 112 irVft 79 cu ft 208' Storage Volume Pravided 149 cu ft l7RYWELL REQU{REMENTS -10 YEAR aESIGN SyOR Maximum Storage Required by Bowstring -40 cu ft Number and Type of Drywelis Required 1 Single 0 Dvuble .i'IIII e. . - , i , . . , . u... ,:.:i'".' . 7^,ra7~rx 10-Year Design Storm BOWSTRING METHOD PROJECT; MISSION MEADOWS PEAK FLOW CALCUlATION PROJECT MISSION MFADOWS DETENTION BASIN DESIGN BASIN; E BASIN: E 10-Year Design Storm DESIGNER: JDP Tot. Area 0.08 Aaes DATE: 211910011:19 Asph. AreF 2227 SF C = 0.90 Time Increment (min) 5 CASE 1 Time of Conc. (min) 5.00 a====== Outflow (cfs) 0.3 0 ft. Overland Flow Design Year Flow 10 Area (eaea) 0.0788 Ct = 0.15 Asphalt Area (sq.R,) 2227 L= 0 ft, 'C' Fectw 0.9 n= 0.40 '208' Volume Provided 210 S= 0,020 Area' C 0.071 Tc = 0.00 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel, Vol.ln Vol.Oul Storage 159 ft. Gutter flow (min) (sec) (irJhr) (cfs) (cu ft) (cu ft) (cu ft) - ~ = = = = 6 Z1= 50.0 For Z2 5.00 300 3.18 0.23 91 90 1<== Z2 = 4.5 Type B =1.0 n= 0.016 ROlled = 3.5 5 300 3.18 0.23 91 90 1<== S= 0,005 Wedge = 4,5 10 600 2.24 0.16 111 180 -68 15 900 1.77 0.13 126 270 •144 d a 0,110 ft. 20 1200 1.45 0.10 134 360 -226 15 1500 1.21 0.09 137 450 -313 A R Q Tc Tc total I Qc 30 1800 1.04 0.07 140 540 -400 ~ _ = m = _ = 35 2100 0.91 0.06 142 630 -488 0.33 0,05 0.31 2.79 5.00 3.18 0.23 40 2400 0.82 0.06 146 720 -574 45 2700 0.74 0.05 147 810 -663 Qpeak for Case 1~ 0.23 c#s 50 3000 0.68 0.05 150 900 -750 . 55 3300 0.64 0,05 154 990 -836 60 3600 0.61 0.04 160 1080 -920 CASE 2 65 3900 0,60 0.04 170 1170 -1000 ~a==== 70 4200 0.58 0.04 177 1260 -1083 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0,04 183 1350 -1167 peak flow =,90(3.18)(Imp. Area) = 0.15 cfs 80 4800 0.53 0.04 184 1440 -1256 85 5100 0.52 0,04 192 1530 -1338 90 5400 0.50 0,04 195 1620 -1425 So, the Peak flow for the Basin ia the greater of the lwo flows, 95 5700 0.49 0.03 202 1710 -1508 0.23 cfs 100 6000 0.48 0.03 208 1800 -1592 208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = Impervious Area x,5 in ! 12 iNft 93 cu ft 208' Storage Volume Provided 210 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STOR Maximum Storage Required by Bowstring 1 cu fl Number and Type of Orywells Required 1 Single 0 Double 10-Year Design Storm BOWSTRING METHOD PROJECT; MISSION MEADOWS PEAK FLOW CALCULATION PROJECT MISSION MEAOOWS DETENTION BASIN DESIGN BASIN: F BASIN: F 10-Year Design Storm DESIGNER:JFS Tok. Area 1.11 Ac,res DATE: 211910011:21 Asph. Arei 42354 SF C = 0.90 Tfine Inaement (min) 5 CASE 1 Time of Conc, (min) 16.25 ~a=== Outflow (cfs) 1 0 ft, Overiand Flow Design Year Flow 10 Area (acres) 1.1115 Ct = 0.15 Asphaft Area (sq.ft,) 42354 L= 0 ft. 'C' Factor 0.9 n= 0.40 '208' Volume Provided 2089 S= 0.020 Area " C 1.000 Tc = 0.00 min., by EquaGon 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage 1097 fl. Gutter flow (min) (sec) (inmr) (cfs) (cu ft) (cu fl) (cu ft) s _ o a a ~ _ Z1= 50,0 For Z2 16.25 975 1.68 1.68 2199 975 1224 Z2 = 4.5 Type B =1.0 n= 0.016 Rolled = 3.5 5 300 3.18 3.18 1279 300 979 S= 0.007 Wedge = 4.5 10 600 2.24 2,24 1802 600 1202 15 900 1.77 1.77 2135 900 1235 d= 0.110 ft. 20 1200 1.45 1,45 2121 1200 1021 25 1500 1.21 1.21 2217 1500 717 A R Q Tc Tc total I. Qc 30 1800 1.04 1.04 2218 1800 418 : 0 . = 35 2100 0.91 0.91 2213 2100 113 0.33 0.05 0.37 16.25 16,25 1,68 1.68 40 2400 0.82 0.82 2241 2400 •159 45 2700 0.74 0.74 2244 2700 -456 Qpeak fa Case 1= 1.68 cfs 50 3000 0.68 0.68 2266 3000 -734 55 3300 0.64 0.64 2325 3300 •975 60 3600 0.61 0.61 2399 3600 -1201 CASE 2 65 3900 0.60 0.60 2540 3900 -1360 °a===_= 70 4200 0.58 0.58 2629 4200 -1571 Case 2 assumes a Time of Concentrauon less than 5 minutes so thal the 75 4500 0,56 0.56 2707 4500 -1793 peak flow =.90(3.18)(Imp. Area) = 2.78 cfe 80 4800 0.53 0,53 2721 4800 -2079 85 5100 0,52 0.52 2825 5100 •2275 90 5400 0.50 0,50 2867 5400 -2533 So, the Peak flow for the Basin ia the greater of the lwo flows, 95 5700 0.49 0.49 2956 5700 -2744 2.18 cfs 100 6000 0.48 0.48 3040 6000 -2960 208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = Impervious Area x.5 fn ! 12 INQ 1765 cu ft 208' Storage Volume Provided 2089 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STOR Ma)amum Storage Required by Bowstring 1235 cu ft Num6er and Type of Drywells Requlred 0 Single 1 Double _ :i . , . . . . 10-Year Design Stortn BOWSTRING METHOD PROJECT: MISSION MEADOWS PFAK FLOW CALCULATION PROJECT MISSION MEADOWS DETENTION BASIN DESIGN BASIN; G BASIN: G 10-Year Design Storm DESIGNER: JFS Tol. Area 0.96 Acres DATE: 211910011:24 Asph, Aree 32828 SF C = 0.90 Time Increment (min) 5 CASE 1 Time of Conc, (min) 12.21 ssasasa OUmOW (CfS) 1 0 ft. Qverland Fiow Design Year Flow 10 Area (aaea) 0.9588 Cl s 0.15 ASPWALT AREA (SF) 32828 L a 0 ft. 'C' Factor 0.9 n= 0.40 '208' Volume Provided 2180 S= 0.020 Area' C 0,863 Tc = 0.00 min., by Equalion 3-2 of Guidelines Time Time inc. Intens. Q Devel, Vol.ln Vol,Out Storage 935 rt. Gutter flow (min) (sec) (iNhr) (cfs) (cu ft) (cu ft) (cu ft) a s ~ a a _ Z1 • 50.0 For Z2 12.21 733 2.00 1.73 1695 733 963 ZZ = 4.5 Type B =1.0 n= 0.016 Rolled n 3.5 5 300 3,18 2.74 1103 300 803 S= 0.009 Wedge = 4.5 10 600 2.24 1.93 1554 600 954 15 900 1.77 1.53 1755 900 855 d= 0.110 ft, 20 1200 1,45 1,25 1813 1200 613 25 1500 1.21 1.04 1828 1500 326 A R Q Tc Tc total I Qc 30 1800 1.04 0.90 1839 1800 39 = = a = = a = 35 2100 0.91 0.79 1845 2100 •255 0.33 0.05 0.42 12.21 12,21 2.00 1.73 40 2400 0.82 0.71 1875 2400 -525 45 2700 0.74 0.64 1883 2700 -817 Qpeak for Case 1= 1,73 cfs 50 3000 0.68 0.59 1907 3000 -1093 55 3300 0.64 0,55 1960 3300 •1340 60 3600 0.61 0.53 2026 3600 -1574 CASE 2 65 3900 0.60 0.52 2148 3900 -1752 _=_70 4200 0.58 0.50 2227 4200 -1973 Case 2 asaumes a Time of ConoenVa6on less than 5 minutes so that the 75 4500 0.56 0.48 2295 4500 -2205 peak flow =,90(3.18)(Imp. Area) = 2.16 cfs 80 4800 0.53 0,46 2309 4800 •2491 85 5100 0.52 0.45 2400 5100 -2700 90 5400 0.50 0,43 2437 5400 -2963 So, the Peak flow for the BaBin is the greater of the two flows, 95 5700 0.49 0.42 2515 5700 -3185 2,16 cfs 100 6000 0.48 0.41 2588 6000 -3412 208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = Imperoious Area x.5 in I 12 intft 1368 cu ft 208' Storage Volume Provlded 2180 cu ft DRYWELL REQUIREMENTS • 10 YEAR DESIGN STOR Maximum Storage Required by @ovusGing 963 cu ft Number and Type of Orywells Required 0 Single 1 Double 10-Year Design StoRn BOWSTRING METHOD PROJECT: MISSION MEADOWS PEAK FI.OW CALCULATION PROJECT: MISSION MEADOWS DETENTION BASIN DESIGN BASIN: H BASIN: H 10-Year Design Storm DESIGNER: LFS Tot. Area 0.12 Acres DATE: 02/19100 Imp, Area 4901 SF C = 0.90 Time Increment (min) 5 CASE 1 Time of Conc. (min) 11.54 Outflow (cfs) 0.3 0 ft. Overland Flow Design Year Flow 10 Area (acres) 0.1173 Ct = 0.15 Impervious Area (sq ft) 4901 L= 177 ft. 'C Factor 0.9 n= 0.40 '208' Volume Provided 323 S= 0.011 Area' C 0.106 Tc = 7.40 min., by Equation 3-2 of Guidelines Time Time Inc. Intens, Q Devel. Vol,ln Vol,Out Storage 299 ft. Gutter flow (min) (sec) (inlhr) (cfe) (cu ft) (cu ft) (cu ft) Z1 = 50.0 ForZ2 11,54 692 2,07 0.22 203 208 -5 Z2 = 4.5 Type B =1.0 n= 0.016 Rolled = 3.5 5 300 3.18 0.34 135 90 45 S= 0.008 Wedge = 4.5 10 600 2.24 0.24 190 180 10 15 900 1.77 0.19 212 270 -58 d= 0.110 ft. 20 1200 1.45 0,15 220 360 -140 25 1500 1.21 0.13 222 450 -228 A R Q Tc Tc total I Qc 30 1800 1.04 0,11 223 540 -317 35 2100 0.91 0.10 224 630 -406 0.33 0.05 0.40 4.14 11.54 2.07 0.22 40 2400 0.82 0.09 228 720 -492 45 2700 0.74 0.08 229 810 -581 Qpeak for Case 1= 0.22 cfs 50 3000 0.68 0.07 232 900 -668 55 3300 0,64 0.07 239 990 -751 60 3600 0,61 0.08 247 1080 -833 CASE 2 65 3900 0.60 0.06 ' 262 1170 -908 70 4200 0,58 0.06 272 1260 -988 Case 2 assumes a Time of ConcenUation less than 5 minutes so that the 75 4500 0.56 0.06 280 1350 -1070 peak flow =.90(3.18)(Imp. Area) = 0.32 cfs 80 4800 0,53 0.06 282 1440 -1158 85 5100 0.52 0.05 293 1530 -1237 90 5400 0.50 0.05 297 1620 -1323 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.05 307 1710 -1403 0.32 cfs 100 6000 0.48 0.05 316 1800 -1484 208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = Imperoious Area x.5 in I 12 inlft 204 cu ft 208' Storage Volume Provided 323 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STORI Maximum Storage Required by Bowstring 45 cu ft Number and Type of Drywells Required 1 Single 0 Double ~ . ~ IN LET CALCLLATIONS, x~ r .i MISSION MEADOWS 99079 Spokane County, Washington 2119/0010;24 10-Year Strom Event Engineer: JFS CURB DROP FLOW CAPACTITES in Sump Conditions Curb Inlet ~ Basin ~ Basin Inlet Maximum Maximum By-Pass Inlet STREET Inlet Type Peak Flow By-Pass* Length Flow Depth" Discharge*'* Flow _ . . cfs~o . .0 (ft) H Qa _ - ~_4a TYPE 2 A1 GRADY.LANE CURB 0.49 0.49 4,00 0.33 2.34 -1.85 _ TYPE 2 A2 GRADY LANE CURB 0.29 0.29 4.00 0,33 2.34 -2.05 TYPE 2 B1 AUGUSTA LANE CURB 0.66 0.66 4.00 0.33 2.34 -1.68 TYPE 2 - B2 AUGUSTA LANE CURB 0,43 0.43 4.00 0.33 2.34 -1.91 TYPE 2 C1 MCMILLIAN LANE CURB 0.55 0.55 4.00 0.33 2.34 -1.79 TYPE Z C2 MCMILLIAN LANE CURB 0.49 0.49 4.00 0.33 2.34 -1.85 TYPE 2 D HODGES LANE CURB 0.12 0.12 4,00 0.33 2.34 -2.22 TYPE 2 E . HODGES LANE CURB 0.23 0.23 4.00 0.33 2.34 -2,11 NOTE: TYPE 1 CURB INLET TYPE 2 CURB INLET Qa = 3.087 • L* H^ 1,5 Curb Inlet Depression - 2 in. Curb Inlet Depression = 2 in. Where L= Length of Curb Drop, H= Flow Depth Maximum Inlet Hcight a 6 in, Curb Inlet Length = 4 ft, Maximum Inlet Height = 4 in, ~ By-Pass flows from upstream inlets on continuous grades. Maximum Flow Depth is based on Inlet height Calculated per Section 4-1 of the Spokane County Guidelines for Stormwater Managemant CurbDropS MISSION MEADOWS 99079 Spokane County, Washington 2/1910010:27 10-Year Strom Event Engineer: JFS CURB DROP FLOW CAPACITIES in Sump Conditions Curb Inlet Basin Basin + Inlet Maximum Maximum--- By-Pass Inlet STREET Inlet Type Peak Flow By-Pass* Length Flow Depth" Discharge*** Flow (cfs) Q (ft) H~ ~ a TYPE 2 F1 BALDWIN LANE CURB 1.53 1.53 4,00 0.33 2.34 -0.81 TYPE 2 F2 BALDWIN LANE CURB 1.25 1.25 4.00 0.33 2.34 -1,09 T'YPE 2 Gl BALDWIN LANE CURB 1.14 1.14 4,00 0.33 2.34 -1.20 TYPE 2 - G2 BALDWIN LANE CURB 1.02 1.02 4.00 0.33 2.34 • 1.32 TYPE 2 H GRADY LANE CURB 0.32 0.32 4,00 0.33 2.34 -2.02 NOTE. TYPE 1 CURB INLET TYPE 2 CURB INLET Qa = 3,087 * L~ H^ 1.5 Curb Inlet Depression = 2 in, Curb Inlet Depression = 2 in. Where L= Length of Curb Drop, H= Flow Depth Manimum Inlet Height = 6 in, Curb Inlet Length = 4 ft. Maximum Inlet Height = 4 in. * By-Pass flows from upskeam inlets on continuous grades, Maximum Flow Depth is based on Inlet height Calculated per Section 4-1 of the Spokane County Guidelines for Stormwater Management CurbnropS PIPE CALCULATIONS ~ ••t,~. . ~ Al P-1 A2 1 ! P-2- A- Outl " ProJeet Titls: MISSION MEADOWS ProJect Enpineer, CLC ASSOCIATES, JOHN SAYWERS, P.E. Qynission rnamdow\rnmesdows,jtm Inland Paoltlo EnpinNrinp Co. StamCAD v1.0 02/08/00 06;62;57 PM 0 Haestad Methoda, Inc. 37 Brodaids Rad Waterbury, CT 06708 USA (203) 755-1888 Ppe 1 d 1 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: A1 Tot. Area 0.17 Acres Imp. Area 4748 SF C = 0.90 CASE 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.04 min., by Equation 3-2 of Guidelines 188 ft. Gutter flow Z1 = 50.0 For Z2 Z2 = 4.5 Type B= 1.0 n = 0.016 Rolled = 3.5 S = 0.005 d = 0.110 ft. A R Q Tc Tc total I Qc 0.33 0.05 0.31 3.29 5.00 3.18 0.49 Qpeak for Case 1= 0.49 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.31 cfs So, the Peak flow for the Basin is the greater of the two flows, - 0.49 cfs 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: A2 " Tot. Area 0.10 Acres Imp. Area 4282 SF C = 0.90 CASE 1 0 ft. Overland Fiow Ct = 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines - 187 ft. Gutter flow ~ Z1 = 50.0 For Z2 ~ Z2 = 4.5 Type B= 1.0 n = 0.016 Rolled = 3.5 S = 0.005 d = 0.110 ft. A R Q Tc Tc total I Qc 0.33 0.05 0.31 3.28 5.00 3.18 0.29 Qpeak for Case 1= 0.29 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.28 cfs So, the Peak flow for the Basin is the greater of the finro flows, 0.29 cfs ~ Combined PipelNoae rceport Pipe Upatream Downstream Length Section Average Upstream Dovmstream Constructed Downstream Downstream Roughness Upstream Upstream Knovm Oischarge Node Node (ft) Sfze Veloaty Invert invert Slope Crown Depth Ground HGL Flow (cfs) (ft/s) Elevation ElevaUon (ftlft) Elevatlon (ft) Elevation (ft) (cfs) (ft) (n) (ft) (ft) P-1 AZ A1 23.50121nch 0.60 32.75 32.50 0.010638 33.50 2.30 0.013 35.78 34.81 0.47 0,47 P-2 A1 OuUet 75,00 12 inch 2,42 34.36 33.90 0.006133 34.90 0.50 0.013 35.78 34.72 0.47 0.75 ProJecl Title: MISSION MEADOWS ProJect Enpineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:lmmeadowa.stm Inland Paclfic Enginoering Co. StormCAD 0.0 02/08100 01:00:44 PM (D Haestad Melhods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 , , : , , . , -,i DOT Report Pipe •Node- -Ground- -HGL- -EGL• -Slope- -Sectlon- Length Average Discharge Capacfty System Roughnees Upstream Upstream Upetream Upstream Enerpy Shape (ft) Velodty (ds) (cfs) Flow Dawnsbeam . Downatreeam Downatream Downstr~eem Constructed Sfze (ft(s) Time (ft) (n? (n) (fvft) (min) P-1 A2 35.78 34.81 34.81 0,000174 Clrcular 23,50 0,60 0.47 3.87 0.00 0.013 A1 35,78 34.80 34.81 0,010838 12 inch P-2 A1 35.78 34,72 34.86 0,005309 Clrcular 75.00 2.42 0.75 2,79 0.85 0.013 Outlet 38,00 34,44 34.48 0.008133 12 inch ProJect Titls: MISSION MEADOWS Project Enplneer; ClC ASSOCIATES, JOHN SAYWERS, P.E. alrniuion tnewdprv*4rxr*Kiows,stm Inland PaoNlo EnplnNrinp Co. ' StortnCAD v1.0 02/08/00 06:48:44 PM 0 Haestad NMthads, Inc. 37 Brodcsids Rood Waterbury, CT 06708 USA (203) 756-1888 Papa 1 d 1 . . . ~ ~ i 36.00 . _ . ~ du:let: outlet ~ Inl t: .1 lnl t; ~R50 t : 36.04ft-- r~i ,78 ft ~ u p. 33.90 ft ' Ri ft . . _ _ Sulnp; 32.11 ft 5u-n . . 1 ft ~ 34.50 . _ _ . . . _ . . _ _ 34.00 Elevation ft , 33,50 33.00 32.50 . . - _ _ Pipe, . P 32.00 -1 _ 0+00 0+20 U~'iQrt: 34,36 ft 0+60 0+80 Up Invert: 321 tw Dn Invert: 33Mtfbn ft Dn Invert: 32.50 ft length: 75,00 ft Length; 23.50 ft Size:12 inch Size:12 inch Project Title: MISSION MEADOWS Project Engineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. c:lrniu(on merdowalmrresdows,sfm Inland Paalfla Enplneerlnp Co. 5tamCAD 0.0 02/08/00 07:65:43 PM 0 Haettad Methods, Inc, 37 Brodafde Rad Waterbury, CT 06708 USA (203) 755-1888 PeQe 1 of 1 A1 TO POND Worksheet for Circular Channel Project Description Project Fle urrtitled.fm2 Worksheet MISSION MEADOWS Flow Elemerd Circular Channel Method Manning's Formula Soive For Channe! Depth Input Data Mannings Coefficient 0.013 Channel Sbpe 0.006000 fUft Diameter 12.00 in Discharge 0.75 cfs Results Depth 0.36 ft Flaw Area 0.25 ffi We4ted Perimeter 1.28 ft - Top Width 0.96 ft Critical Depth 0.36 ft Percent Fuil 35.62 _ Criacal Slope 0.005669 ft!ft Velocity 299 ft/s ~ Velocity Head 0.14 ft Specific Energy 0.50 ft Froude Number 1.03 Ma)dmtm DRSCharge 297 cfs Full Fbw Capacity 276 cfs Fup Flow Sbpe 0.000443 ftfft Flaw is supertxitical. Acadonic Edkbn FlowMaster v5.17 1 pypg= 06:0246 pM Haestad Methods, Mc. 37 Brookside Roed Wabarbury. CT 06706 (203) 755-1666 Page 1 of 1 . _ i Bl p_1 B2 P-2 A POND B-C c " Project Titls: MISSION MEADOWS Project Enpineer: JOHN SAYWERS, P.E. aVnlalon meedowslb.atm Inland Paolfla EngInNrlnp Co. StamCAD v1,0 02J06/00 07:38:14 PM 0 Hoesbd Methodt, Inc, 37 Broofcside Road Watxbury, CT 06708 USA (203) 756-1886 Pwpe 1 ot 1 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: B1 Tot. Area 0.23 Acres Imp. Area 7286 SF C = 0.90 CASE 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 270 ft. Gutter flow Z1 = 50.0 For Z2 Z2= 4.5 TypeB=1.0 n = 0.016 Rolled = 3.5 S = 0.008 d = 0.110 ft. A R Q Tc Tc totat I Qc 0.33 0.05 0.40 3.74 5.00 3.18 0.66 Qpeak for Case 1= 0.66 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.48 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.66 cfs 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: 62 Tot. Area 0.15 Acres Imp. Area 6600 SF C = 0.90 CASE 1 0 ft. Overtand Flow - Ct = 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 223 ft. Gutter flow Z1 = 50.0 For 7-2 Z2 = 4.5 Type B= 1.0 n = 0.016 Rolled = 3.5 S = 0.008 d = 0.110 ft. A R Q Tc Tc total I Qc 0.33 0.05 0.40 3.09 5.00 3.18 0.43 Qpeak for Case 1= 0.43 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(lmp. Area) = 0.43 cfs So, the Peak flow for the Basin is the greater of the two flows, ` 0.43 cfs Combined PipelNode Report Pipe Upstroam Downstream Length Section Average Upstream Downstream Constructed Downstream Downstream Roughness Upstream Upstream Known Discharge I Node Node (ft) Size Velocity Invert Invert Slope Crown Depth Ground HGL Fiow (cfs) (ftls) Elevation Elevation (f/ft) Elevation (ft) Elevation (ft) (cfs) (ft) (ft) (ft) (ft) P-1 B1 82 23.50 12 inch 0.85 32.56 32.33 0.009787 33.33 2.40 0.013 35.56 34.74 0.67 0.67 P-2 B2 POND B-C 85.00 12 inch 3.05 34.19 33.50 0.008118 34,50 0.50 0.013 35.56 34,63 0.67 1.10 ProJect Title: MISSION MEADOWS Projecl Enpineer. JOHN SAYWERS, P.E. a:lb.stm Inland Paciflc Engineoring Co. StormCAD v1.0 02/08l00 01;03:05 PM C) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1686 Pape 1 of 1 DOT Report Pipe -Node- -Ground- -HGL- -EGL- -Slope- -Sectlon- Length Average Discharge Capacity Syatem Rouyhness Upstream Upatream Upstream Upsheam Energy Shape (ft) Velodty (ds) (cfs) Flow Dovmatream Downstream Dawnstr~eam Downatream Gonsbvcted Size (ft18) Time (n) (ft) (fttft) (min) P-1 B1 35.68 34.74 34,75 0.000354 Circular 23.50 0.85 0,67 3.52 0,00 0.013 B2 35.58 34.73 34.74 0.009787121nch P-2 82 35,58 34,83 34.80 0.007974 Circular 85,00 3.05 1.10 3.21 0,46 0.013 POND B-C 35.50 34,00 34.12 0.008118 12 Inch Project Title: MISSION MEADOWS Project Enpineer: JOHN SAYWERS, P.E. c,lmisalon msWvwalb,atrn Inland Paalila Enplneerlnp Co. StamCAD v1.0 02J06/00 08;43,27 PM m Haeeted Methods, Inc. 37 Brookside Ropd Weterbury, CT 08708 USA (203) 756-1889 Page 1 of 1 B2 TO PON D B-C Worksheet for Circular Channel Projed Descripfion Project Fle untitied.fm2 Worksheet MISSION MEADOWS Fbw Element CircxAar Channel ; Metfiod Manning's Formula ~ Solve For Channel Depth Input Data Mannings Coefficierrt 0.013 Channel Slope 0.008000 ff/ft Diameter 12.00 in Discharge 1.10 cfs Results Depth 0.41 ft Flow Area 0.30 fe Wetted Perimeter 1.38 ft Top WKdth 0.98 ft Critical Depth 0.44 ft Percent Fuil 40.53 Critical Slope 0_005882 ft/ft Velocity 3.68 ft/s Velocity Head 0.21 ft Specfic Energy 0.62 ft Fnoude Number 1.18 Ma)dmum DiscFrarge 3.43 cfs Full Flow Capacity 3.19 cfs FuN Flaw Slope 0.000953 ft/ft Flaw is supercri#ical. r; 02f0W00 Academic Editlon " F1vwlMaster v5.17 , 07:41:25 PM Haestad Metlooda. Inc. 37 Brookside Roed Waterbury, CT 06708 (203) 755-1666 Page 1 d 1 I . ~ ~ :'.a, u.. - ~ ~ ~ ~ , . . ~ . . . ~ . , ~ :,:r. . . . , . . . .,._a . . . _ _ . _ _ . . . _ . . . . , 36.00 35.50 d et POND B-C ; inl t; B2 lnl t: 61 I . . _ _ _ . _ , Ri : 35:50 ft- 'i ; 35.56 ft - ai : 35.56 ft 35.00 Si p; 33.50 ft -------...__..Suinp: 31:69-ft----- Z$ump: 31.69 ~t 34.50 . . . . _ . _ . _ ; - - ~ ' 34.00 Elevation ft . ' 33.50 i . _ ~ I 33.00 ~ ~ ~ . 32,50 32.00 : . i i . 31.50 . -Pipe.. . Pipe. P-1 0+00 0+20 0+4 Invet 34,19 ft 0+64 0+80 Up 100: 32.56 ft 1+20 Dn Invet 33,50 ft Station ft Dn Invert: 32,33 ft Length: 85,00 ft Length: 23.50 ft S¢e:12 inch Size:12 inch Project Title: MISSION MEADOWS ProJect Enqineer: JOHN SAYWERS, P.E. c:lmisalon meadowslb.strn Inland Paalflo Enylneerlnp Co. StortnCAD 0.0 02/08l00 07:54:27 PM m Haestad Nbthoda, Inc. 37 Brodcside Road Watarbury, CT 06708 USA (203) 756-1666 Pape 1 d 1 POND 6-C P-2 C1 P-1 C2 G ProJect Titls: MISSION MEADOWS Project Enpineer JOHN SAYWERS, P.E. c:4nlsslon memdawslc.strn Inland Paollio Enpinarlnp Co. StamCAO v1.0 02/08/00 08;29;03 PM 0 Hoatad Methods, Inc. 37 Brookslde Rad Waterbury, CT 06708 USA (203) 766-1886 Ppe 1 d 1 ; 10-Year Design Storm ' PEAK FLOW CALCULATION PROJECT:MISSION MEADOWS BASIN: C1 ~ Tot. Area 0.19 Acres . Imp. Area 8413 SF C = 0.90 CASE 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 338 ft. Gutter flow Z1 = 50.0 For Z2 Z2= 4.5 TypeB=1.0 n = 0.016 Rolled = 3.5 S = 0.008 d = 0.110 ft. A R Q Tc Tc total I Qc 0.33 0.05 0.40 4.68 5.00 3.18 0.54 Qpeak for Case 1= 0.54 cfs CASE 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.55 cfs So, the Peak flow for the Basin is the greater of the two flows, - 0.55 cfs 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: C2 Tot. Area 0.17 Acres Imp. Area 4810 SF C = 0.90 CASE 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 210 ft. Gutter flow Z1 = 50.0 For Z2 Z2 = 4.5 Type B= 1.0 n = 0.016 Rolled = 3.5 S = 0.008 d = 0.110 ft. A R Q Tc Tc tota I I Q c 0.33 0.05 0.40 2.91 5.00 3.18 0.49 Qpeak for Case 1= 0.49 cfs CAS E 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.32 cfs So, the Peak flow for the Basin is the greater of the two flows, - 0.49 cfs i Combined PipelNode Report Pipe Upstream Downstream length Seciion Averege Upstream Dovvristream Constructed Downstream Downstream Roughness Upstream Upstream Known Discherge Node Node (ft) Size Veloaty Invert InveR Slope Crown Depth Ground HGL Flow (cfs) (ftls) Elevation Elevation (fUft) Elevation (it) Elevation (ft) (cfs) (ft) (ft) (ft) fft1 P-1 C2 C1 23.50 12 inch 0.61 32.56 32.33 0.009787 33.33 2.39 0.013 35.56 34.72 0.48 0.48 P-2 C1 POND B-C 85.00 12 inch 2.94 34.19 33.50 0.008118 34,50 0,50 0.013 35.56 34.62 0.49 1.04 ProJect Title: MISSION MEADOWS . Project Engineer: JOHN SAYWERS, P.E. a;1c.stm Inland Pecittc Engineerinp Co. StortnCAD 0.0 02/08/00 01:03:28 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755•1668 Page 1 oi 1 i , DOT Report Pipe -Node- -Ground- -HGL- -EGL- -Slope- -Sectlon- Length Average Discherge Capadty System Rouphneas Upstream Upatrearn Upstream Upstream Energy Shape (ft) Velocity (cfs) (cfs) Flow Downatream Doumatream Dawna"am Downstteam Consauded Slze (fVs) Time (ft) (ft) (ft) (fvtt) (min) P-1 C2 35.56 34,72 34,73 0,000182 Clrculu 23.50 0.81 0.48 3.52 0.00 0,013 C1 35.58 34,72 34,72 0.009787 12 fnch P-1 C1 35.68 34.82 34.78 0,007908 Circufar 85.00 2,94 1,04 3.21 0.84 0.013 POND B-C 35.50 34.00 34.11 0.008118 12 inch ProJect Tltla: MISSION MEADOWS ProJect Enfllnser. JOHN SAYWERS, P.E. c,lmisslon msadowsb.strn InIand Paolflo Enplneorlnp Co. StormCAD 0.0 07J08/00 08:26:20 PM O Haestad Methods, Inc. 37 Brookside Road Waxbury, CT 09708 USA (203) 766-1888 Ppe 1 d 1 _ _ _ , . _ _ _ _ _ 36.00 _ . . ~ 35.50 C~ et: POND B-C , Inl t: C1 Ini ~ C2 Ri ; 35,56ft ~i ; 35:56ft 35.00 3fr:50 ft.._ .P; 33,54 ft _ Su p;-3-1:69~- sa p; 31.69 ft S . . _ . 34.50 34,00 ~ Elevabon ft I . ~ : . . _ . _ . _ . _ _ _ 33,50 33,00 32.50 . . . _ . . _ , , . _ . . _ _ . . ~ , _ . . _ . - . . 32,00 s ~ Pipe: P-1----- 31,50 0+00 0+20 0+0 Invert. 34.19 ft 0+60 0+80 Up IhQdt: 32.56 ft 1+20 Dn Irnert 33.50 ft Stabon ft Dn Inverk 32.33 ft Length: 85.00 ft Length: 23.50 ft ~ S¢e:12 inch S¢e:12 inch Project Title: MISSION MEADOWS ProJact Enplneer: JOHN SAYWERS, P.E. c:lmlulon msadwvslc.stm Inland Paalfla Enplneerlnp Co. StamCAO v1,0 02/08/00 08:25:54 PM 0 Havatad Methode, Inc, 37 Brookaide Roed Waterbury, CT 06708 USA (203) 755-1686 Pape 1 of 1 C1 TO POND B-C Worksheet for Circular Channei Project Description Project File untitied.fm2 Worksheet MISSION MEADOWS Flow Element Circutar Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Ccefficient 0.013 Chanriel Slope 0.008000 ft/ft Diameter 12.00 in Discharge 1.22 cfs Results Depth 0.43 ft Flow Area 0.32 ft2 Wetted Perimeter 1.43 ft Top Width 0.99 ft Critical Depth 0.47 ft Percer►t Full 42.92 Critical Sbpe 0.005979 ft/ft Vebcity 3.79 ft/s Velocity Head 0.22 ft Specific Energy 0.65 ft ~ Froude Number 1.17 _ Ma)timun D'rscharge 3.43 cfs Full Flaw Capacity 3.19 cfs FuN Flaw Sbpe 0.001173 ft/ft Flaw is supercxitical. pZV&W Acadernic Editian FioNrMaMer v5.17 08:13:33 PM Haested Metttods. Inc. 37 Brookside Roed Weterbury. CT 06708 (203) 75-5-1666 Pape 1 d 1 D PM 00 PO%D D ~ ~ ProJect Title: MISSION MEADOWS ProJed Enpineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:W.stm Inand Paclfic Englnwring Co. StormCAD v1.0 02107l00 04;01;48 PM 0 Haeatad Methods, Inc. 37 8rooksida Road Waterbury, CT 06708 USA (203) 755-1868 Page 1 of 1 r - > > Combined PipelNode-Report Pipe Upstream Downstream Length Sectfon Average Upatream Downstream ConstNCted Downstream Downstream Roughness Upstream Upstream Known Discharge Node Node (ft) Size Velocity Invert Invert Slope Crown Depth Ground HGL Flow (cfs) (ffls) Elevation Elevation (ftlft) Elevation (ft) Elevation (ft) (ds) (ft) (ft) (ft) (ft) P-1 I D I POND D I 12.0018 Inch I 0.511 35.421 35,301 0.0100001 35,971 0.501 0.0131 36.601 35,801 0.121 0.12 Project Tltle: MISSION MEADOWS ProJect Engineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. A:1d,atm Inland Pactfic EnglnoerlnH Co. StorrnCAD v1.0 02J08l00 01:03;58 PM 0 Haestad Methoda, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1668 Pape 1 af 1 ...r i. . . . . . ,rrr.;~ ~ 4m ww DOT Report Pipe -Node• -Ground- -HGL- -EGL- aope- -Section• Length Average bischargd Capadty System Roughness Upstream Upstream Upstream Upstream Energy Shape (ft) Velocity (cfs) (cfs) Fiow Downstream Downstream Downstream Downstream Consaucted Size (ftls) Time (ft) Ift1 (ft) (ft/ft) (min) P-1 D 36.60 35.80 35.80 0.000176 Circular 12.00 0.51 0.12 1.21 0.00 0.013 POND D 36.30 35.80 35.80 0.010000 81nch Project Tftle: MISSION MEADOWS ProJect Engineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a;ld.atm Inland Paciflc Enginooring Co. StormCAD v1.0 02/07100 03:53:55 PM 0 Haestad Methods, Inc. 37 Brookafde Road Waterbury, CT 06708 USA (203) 755-1888 Page 1 011 I) TO POND D Worksheet for Circular Channel Project Description Project File untitled.fm2 Worksheet MISSION MEADOWS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefficient 0.013 Channel Slope 0.010000 ft/ft Diameter 8.00 in Discharge 0.12 cfs Results Depth 0.14 ft Flow Area 0.05 ft2 Wetted Perimeter 0.64 ft Top Width 0.55 ft Critical Depth 0.16 ft Percent Full 21.28 Critical Slope 0.006490 ft/ft Velocity 2.21 ft/s Velocity Head 0.08 ft Specific Energy 0.22 ft Froude Number 1.23 Maximum Discharge 1.30 cfs Full Flow Capacity 1.21 cfs Full Flow Slope 0.000099 ft/ft Flow is supercritical. 02/07100 Academic Edition FlowMaster v5.17 04:03:03 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 00 PO%D E PM E Project Title: MISSION MEADOWS Project Engineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:le.stm Inlsmd Paciflc Enginoarlng Co. StormCAD v1.0 02108I00 09:28:54 AM CHaestad Methods, Inc. 37 8rookaide Road Waterbury, CT 08708 USA (203) 755-1888 Page 1 of 1 DOT Report Pipe -Node- -Ground• -HGL- -EGL- -Slope- -Section- Length Average bischargd Capaciry System Roughness Upstream Upstream Upstream Upstream Energy Shape (ft) Velocity (cfa) (ds) Flow DownsUeam Downstream Downstream Dovmstream Constructed Size (ft/s) Time (ft) (ft) (ft) (fUft) (min) P•1 E 36,60 35.80 35.81 0,000437 Circular 18.00 0.85 0.23 1.93 0,00 0.013 POND E 36.30 35.80 35.81 0.007778 10 inch Project Tltle; MISSION MEAOOWS Project Enginesr: ClC ASSOCIATES, JOHN SAYWERS, P.E. e:\e•$tm Inland Paciflc EngineerlnD Co. StormCAO v1.0 02108l00 09:21:37 AM C) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1868 Page 1 of 1 E TO POND E - Worksheet for Circular Channel Project Description Project File untitled.fm2 Worksheet MISSION MEADOWS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data J Mannings Coefficient 0.013 Channel Slope 0.007800 ft/ft Diameter 10.00 in Discharge 0.23 cfs Results Depth 0.19 ft Flow Area 0.10 ft2 Wetted Perimeter 0.84 ft Top Width 0.70 ft Critical Depth 0.21 ft Percent Full 23.28 Critical Slope 0.006003 ft/ft Velocity 2.39 ft/s Velocity Head 0.09 ft Specific Energy 0.28 ft Froude Number 1.14 Maximum Discharge 2.08 cfs Full Flow Capacity 1.93 cfs Full Flow Slope 0.000110 ft/ft Flow is supercritical. ~ 02/08/00 Academic Edition FlowMaster v5.17 09:28:40 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 . . . F~ PM~ F2 ~ P-2 PO%D F ProJxt Tltb: MISSION MEADOWS Project Enpineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. c:4nlm1an msodowsV.atrn inland Paolfla Enalneerln9 Co. StamCAD v1.0 021O8100 09;54,21 PM 0 Hemted Methods, Inc. 37 Brodcside Roed Watxbury, CT 06708 USA (203) 755-1668 Pape 1 of 1 DOT Report Pipe -Node- -Ground- -HGL• •EGL- -Slope- -Sectlon- Length Average Discharge Capadly Syatem Roughneas Upstream Upstream Upatream Upstream Energy Shape (ft) Velodty (cfs) (ds) Flow DownsVeem Doumatream Dawnstresm Downafream Consbvcted Size (ftls) Time {R) (n) (ft) (ftift) (min) P-1 F1 29.73 29.23 28.28 0,001844 Clrcular 23.50 1,95 1.53 3.52 0.00 0.013 F2 26.73 29.19 29,26 0,009787121nch P-2 F2 29.73 28.03 29,30 0,007881 Circular 57.00 4,42 2.78 5.90 0.20 0,013 POND F 31,00 28.51 28,85 0.008070 15 Inch ProJsct Tlde: MISSION MEADOWS ProJect Enpinaer, CLC ASSOCIATES, JOHN SAYWERS, P, E, c;lmlaslon meadowaV.atm Inland Paolfla EnQlneorlnp Ca StortnCAD v1.0 07J08/00 10;04;08 PM 0 HantAd Nbthoda, Inc. 37 Brodceide Road Watwbury, CT 06708 USA (203) 765-1889 Pape 1 of t e , , ow I Combined PipelNode Report Plpe Upstream Downstream Length Section Average Upstream Downstream Constructed Oownstream Downstream Roughness Upstream Upstream Known Discharge Node Node (it) Size Velodty Invert InveR Slope Crown Depth Ground HGL Flow (cfs) (R!s) Elevation Elevation (ft/ft) Elevation (ft) Elevation (ft) (cfs) (n) (h) (ft) (h) P-1 F1 F2 23.50121nch 1.95 26.73 26.50 0.009787 27,50 2.69 0,013 29.73 29,23 1;53 1.53 P-2 F2 POND F 57.00 15 inch 4.42 28.36 27,90 0,008070 29.15 0.61 0,013 29.73 29.03 1.53 2,78 ProJect Title: MISSION MEAOOWS Project Enyineer. CLC ASSOCIATES, JOHN SAYWERS, P.E. a:lf,stm Inland Paclflc Engineoring Co. StormCAD v1.0 02/08/00 01;04:41 PM C) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755•1668 Page 1 of 1 ' t ' . . . ~ . . . . . t 31,00 u let: R im:- 31-:00 _ . . . . . _ _ . . _ . 30,50 S imp: 27.9 ft \ . 30.00 ~ F2 I I~t; F1 _ 29,50 ~ Rim K- 2~9.7--3-#t im.29,73 9.00 . . . Sum). 26.06 ft 'Fump, 26.06ff . . . . . _ _ . _ _ . . . _ _ 28,50 Elevation ft - , 28.00 . . . . 21.50 27.00 , 26,50 26,00 fiel: 0+00 0+10 0+20 P 2 0+50 0+60 P+ ~ 0+90 U28~6~~ U I ert; 26~~~~t Dn Invert, 21,90 ftStabon ft Dn Invert; 26,50 ft Length, 51,00 ft Length. 23.50 ft Size:15 inch Size.12 inch Projecl Title: MISSION MEADOWS Project Enpfneer: CLC ASSOCIATES, JOHN SAYWERS, P.E. c,lmisiion msadowsV.stm Inland Paolfla Enpineerlnp Co. StormCAD 0.0 02J06/00 10:03:49 PM 0 Hae`tad Methafe, Inc. 37 Brodcalde Road Waterbury, CT 06708 USA (203) 755-1688 Pepe 1 ot 1 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: F1 `Tot. Area 0.58 Acres Imp. Area 23299 SF C = 0.90 CAS E 1 0 ft. Overland Flow Ct= 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 855 ft. Gutter flow Z1 = 50.0 For Z2 Z2 = 4.5 Type B= 1.0 n= 0.016 Rolled=3.5 S = 0.020 d = 0.110 ft. A R Q Tc Tc total I Qc 0.33 0.05 0.63 7.49 7.49 2.60 1.36 Qpeak for Case 1= 1.36 cfs CAS E 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.53 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.53 cfs 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: F2 Tot. Area 0.53 Acres Imp. Area 19055 SF C = 0.90 CASE 1 0 ft. Overland Flow Ct= 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines - 1042 ft. Gutter flow Z1 = 50.0 For Z2 Z2= 4.5 TypeB=1.0 _ n = 0.016 Rolled = 3.5 S = 0.007 d = 0.110 ft. A R Q Tc Tc tota I I Q c 0.33 0.05 0.37 15.43 15.43 1.75 0.83 Qpeak for Case 1= 0.83 cfs CAS E 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.25 cfs I So, the Peak flow for the Basin is the greater of the two flows, 1.25 cfs I , F2TOPONDF Worksheet for Circular Channel Project Description Project File untiUed.fm2 Worksheet MISSION MEADOWS Flaw Elemerrt Circular Channel Method Manning's Formula . Solve For Channel Depth input Data Mannings Coefficierrt 0.013 Channe! Sbpe 0.008000 ft/ft Diameter 15.00 in Discharge 2.78 cfs ~ Results Depth 0.61 ft Flaw Area 0.60 f2 Wetted Perimeter 1.94 ft Top Width 1.25 ft Critical Depth 0.67 ft Peroerit Full 48.89 Criticai Slope 0.005890 ft/ft Velocity 4.66 ft/s Velocity Head 0.34 ft Specciffic Energy 0.95 ft Froude Number 1.19 Ma)dmum Discharge 6.21 cfs Futl Fiow Capacity 5.78 cfs Fup Flaw Slope 0.001852 ftfft Flow is supercritical. 02/OG/00 Academic Edition FlvrvMFaster v5.17 1 Q00:41 PM Haestad Methods. Inc. 37 Brookside Roed Waiterbury. CT 06708 (203) 755-1666 Page 1 d 7 , . . , .a . POND G P- G P- G1 ProJecl Title: MISSION MEADOWS ProJect Engineer CLC ASSOCIATES, JOHN SAYWERS, P.E. a:lg.atm Inlsind Pacfflc Enpineering Co. StormCAO v1.0 02I07100 02:34:15 PM 0 Haeatad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1668 Page 1 of 1 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: G1 k Tot. Area 0.42 Acres Imp. Area 17284 SF C = 0.90 CAS E 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.40 ' S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 661 ft. Gutter flow Z1 = 50.0 For Z2 Z2 = 4.5 Type B= 1.0 n = 0.016 Rolled = 3.5 S = 0.009 d = 0.110 ft. A R Q Tc Tc total I Qc 0.33 0.05 0.42 8.63 8.63 2.42 0.92 Qpeak for Case 1= 0.92 cfs CASE 2 V Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.14 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.14 cfs 10-Year Design Storm PEAK FLOW CALCULATION PROJECT: MISSION MEADOWS BASIN: G2 - Tot. Area 0.54 Acres Imp. Area 15544 SF _ C = 0.90 CAS E 1 0 ft. Overland Flow Ct = 0.15 L = 0 ft. n = 0.40 S = 0.020 Tc = 0.00 min., by Equation 3-2 of Guidelines 880 ft. Gutter flow Z1 = 50.0 For Z2 Z2= 4.5 TypeB=1.0 n = 0.016 Rolled = 3.5 S = 0.009 d = 0.110 ft. A R Q Tc Tc total I Qc 0.33 0.05 0.42 11.50 11.50 2.08 1.01 Qpeak for Case 1= 1.01 cfs CAS E 2 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 1.02 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.02 cfs Combined PipelNode Report Pipe Upatream Downstream Length Sectlon Average Upstream Downstream ConstNded Downstream Downstream Roughness Upstream Upstream Known Discharge Node Naie (ft) Size Velocity Invert Invert Slope Crown Depth Ground HGL Flow (cfs) (ffls) Elevation Elevation (fUft) Elevetion (ft) Elevatlon (ft) (cfs) (ft) (ft) (ft) (ft) P•1 G1 G2 23.50 12 inch 1.45 25.45 25,22 0.009787 26.22 3,23 0.013 29.03 28,47 1.14 1,14 P-2 G2 POND G 55.00 12 inch 4.30 27.66 27.20 0.008364 28.20 0,59 0,013 29.03 28.29 1.14 2.16 Projeci Tltle: MISSION MEADOWS Project Enpineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:lp.stm Inland Pacitic EnglnQaring Co. SlortnCAD 0,0 02/08/00 01:05:09 PM m Haeatad Methods, Inc. 37 Brookside Road Watefiury, CT 06708 USA (203) 755-1868 Paee 1 of 1 - . . . , i . . , . r..._ . . ..ux. DOT Report Pipe -Node- -Ground- -HGL- -EGL- -Slope- -Sedion- Length Average bischargd Capaaiy System Roughness Upstream Upstream UpsUeam Upstream Energy Shape (ft) Veloclty (cfs) (cfs) Flow Downstream Downstream Downstream Downstream Construded Size (fUs) Time (ft) (ft) (ft) (fUit) (min) P-1 G1 29.03 28.47 28.51 0.601024 Circular 23.50 1,45 1.14 3.52 0.00 0,013 G2 29.03 28.45 28.48 0.009787 12 inch P-2 G2 29.03 28.29 28.58 0.008296 Ciroular 55.04 4.30 2.16 3,26 0.27 0,013 POND G 29.00 27.79 28.10 0.008364 12 inch ProJect Tltle: MISSION MEADOWS ' ProJect Englneer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:lp.atm Intand Paclflc Engineering Co. StormCAD 0,0 02/07/00 02:28:45 PM 0 Haestad Methods, Inc. 37 Brookalde Road Waterbury, CT 06708 USA (203) 755-1868 Page 1 of 1 Outl t: POND G Inlet: G2 Inlet: G1 Rim: 9.00 ft .Rim: 29.03 ft Rim: 29.03 ft Sum : 27.20 ft S~ 5trnr r 25.03 ft Pipe: P-2 Pipe: P-1 Up Invert: 27.66 ft Up Invert: 25.45 ft Dn Invert: 27.20 ft Dn Invert: 25.22 ft Length: 55.00 ft Length: 23.50 ft Size:12 inch Size:12 inch Project Title: MISSION MEADOWS Project Engineer; CLC ASSOCIATES, JOHN SAYWERS, P.E. a:lp.atm Inland PaclBc Enginoering Co, StormCAD 0.0 02l07/00 03:11.23 PM C) Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1868 Page 1 of 1 G2 TO POND G Worksheet for Circular Channel Project Description Project File untitied.fm2 Worksheet MISSION MEADOWS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data. Mannings Coefficient 0.013 Channel Slope 0.008000 ft/ft Diameter 12.00 in Discharge 2.16 cfs Results Depth 0.60 ft Flow Area 0.50 ftZ Wetted Perimeter 1.78 ft Top Width 0.98 ft Critical Depth 0.63 ft Percent Full 60.35 Critical Slope 0.007094 ft/ft Velocity 4.36 ft/s Velocity Head 0.30 ft Specific Energy 0.90 ft Froude Number 1.08 Maximum Discharge 3.43 cfs Full Flow Capacity 3.19 cfs Full Flow Slope 0.003676 ft/ft Flow is supercritical. 02/07/00 Academk Editbn FlowMaster v5.17 03:09:04 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 POND H P , ProJect Title: MISSION MEADOWS Project En9ineer; CLC ASSOCIATES, JOHN SAYWERS, P.E. a:lh.stm Inland Pacmc Enpinoaring Co. SlortnCAO v1.0 02/08/00 11:20:18 AM 0 Haeatad Methods, Inc, 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Combined PipelNode Report Pipe Upstream Downstream Length Sedion Average Upstream Downstream Consbucted Downstream Downstream Roughness Upstream Upslream Known Discharge Node Node (ft) Size Velocity Invert Invert Slope Crown Depth Ground HGL Flow (cfs) (ftls) Elevation Elevation (fUft) Elevation (ft) ' Elevation (ft) (cfs) (ft) (h) (ft) P-1 I H I POND H I 65.00112 inch 1 1.561 32.451 31.801 0.0100001 32.801 0.501 0.0131 34.321 32.681 0.321 0.32 , ProJect Title; MISSION MEADOWS Project Enpineer. CLC ASSOCIATES, JOHN SAYWERS, P.E. a:lh.sim Inland Paclflc Enginsering Co. SlortnCAO v1.0 02J08100 01:05:33 PM 0 Haestad Methods, Inc. 37 8rookside Road Waterbury, CT 08708 USA (203) 755-1866 Page 1 of 1 DOT Report ' Pipe -Node- -Ground- -HGL• -EGL• -Slape- -Sectlon- Length Average bischargd Capacity System Roughness Upstream Upstream Upstream Upstream Energy Shape (R) Velocity (cfs) (ds) Flow Downstream Downstream Downstream Downstream Constructed Size (ftls) Time (ft) (ft) (n) (ft/ft) (min) P-1 H 34,32 32,68 32.77 0.007001 Circular 65,00 1.56 0.32 3.56 0.00 0.013 POND H 34.60 32.30 32.31 0,010000 12 inch Project Title: MISSION MEADOWS Project Enflinesr; CLC ASSOCIATES, JOHN SAYWERS, P.E. a:lh.stm Inland Paciflc Enpineoring Co. SlormCAD 0,0 02l08/00 11;20:08 AM 0 Haeslad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1688 Page 1 of 1 'Ou~let: POND H Ri : 34.60 ft ~Inl~t: H Su p: 31.80 ft Rim; 34.32 ft Sump; 30.28 ft Pipe; P-1 Up Invert: 32,45 ft Dn Invert: 31.80 ft Length: 65,00 ft Size;12 inch ProJect Tltle; MISSION MEADOWS Project Engineer: CLC ASSOCIATES, JOHN SAYWERS, P.E. a:lh.stm Inland Paeiflc Englneering Co, StormCAO v1,0 02/08100 11;20:43 AM 0 Haeslad Methods, Inc. 37 Brooks{de Road Waterbury, CT 06708 USA (203) 755-1668 Page 1 of 1 H TO POND H Worksheet for Circular Channel Project Description Project File untitled.fm2 Worksheet MISSION MEADOWS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Qata Mannings Coefficient 0.013 Channel Slope 0.010000 ft/ft Diameter 12.00 in Discharge 0.32 cfs Results Depth 0.20 ft Flow Area 0.11 ft2 Wetted Perimeter 0.93 ft Top Width 0.80 ft Critical Depth 0.23 ft Percent Full 20.25 Critical Slope 0.005678 ft/ft Velocity 2.81 ft/s Velocity Head 0.12 ft Specific Energy 0.33 ft Froude Number 1.32 Maximum Discharge 3.83 cfs Full Flow Capacity 3.56 cfs Full Flow Slope 0.000081 ft/ft Flow is supercritical. 02/08/00 Academic Edition FlowMaster v5.17 11:22:09 AM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1666 Page 1 of 1 Curve Plotted Curves for Circular Channel ~ Pvc, Project Description Project File urititled.fm2 Worksheet MISSION MEADOWS Flow Element Circular Channel Method Manning's Formula _ Solve For Channel Depth Constarrt Data Mannings Coefficier-d 0.009 Channel Slope 0.020000 ft/ft Diameter 12.00 in Input Data , Minimum Maudmum Increment DL"e 0.00 8.00 0.10 cfs 1.0 Chanrel Depth vs Discharge ' 0.9 ~ 0.8 0.7 $ 0.6 t _ a m 00.5 m c c t 0.4 U 0.3 . 0.2 0.1 ~ 0.0 ' 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 Discharge (cfs) 02/pWpp Academic Edition FfowMaster *6.17 08:55:14 AM Haestad Methocfs, Inc. 37 Brookside Road Waderbury. CT 06708 (203) 755-16'66 Page 1 d 1 Curve Plotted Curves for Circular Channel _ Project Description Project Fi{e urititled.fm2 Worksheet MISSION MEADOWS F{aw Element Circular Channel Method Manning's Formula Solve For Channel DeQth Constant Data Mannings Ccefficient 0.012 Channel Slope 0.020000 ft/ft Diameter 12.00 in Input Data Minimum MaAmum Increment Discharge 0.00 5.00 0.10 cfs 0.8 Channel Depth vs Discharge / - 0.7 0.6 ~ 0.5 v L a m ~ . 00.4 m . c c m (j 0.3 0.2 0.1 . 0.0 ' 0.0 0,5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 4.5 5.0 Discharge (cfs) 02ppg" Aceciemic Edition FiowMaster v5.17 08:52:07 AM Haested IlAethods, Inc. 37 Brookside Road Waterbury. CT 06708 (203) 755-1665 Pve 1 d 1 I ~ Curve ~Plotted Curves for Circular Channel i Pv~ E. Project Description Project File untitled.fm2 Worlcsheet MISSION MEADOWS Flow Element Circular Channel ~ Method Manning's Formula Sotve For Discharge Constant Data Mannings Coefficient 0.009 Channei Slope 0.020000 ft/ft Diameter 15.00 in Input Data Minimum Maximum Increment Depth 0.00 1.20 0.10 ft 16.0 Discharge vs Depth 14.0 l 12. / 0 . 10.0 . ~ U v m - ~ 8.0 m L U N 0 6.0 " - 4.0 + / 2.0 ~ 0.0 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 Depth (ft) pylg/pp Academic Edition FlowMaster v5.17 10:54:50 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Cunre Plotted Cunres for Circufar Ghannel Project QesGription Project File untitled.fm2 WvrkSheet MISSIUN MEApOWS FFow Eiement Circular Channel Method Manning's Farmuia Soive Fvr Qischarqe Constant Data Mannings Coefficient 0.012 Channef Slape 0.020000 ftrft Diameter 15.04 in . lnput Data Minimum Maximum Increment aepth 0.00 1.20 0.10 ft . 12_0 Discharge vs Depth . 10.0 ~ 8.0 ~ ~ U N ~ ~ 6.0 Rf ~ V ~ ~ 4.0 ~ 2.0 / 0.0 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 " Depth (ft) 02/19100 Aeademic Edition FtowMaster Y5.17 10:55:30 AM Haestad Methpds, Inc_ 37 Srtxokside Road Waterbury, CT 06708 (203) 755-1666 Page 1 oi 1 RIPRAP CALCULATIONS . - ~ • - - ~ . _ 3va . - ~ ~ . - . 1 . . • : - ~ - , `r, . • . -=1 . : ~ ~ . . ~ 2 . 1 4~ . . t _ • . . ~ . 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J... _1 $ •-t-- ~ i i ~ ~ -s - - I..T ' u ~ ^ , ~ ~ A 3 MEN10RANDUIlfl 1'O Division of Engineering and Development Services, Bill Hemming FROIUi: Jim Falk , Associate Planner DATE• May 19, 2000 RE: Mission Meadows - MHP-4-96 Enclosed please find a copy of the drainage report pertaining to the above referenced project Please review it and let me know when site drainage plan approval has been granted Thank you ~ ~ i ~ hazard of erosion is sllght Spokane County Guidelines for Storm water Management indicate this to ~ be a Soil Group Type B and pre-approved for dry-vvell installation Hydrologrc Soil Classrficatioti - B t DRAINAGE NARRATIYE It" A Y gonn Off-site t t .✓1 ~ E~~I~ V~~, .~.+i ~F; No off-site basins contnbute runoff to this site since Mission Avenue is fullyimpioved 'o the~west and drainage flows to the west away from the proposed project, and urumproved land to the east slopes northerly, parallel to the project boundary On-scte We propose that drainage from the common access dnves be disposed of through 208 ponds via catch basins and storm pipes as shown on plans At the locations where the use of inverted siphons, we intend the road section be at 1% cross slope to allow runoff to cross roadway if upstream end of siphon is plugged if both catch basins are plugged, the runoff will travel overland thru easements to ponds which are at low points Calculations using the Rational and Bowstnng methods were run considering impervious areas in the roadway and sidewalk As shown in the 10-year calculations the pond volume available combined with the discharge from a Type B drywells provides adequate capacity 'These basuis and the ponds are shown on the basin map at the back of this report ADDENI)EM 1: A TYPICAL SITE PLAN SHOWIIVG A 1400 SF MOl)ULAR HOME ALONG WITHA 600 SF GARAGE A W1VI1VG HAS BEEN ATTA CHED. WE PROPOSE `208' TREf! TMENT TO BE hIANDLED ON EA CH LOT AS SHD WN ON TYPICAL SITE PLAN. DRIVEWAYS WILL DRAIN INTO ROADWA YAND FLOW TO `208' POND.S. "208" Calculations As shown on the '208' calculation worksheets mcluded, the '208' storage volume provided is adequate to perform 1208' treatment for the runoff created by the first half inch of rainfall upon the basin it serves DRAINAGE CALCULATIONS SU111MARY Bowstnng calculations have been included for individual basins to determine the extent of stonn draulage facilities reqwred for the 10-year event The basin charactenstics are summanzed below with the remaining calculatlons in the appendix CLC & ASSOCIATES D 2 MISSION MEADOWS Drarnage Reporl .y ► ~ ADI)ENI)IJM 1- REVISED AREAS 'g'O ADD IDRIVEWAY AREAS. - - - TABLE 1- BASIN SUMMARY TABLE BASIN TOTAL AREA /MPERV/OUS AREA RUNOFF COEFFICIENT (A CRES) (SF) (SF) A 0 36 15485 15485 09 B & C 0 86 37408 37408 09 D 0 04 1,888 1,888 09 E 09 4031 4031 09 F 1 31 57216 57216 09 G 1 14 49567 49567 09 H 0 14 6311 6311 09 ADDENDUM 1- SITE PLAN SU1Vi1lRARY - -tt - - - - - _ _ lMPERVIOUS POND VOL UME POND VOL UME POND VOL UME AREA REQUIRED PROVlDED PROVIDED FOR '208' FRONT YARD BACK YARD (SF) (CF) (CF) (CF) 2000 83 42 42 NOTE: PONI)S OVERFLOW AT 6" DEPTH AND I)YtAIN TO `208' PONDS WITH I)RYVVELL DISCHARGE. CLC & ASSOCIATES D 3 MISSION MEADOfi'S Dratnage Report ~ ~ ~ - _ TABLE 2- POND SUMMARY TABLE POND POND AREA 208' ASPHALT 208 VOLUME (CF) AREA VOLUME (CF) PROVIDED REQUIRED 6" DEPTH A 1,226 613 13047 544 B & C 3,109 1,555 32109 1338 D 297 149 1,888 79 E 421 210 2827 118 *`F 4,178 2184 51154 2131 G 4,359 2,180 40628 1693 H 646 323 6101 254 * * POND "F" AREA=4178 SF PERIMETER = 253 LF TOTAL VOLUME = 2184 CF • Runoff Coefficient for Basins A thru H are based upon a weighted "c" value of 0 15 for pervious area and 0 90 for impernous area CONCLUSION As demonstrated by the calculations and body of this report, the storm dramage facilrties provided in the design will adequately treat, store, and dispose of the storm water from the site Additionally, the "208" area requued for the asphalt areas is provided CLC cPc ASSOCIATES D4 MISSIONMEADOWS Drarnage Repon ti._.~ ~ ~ , p~ p(~~,I~~} - . . . . _ ~ ~ L✓ ~OU 1 VI`U - r ~ ~ 42 CI~BIC FEET R~Q a a , ~ ~ 42 CU61C FEET PROV ~ ~ ; ~ r - r ~ - ~ • y OV~RFLOW • T• - , . . ~ . DVERFLQW . . . - . • . . ~ ~ , s , ~ CON~INUE OVER , . . ~ ~ ~ ~ . . . FLOW TQ 2Q$ JUE QVER TD '2L8' . . P~ND WITH WI TH , ~ pRYWELL Q LL o ~ ~ N ~ I ~ . ~ ~ ~ ~ ~ r . ~ , ► . ~ ► ~ / ~ , , ~ . _ ~ . , ~ , ~ " _ - , ~ ~ ~ ~ _ I~,J W C9 ~ ~ Z W F- ~ ~ V zW ~ WW - ta Q W WU z ~U W ti ~ ~ j !l] C7 ~ ~j Q a-~ I~Q~DUL R HaME cr ~ M~~ULAR H01~~ ~ a~ ~ w v ¢a°~ ~ 1400 F c~~~ . 1400 F ca cc~ N v . ~ , ~ ~ 2a8 EQUf R~~i~NT ~ oo N ~ 2Q8 E(~UIREMENT ~ o o „ , ~ ~ OF 58 C 4 0 ~ SCALE: 1 1+0 U~IC FEET. N , flF 58 CUBIC FEET. ~ c~ c~, ~ ~ ' ~ • ~ . ~ ~ ~ ~ ~ ~ ~ , ~ ~ 6:1 .~p~l.VE~_Y _ - D~WAY _ • . ~ ~ • - - _ - Y. • ~ ~ • - - - 168 SF . - 168S~ ~ . ' ' 8~ 1 • ~ 8:1 ~ . . _ . . 4:1 , / / ~ : LK . SID~WA -.~~ll~ M ~ rn~c~.~►~~ ~~r►Tv . - - - ~ ~s 1 1 YN~ 'R° CUR ~ . ' . ~ ~~a v ~ ~ ,"!AY I ~y g1'1'oll OV~RFLOW C~ ~ ~ ~ ~ , , f LOW 2U8 P4ND - LOYV ~~INT ° Q~IVEWAY ' , 42 CUgIC FEET REQ D ~ ~ ~ ~a :"li;z~~ _ • ~ 42 CUBIC F~ET PROV D URB M;NG AND PLANl~INIC 1 ~ POND ~~VERFL4W TYPICAL SECTION 1 ! Y {1 NQ'f TO SCAI.E 1 _ M~SSlQN MEADOWS A~DENDUM 1 # . . ► ' • ' v • • . Zl/ ~O~ Y• . ~ " M I I rA,qvs 1.% Q W ~f ~ a~~ AA• ~ L~.~ , ^ 4 W ' ~ ' LL1 ~ ~ a 4L ' ~ ~ I A V E . ~ • Q ~ - . ~l ~ - - , \4~ ~ ^ MAR ~+.w srr" - . ~ - • I d 2,~ ~ ~ ' ~ , ~ . o~ c~ o~+ ` 12 i ~ . 2 ✓'o~~' ~ . ~ ~ . C~ ~a • 5 4 5503~ • - . ~ EL.P000 Q N N ~ L.LDvYIN ~r'4J ~ J w - • N~~ W AUGUSTA 3 184 185 186 fo 187 188 ►89 190 I° I ~ 52 t~z, ~S.4 ; 195 I~ ►97 198 199 200 201w:~ ~j 203 i :~Greenocres 5C' iool ~I r~ W. ~•Q w. B N R. R- AXWELL A~ o~~ ~ s`~" ( Lr I+e! tt1 C t a r Y~ ci ; O v , . A~ . R O N E ~ N ~O - ~ E _ SMET ; ;o - CATALDO A;',I;,, ~ ~~T►y.~-.~r►i±Y~-~i++~ ~r!~ ~~ti~. . i i i i i /T.'7 Tr . i ~ ~ • . . , . . . , i . i , , ~ ~ , ~ c_-.. • 90 FREEWAY .5-tvice R<. _ S p~,,~~ ~ : . . . . . . 17 23~ ~ ~ ; . . , ; . ; ✓J. r . ~n ao P ~ o , --r C \ / ~ , ~ i ~ f ' I r- ~ r ' ~ ~ ~ ~ ~ ~~:r_~ i i i I ~ F___ ~ ~ ►1 ~ ~ ~ ~f~ ' '-I ~ 6 ~j , ROJECT ~~,nau~ O ~ CATION~ . ~ i u ~ i m 11 ri o ~ a i F~ ~ • ' r T r~ I 1 I I + - J + ~ -TRACT E ~ • 5 Hwoer uwc J ~ ~ r~~.._1 ~ I 1 ~ • i ~ ,~,,,,,ou . - - - • ' . ~ - - - ~ ~ ~ ' " ' _ i 1 c~ i ~ i c~ i • t ~ i i i ~ ~ T T l2 i : i ii i i~ F- .r,~oRS Fv io rro. 1 1 I ~ . t i i e i i t I I ~ __"f_.._"'___"'__ -"i1 I ~ I --r~_J iI ~ ~ I fA~__f_~~~L ~-~J_~r~-L-~-..~a-~_~~_F'_ '1-~ . _ - - _ • I I VI_ _ . ...ar . ~ ~ 147 CQ'~~ w 41 F' 47 12 e Ai SE b7 OS y 5J 6! I 00 N 471 N 1 ~ e~ 'rOn w w~ u..n ~a~c w.R a~ ~ d I < i ST'~'E DATA ~ `1 ~ ~ j [lGA1 D[qa ~ ~ ~~~~r ~ ~ ~ ~ ~Mm'4'~ ~ i ~ • ~ ~k[ , ~ ~ 1 LAML ~~~~1 ~ Kxqt~[ 1,W I H 1an(IR riMlO S K MfYt WIlll ~ "1_~_.~~! r I w t ~ ~ f . r , r w ~/,p NOM i K aaY11~r iswG ~ui sa 4 Ta L. w 4 a ~ 103 1 1 0 ~ ~ (NINA ~o~[ r ~ I. omr K m ~rw iar ~ x o+M a►~ rm ws Q ~ x s x ~an~ur auRa e QIADY ~ ` Y. ~ ti.. r t.«% IOt ti 10l1 177 b 101 ~m ~a 1~ 14i %I" u~ ~ ~ i I~ j x'od{IAat eur .namre,rir ¢ G~aiw~iow~. t~ L. ui. • NOAO ~ ~ • r ~rt ~ wn i tI 1 ~ % h- x mmm owoMr. wc v U .r r • i .r • ti u~', tt ~ ' ~ i ~ r~mYfcvwmraaAn0 ~ ~ I N vc 11~ 0 u..rs 1 w ~~•r ~ I rg wr wr W x omrrr wna s x a)Krr u.rn ~ , n ~ ~ I ~ ixmorr~sMima 4wLUa.■ ~ u~K ~ 'f µ ` b IQI 12 + F- YN+nm , +0 _ I1 I ! Wc 1 ~ ~ 1 1 ~ I +K m l~ rmV nw oni si rm r sw ot wu e ~ ~ 1 1 2 1 r r~ l 1 ~ auQ~s mo► u, i a ~~~r I I p 100 Y '-5is~«rn"" Iu.~ ~ JI ra,v[Mtv ' j~~ I I 01 T ~ 1 a~ v~ 1• ' t~ 17 wime r Fl l i I ~m a Parr r ni eur Mrr v x oenam m :.?r' ~+r r..• 'n L' WRQ Ir Qb1 R LIf S lM L. 4. mllt'I i 101MC u ~ rtart • • ~ac r~rrurar , . w ra~a~ ~ ~ I I i rtKreycsx~ v~[urrLM vx:n ?D 7! t u~ 1. i 14 ` S ^tyt.;~~ e~'. 17.1 K.a~sa.o~N~aneur v v v u un ~ 1 • • • .n }~y.~'Z ~ ~ ~ +uw w~a . rrin ,w vo~(~ a r ~ i wrc Y~a r t y~~ ~ M* I amrae+a~"' r. ~a uo w+ ut a onra a ~ a ~ 'w T ~!7 . 1 up 1 I! ~ 1 ~ C)~ I ~ o~ wo~iu rliu ~aa u~~+ os~ wa o~ ~ I 1 Iuu ~ 1 r.n % . 1 v~ r ~ 1 I i I Mrrsrmxruno ~ i i r . . lu S! ~ I i ' I ~ - . . a~., p ` ~ r + • ~ ~~rt t 1 I R ~u~oo ~ I 72 73 ` EO 1,r . F ~ uw ~ut ~ I = • ~ ~~ulu2 1 Aao 1 ` Y~ Y11 V ~II t t~~l( N~CES ~ I r 1 r e~ Y t u µ r t 1 117 1 1 1 1 H/ Y 120 1 121 1 S ~ mK n w ii ~ou N 1 10 1 PI 1'2 N r an u. u~ un ~n Sl w..r AtiFT4E I I 0~ r~n 1 u74 rt 1 ua vn ~w ~a.n ~ rrt 3 a~ w^ 1 w r_'_-_'-'~ mui ~n ~Nm ~n ~+m 7 ,r r ~ , r • r~ 1 ~ ii m[ vrm Aac i f C 1 1; ~~~r Y ~ x t N ~ t r • ~ r ~ 6 I ~ n'~aa ~ r~ia u°la*e~ m um v ; n ~ CES W!C 6 r- ~ i OnM N L I 1~ ~ ~ ' Ur w • I I l7/A Y T t ~~I r ♦ ~ ~ r r 4 Bp I IIb111G ~'f9ACK. ~ ~ r • ~ ~ • ~ ~ i • • 1 ~ I j rJ A,~ j ~ ~ 14 tS1 t1Y S/Y 74 if ]0 y 31 t Y~ 1 wwsAetua Aoontiv vc ~ • T I ~C ~ mucf✓~r ~ t ~ /.ort ~a L,~~~ I ~ ' e 1 f 12 1 17 t 14,4 IS t 1/ y f y 1 20 r 1t 22 Affin v ~r vc .n u. yt L. u. N. u. v~ a. u. ~T ~ r. ~n Y~+L RMI. _ 1 1 I a nr.rt ~n[ I f _ - - aa n~as i eQ y vr d 17I i we nar r r RMIOni100~ v r SPON90& l ~ocw r t CIIlLRAL NOfLr9 UTflll'd9 ~~s ~~ve s us~ m~i RECE~~!n I Y Gi1 EW e.' iw ~ t ua nff/►L K LM~I10 MM[11 PO MM ? wr.~ -\°~'Qenc ~sn wr ~K , m x m i~~waA ~ amd SPOKANE COUNTY •A ~ m . " ~ DEC 121941 . 1~ ~ ~ ~ ~ pm ..Q ° VA K=akftm Nava MASTER SITE DEVELOPMENT. PLAN , r YOA .A.. . ~.va wr .mm gromm.M.SOMM, oF •:Zt""4 f°g=::~~~vk MISSION MEADOWS rnvis,orroF Buu~MD PLaMiNG 1.•.•.•.•.•4 ,..u Cmjm •---~K NU"ft"m _ %~P[ANMANUFACTURED HOME PARK ar ,M g,-- rraa nwe[ w a+t wRo.& r wM iom~ wu r r rw~ w ta r~ ~e "1° ;q~ ~ ~RECO?D ~ ~ 9E 1/4 OP 911 1/4 OP or mn.o nua H ~vO1R p s e ~ SECffON B. l.26 H., R/6 E., w.4. a w oneimr Nu mRr m u rrAen003 ieit 9POKANE COUN77~ 11A9HING1'ON IlLMND , ' °i°'W m i ~ioi a~ 0 o~rci ue a M[ ~ewc PE,A+~a~~a N.w, , o ~ ~ . DECEMHER 1996 imis /~«a""°"'°" ~ ~ •~•I ~ ~ REVISED AUGUST 1997 ` ~ ~ ~ ry°(00" P2 REVISED DECEMBER 1997 ~ ~ SHEET 1 OF 2 ;EGF.YD =._kt; ~ MOi65C0 ' • ~E„~ P i ~ F~~r~~~~~n~.~l --~wo~.tumU[ ~ ~31i:At4: I~~III ~nnr~n~ I ~ I i ~ I I I~ 1 --~rc~uut ~ I I~ III ii~f~ v~ i iv , I ~ I / F ~ ' . r ~ i 1 I 7 t I 1 t ` i 2 10 r ~ ~ ej ~ fAftw w - ' .LIIn , ~ ~•-~-1-~.-~. , ~ ~ ~ ~ ------•m ~ e.se.o .arw. ' / ~---------1 , _ IT ~ 31 9 Ot l SO :Y 40 47 N 13 N 13 42 ll ~ S I< 1 I I~ ar~irr av j µ U !I 6 s0 U 68 }Nwa I I 1 j I ~ r---iaond Y-'-- y I wK iw wyuwr ~ F- ' ' vranau~ar ~ i ITM , ~ iw - ----------ra i ~ c+u~r ~u t~ ia ioe 107 ia ias 1a ~ q0A7 , 1 ta .w r.. T 07 j~ so a3 , 102 11 ~ i i i; i • y~"~11dB~dL9d! ~ ('I II ' •i ~ . 101 ~7i II• ~I l______~'_~ 1 ~ ~ ~r n 00 A w ~ I . ~ n a%aw m Z 1 1 'C ~ 11 ~ I 1 rl- an rno f , ~ f71 - I I 1 I ~an urt X . L ~ i~ ; c m,.~ :<<; 4, L~y' i.F ~ 3 70 ~n I „ 14 a 1v k,~s c~ 1 i ~.r.•. ~ n ~ ia ~ I ~ J T „ - 1 . Y6 - 121 2 I 27 : n n b - _ ~ i i i _I '"',;~iC""'° ~c - 1 6 11T 111 11t 1M 121 M 90 ~ 10 ~ HLDm I 14 t1 ~ ~ ~ - n 6? 4, ~ , ~ j 1 _rAVETIIUE~` In r c I tGJ~ LANC 4 1 I 1 ~ ~+i '.4 1• f w~ ~ ^ : I ~ I I ~ ~1 ~ ' r • ~ j I ~ .+.ar"r~r•~'; : :'.M.'T'oae~ i~~ I~ I~ 1 II II 10 21 t7 37 24 75 26 17 21 70 30 %~dl 31 1 ~ I 1 '....;.r...;•,.','.'. ~7 ~7 I~ I. 0 1 1 1! 13 14 13 U I ' I ~ 7-_-_1~.~-u r TYPICAL LOT PLAN ,J1'1~~J 'Ji ~Oi Iv ~LV[ ~ 7 mtl Ilml r r2Zf-'- ' V R 1w0 RwinT v f ZOMNG INPOAYATIOR r~ nean ~ :~mw y ~ fAAP~+t srxF ~ w m e p ~a i wwar ~ wr ~s Raer m~a~c ""sn'° IJK f M rm ) aabs IMN[ p0 1 M. q r- / ONI Uf ~OR ~ @~ ! ~ 10 ~ ~ ~WI ,IMI~ \ I / YO0 MiOH IOIIIS OM MC lM1110[^ I.) ~OO MASTER SITE DEVELOPMEN7' PLAN " ~ "'m°MM,.. ~ J n~ L . . rrPIcAl SEcnoN - PRIVtiTE uNe ~1 ° OF r~s ~ ~ v3r ooc iuio~ wr w ru i oa in i°° i r m wctio'cPs 411:111:11111 . MISSION MEADOWS rPang , -19. r RECEIVED MANUFACTURED HOME PARK SPOKANECOi1MY SEWER, WATER, STREETS AN'D STOftM DRAINAGE P~~II~ETEA FENCE AND LANOSCAPE SCREEN CONCEPTUAL PLAN OEC , 2199' SITE IACAIBD pt THg 9g 1/4 OF 9t t/4 c?' . ~PIANsao~uxa cou~trrr; i'ScTO~W PACt7C roa Aoiv1510NOF8UItDU~IGANO OF RECORD DECEMBER 1996 arss m naa ~rs a itss . E+~m TYPICAL SECitON~ss PRIVAIE ORIVEwAY DY: REVISED AUGUST 19 J'(' . a n.n M is war REVISED DECEMBER 199 ~ SEiEET 2 OF 2 u . . `6 VMNp . `~:s` C > >c99 Y1 IVA , 1 1 NOTICE OF APPLICATI~t M I A TYPE I I I V fl on^I DIVISION OF BUILDING AND PLANNING C l~(1T' 1'' T-' l[ /~r Y~ ?T'~ iis Notice of Nppiication is being provided to affected agencies and owners/taxpayers property located within 400 feet of a proposed land use application received by the Spokane County Division of Building and Planning. This notice is to advise you that the land use application may affect you and to invite your comments on the project. Written comments may be submitted by any person regarding this project and the environmental review (SEPA) process. .All comments received by January 26, 1998 will be considered by the project planner prior to preparation of a staff report and recommendation of a decision to the Hearing Examiner. Comments will continue to be . we(comed up through the public hearing. The project file may be examined between 8 a.m. and 4 p.m. Monday through Friday, except holidays, in the Building and Planning Division of the Public Works Building, 11 Floor Permit Center West, 1026 West Broadway, Spokane, Washington. If you have questions, you may call the project planner at the phone number identified at the end of this notice. Please reference the PROJECT FILE NUMBLR(S) in all your communications. PROJECT FILE NUMBER(S): ZE-56-96/MHP-4-96 PROPERTY OWNER: Bill & Arlene Colyar 19305 E. Mission Greenacres, WA. 99015 (509) 924-6273 CONTACT PERSON: Inland Pacific Engineering, Co. c/o Richard Mason 707 W. 7' Avenue, Suite 200 Spokane, WA. 99204 (509) 458-6840 PROJECT DESCRIPTION: Zone Reclassification from Urban Res;dential-3.5 (UR-3.5) to Urban Residential-7 (UR-7) for a Manufactured Home Park. LoCATION: Generally located north of and adjacent to Mission Avenue, east of Barker Road in the SE of the SW'/4 of Section 8, Township 25 N., Range 45 EWM, Spokane County, Washington. DATE APPLICATION SUBMlTTED: 12-13-96 Tvpe I I I Ntc of App/rev 10-8-97 pa,-1p I W, . f. DATE APPLICATION ACCEPTED (DETERMiNATION OF COMPLETENESS): 1-13-98 COMPREHENSIVE PLAN DESIGNATION: Urban. EXISTING ZONING: Urban Residential-3.5 (UR-3.5). ADDITIONAL PERMITS: In order for the project to be developed as proposed, additionai permits must be obtained includiny but not limited to building permits, sewer connPr±;l- permit, access permit, on-site sewage disposal permit, etc., State agency permits permits required by other local jurisdictions, and Federal agency permits. DOITIONAL STUDIES REQUESTED: None. NVIRONMENTAL DOCUMENTS: P.eview of existing develapment regulations, proposed/existing zoning and typical recommended conditions of approval and/or niitigating measures indicate the State Environmental Policy Act (SEPA) threshold determination will likely be a Determination of Non-Significance (DNS). DEVELOPMENT REGULATIONS: The proposed project shall comply with the regulations and development standards identified in the Spokane County Zoning Code, Spokane County Subdivision Ordinance, Spokane County Critical Areas Ordinance, Uniform Building Code, Spokane County Standards for Road and Sewer Construction, Spokane County Guidelines for Stormwater Management and the regulations of the Spokane Regional Health District. ACTION: This project is subject to a future public hearing. You wilf be receiving a Notice of Hearing which will be issued a minimum of fifteen (15) days prior to the public hearing. A written report, including a staff analysis of the project and recommendation of decision, will be available for inspection seven (7) calendar days prior to the public hearing. Participation in the public hearing is encouraged. A copy of the Notice of Decision issued by the Spokane County Hearing Examiner which identifies the findings of fact, conclusion, decision and appeal rights will be provided to those individuals who testify at the public hearing and will be available to all others upan request. ATTACHMENTS: Please find attached a vicinity map and site development plan for your review. REVIEW AUTHORITY: Louis Webster, AICP, Associate Planner Spokane County Division of Building and Planning 1026 West Broadway Avenue Spokane, Washington 99260-0050 (509) 456-3675, extension No. 235 Fax: (509) 456-2243 Date Issued: 1-12-98 Date Mailed: ~ Signature: TyPe !!I Nic of App/rev 10-8-97 piq~ ~oi' ' , ~ ZE=56-96/MHP=4m96 1 I _ M I ~ ( o J 1 0 ' _ 9 R J ~ II ~ ~ L'`~ ~ 7 !.l w ~ ~ a 1 r ' ~ ► J . • ~ , ~I AVE. . Q AR w irr.~ I Q 1, t • ' r4 o ~ ~ rf'o ~R ~ ~ i~ \ , . , / ~ ~ Q • 'r°'' " ~ ~ ~ . 5 1.. M ~ ~ 45503 0 EL.P000 o " N ~ ALDAN X o `l' J W • N~~ W AUGUSTA 187 188 iP,9 190 I° I P z'.. ~ . 3 184 185 186 ~ i 92 i95 I~ 197 198 199 200 201~ i~ ~ 203 c jjjGr-eenoCres Sc' I001 ~z W. ° ~a W~. B.N.R. R: AxwEL L a~ s W - } (~!,pr~t}~fary~ o , ~ J U- _ r.~i'. J A ' I p N E N , e - _ - _ - ~ 0l SMET ~i ~ O 1 ~ j.- CATA~ f~O . . i^ : .f.~~ 90, - - ~F~REEWAY. ~ P~, tl ')-rvice Re. F S . ~ f ~ . . . . . . . . . ~ 7 Z UK6 608 r-j \ s 1 ~.J j . ~ ~ ~ ~ . ~ ~ ( i ~ ~ , ~ ~ 6 . - . A79fS90R' ! ~ ~ ~ ~ \ ~ RQ.ECT nwqC► / • ~ y 4OCATION . ~l ' 3 : jCj • . , 1e,ne161 51 I 03 i i1 ~ j n tt i m ~ I j 1: 7 ~ r~wrji ~ ~ • ~ 1 , ~ f , - uscsso~ I , nu_~i------------- • e Q- ~r------ ~Nt:E1 ND. ~_a..._ ~..____.L~ ~ ` 1 !J I ~~W 6E17t01J1 MOJDAY Wlf ' ---T----------T-- , ; , j ~ 0 0(% , F---------~ ' F- i ~ .r__ ~ ~ • ~ i i ~ ~ ~ i i io 2 < m~noiu ~ ~ I ........w ..n . . • . "r.. •1....~ ~ I ~ ~ 1 Af«.m ~ i ~ viC~m mo M ~ ~ U Y M M 41 M 1 N Y~ 41 M ~ ~ w r~ w 7 1 i OrM DATA s t 1 0 .0 , - - L QA01' {M • I~ 41 WV • O~IMRwa f lL WIfMI ~WnOI I ~ M • w ~ 'r L • / OIA01f IIGO (1U41L~ i y a~n~r w~°lu i r u 1W 1 tl ~A M ~ I.~f it ~It n{~ IQI l[ on~ i/ Rf ~m► , w • ■ ~ur~wt~~xen«rtowo~v ~t i' ■ w w 1 r1~ 1 10'/~ 101 10! 104 ~M f~ 11~„n r 1 ra f_ ~m i~~ron~e~~tu.■ K ' --I-__1% ~ 1 ~ ~ ~ ~r~:n • r ~ 1 11412~ j iMe6YlaMitM~wq i ~ ~ ♦ . ~ / J ~ .s:. ~ ~s~w~vKa"~'°"~"~ s~~~` °~"`u."~ ° • , µ ~a ~ s'~',' ~ ~ Y 79 rr~ Mrt ~ 1 ~V~ 2 I 1 •C i S 1 r r 1 ti'. ~ • 4Yi': ~ l=, I I ~W~ ~ N~ir i is~isiMUr ~ Sa L ~11. ~ 11T' • i ~14 • ♦ ;i~Mwtrte`;i 5 ~ ~wM ~ t~~ . f~'• t N 1 x..w . . . . . ~ 1 ~ 1 11111w 2fl A N11M w M WII IW I M dMOr @Lft < ~ u~ .•.i '~L~~•. ~H ~ N f MII / M♦fl0. O~ ~rtllOlALt AI IWO~ '~F~1~~_' 1 I M • uL "s{i<<t... , ~J I 1~ ~ • c, otii~ aa-'.i ~j i1 i tt ~t~oea~asst xm i~ 10 1 M N ~ 11 ~ i wv i x aTwi ~wia ~~~awo i or. wcr r re~nu~ ~j j 1~ ► ~ I ~r w ~~a s M D r~SfF~i, i 1! L f F ww~,~~ ~mwav~ 0 ~ r rs ~ ~ - It~ I ~ 1 I ~s~ rcn 4d'~ ~vn s e~~ ~.;R ~ '7.R ' .n `'4f~~:.:r s w~n b • I 4 1 i I S ~ ~ • ~ . . . . n ~j~ I ~ ~ ~ 1 ~1 • • ~ u~~n • • ~ " ~ • ~ ~~n I 1 ~u~oa •-a--_~i i H~! r 1 . M~ M ~ p• ~ 11 ~ u N N r #AM 117 ~1 ~i: b ~ 1 ~n I f `~mimrrn~+a ~m AbiE 73 1 74 1 M~ 1 w + ~ mra rn ~Nm i u Mm • i---~~ A" ` Ww rn +n~ t r r ~ ~ ~ • mw~c ~ia ti ~ m u. 6 • r ~ • • • • • r • w • w • r • ~ « r • ~ r ~ ~ BUNIUIC ~'~8►m I ~ I ti ~a ta r u n ~ u v ~24 ts~ at ~t 31 1 ~ i - am a. S. r ~ W~1l r~ Y~ M Y~ M 11~ ~p1~ I 1 Ar1R ~f f f ll/M~11~I~RT ~ M~lL eIICT I ! a.Ntn4I ~ f JlSPt:.~~) ED1 p r ~uS1P~n ~ SPONSOR j~Q,~ • ra ~ uw io ~on w,. iaue~ mic+~u w K rw~muo ia[ .~a wi RECENED 1t~ ~ ~ V.., x ^rm-6, p 4Rt 11WLI tRl YM 1~~ IOt1~L K~~ IOC4 7lOS SPOKANE COUNTY `~`I '""m"'•,1",4'al " ~ "M Wm MASTER SITE DEVELOPMENT PLAN DEC 12199) ~..w.,~ ~ .OLL ...MC.~~►OF MISSION MEADOWS Wk9"0Feu0fflaWRAWAo M.•.•: 4••~ x~,,,r„~ p--~•w►■.~ MANUFACTURED HOME PARK or, .M..~.~..~ . , r~r-- ~TE F[AN x r• LOCATID IN 1'HS 9E 1/4 OF 91f 1 4 OF L, rr ni~ rai~wxnvan M aW1txN! ~~ECO~O SECI'[ON S. T.25 N., R16 L. * 9POKANE COUNT7~ wA.~'f~'fON E PAd9C w~ a.n.~ r~t`«+u1O'~' n'~~a"~a"'"'r~C +~p` ■ ~ nr o) a • DECEMBER 1998 "aft Am PNM P2 REVISEDDDECE1dBEr1997 ~ 5?iF.E? 1 OF ^ LZGZ?rD ~brnra ICKBUW L~ . mnc. uc R~.'~R~~„~.I( , ~ ~ ~ • ~ ~ ~ ` - a u172cI4: i FF~~i~ N1/ " . U It 10 M M 17 ~ N 6l 1 60 /1 47 N W N 43 1! {I ---3 I r-"aei n~ t 1 M 0 ' j I -ow- Ift . L ■ct--`-n[~ I ! ■ ~-~01 ~~r-. i 103 1 0 'a~7'~~~ ! ~ ia 107 ta 195 1 a 129 W~"a7" ~ aw 8114100L A., N N • V 102 11 4 f I j j i ! y r'Rawm1 ~ I ~ 1M „ I I meMOar _►oEn tl 12 I ~ wevme+ac ni ~ n aIw[ goal .t' 02 1 ~ ~ i : ~ ^ ~ e ~ X 7 e M ta0 713 , ~ • --w---- ~ . _ `121 70 M _ M `C 1 ~ 14 ~ itl y n 71 ~ . ~ ~ 121 c ~ 1 ~ 1 rani~ 2 ' ~ ~ . ~ 97 ~ - ---1 ' I ~ 17 ~ HODCIESinc i I ' n 74 ~ go n I : a w 1•4 »r 11e lo rm ir N }I I , ' 1 •~.r ~ , ~ . : i ~ ~ ` A I ~ . . •rti::: . 11 1 10 !1 12 13 24 23 m n ~ L! 1 1 1! 17 4 1a 11 / 31 I I i ~ ~ 1 1 - - ~ , ~4,~►,~''~'~ f TYPICAL LOT PLAN aor w rws ~ s o.ra m ML_ ~e a r.s wne., v~ lANQtG 41TO15U!10If a'_ M CAAPFK' btL ~ ~T ~ w na N FCMM 4W wr oiwrt anAm , nRCwo m ( w rm ) EWt ARM ~ 1 M . 4 A ~ . ~ IM 4111 ~~1~` Im b 1 m 1/~li 1014 MOK ..AOr[1P Y 100 M7 O1640 1.1 Ia4 MASTER SITE DEVELOPMENT PLAN TYPICAL SECAOM - PRIYATE LANE M. 294 OF ..a ~w. m~u io+e ~ '~'~0 . ~ "~"w.°~"= m MISSION MEADOWS x~~ y. wM° ~ r RECEIVED MANUFACTURED HOME PARK ~ - ~ SPp!(ANE COUMY SEl'PER, WATER, STREETS AND STORM DRAINAGE ~ " ° CONCEPT'UAL PLAN AERt~jQi fE11CE AND LANDSCAPE SCREEid , DEC 121991 ~ TO U 1/4 OF 8w 1/4 OF aor*0! OA Q l.25 X. R.{S E.. W.M. SITE OLA~osexa cocnPnr, wASMGToN kAAD pIVIgION ppgUUDM pND PL404M ; OF RECORO DECEMBER 1996 ~ secna~PRiv owvEwLMi,Y sw REVISED AUGUST 1997 REVISED DECEMBER 1997 SHEET 2 OF 2 ~ HP-4-96 ZE-56=~6i~►~I M I ~ J Q o JI ~ \ ~J ~ V 4 • • 1 ~ r ~ 1 0 • , UI a, ~ r ~ ` AV . J Q I , l< ° . r_ ~ \ ~ ~ `:~~7C~ ~ z • ~ o+ c4 + "a f Z \ ~ ~ `D OR r ` 5 110- ~ U ~ s 5503 ~ ` EL.P000 Q N ~ ` 1 N -AVE ~ L.LDIKIN ~ aa~ ~ ~ - - .T . 1rX w W _ > ~ ~ 2 • ~ ~6U`~l ~ . ~ AUGUSTA 187 188 i29 190 I° I ~ e z;..: ~ 3 184 185 186 (D 52 195 I~~ 197 198 199 200 201~ ~f202 ~ 203 i ~~r-eenocres Sc' ►4ol - W Axw ' °~a w~ J• 6.N~R R= E~~ a~ ~ W • } - jLrlerstit~tary) o~ ~ o•' IA, _ ~ : o' ' d LL:: R 0 N p ~ N 8 - MET ~ Q`I CATALDO,~_A~'~.~~~ U4.. ~ L~ Gl ' . • 9 p~ - t ' '~+u.r - FREEWAY vi ce Rl. r-j oI pAfL CA r ~ ~ ~ a~- . 6 ~ ~ t ; 7wZ:JCN; ~ ~ ~ j ; _ ~ ~ . i 6 ~ ~ ~°xN:: Iii ~ , . r r . .J• :J :5' .,.'S' ' I ~I ~ , 1 1 , , ~ ~ i i ~y ` ` '------~j " ~ i , ± ;3 ~ i : 1~ i , ~ ~ , -----a t ~ . , 'i• ~ ~ . . ~ j ~ . ~t~ f } ~ I , i : l'r If A~~ :s~ ' , ~ ~a~ - r-------1 ~ - - - - - - ~ ' • ~ , ~ , 9 i ; ,-rn-------- r~'----~-----T---------r-------~~~ l2') ----------a _-"--'y I iii . i . 1 t~,~ ' I - i i f`~~ F"-""-' e 4 55. . ~ i . 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' s . ~ ~ ~ Sfl'E DATA ~ • ~ I 1 r~/yM I ~Y ~ ~ 1 I ~ r.. ~ • o - . ~_J . ` ~ ~ I ~ y'" ~ ~ f 1 ~ i M du0+' UtlL~.. , ~ ' r r . . fyub~' E qypr q aD f~BUC; / o~ .e Iwr~u o ea nmgr+wwa ~ ~ ~ ~ . „ n r ~ v + • p + ~ - ~i nn~j~\ r oriMtif¢m.ata M m/11 7/OIK AN O •'J"-~' i,' . , IQ1 t 1 Ili. s~•• 67 ~ 1 ~~t9~ ~7E~ 127 9 (WtlvAfi . p w .mc ~ I. i ~ o~+t~m M ,wae'mon~nMmmim~am RWD CRADY vryI~~ 'o = u~ vi . u~ v~ _ ~~r 1~ e109 l 10C 1 ~ 107 b IOE 1~1OS ~ 104 t,. ~ I ~ 1 1- ~n ~+vr w~n 1 1, ~ ~ I ~ j M 41~ M. 1~ M M l~ M.1~ ~/f y"~~ ~n > ~ r~ WQMI rIM "OfPfM~ 4MAG O M~IIMM WAP 7 ; ~ r l , r~'! 101 y~. • ~ 'y. 1M[ mv f KvW+I¢I s n L ta ti a.w L ar. • , I 67 . • ~ , ~ w• 1~• ur~ ~ b u~~" ,.v.~,,:: ' twv~ ~ N i~ kti •V uein ! 39 ' ~ i01 Y S t~ urm fw r+m eeewe~p , I ~ M f/1 +W 0f I1[ lEIIMtl~ C.MPO 7 M WM/N ~MM I I y 1 • 6. ~ „ _ OIM~TM 64 \Ial.4YL~LF ~ MmWROf01KAC[e ' . ' . 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It • 'a~s 0 r,:~ +en'~vr~.: ~ .m ~+o un u~+' oc.a s m urmi'r n~ua+a v~vure mwaz~m ~m ( 71 6 76 .8 ~n 1 S ~ I I ~ Y~M ~ . ~M~R ~.~.~r~. . • . . - I ! ~ iI~RiN~4~W'y a ~ ~ ~ I: .u.vi • ~ . . ~ . ~3.~.' ; ~ . . . . . . . . . y7 ~ e 4 : y . • • , ~ ; i 79 75 117~1 itEl t191 t201 12, rANODGES_ i i " ~~9~.n~~v4 p 1 ~~1 _MRU.wrt b 34w vva u~ o ~ K i ' w q oe wa YIrn - r~o im ~m v NOOGFS 1 ! ~ / ! l • ~ i ~ nn~nrc ru u r• I . n r ..r r.i M L I • . i• • I I .'/iowa 1 =9 ~~a ~ n~ u i ~ Bt1tt~lNC sET'BeClcs 1,. 7~ iz t~ ~24 ~ as► 261 m~e t;' ~ . l 171 14 ~ ISI 16 1 17 1i 18I 191LiNrMr~n;:;ua)n~~aR~~n~ ! 1 91a-1-ti 1 il yw • r ~ I I wMX~ClINm KC6SMr lLr r I , III u1.~11 ~RrM.1~N M IM~II~III~Y/ I~ I~,Vlrr11~N V4V1. M N I 1.~y ~r ~ I . a .1~ s n n n4rt~sR o+M f• s , ~ ~ f~ ' e.wo s,m i ^ . IECEND SPONSOR ' GENCRAL NOTE9 U''p,~ ~1 sn e r a fM .o i ► w. re ac m..i ~ ow nt w+u i w~vm .n. sn nn an o n~a saw sa,.c mirn (tict . ie. /I uaw ~ws w~ en r.u ~IM 6!A ~1101 r 01111).AUR tRi EpOM~ . . OM"P M ~I qL~n / ~C00 ~0 M MlKilllp OR ~4 n[ .a0 ~41~ OOLR MO/P KOLR ~ fR ~ILL t7'Iml 11! ~Itaa 1 fIW ~IICTI~ ~04 Wµ t MIR Ic O~flll K ~OII I~D M~OOm 1R4M y1 M MN i~n nM fMf ~ f~1aj . rj(! ~ fAL1116 0- ~OLp 4N0~~► 101D6 ~l w-s ~ ~ u unn un Nu [ i,. mawa us.o r~Ym .w .o~..i no.a sm '"o-o ra ~o~aN wm w .ac .un erwm lin.a • , .0~,IIII, w . , ,a.-au, MaSTER SITE DEVELOPMENT PLAN ~ ~ 4.. . 10~I l«~ ~4 y ~OIII MO tIC~K ~IR11R IK OF I . SURVEYOR'S CERTIFICATE MISSION MEADOWS v ~rM OO+uta ~y r.~ . „ w r a wo w p~et t. w~ w•w~n ~ mrr /fM wY a ~M~ID 1, w` M ~fYOMf 7 M Ibw! aAY~ P 2 ir+t ocomo. nww met MANUFACTURED HOME PARK -e•- , .~,~.,T.~.,w►~- p LOCATED IN THE SE 1 4 OF SW 1/4 OF ~ _ , a~ . ~ ~ ■ owrtr ~ua s ec w~+c ( ~ r ~ , PAcric SECT10ti B, T.25 N., R.45 E., WM. W^ 111m,, ^w 0 ~ ° ~m p SPOKANE COUNTY, WASHINGTON a "IMa~r. t r iar ~ • ir.o R ' f , ~ ~ ~ • rttpw -IM DECEMHER 1996 SHEET I OF 2 SISE PIAN pF RECORD , • i Lr.~END E7ur,h;; x_. pRpP~5E4 . •;mn~u[ ~ . - r otr v r. ,rt 75'77.C•a: . . I ~ n~ ~ ~ . . ~ , , , , . , i - - - _ ~ ~ r~vMtiivir ~l r 9 ~ ~ i li I ~ -w[~ u[ ~ ~ 1~ ii.i , i , f"J` 1 + i „ _'_"__J ~ I III I I I i I I w1n'i 4, . . • I~ I i ` e + --r----'~ i i ` .aK 46 45 u 43 4: l~air~ a7 x sa s, x ,w , a) , -7-M?=-r . .we ~--r-3 7 a 6.5 54 a. 'r 4--_ ~ w~ RPW I' e t,ai~rp k I~ r¢ ~Mc?»M okNw+tt ~ia '---r- V ~ . 1 I 195 1 dA $29 11B 127 I~ ~ D .r ~ ~dq ~u6 f~67 tU6 ~ w" y i i osaw uu GRA➢S RMP # I. , , , . I s' i w~__~_,,rw• ua 67 y'---'--^ 101 6i ~ t12 xrmev uMI 1[ ' 2 'pp , i 7 I fi4 36 '.114 ~ ~'J ~ ~ ± . -4• ~ ER ~ s"a.+, . •f i~ I'~-'--__~ 4n , 114 ~mumn 127 J~ ~7 i I TI ~ 79 7' ~ GA ae ~ 76 ' 8] ai7 i72 ~.ra '!7 ---'--'-w UK ~ ii 7s u e ~ ' 11a 1zn 1s1 04 w Haoca as , 1 1 71 T r. . . e ~ rs 1 ta i ~•t ~ i i i ~ ~ ~~+i ' - k ~ I f1 11,,~{ 'ff . " I I ~I r. NDOGE3 E ~ ~ ~ . . ~ . 20 ~s 7i 1! I7 , 1B .~Y9 , ~lik 31 . ..71 s~ te 17 tb 14 71 22 73 {r i i~~ i ,..i' i i 1 w} °i il FfPkCA: LOT PL.aN -r---- ~3 V r r CL.i . . »oarw ~ ,x 20NING QIFOR)UUT[pN ir xr i,~m nrnr. ~1 a~ m ~+K w u wn~ '~'ii! tr~, w r . iU W6 10 ]a 11 1'~ I ~ W+W1 ~ ~C! ~[pi JI~ MPW) . fALT~ 1f t ~ I IM • q IL Palf% r o..~ ~~oa I swn u r s c 1 ~ ~~~*^~x w,on lowk~ ~ r~mownon w ~~-.~,p„ ~ -NO MASTER SITE i}EVELaFMENT PLAN ~My1t MSStloA-4 0F TYPICAI. 5EC11flM1C - PRPVATE UVJE ~ ~ r'R "a ~ i ~ ,mmw imrvv~awu~~~ MISSI(}N MEADOWS MANUFACTURED HOME PARK ` 4r. ~r+.w . ir r SEWER, WATER, STREE'CS AND S1'ORM DRA[NAGE CbNCEATUAL PLAN PfRIM ER FeNCE ~wa ,~r~asc~E scRE.N LaCATED IN THE SE 1/4 OF 5W 1/4 (7F M„m SECTION B, T,25 N., R.45 E., W.M. SPOKANE CQUNTY, WAS~iINGTO~I ~ IW.+u+o . . DECEMBER 1996 { r FOR ACf:E55 7A 1HAEE t4T5 pN L~55 . ! EMasoMWO T1'PICAI, SECT16N - PRIVaTE DRIVEWAY ~ sHEEa 2 oe z ~ ~ ~ . V . S!TE PLAN Qf NOTICE OF PUBLIC HEARING SPOKANE COUNTY HEA,RING EXAMINER TO: All interested persons, and owners/taxpayers within 400 feet YOU ARE HEREBY NOTIFIED THAT A PUBLIC HEARING WILL BE HELD ON THE LAND USE APPLICATION LISTED BELOW, AS FOLLOWS: Application: File No. ZE-56-96/MHP-4-96, Zone Reclassification from Urban Residential-3.5 (UR-3.5) to Urban Residential-7 (UR-7) on approximately 19.5 acres for a 131 un.it Manufactured Home Park. Hearing Date and Time: March 25, 1998 1:30 p.m. Place: Commissianers Assembly Room, Lower Level, Spokane Couniy Public Works Building, 1026 West Broadway, Spokane, Washington. Applicant/Owner: Bill & Arlene Colyar Owner's Designated Contact: Inland Pacific Engineering, Co., c/o Richard Mason, 707 W. 7' Avenue, Suite 200, Spokane, WA. 99204, (509) 458-6840 Location: Generally located north of and adjacent to Mission Avenue, east of Barker Road in the SE 1/4 of the SW 1/4 of Section 8, Township 25 N., Range 45 EWM, Spokane Gounty, Washington. Comprehensive Plan: Urban ' Zoning Designation: Urban Residential-3.5 (UR-3.5). Environmental Determination: A Mitigated Determination of Nonsignificance (IviDNS*l was issued by the County Division of Building and Planning, as the lead agency. The official comment period ends 3- 23-98. Related Permits: None Division of Building & Pianning Staff: Louis Webster, AICP, (509) 456-3675 HEARING EXAMINER PROCEDLIRES Hearing Process and Appeals: The hearing will be conducted under the ruhes of procedure adopted in Spokane County Resolution No. 96-0294. All interested persons may testify at the public hearing, and may submit written comments and documents before or at the hearing. The Hearing Examiner may limit the time given to speakers. A speaker representing each side of the issue is encouraged. Any appeal of the Hearing Examiner's decision will be based on the record established before the Hearing Examiner, pursuant to County Resolution Nos. 96-0171. Environmental appeals will follow the same procedural route as the underlying action. All hearings will be conducted in facilities which are physically accessible to persons with disabilities. Inspection of File, Copies of Documents: A Staff Report will generally be available for inspection seven days before the hearing. The Staff Report and application file may be inspected at the Spokane County Division of Building and Planning, V Floor Permit Center West, Public Works Building, 1026 West Broadway, Spokane, WA, 99260, between 8 a.m. and 4 p.m., weekdays, M-F, except holidays. Copies of documents will be made available for the cost of reproduction. If you have any questions or special needs, please call the Division at (509) 456-3675. Send written comments to the Spokane County Division of Building and Planning, 1026 W. Broadway, Spokane, WA, 99260, Attn: ZE-56-96/MHP-4- 96, Louis Webster. Motions must be made in writing and submitted to the Spokane County Hearing Examiner, 3dFloor, Public Works Building, 1026 W. Broadway, Spokane, WA, 99260-0245. Nyberg, Gary From: Nyberg, Gary Sent: Thursday, August 17, 2000 4:05 PM To: Falk, Jim Cc: Hemmings, Bill Subject: Mission Meadows - Mylar Acceptance Jim, CLC made all the plan revisions previousty requested for Mission Avenue. The County Engineers hav+e accepted the road & storm drainage mylars (Shts. C1.2-C1.3 & C4.0) I will work up the bond amount and forward to CLC as soon as I can, but I'll be out on Friday & Monday. . ~ Z . , ~ Page 1 ~ PROJECT: MIS810N AVENUE - PFiA3£ 1(1AHP-446) CaIcWaLSd bdmeted pwn DRAINAtiE 1T6N8 sPECIRCATION LBdQTH(h) WIDTFKft) DEPTHIftI UNIT QTY / NO. UNIT PMCE COST 1) Drywell - Type A Slrple Banel EA 1260.00 0.00 2) Drywell • Type B Double Bartel EA 2 2000.00 4000.00 3a) Bwkfill For DW Washed 1-3" Gravel TON 32.00 0.00 3b) Filter Fabtic for DW Amoco 4646 or Equal EA 100.00 0.00 4) CB - Type 2 48' Die. EA 2600.00 0.00 6) CB - Type 1 I-L, I-P, etc. EA 760.00 0.00 8) Concrete Inlet Type 1 or 2 EA 600.00 0.00 7) Area Drain WSDOT Std. Plan B-20f EA 260.00 0.00 8) Curb Inlet - Type 1 Conotets Apton EA 2 260.00 600.00 8) Curb IMet - Type 2 Wilbert Vault EA 600.00 0.00 101 Concrete Cross Outtor Type 1 a 2 SY 36.00 0.00 11) Frame & Grote Type 1, Vubd EA 320.00 0.00 121 Frame 6 Orate Type 2, Std. Flet EA 300.00 0.00 13) Frune & Cirata Type 3, Vansd 2-Way EA 340.00 0.00 14) Rinp & Grate/Cover Type 4, Round EA 380.00 0.00 16) Frame & Lid Solid, Lockinp EA 300.00 0.00 181 Frwme & Grate Typs 6, Rolled Curb EA 380.00 0.00 I 171 Grate Inlet WSOOT, Type 2 EA 760.00 0.00 18) Pipe 4/8' Die. Perfonted or Solid LF 12.00 0.00 19) Pips 8/8' Ois. SD (exeePt RCP, DI, a HDPE) LF 76.00 0.00 20) Pipe 10' Die. ' LF 18.00 0.00 211 Pipe 12' Die. ' LF 24.00 0.00 221 Pipe 16' Die. ' LF 28.00 0.00 23) Pipe 18' Die. ' LF 32.00 0.00 24) Pipe 24' Die. ' LF 40.00 0.00 26) Pipe 30' Die. " LF 48.00 0.00 28) Pipe 38" Die. ' LF 84.00 0.00 271 Pea Gravel Pips Beddinp to Cover CY 0 20.00 0.00 261 Gravel Bor►ow Trench Backiill CY 0 12.00 0.00 29) Scrseninps Trench Backtill CY 0 70.00 0.00 30a1Rfp-Rap Lipht, Loose CY 0 60.00 0.00 30b)Rip-Rap Mortared, Shot-Crete CY 0 76.00 0.00 30b)Rip-Rsp Wire Gabion CY 0 100.00 0.00 NON-STD DRAINAOE IT91A8 1 s) Gradlnp Open Chennsft, Pords CY 0 10.00 0.00 1b) ControNsd Ordnq 208' Swdes 270 9.0 1.00 CY YO 16.00 1360.00 21 Topsoil WSDOT, Type A CY 0 20.00 0.00 31 3od 208' Swdes 270 10.0 SY 300 8.00 1800.00 4) Hydroseed Open Channelt, Ponds AC 2600.00 0.00 6) TEC MMSUtN Per WSDOT/DOE LS 1 600.00 600.00 6) Irripation System Lsndscapinp LS 7.00 0.00 ORAINA(iE 8UBTOTAL 8160.00 ROAD ITBNB 11 Rouph Grade Shoulder CY 0 10.00 0.00 21 CoMroNed Ordnp Rnd 3ubpnde (1' prfan) 426 17.6 1.00 CY 276 16.00 4131.94 3) G►avel Borrow Road Subprsde CY 0 12.00 0.00 4) Top Cotuse CsTC 426 16.6 0.60 CY 122 23.60 2806.78 6) Bssa Cowsa CSHC CY 0 21.00 0.00 e) Asphelt Concrete ACP pnd. end traraidon) 426 16.8 0.33 TONa 168 4E.00 7272.e0 7) Asphalt Treatsd Bpe ATB TONS 0 38.00 0.00 8) Chip-Seal BST TONS 0 26.00 0.00 9) Curb - Typs A Vertical, Guttsrless LF 7.00 0.00 101 Curb - Type B Intapral Vordcal Curb a Gutter LF 360 7.60 2826.00 11) Cwb - Type C A.C. Thickensd Edpe LF 6.00 0.00 121 Curb - Type R Inteprd Rolled CLsb & Gutter LF 8.00 0.00 13) Extruded Curbs WSOOT Std. Plan F2b LF 6.00 0.00 14) Traffic 'C' Block WSOOT Std. Plan F-2s LF 10.00 0.00 16) 8idewdk C.C. 4" Slab 270 8.0 SY 180 16.00 2880.00 18) Conante Approach Comm.And. 70 9.0 8Y 70 20.00 1400.00 17) Curb Ron►p ADA, Type 1 0r 2 80 6.0 8Y 63 20.00 10ee.e7 18) Monumenb Cased EA 200.00 0.00 19) Barticades Type 3 EA 260.00 0.00 201 Street Sipro MUTCD EA 86.00 0.00 21) Channslization MUTCO, Paint LF 0.60 0.00 22) Pavement Markinp MUTCD, Thsrmo-plMtic EA 60.00 0.00 23) Traffic Barrier WSDOT, Type 2 or 4 LF 30.00 0.00 241 ModtAa Block WaII Std. Plan B-20 Sf 0 40.00 0.00 26) Rataininp Wsll Std. Plan A•11 SP 0 25.00 0.00 28) Guardrail WSDOT, Type 1 LF 18.00 0.00 27) Pedettrisn Handrul Welded Aluminum LF 20.00 0.00 28) Chain Link Fencirp WSDOT, Type 1 or 4 LF 16.00 0.00 NON-sTD ROAD ITBNS 1) Remove Exlstinp Pevement 360 2.0 SY 78 6.00 388.89 21 8awcut bclsdnp Psvsment LF 60a 2.00 1000.00 31 Planinp Exittirp Pavement SY 0 2.60 0.00 41 Trofflc Contrd Messures L8 1 2600.00 2600.00 4) Adjust Utility Lids EA 0 260.00 0.00 61 Irapecdon a M$iilb CE PBi 8TA 6.00 600.00 2600.00 81 Desipn Services PSE % COST 0 0.16 0.00 ROAD sUBTOTAL 28831•88 CON8TRt1CT10N TOTAL $36.791.88 8lJRETY 0 110% 8 ROUNDED ;44"600 PROJ6CT: NMBiION AVENUE - PHA8E 2(MHP4461 CdeWated 6tknetod pwn DRAINAOE IT6N8 sP6CIFICATION LDYGTH(h) VYIOTFNft) DEPTH(k) UNIT QTY / NO. UNIT PItlCE C08T 1) Drywell - Type A Sinple Barrel EA 1260.00 0.00 2) DrywoU - Type B Double Berrel EA 1 2000.00 2000.00 3a) Backfill For DW Washed 1-3' Gravel TON 32.00 0.00 3b) Riter Fabrie for OW Amoco 4646 or Eqwl EA 100.00 0.00 4) CB - Type 2 48' Din. EA 2600.00 0.00 6) CB - Type i I-L, I-P, etc. EA 760.00 0.00 81 Concrete tniet Typs 1 0► 2 EA 600.00 0.00 7) Arsa Drein WSDOT Std. Plan B-20f EA 260.00 0.00 Y) Cutb Inkt - Type 1 Concnte Apron EA 2 260.00 600.00 91 Cwb Inbt - Type 2 Wiibert Vwit EA 600.00 0.00 10! Conerete Cross Gutter Type 1 a 2 SY 36.00 0.00 11) Frame & Grste Type 1, Vuxd EA 320.00 0.00 12) Frame & Orats Type 2, Std. Hat EA 300.00 0.00 131 Frame & Grate Type 3, Vaned 2-Way EA 340.00 0.00 141 Rinp & G►ate/Cover Type 4, Round EA 380.00 0.00 16) Frama 8 Lid Solid, Lockinp EA 300.00 0.00 18) Frome & Grats Typs 6, Rolled Curb EA 380.00 0.00 . 171 Grate Inbt WS00T, Type 2 EA 760.00 0.00 18) Pipe 4/8' Die. Pertwated or Solid LF 12.00 0.00 19) Pipe 8/8' Dia. SO (except RCP, DI, w HOPE) lF 16.00 0.00 20) Pipe 10' Dia. ' LF 18.00 0.00 211 Pips 12" Oie. ' LF 24.00 0.00 22) Pipe 16' Dia. ' LF 28.00 0.00 23) Plpe 18' Die. ' LF 32.00 0.00 24) Pipe 24" Dia. ' LF 40.00 0.00 26) Pipe 30' Dia. ' LF 48.00 0.00 281 Pipe 38' Dia. ' LF 84.00 0.00 271 Pea Gravel Pipe Beddinp to Cover CY 0 20.00 0.00 28) Oravel Bwrow Trench Backiill CY 0 12.00 0.00 29) Screeninps Trench Backfill CY 0 10.00 0.00 30a)Rip-Rap Lipht, Looss CY 0 60.00 0.00 30b)Rip-Rap Mortared, Shot-Crete CY 0 76.00 0.00 30b►Rip-Rap w►e Gsbion CY 0 100.00 0.00 NON-STD DRAINAGE IT9NE 1 a) Ciradinp Open Channels, Ponds CY 0 10.00 0.00 1b) ControllW Wadnp 208' 3wdes 280 8.0 1.00 CY 87 16.00 1300.00 2) Topsoil WSDOT, Type A CY 0 20.00 0.00 3) Sod 208' Swdes 280 10.0 8Y 289 6.00 1733.33 4) Hydroseed Open Chanr»Is, Ponds AC 2600.00 0.00 6) TEC Mmaturss Por WSDOT/DOE LS 1 600.00 600.00 61 IrrfQation System Lendscapinq LS 1.00 0.00 DRAINAOE 3lBTOTAL 6038.33 ROAD ITBNB 1) Rouph Gnde Shoulder CY 0 10.00 0.00 2) Controllod Grscfnp Rosd Stjbpnde (1' prfam) 300 17.6 1.00 CY 194 16.00 2918.67 3) Gravel Borrow Road Subprsde CY 0 12.00 0.00 41 Top Couns CSTC 300 16.6 0.60 CY 8A 23.60 2023.01 6) Bose Cowse CSBC CY 0 21.00 0.00 0) bphdt Concrete ACP Qnol. and traraltlonl 300 16.6 0.33 TONS 112 40.00 6133.e0 7) Asphitt Trsatsd Bae ATB TONS 0 38.00 0.00 8) Clup-Seal BST TONS 0 26.00 0.00 9) Curb - Typs A Vertical, Gutterlesa LF 7.00 0.00 101 Cueb - Type S Inaqrol Verdcd Cwb a Outur lF 200 7.60 2260.00 11) Curb - Type C A.C. Thickened Edpe LF 6.00 0.00 12) Curb - Type R Intepral Rolled Curb & Gutter LF 8.00 0.00 131 Extrudsd Curbs WSDOT Std. Plan F2b LF 6.00 0.00 14) Traffic 'C' Block WSDOT Std. Plan F2a LF 10.00 0.00 161 sldewdk C.C. 4' 81o6 270 8.0 SY 180 18.00 2880.00 161 Concrete Approscb Comm.And. 30 12.0 8Y 40 20.00 800.00 17) Curb Romp ADA, Type 1 or 2 SY 0 20.00 0.00 181 Monumentt Casd EA 200.00 0.00 19) Barricedas Type 3 EA 260.00 0.00 20) Street Sipro MUTCD EA 86.00 0.00 21) Chuxmlization MUTCO, PaiM lF 0.60 0.00 22) Pavement Mukinp MUTCO, Thermo-plastic EA 60.00 0.00 23) Traffie Barrier WSDOT, Type 2 w 4 LF 30.00 0.00 24) Modular Block Wall Std. Plan B-20 SF 0 40.00 0.00 26) Retairrinp Wall Std. Plun A-11 SF 0 26.00 0.00 26) Guardrail WSOOT, Type 1 LF 18.00 0.00 27) Psdestrian Handrsil Welded Aluminum LF 20.00 0.00 28) Chain Link Feneinp WSDOT, Type 1 a 4 LF 16.00 0.00 NON-3TD ROAD ITBVI8 1) FAmo~e ExistynQ pevemeM 300 2.0 SY e7 6.00 333.33 2) Sawcut bclsdnp Povamont lF 300 2.00 800.00 3) Planinp Existinq Pavsment SY 0 2.60 0.00 41 TnffFc Contrd Mwures LS 1 2600.00 2600.00 4) Aclwt Udllty Uds EA 1 260.00 260.00 6) ir.vceon a a$Wlb CE P6t STA 3.00 600.00 1600.00 8) Dssian Services PSE % COST 0 0.16 0.00 ROAD SUBTOTAL 21187.21 CON3TAlJCT10N TOTAL $27,220.64 8URETY 0 110% 8 ROUNDED i30.000 } l ~ S - i~ S P O K O U N T Y PLANIVING A DNISION OF THE PUBLIC WORKS DEPARTMENT Gary Oberg, Director RECEVED MEMORANDUM MAR 15 2000 SPOKANE COUMY ENGINEFA DATE: March 15, 2000 TO: Spokane County Division of Engineering-Development Services, Bill Hemmings Spokane County Division of Engineering-Roads; Scott Engelhard Spokane County Division of Utilities; Jim Red Spokane Regional Health District; Steve Holderby Spokane County Stormwater Utility; Brenda Sims Spokane County Fire District No. 1 Consolidated Irrigation District #19 Washington State Department of Transportation, Greg Figg Avista, Priscilla Sprague FROM: Jim Falk, Associate Planner . RE: ZE-56-96/MHP-4-96; Mission Meadows Manufactured Home Park Enclosed is a copy of the above referenced proposed final mobile home park site plan. Review and forward your comments to me by March 29, 2000. Also enclosed is a copy of the Drainage Report for this project for review by Division of Engineering-Development Services. If you have any questions please contact me at 477-7228. jf Enclosure(s) Copies without enclosure: CLC Engineering c/o John Sayer, 707 W. 7`hAve., Suite 200, Spokane, WA. 99204 Bill & Arlene Colyar, 19305 E. Mission Avenue, Spokane, WA. 99015 1026 Iti'. BRQADWAY • SPOIGINE, WASHINGTON 99260-0~0 , PHOtiE: (509) 4-'-'?00 • FrVY: (509) 477-2243 • TDD: (509) 477-7133 ; ~ i ~~s 1 - S P O K A N E ~iC O U N T Y DNLSION OF PL.ANNING A DNISION OF THE I'UBLIC WORKS DEPARTMENf MICHAEL V. NEEDHA:41, DIRECTOR GARY OBERG, DIRECTOR gECEIVED AUG 2 2 2000 August 18, 2000 Mr. Richard Mason 15198 E. Camerofil~~.NF C`''.;'j' ~ E~JGINEER Veradale, WA. 99037 RE: Finalization of MHP-4-96 (Mission Meadows MHP) Dear Richard, This note is a follow up to our phone conversation on August 18, 2000. The two remaining items that need to be addressed to finalize your Mission Meadows Manufactured Home Park are as follows: 1. Construct the required improvements associated with Mission Avenue or post a bond in lieu of construction per the County Engineer's requirements. 2. Revise the Planting Schedule portion of the Landscaping Plan as follows (new wording underlined): "Plant material, landscape features, and related irrigation shall be installed adjacent to each construction phase, concurrent with the construction of each phase. Specifically, landscaping related to a particular construction phase shall be completed within 90 days of occupancy of the first home, or such later date deemed necessary by the County Planninq Director where plantinq season conflicts would produce hiqh probabilitv of plant Ioss. Once the above requirements are satisfied this office will be able to expedite finalization of the subject site plan. Should you have any questions regarding the above requirements call me at 477-7228. S'ncerely, 6 d Jim Falk, Associate Plannt~~ c. John Saywers, Professional Engineer, CLC Associates, Inc., 707 W. 7"" Ave., Sui'T.._= Suite 200, Spokane. WA. 99204 Bill and Arlene Colyar, 19305 E. Mission Avenue, Greenacres, WA. 99016 Bill Hemmings, Division of Development Services 1026 Lti. E3[:O:\DbV:\Y • SPOK:\tiE:, ~VASH;tiGT0N 99260-0220 PHONE: (569) 477-720 • F.-1X: (509) 4717-2243 • TDD: (509) 477-7173 LETTER OF TRANSMITTAL County Engineers June 6, 2000 John Saywers, P.E. CLC Associates, Inc. FAX: 458-6844 Re: Final Road & Storm Plan Review for Mission Meadows (MHII'-4-96) John, I have made my technical review of your originally submitted drainage report and plans and recent report addendum. These items are in overall compliance with the Spokane County `GSM' &`SRSC' and development standards for MfIP's with the exception of • The passage restriction created by the raised-grade median at the entrance will need to be approved by the fire district. The County Engineers have no objection to this configuration provided no security gate is installed within 50' of Mission Avenue. • Street signage should be added to the plans. Mandatory signs are Stop & Street Name signs at the public street intersections, Street Name signs at the private road intersections, No Parking signs at the raised-grade entrance median, and parking/no parking signs for any designated parallel parking zones. Other regulatory or warning signs on the private road system are discretionary and un-enforceable by the police. • I am not treating the "inverted siphon" pipes as a design deviation situation since all of the drainage facilities involved are conventional, the system is ultimately still gravity drain vs. forced, and no compliance, public road, or drainage issues are raised; provided that the runoff can "free-drain" from the roadways under plugged conditions. This can be easily achieved by setting the downstream catch basin lids about .10 feet lower than the opposite catch basin lids(as you have already done at the northeast corner) and providing a curb inlet or thru-sidewalk inlet at each location. I would also recommend connecting the catch basins with a concrete valley across the roadways to better control the paving grades & drainage perFormance. The plans will be acceptable for construction and permitting purposes by making the above plan revisions and acquiring the developer and fire district approvals. I may be reached at 477-7257 or by fax at 477-7655 regarding this letter and requirements. Sincerely, 4 Gary Ny rg, Plan Review Engineer RECElVEa ~ - ~ _ _ MAY 1 8 2000 ' CLC Associates Inc. 707 West 7th Suite 200 (509) 458-6840 SPOKANE COUNTY EP~GINEER Spokane, WA 99204 (509) 458-6844 Fax Fwnrr" I tO Spokane, WA - Derner, CO F'Innnl~ F'.npjneerfteg Architcclvrr t.andscape Archilrcttrte• I.ud Sorrn-tiq TRANSMITTAL TO: SPOKANE COUNTY ENGINEERS PLAN REVIEW Date: 5117100 Project Name: MISSION MEADOWS Atfiention: GARY NYBERG, PLAN REVIEW project Number: 99079 ENGINEER We Are Sending: X Enclosed Under Separate Cover pocuments Other Prints Reproducibles Reports Computer Dlsks Copies Descriptlon 2 I ADDENDUM #1 For Your Use X For Your Review X For Your Approval U.S. Mal! Overnlght Messenger Plckup Remarks: GARY, PER OUR CONVERSATION ON 5/17/00, I AM SUBMITTING THIS ADDENEUM TO OUR DRAINAGE REPORT AND PLANS SHOWING THE PROPOSED SITE PLAN AND HOW WE PROPOSE TO HANDLE STORM RUNOFF. THANK YOU FOR YOUR HELP IN RESOLVING THIS AREA. SINCERELY, Copy to:JIM FALK B y JOHN SA YWERS, P. E. . hazard of erosion is slight. Spokane County Guidelines for Storm water Management indicate this to ~ be a Soil Group Type B and pre-approved for drywell installation. Hydrologic Soil Classification - B DRAINA GE NARRA TI VE Off-site No off-site basins contribute runoff to this site since Mission Avenue is fully improved to the west and drainage flows to the west away from the proposed project, and unimproved land to the east slopes northerly, parallel to the project boundary. On-site We propose that drainage from the common access drives be disposed of through 208 ponds via catch basins and storm pipes as shown on plans. At the locations where the use of inverted siphons, we intend the road section be at 1% cross slope to allow runoff to cross roadway if upstream end of siphon is plugged. If both catch basins are plugged, the runoff will travel overland thru easements to ponds which are at low points. Calculations using the Rational and Bowstring methods were run considering impervious areas in the roadway and sidewalk. As shown in the 10-year calculations the pond volume available combined with the discharge from a Type B drywells provides adequate capacity. These basins and the ponds are shown on the basin map at the back of this report. ADDENDEM l: A TYPICAL SITE PLAN SHOWING A 1400 SF MODULAR HOME ALONG WITH A 600 SF GARA GE A WNING HAS BEEN A TTA CHED. WE PROPOSE `208' TREATMENT TO BE HANDLED ON EACH LOT AS SHOWN ON TYPICAL SITE PLAN. DRIVEWAYS WILL DRAININTO ROADWAYAND FLOW TO `208' PONDS. "208" Calculations 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 upon the basin it serves. DRAINAGE CALCULATIONS SUMMARY Bowstring calculations have been included for individual basins to determine the extent of storm drainage facilities required for the 10-year event. The basin characteristics are summarized below with the remaining calculations in the appendix. CLC & ASSOCIATES D2 MISSION MEADOWS Drainage Report . ~ ADDENDUM 1- REVISED AREAS TO ADD DRIVEWAY AREAS. TABLE 1- BAS/N SUMMARY TABLE BASIN TOTAL AREA 1MPERV/OUS AREA RUNOFF COEFFICIENT (ACRES) (SF) (SF) A 0.36 15485 15485 0.9 B & C 0.86 37408 37408 0.9 D 0.04 1,888 1,888 0.9 E .09 4031 4031 0.9 F 1.31 57216 57216 0.9 G 1.14 49567 49567 0.9 H 0.14 6311 6311 0.9 ADDENDUM 1- SITE PLAN SUMMARY 1MPERVIOUS POND VOLUME POND VOLUME POND VOLUME AREA REQUIRED PROVIDED PROVlDED FOR `208` FRONT YARD BACK YARD (SF) (CF) (CF) (CF) 2000 83 42 42 NOTE: PONDS OVERFLOW AT 6" DEPTH AND DRAIN TO 1-208' PONDS WITH DRYWELL DISCHARGE. CLC& ASSOCIATES D3 MISSIONMEADOWS Drainage Report r TABLE 2- POND SUMMARY TABLE POND POND AREA 208' ASPHALT 208 VOLUME (CF) AREA VOLUME (CF) PROVIDED REQUIRED 6" DEPTH A 1,226 613 13047 544 B& C 3,109 1,555 32109 1338 D 297 149 1,888 79 E 421 210 2827 118 ''*F 4,178 2184 51154 2131 G 4,359 2,180 40628 1693 H 646 323 6101 254 * * POND "F" AREA=4178 SF PERIMETER = 253 LF TOTAL VOLUME = 2184 CF • Runoff Coefficient for Basins A thru H are based upon a weighted "c" value of 0.15 for pervious area and 0.90 for impervious area CONCL IISIDN As demonstrated by the calculations and body of this report, the storm drainage facilities provided in the design will adequately treat, store, and dispose of the storm water from the site. Additionally, the "208" area required for the asphalt areas is provided. CLC &:1 SSOCIATES D4 AfISS10N MEADOWS Drainage Report PfOJc:l'l S11IU5 ACtIYp ENGINEER'S REVIEW SHEET As Built Plans Rs:.ceived Mobile Home Park File MHP-0004-96 -96 Ro1d Plans Approved Companion Files: New Road Standards ~-1 ~-9~ Mylar Related fites: ZE-0056-96 Nearing: Technical Revir.~. ~ Preliminary Rc% i~ Date Reczived: No. L,.its: 3 No. Acres: 0 Project Name NTISSION NIEADOVVS MHP NIFG HON1E PK 123 iJNITS Sitc Address W. CAVALIFR, E. HOI_IUAY, S. INU[r'lNA, N. MISSION, Range-Towmship-Scction: 45 - 25 - 08 PARCEL(S): (tirst 20) Coiiditions Mailcd: 55083.9012 55083.9042 55083.9043 Flood Zonc Water Source Sewer Source Schaal Dist Fire Dist Ph,; F,ng Billing Owncr I Richard Mason Bill & z\r~,~ MISSION VILLAGE LLC 15918 E. Camcron Ct 19305 E. Mission VCRADA(_E, WA 99037- GREENACRLS, LVA 99015 f'hane Phone (509) 928-5160 (509) 924-6273 Signed Name: RICHARD MASON Building Ph: 477-3675 / Planning Ph: 477-2205 Contact: Date Submitted Description Initials Eng Need Technically Camplete Fng Need Harvard Rd Mitigation Eng Need Drainage Plans Eng Need Tra[rc Analysis Eng Need Othcr 01/25/2000 Eng Agree Pay Fees Received Eng Final Alat Fees Compicted C'opy to Accounting Eng Agree Priority rees Received Eng Prelim Plat Fees Ccimpleted Notice to Public / Notice to Public # 1 3 4 6 Completed - or Needs to be signed ne;iLnn I)cviation Dates (In-0ut) 'E~nc quanttc.T drainage item calcutated F{earing Date Decisian App Den Cond Appld BCC Appealed to QCC Decision App Den Canci Appld Court Appealed to Court Decision App Den Cund Appld Stamped Mylars tu Secretary (Sandy) 1 / Stamped 208 l.ot Plans to Secretary (Sandy) ~ - - p77 A ~ ~ - - l. ~ ~lIA . //4f*f. 97 . . d: 0:/~ . - ~ ~ - - - - -*JzoPX .~'r_o~- - - - * * I 0_ - - - - .P ~ ~~~rrra~ ~ a~r~r ~ ~ S'1 1-7 4V SW _ e~r iw _ a• ~.Ow 9. 17. 4" - - - A~~~`' ,~z s 7 a ~~~?sorl ~ LETTER OF TRANSNIITTAI. County Fngineers ~ i I April 6, 2000 John Saywers, P.f:. CLC Associates, IIIC. FAX: 458-6844 Re: Storm Drainage Plan Review & General Comments Mission Meadows (1VHP4-96) John, I have made an initial review of your preliminary road & storm drainage plans. The following drainage issue will need to be addressed and resulting revisions made before a detailed review is in order: • There needs to be an accounting of the impacts from the future lot development and how the drainage guidelines are satisfied by the build-out, not just the infrastructure phase. The building and driveway pads will affect the overall runoff coefficient and total stormwater treatment requirements. Composition or asphalt 3-tab roofing woulci be typical for manufactured home units. The drainage pattern from the future housing I and driveways needs to be shown and the appropriate storage, disposal, and treatment capacitv nrovided hy the de0ination onen spaces or constntcted drainage facilities ~ I Ile i0I10wllli, CU11m7t'IltS "cII-C; 8i~'GIl 2Ui81r;1lCl-<il C>Ii the single parcel are technically not private roads as with MFR complexes, although they i function the same to private roads in SFR areas. Although the road system is beyond the direct regulation of the County Engineers and our road standards, it appears to meet or exceed our private road standards. The NfHP access must comply with the Spokane Zoning Code Chapter 14.808 and the current Uniform Fire Code and Fire District # 1. Also, the water and sewer improvement plans are under the review and approval of the Consolidated Imgation District # 19 and the Spokane County Sewer Utility, respectively. You need to be sure you are coordinating your designs with the appropriate fire district, utility purveyors, and the Spokane County Current-Planning Department. I may be reached at 477-7257 or by fax at 477-7655 regarding this letter and requirements. Sincer y, *40 Gary Nyberg, Plan Review cc: Jim Falk, Cunent-Planning B'N'n/B:1MHP4-96: drainagereview. doc . LETTER OF TRANSMITTAL Spokane County Engineers February 2, 2000 John Sawyers, P.E. CLC Associates, Inc. 707 W. 7`h, Ste. 200 Spokane, WA 99204 Re: Mission Avenue Frontage Improvements - Road & Storm Plan Review ~ Mission Meadows (IVBP-4-96) John, This review is limited strictly to the proposed frontage improvements on Mission and does not address any other engineering requirements of this NtHII' development. The Drainage Report and drainage plan for the road runoff are in overall compliance with the Spokane County Guidelirtes for Stormwater Management(`GSM). The road plan has been reviewed with respect to the Spokane County Standards for Road cmd Sewer Construction(` SRSC') and site specific conditions. Plan revisions or adequate explanation will be necessary for the items identified on the enclosed marked-up drawing, to allow mylar acceptance for construction and pernutting. I may be reached at 477-7257 or by fax at 477-7655 regarding this letter or other aspects of this development. Sincerely, //W/ #4'r Gary Nyberg, Plan Review Engineer Enclosure: Mark-Up Drawing gwn/g:/comments:b99199r 1. doc . . ~ ~ I S P O K A N E D1VIS10N OF ENGINEERING AND ROADS • A DIVtS10N OFTf-f E PUI11.IC WUk F:S i) ei':^ti[; ! t, 1E:ri i William A. Johna, P.E., County Engineer Dennis M. Scott, P.E., Director AGRE E ME, NT TO PAY FEES lif#1711- - ENGINE ER'S AGREEMENT NUMBER I/ ~@5 ,y ► ' . This agreement between Spokane County and la 1J AM 'naii whose interest in the project is ki.e. U%Gt/ ~ . , t~c.) ' ZC~Ot~ ;J*r This agreement is applicable to the project is entered into this Z57 day of lUtU , known as: That the individuals and parties named herein as having an interest in the above described property or project a~ r(~t to the following : 1. Reimburse Spokane County for project review and inspection fees as specifiecl in Cliapter 9.14 of' the Spokane County Code. The fees will be based on actual salary costs incurred by Spokanc County for project reviews and / or inspections plus a ten percent administrative cliarge, anct wi l1 be billed monthly as accrued. Any billing amounts due, including any expenses incurred in th,: collection of an overdue account, must be paid prior to the County's acceptance of the project foi filing. If a project is approved and/or filed with a balance still owing, the unj).tid ha1mic-~ sima!f hc~ paid within 30 days of the invoice date. 2. The un(lersiened aLyrees that these fees .)r~ (~~!iC .:~~d tw,)n i-cc,.iE,t of- ~IS ahove, 3. Atly 1I14'OiCeS IIOt pald wICh1n Jf) d21yS Ui tilt'. ffll'i)Il;e (Ll(C w[ll fiC CG11SIdCfCC1 &1lllCIt1C11(. If ~ltlj, outstanding balance on the account for this project is not paid witliin 30 days of the invoice date, no further reviews of the project documents will be conducted until the entire account balance is paid. Any balance on the account for this project not paid within 65 days of the invoice date maY result in legal action or the initiation of other collection procedures, including referral to collection agency. The Sponsor wi!1 :i"(! ",:r!'!v,e ~r~rtirrr>,rl by 1~i,~~ ('n!lilhi ft i!A; 4. I he rnonthfy billing shoulcl bc SC[ll lU tilc: ~fflentiun 14, r NAME: A Z- L~.- C~~ ADDRESS: ~ h" P~oti C~ CITY, STATE: t,,~ ZIP CODE: ~ PHONE ll: I understand that failure to pa ~ ossible sanctions. P O If this fee agCLC[11Ci1( iS CUf11J1iC;tCJ by' SUtliCUilC U[liCi 'lilLill Ciic 0 11~0 l O.L~., ii:L~ 1;i0jL:~A principal in the firm sponsoring the project), such as the Engineer designing the project, tlleii written authorization from the Sponsor specifically atitliorizing the Agent to execute this I+'ee Agreement is attaciied to tliis Fee A re t. SIGNATURE By: ~ I~r %dacl/ (PRINT NAME) RETCTRN YEL .OW COPY TO SPOKANI: COUNTY TNGILI EE k1s\tVgreefee.doc 2/1196 1026 W I3roadway Avc Spokane WA 99260-0170 (509) 456-3600 FAX: (509) 324-3478 TDD: (509) 324-3166 , 4' S P O K A N E DIVISION OF ENGWEERING AND ROADS A DIVISION OF THE PUBLIC WORKS DEPARTMENT November 7, 2002 Mr. Richard Mason Mission Village, LLC 15918 E. Cameron Ct. Veradale, WA 99037 Re: Mission Meadows (M1IP 4-96) Dear Mr. Mason: A Certification Package for phases I& II has been received for an initial performance surety reduction to reflect the current status of construction for the referenced project. Based upon this certification, we have elected to set the initial performance surety at $10,700.00 for phase I and $7,400.00 for phase II. The sureties issued shall be in the form of a bond, letter of credit, or cash savings assignment. Samples of these sureties are available at your request. The inspection Bonds will remain at their initial amounts and is calculated into the amount shown above. Consideration of any further reductions to this will be based on continuous construction progress toward completion and acceptance of the project. If you have any questions please R.andy Stronks or me at (509) 477- 3600. Sincerel , / ~ . John Hohmari, PE Development Services Engineer/Manager Cc: File 1026 W. Broadway Ave. • Spokane, WA 99260-0170 o (569) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) 9 TDD: (509) 477-7133 PROJECT: M13SION AVENUE - PHASE 2(MHP-4-96) Calculated Estlmated gwn Nov. 7, 02 Reduction DRAINAGE ITEMS SPECIFICATION LENGTH(R) WIDTH(R) DEPTH(R) UNIT QTY / NO. UNIT PR1CE X Retain COST 1) Drywell - Type A Single Barrel EA 1250.00 0.00 2) Drywell - Type B Double Barral EA 1 2000.00 20% 400.00 3a) Backfiil For DW Washed 1-3" 6ravel TUN 32.00 0.00 3b) Filter FaDric for DW Amoco 4545 or Equat EA 100.00 0.00 4) CB - Type 2 48" Dia. EA 2500.00 0.00 5) C8 - Type 1 I-L. I-P, etc. EA 750.00 0.00 6) Concrete Inlet Type 1 or 2 EA 500•00 0•00 7) Area Drain WSDOT Std. Plan B-20f EA 250.00 0.00 8) Curb INet - Type 1 Concrote Apron EA 2 250•00 20% 100•00 9) Curb Inlet - Type 2 Wlbert Vault EA 500.00 0.00 10) Concrete Cross GuttE Type 1 or 2 SY 35.00 0.00 11) F►ame & Gtate Type 1, Vaned EA 320.00 0.00 12) Frame & Grate Type 2, Std. Flat EA 300•00 0.00 13) Frame 8 Grate Type 3, Vaned 2-Way EA 340.00 0.00 14) Ring 8 Grate/Cover Type 4. Round EA 360.00 0.00 15) Frame 8 Lid SoliG, Locking EA 300.00 0.00 16) Frame 8 Grate Type 5, Rdled Curb EA 360.00 0.00 17) Grate Inlet WSDOT, Type 2 EA 750.00 0.00 18) Pipe 4l6" Dia. Pertorated or Solid LF 12.00 0.00 19) Pipe 6/8' Dia. SD (except RCP, DI, or HDPE) LF 15.00 0.00 20) Pipe 10" Die. " LF 18.00 0.00 21) Pipe 12" Die. " LF 24.00 0.00 22) Pipe 15" Dia. " LF 28.00 0.00 23) Pipe 1 S' Dia. " LF 32.00 0.00 24) Pipe 24" Dfa. " LF 40.00 0.00 25) Pipe 30" Dia. " LF 48.00 0.00 26) Pipe 36" Dia. " LF 64.00 0.00 27) Pea Gravel Pipe Bedding to Cover CY 0 20.00 0.00 28) Gravel Bortow Trench Backfill CY 0 12.00 0.00 29) Screeninps Trer►ch Baclcflll CY 0 10.00 0.00 30a)Rip-Rap Light. Loose CY 0 50.00 0.00 30b)Rip-Rap Mortared, Shot-Crete CY 0 75.00 0.00 30b)Rip-Rep Wire Gabion CY 0 100.00 0.00 NONSTD DRAINAGE ITEMS ta) Grading Upen Channels, Ponds CY 0 10.00 0.00 1b) ConLrolled Grading 208' Swales 260 9.0 1.00 CY 87 15.00 209L 260.00 2) Topsod WSDOT, Type A CY 0 20.00 0.00 3) Sod 208' Swales 260 10.0 SY 289 6.00 20% 347.00 4) Hydroseed Open Channels, Ponds AC 2500.00 0.00 b) TEC Meawr+es Per WSDOTIDOE LS 1 500.00 ZO% 100.00 5) Irtigation System Landscaping LS 1.00 0.00 DRAINAGE SUBTOTAL 1207.00 ROAD ITEMS 1) Rough Grede Shoulder CY 0 10.00 0.00 2) Controllod Gndft Road Subgrade (1' prism) 300 17.5 1.00 CY 184 16.00 20% 583.00 3) Gravel Borrow Road Subgrede CY 0 12.00 0.00 4) Top Coursa CSTC 300 15.5 0.50 CY 86 23.50 20% 405.00 5) Bese Course CSBC CY 0 21.00 0.00 6) Asphalt Concrebe ACP (incl. end transitlon) 300 15.5 0.33 TONS 112 46.00 20% 1027.00 7) Asphafl Treated Base ATB TONS 0 36.00 0.00 8) Chip-Seal 8ST TONS 0 25.00 0.00 9) Curb - Type A Vertical. Gutterless LF 7.00 0.00 10) Curb - Type B Integnl Vertical Curb 3 Gutter LF 300 7.50 20% 450.00 11) Curb - Type C AC. Thidcened Edge LF 5.00 0.00 12) Curb - Type R Integral Roiled Curb 8 Gutter LF 8.00 0.00 ~ 13) Extruded Gurbs WSDOT Std. Plan F-2b LF 5.00 0.00 14) Traffic'C' Blodc WSDOT Std. Plan F-2a LF 10.00 0.00 15) Sidewalk C.C. 4" Siab 270 6.0 SY 1a0 16.00 2096 578.00 16) Concrete Approach CommJind. 30 120 SY 40 20.00 20% 160.00 17) Curb Ramp ADA. Type 1 or 2 5Y 0 20.00 0 00 18) Monuments Cased EA 200.00 0.00 19) Barticedes Type 3 EA 250.00 0.00 20) Street Signs MUTCD EA 85•00 0•00 21) Channelization MUTCD, Paint LF 0.50 0.00 22) Pavement Marking MUTCD, Thermo-plastic EA 50•00 0•00 23) Troffic Barrier WSDO7, Type 2 or 4 LF 30.00 0.00 24) Moduler Bbck Wap Std. Plan &20 SF 0 40.00 0.00 25) Retaining Wall Std. Plan A-11 SF 0 25.00 0.00 26) Guardrail WSDOT, Type 1 LF 18.00 0.00 27) PedesUian Handrail Welded Aluminum LF 20.00 0.00 28) Chein Link Fencfng WSDOT, Type 1 w 4 LF 15.00 0.00 NONSTD ROAD ITEMS 1) Remove ExisUng Pavsment 300 20 SY 67 5.00 ZOX 87.00 2) Sawcut Existing Pavement LF 300 2.00 20% 120.00 3) ('lafung Ensbng Navement SY 0 2.50 U.W 4) Traftic Control Meawms LS 7 2600.00 20% 600.00 4) Adjust Utllity Lk1s EA 1 250.00 20% 50.00 5) Inspection & Aa-Bull CE PER STA 3.00 500.00 100% 1500.00 6) Design Services PSE 96 COST 0 0.15 0.00 ROAD SUBTOTAL 5438.00 CONSTRUCTION TOTAL :6,645.00 SURETY Q 110% 3 RQUNDED 57.400 I i PROJECT: MISSION AVENUE - PHASE 1(MHP-4-98) Cakulated Estimatsd Nov. 7, 02 gwn ReduCtion DRAINAGE ITEMS SPECIFICA710N LENGTH(R) WIDTH(ft) DEPTH(R) UNfT QTY / NO. % Retafn UNIT PRICE COST 1) Drywell - Type A Single Bartel EA 1250.00 0.00 2) Drywall - Type B Double Barrel EA 2 20% 2000.00 800.00 3a) Backfitl For DW Washed 1-3' Gravel TON 32.00 0.00 3b) FiRer Fatxic for DW Arnoco 4545 or Equal ~ 100.00 0•00 4) CB - Type 2 48" Dia. EA 2500.00 0.00 5) CB - Type 1 I-L. t-P, etc. EA 750.00 0.00 6) Concrete Inlet Type 1 or 2 EA 500.00 0.00 7) Area Drain WSDOT Std. Plan &20f EA 250•00 0•00 8) Curb Inlet - Type 1 Concrete Apron EA 2 20% 250.00 100.00 9) Curb Inlet - Type 2 Wiibert Vault EA 500•00 0•00 10) Conrxete Cross Gutte Type 1 or 2 SY 35.00 0.00 11) Freme 8 Giate Type 1, Vaned EA 320.00 0.00 12) Frame 8 Grate Type 2. Std. Fiat EA 300.00 0.00 13) Frame 8 Grate Type 3, Vaned 2-Way EA 340•00 0•00 14) Ring 8 Grdte/Cover Type 4, Round EA 360.00 0.00 15) Frame 8 Lid SoUd, Lodcing EA 300•00 0•00 16) Frame 8 Grate Type 5, RoNed Curb EA 360•00 0•00 17) Grate INet WSDUT, Type 2 ~ 750•00 0•00 18) Pipe 4/6" Dia. Perforated or Solid LF 12.00 0.00 19) Pipe 6/8' Dia. SD (except RCP, DI, or HDPE) LF 15.00 0.00 20) Pipe 10" Dia. " LF 18.00 0.00 21) Pipe 12' Dia. " LF 24.00 0.00 221 Pipe 15" Dia. ' LF 28.00 0.00 23) Pipe 18' Dia. " LF 32.00 0.00 24) Pipe 24" Dia. " LF 40.00 0.00 25) Pipe 30" Dia. " LF 48.00 0.00 26) Pipe 36" Dia. - LF 64.00 0.00 27) Pea Gravel Pipe Bedding to Cover CY 0 20.00 0.00 28) Gravel Borrow Trench BackfiFl CY 0 12.00 0.00 29) Stxeenings Trench Backfill CY 0 10.00 0.00 30a)Rip-Rap Light, Loose CY 0 50.00 0.00 30b)Rip-Rap Mortared, Shot-Crete CY 0 75.00 0.00 30b)Rip-Rep Wrce Gabion CY 0 100.00 0.00 NONSTD DRAINAGE ITEMS 1a) Grad'mg Open Channels. Por►ds CY 0 10.00 0.00 1b) Controiled Grading 208' Swales 270 8.0 1.00 CY 90 20% 15.00 270.00 2) Topsofl WSDOT, Type A CY 0 20.00 0.00 3) Sod 208' Swabs 270 10.0 SY 300 20% 6.00 360-00 4) Hydroseed Open Channels, Ponds AC 2500•00 0•00 5► TEC Measures Per WSDOTIDOE LS 1 20% 500.00 100.00 5) IRigation System Landscaping LS 1.00 0.00 DRAINAGE SUBTOTAL 1630.00 ROADITEMS 1) Rough Grade Shoulder CY 0 10.00 0.00 2) Controlled Grading Road Subgrade (1' pn 425 17.5 1.00 CY 275 20% 15.00 828.00 3) Grave! Borrow Road Subgrade CY 0 12.00 0.00 4) Top Course CSTC 425 16.6 0.50 CY 122 20% 23.50 573.00 5) Base Course CSBC CY 0 21.00 0.00 6) Asphalt Concrate ACP (incl. end transiti 425 15.5 0.33 TONS 158 20% 46.00 1456.00 7) Asphatt Treated Base ATB TONS 0 36.00 0.00 8) Chip-Seel BST TUN5 0 25.00 0.00 9) Curb - Type A Vertical, GutteAess LF 7.00 0.00 10) Curb - Type B IMegral Vartical Curb & Gutter LF 350 2076 7.50 525.00 11) Curb - Type C A.C. Thickened Edge LF 5.00 0.00 12) Curb - Type R Integral Rolled Curb 8 Gutter LF 8.00 0.00 13) Extruded Curbs WSDOT Std. Plan F-2b LF 5.00 0.00 14) Traffic'C' Blodc WSDUT Std. Plan F-2a lF 10.00 0.00 16) Sidewatk C.C. 4" Slab 270 6.0 SY 180 20% 16.00 576-00 18) Concrete Approach Comm.And. 70 9.0 SY 70 20x 20.00 280.00 17) Curb Ramp ADA, Type 1 or 2 a0 8.0 SY 53 20i6 20.00 213.00 I 18) Monuments Cased EA 200•00 0•00 19) Barticades TYPe 3 EA 250.00 0.00 20) Street Signs MUTCD EA 85•00 0•00 21) Channelization MUTCD, Paint LF 0.50 0.00 22) Pavement Martcing MUTCD. Thermo-plastic EA 50•00 0•00 23) TraRic Bamer WSDOT. Type 2 or 4 LF 30.00 0.00 24) Modular Blodc WaU 5td. Plan 8-20 SF 0 40.00 0.00 25) Retahiing Wail Std. Plan A-11 SF 0 25.00 0.00 26) Guardrail WSDOT, Type 1 LF 18•00 0•00 27) Pedestrian Handrail Welded Aluminum LF 20.00 0.00 28) Chain Link Fencft WSDOT, Type 1 or 4 LF 15.00 0.00 NONSTD ROAD tTEMS 1) Remove Existlng Pavement 350 20 SY 7E ZO% 5.00 388.89 2) Sawcut Existlnp Pavement LF 500 20% 200 200.00 3) Piarnng Exisdng F'avement SY U 2.50 0.00 4) Traffic Control Measures ~ 1 20% 2500•00 500•00 4) Adjust Utility Lids EA 0 250.00 0.00 b) InapecUon 3 As-Buil CE PER STA 5.00 100% 600.00 2500.00 6) Design Services PSE 96 COST 0 0.15 0.00 ROAD SUBTOTAL 8036.89 CONSTRUCTION TOTAL t9,866.89 SURETY ft 110% d. ROUNDED $10.700 ~ :EV 1 ~ ouNnr ENcEER CLC A55❑CIATES JulY 11, 2002 RECEVED w.o. #so2oo59 JUL 11 2002 J i m F a I k SpOKANE COUMY ENGINEER Spokane County Planning Department c~ 10261 Broadway Avenue ~ Spo4~ne, WA 99260 Re: Suspension of Prdcessing: "Change oi C:onciitioris for MYSs10(1 Meadows Manufactured Home Park" File ZE-56A-96/MHP-4-96. Dear Jim, Following the Technical eview meeting for the above referenced project, we have been coordinating a~d working with Division of Engineering and Roads staff and others to find a mutually acceptable resolution to the issues raised by the staff at the meeting. This process may take several more weeks before we come to any final agreement. In the meantime, rather than schedule the public hearing with these issues unresolved, we would like to suspend processing of the application until further notice. We understand that the period of time while the application is in suspension will not be counted as part of the 120 day processing timeframe provided for under SCC 13.800.102 and that the timeframe will not restart until we provide you written confirmation that we desire the processing to resume. Although our client continues to desire to have the change of condition application processed in a timely manner, we feel that it is in the best interest of all concerned to try to get these issues resolved before going to hearing. We appreciate your assistance with this matter. If you have any questions or comments, please feel free to call me at (509) 458-6840 Sincerely, 04~~ kl vfcl CLC Associates Andrew Worlock, Associate Planner C: Richard Mason, Mission Meadows LLC Scott ~nglehard, Division of Engineering and Roads File. 707 WEST 7TH AVENUE • SUITE 200 9 SPOKANE 9 WA 99204 • P 509 458 6840 • F 509 458 6844 DENVER • SPOKANE • SALT LAKE CITY =3L- ' -ME--7 =3.L--~ Plm+nklv. En4irkbOrNa, ArchioOcuur. Luiasc.apky Archr[ac7u,e. l.aw surv.ying C LC ASSoCIATES, I NC. I SPOKAN E, VIIA • Q E N D►'E R, CC) CLC ~ Associates Inc. FORMERLY Ito 707 West 7th Suite 200 Spokane, WA 99204 509-458-6840 lanuary 27, 2000 509-458-6844 Fax CLC. # 99079 Qc Spokane, WA - Denver, CO ` ~CCeVFD ✓qN 2 1 Spokane County Engineering S~ 1~40 1026 West Broadway Avenue k4NECOUN7y , SPokane, Washington 99260 Er~~'~NFEq I Attit: Gary Nyberg Re: A'lisseoti Avejt ue - 1" Sitbnrittn/ I)ear Gary: Please tind enclosed a signed agreement to pay fees, two copies of the street p1aI1 and profile and two copies of the drainage report with basin map for the widening ~ of Mission Avenue in conjunction with the development of Mission Meadows j Manufactured Home Park for your review and comment. Please call if `'oLi llave any questions. Sincerely, CLC Associates, Inc. A 0 John F. Saywers, P.E. Lncl. cc: File Planning Engineering Architecture Landscape Architecture ~ Land Surveying ~ Formerly IPE DRAINAGE REPORT for MISSION AVENUE JA_NUARY 2004 CLC # 99079 Prepared by: C'LC &ASSaCIATES 707 West 7th Suite 240; Spokane, WA 99204; (509)458-6840 The de$ign imgrovements shown in this set of p1a►ns and calculatians cvnform to tbe applicabrle editions af the Spokane Caunty Standards for Rvad and Sewer Constructian and the Spokane County Guidelines £or Stormwater Management. AI1 design deviati.ons have been agproved by the Spvkane County Enc3i.neer. I agprovs these plans (calcul.ations) for construction. This report has been prepared by the staff of CLC & ASSC)CIATES uncler the direction of the Lindersigned professianral engineer whase seal and signature appear hereon. ; ~S4~. ~ 0036 -ry 11 L crsTF-Y-~ IExPiAEs 05-18-00 1 Jahn F. Saywers, P.E. Storm Water Technical Eval uation Narrative The site is located approximately 2000 feet East of Barker Road and North of Interstate 90 on the north side of Mission Avenue. The site is adjacent to one private home and mostly vacant land with sparse field grass and weeds as the only land cover and vegetation. PURPOSE The purpose of this drainage report is to determine the extent of storm drainage facilities which will be required to dispose of storm water runoff created by these improvements to Mission Avenue. The ponds on this project have been designed to contain the runoff from the 10-year storm event. This development is within the Aquifer Sensitive Area of Spokane County and is subject to '208' requirements. For this project the Intensity, Duration, and Frequency (IDF) curves from the Spokane, Medical Lake, Reardon, Cheney and Rockford intensity curves were used. ANAL YSIS METHODOLOGY 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 of the basins since none of them exceed 10 acres. PROJECT DESCRIPTION The project is located in the SE 1/4 of the SW 1/4 of Section 8, T. 25 N., R. 45 E., W.M. in Spokane County, Washington. TOPOGRAPHY The site is gently sloping towards the north at approximately one percent and towards the west at approximately one half of one percent. SOIl.S r15 cail be sceii lrulli tlle accompailying soils map l'runl tlle 5pul:ane Cuuilty 50115 5uF 'Cy_ as performe(i hv the SCS. the site consists of a C'lass R soi1 riTe. The soil description is as follows. t;~;:~ -(:arrison br~ticily- loaui, O tu 5 pei-cent slupes: lhis co131p1~x of suil is a s0111c%~llat , excessively drained soil formed from a variety of igneous rock. Surface runoff is slow, and th ~ ! hazard oferosion is slight. Spokane County Guidelines for Storm water Management inciic~It:., p11i!" tt) be a Soil Group Type B and pre-approved for drywell installation. GLC & ASSOCIATES D 1 MISSION A VENUE Drainuge Reporr Hvdrnlo,qic Soil Classifcntion - B ,OR.-11.V=1 GE,VARK:-f TII .1., Off site No off-site basins contribute runoff to this site since Mission Avenue is fully improved to the west and drainage flows to the west away from the proposed improvements, and unimproved to the east where drainage water flows northerly off the roadway and onto the adjacent vacant land. Oti-site We propose tllat draiilage lrom the roadway be disposeci ut'tluough ciirb openiilgs iiltu 208 swales in the adj acent parkway as shown on the plans. Calculations using the Rational and Bowstring methods were run. As shown in the 10-year calculations, the swale volumes available combined with the discharge from Type A drywells provides adequate capacity. These basins and swales are shown on the basin map at the back of this report. "208" C'alculatiorr.s <~~5 St1C)N411 UIl l~ll; '2U8'CalCill~ill~)1~1 ~VUCkSl1LC;ts lI1ClUl.~eli, t~lc'2«8' sIUC~I~<; ~~OILIIIIC ~~I'UV1C~~'Cj l~ adequate to perform '208' treatment for the ninoff created hy the first half inch of rainfall upk)n t~h(: hasin it serves. DK 1 l:V.-i (;I: C':,1C_('t "I.. ( 1I0N,5' .Sl, iR I3owstring calculations have been inctuded tor indiviclual basins tu determine the extent oi stur,ll drainage facilities required for the 10-year event. The hasin characteristics are stimmarized helc~~v with the remaining ralculations in the appcndix. Table No. 1- Basin Summary- Table - Areas Total Impervious Runoff Basin ~ Area (acres) Area (SF) Coefficient * Basin "A" 0.21 7,577 0.77 Basins "B& C" 0.29 9,362 0.71 ( ONCl. e N10.*%As demonstrated by the calculations and body of this report, the storm drainage facilities provided in the design will store, and dispose of the storm water from the site. Additionally, the ":'OR" ;Ir, a mnuircd for the a~~rh~lt ~r~ as iS rrnviilt=.! CLC & ASSOCIATES r' ~ APPENDIX M"s VICIr1ITY MAP SOILS MAP DRAINAGE CALCULATIONS 10-Yr. RATIONAL CALCULATIONS WEIGHTED RUNOFF COEFFICIENT CALCULATIONS INLET CALCULATIONS BASIN MAP BASIN MAP CLC & :fS.SOCI.-fTF.S D3 ;t1/SS!ONAYENUE Drainage Report ~IAPS VICINITY MAP . / . PROJECT MONTGOMERY ~ty R~~EFZ LOCATION ~,L SPOKANE ~ ao D ~ INDIANA AVE. m ~ o o X D MISSION AVE. ~ ONE g0 ~ NO SCALE ~ ~ SOILS -MAP SCS S4IL SURVF,Y OF SPOKANE COITNTti' SE-IEET 67 I ~ CQUNTY, WASHINGTON - SHEET NUMBER 67 I F, r- (Joins sheet 58) ~ - • _ . ; - _ , ~ _ _ - "W ~ ~ ~ ~ ' s,~ a-;'...ri~..~ = .~r' ISl1` F'a ~a,r v=..-SZ`~`%- E'S'R;P . . .~1 ~ - ~ _ ~ ~v f Y , r< i~x I• ' a+ Js~ , :y ; • ~1~ ~ S.A _ t11~lt _.~_¢-_,3.,~-- z>r _ ; r ~ ~,`C` x,~=~ - _ . _ . `i f T~yy' < , . : 4 ~ ; Cll}~. 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' - _{1~_ _y`tvr~~, i . . ~~~,,,t t~~,'s~~' 5:.. ~ J;..i c~. ~ - f~.:. *s v~ ~ -'~'Li~'j-ri.l,~::" ~"~s _ et 1~ ~ .7'3i'fi.~ s a°r - - • ;I ~'~p~~ ~ ^i '"jj{ ~ .~Ca 7 , ~ ~ . ? ,i7,'t . . . ~T~ . ~ . - - - - - - ~ (loins sheet 76) 1 Miie 5000 Feet , , ' , ' Scale l : 20 000 1 ~ DRAINAGE CALCULATIONS 10-Year Design Storm BOWSTRING METHOD PROJECT; M!SSION AVENUE PEAK FLOW CALCULATION PROJECT: MISSION AVENUE DETENTION BASIN DESIGN BASIN; A BASIN: A 10-Year Design Storm DESIGNER; JFS Tot, Area 0.21 Acres DATE; 01f19100 Asph. Area 6029 SF C = 0.77 Time Increment (min) 5 CASE 1 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 0 ft. Overland Flow Design Year Flow 10 Area (acres) 0.2119 Ct = 0.15 Asphait Area (sq.ft.) 6029 L= 0 ft. 'C' Factor 0.77 n= 0.40 '208' Volume Provided 272 S= 0.020 Area ' C 0.163 Tc = 0.00 min., by Equation 3-2 of Guidelines Time Time Inc, Intens. Q Devel. Vol,ln Vol.Out Storage 168 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft) Z1= 50,0 For Z2 5,00 300 3.18 0.52 209 90 119 Z2= 1 Type8=1.0 n= 0.016 Rolled = 3.5 5 300 3.18 0.52 209 90 119 S= 0.008 10 600 2.24 0.37 257 180 77 15 900 1,77 029 269 270 19 d= 0.110 ft. 20 1200 1.45 0,24 308 360 -52 25 1500 121 020 316 450 -134 A R Q Tc Tc total I Qc 30 1800 1.04 0,17 323 540 -217 ' 35 2100 0.91 0,15 327 630 -303 0.31 0.05 0.37 2.34 5,00 3.18 0.52 40 2400 0.82 0,13 335 720 _385 45 2700 0.74 0.12 338 610 -472 Qpeak for Case 1= 0.52 cfs 50 3000 0,68 0,11 344 900 -556 55 3300 0.64 0.10 355 990 -635 60 3600 0,61 0.10 368 1080 -712 CASE 2 65 3900 0,60 0.10 392 1170 -778 70 4200 0.58 0.09 407 1260 -853 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.09 420 1350 -930 peak flow =,90(3.18)(Imp, Area) = 0.40 cfs 80 4800 0.53 0.09 424 1440 -1016 85 5100 0.52 0.08 441 1530 -1089 90 5400 0.50 0.08 449 1620 -1171 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.08 464 1710 -1246 0.52 cfs 100 6000 0.48 0.08 478 1800 -1322 208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = ImpeNious Area x.5 in I 12 inlft 251 cu ft 208' Storage Volume Provided 272 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STORh Maximum Storage Required by Bowstring 119 cu ft Number and Type of Drywells Required 1 Single 0 Double 10-Year Design Storm BOWSTRING METHOD PROJECT; MISSION AVENUE PEAK FLOW CALCULATION PROJECT: MISSION AVENUE DETENTION BASIN DESIGN BASIN: B BASIN: B 10-Year Design Storm DESIGNER: JFS Tot. Area 0.11 Acres DATE: 01J19100 Asph, Ares 2956 SF C = 0.73 Time Increment (min) 5 CASE 1 Time of Conc. (min) 5.00 Outflow (cfs) 0 0 ft. Overiand Flow Design Year Flow 10 Area (acres) 0.1141 Ct = 0.15 Asphalt Area (sq.ft.) 2956 L= 0 ft. 'C' Factor 0.73 n= 0.40 '208' Volume Provided 0 S= 0.020 Area' C 0.083 Tc = 0.00 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol,Out Storage 98 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 50,0 For Z2 5.00 300 3.18 0.26 106 0 7 Z2 = 1 Type B= 1.0 n= 0.016 Rolled = 3.5 5 300 3.18 0.26 106 0 7<== S= 0,008 10 600 2.24 4.19 131 0 -67 15 900 1.77 0.15 148 0 -149 d= 0.110 ft. 20 1200 1,45 0.12 157 0 -239 25 1500 1.21 0.10 161 0 -334 A R Q Tc Tc total I Qc 30 1800 1.04 0.09 165 0 -429 35 2100 0,91 0.08 167 0 -526 0.31 0.05 0.37 1.36 5.00 3.18 0.26 40 2400 0.82 0.07 171 0 •621 45 2700 0.74 0.06 173 0 -718 Qpeak for Case 1= 0.26 cfs 50 3400 0.68 0.06 176 0 -814 55 3300 0.64 0.05 181 0 -908 60 3600 0.61 0,05 188 0 -1000 CASE 2 65 3900 0.60 0.05 200 0 -1087 70 4200 0,58 0.05 208 0 -1178 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0,56 0.05 215 0 -1270 peak flow =.90(3.18)(imp. Area) = 0.19 cfs 80 4800 0.53 0.04 216 0 -1368 85 5100 0.52 0.04 225 0 -1458 90 5400 0.50 0.04 229 0 -1553 So, ihe Peak flow for the Basin is the greater of the two flows, 95 5700 0,49 0.04 237 0 -1644 0.26 cfs 100 6000 0,48 0.04 244 0 -1736 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in I 12 inlft 123 cu ft • 208' Storage Volume Provided 0 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STORA Maximum Storage Required by Bowstring 7 cu ft Number and Type of Drywells Required 0 Single ERR Double 10-Year Design Storm BOWSTRING METHOD PROJECT: MISSION AVENUE PEAK FLOW CALCULATION PROJECT: MISSION AVENUE DETENTION BASIN DESIGN BASIN: C BASIN: C 10-Year Design Storm DESIGNER; JFS Tot. Area 0.17 Acres DATE: 01119l00 Asph. Area 4113 SF C = 0.70 Time Increment (min) 5 CASE 1 Time of Conc. (min) 5.00 Outflow (cfs) 0 0 ft. Overland Flow Design Year Flow 10 Area (acres) 0.1742 Ct = 0.15 ImpeNious Area (sq ft) 4113 L= 0 ft. 'C' Factor 0.1 n= 0.40 '208' Volume Provided 0 S= 0.020 Area' C 0.122 Tc = 0.00 min., by Equation 3-2 of Guidelines Time Time Inc. . Intens, Q Devel. Vol,ln Vol.Out Storage 123 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft) Z1= 50.0 For Z2 5.00 300 3.18 0.39 156 0 57 Z2 = 1 Type B =1.0 n= 0.016 Roiled = 3.5 5 300 3.18 0,39 156 0 57 S= 0.008 10 600 2.24 0,27 192 0 -6 15 900 1.77 0,22 216 0 -81 d= 0.110 ft. 20 1200 1.45 0.18 230 0 -166 25 1500 1,21 0,15 236 0 -259 A R Q Tc Tc total I Qc 30 1804 1,04 0,13 241 0 -353 35 2100 0,91 0.11 244 0 -449 0,31 0,05 0.37 1.71 5.00 3.18 0,39 40 2400 0.82 0.10 250 0 -542 45 2700 0.74 0.09 253 0 -638 Qpeak for Case 1= 0.39 cfs 50 3000 0.68 0.08 257 0 -733 55 3300 0.64 0.08 265 0 -824 60 3600 0.61 0.01 275 0 -913 CASE 2 65 3900 0.60 0.07 293 0 -994 70 4200 0.58 0.07 304 0 -1082 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.07 314 0 -1171 peak flow =.90(3.18)(Imp. Area) = 0,27 cfs 80 4800 0,53 0.06 317 0 •1267 85 5100 0.52 0.06 330 0 -1353 90 5400 0,50 0.06 335 0 -1447 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.06 347 0 -1534 0.39 cfs 100 6000 0,48 0,06 357 0 -1623 208' DRAINAGE POND CALCULATIONS ' Required '208' Storage Volume = Impervious Area x.5 in ! 12 inlft 171 cu ft • 208' Storage Volume Provided 0 cu it DRYWELL REQUIREMENTS -10 YEAR DESIGN STORh Maximum Storage Required by Bowstring 57 cu ft Number and Type of Drywells Required 0 Single ERR Double 10-Year Design Storm BOWSTRING METHOD PROJECT: MISSION AVENUE PEAK FLOW CALCULATION PROJECT; MISSION AVENUE DETENTION BASIN DESIGN BASIN: 8&C BASIN: B&C 10-Year Design Storm DESIGNER: JDP Tot. Area 0.29 Acres DATE: 01119100 Asph. Area 7069 SF C = 0.71 Time Increment (min) 5 CASE 1 Time of Conc. (min) 5.00 Outflow (cfs) 0.3 0 ft, Overland Flow Design Year Flow 10 Area (acres) 0,2883 Ct = 0.15 asphalt Area (sq.ft. ) 7069 L= 0 ft. 'C' Factor 0.71 n= 0.40 '208' Volume Provided 376 S= 0.020 Area * C 0.205 Tc = 0.00 min., by Equation 3-2 of Guidelines Time Time Inc, Intens. Q Devel. Vol.ln Vol.Out Storage 123 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 50.0 For Z2 5.00 300 3.18 0.65 262 90 172 Z2= 1 Type8=1,0 n= 0.016 Rolled = 3.5 5 300 3.18 0.65 262 94 172 S= 0.008 10 600 2.24 0.46 322 180 142 15 900 1.77 0.36 363 270 93 d= 0.110 ft, 20 1200 1.45 0.30 386 360 26 25 1500 1.21 025 397 450 -53 A R Q Tc Tc total I Qc 30 1800 1.04 021 405 540 -135 - - - - 35 2100 0.91 0,19 410 630 -220 0.31 0.05 0.37 1.71 5.00 3,18 0.65 40 2400 0.82 0.17 420 720 -300 45 2700 0.74 0.15 424 810 -386 Qpeak for Case 1= 0.65 cfs 50 3000 0,68 0.14 432 900 -468 55 3300 0.64 0,13 446 990 -544 60 3600 0.61 0,12 462 1080 -618 CASE 2 65 3900 0,60 0,12 492 1170 -678 70 4204 0.58 0.12 511 1260 -749 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.11 528 1350 -822 peak flow =.90(3,18)(Imp. Area) = 0,46 cfs 80 4800 0.53 0.11 532 1440 -908 85 5100 0.52 0.11 554 1530 -976 90 5400 0.50 0.10 563 1620 -1057 So, the Peak flow for the Basin is the greater of the Mro flows, 95 5700 0.49 0.10 582 1710 -1128 0.65 cfs 100 6000 0.48 0.10 600 1800 -1200 208' DRAINAGE PONO CALCULATIONS Required '208' Storage Volume = Impervious Area x.5 in 112 inlft 295 cu ft 208' Storage Volume Provided 376 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STORN Maximum Storage Required by Bowstring 172 cu ft Number and Type of Drywells Required 1 Single 0 Double 10-Year Design Storm BOWSTRING METHOD PROJECT; MISSION AVENUE PEAK FLOW CALCULATION PROJECT; MISSION AVENUE DETENTION BASIN DESIGN BASIN: D BASIN: D 10-Year Design Storm DESIGNER: JDP Tot, Area 0.14 Acres DATE: 01119100 Asph. Area 3895 SF C = 0.81 Time Increment (min) 5 CASE 1 Time of Conc. (min) 5,00 Outflow (cfs) 0.3 0 ft. Overland Flow Design Year Flow 10 kea (acres) 0.139 Ct = 0.15 Asphalt Area (sq.ft.) 3895 L= 0 ft. 'C Factor 0.81 n= 0.40 '208' Volume Provided 168 S= 0.020 Area ' C 0.113 Tc = 0,00 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage 121 ft. Gutter flow (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft) Z1= 50.0 For Z2 5.00 300 3.18 0.36 144 90 54 Z2 = 1 Type B =1.0 n= 0.016 Rolled = 3.5 5 300 3.18 0.36 144 90 54 S= 0.008 10 600 224 0.25 177 180 -3 15 900 1,77 0.20 200 270 -70 d= 0.110 ft. 20 1200 1.45 0.16 213 360 -147 25 1500 1,21 0.14 218 450 -232 A R Q Tc Tc total I Qc 30 1800 1,04 0.12 223 540 -317 35 2100 0.91 0.10 226 630 -404 0,31 0.05 0.37 1.68 5.00 3.18 0,36 40 2400 0.82 0.09 231 720 -489 45 2700 0.74 0.08 233 810 -577 Qpeak for Case 1= 0.36 cfs 50 3000 0.68 0.08 237 900 -663 55 3300 0.64 0.07 245 990 -745 60 3600 0.61 0.07 254 1080 -826 CASE 2 65 3900 0.60 0,07 270 1170 -900 70 4200 0.58 0.07 281 1260 -979 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.06 290 1350 -1060 peak flow =.90(3.1 S)(Imp. Area) = 0.26 cfs 80 4800 0.53 0,06 293 1440 -1147 85 5100 0.52 0,06 305 1530 -1225 90 5400 0.50 0.06 310 1620 -1310 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.06 320 1710 -1390 0.36 cfs 100 6000 0.48 0,05 330 1800 -1470 208' DRAINAGE POND CALCULATIONS Required'208' Storage Volume = Impervious Area x,5 in 112 inlft 162 cu ft 208' Storage Volume Provided 168 cu ft DRYWELL REQUIREMENTS -10 YEAR DESIGN STORA Maximum Storage Required by Bowstring 54 cu ft Number and Type of Drywells Required 1 Single 0 Double I WEIGHTED RUNOFF COEFFICIENT CALCULATIONS Weighted Runoff Coefficient Calculation Project: Mission Avenue Basin: BASIN A CLC Job # 99079 Total Area (acres): 0.2119 Designer: JFS Imp. Area (acres): 0.1739 Date: 01/18 Grass Area (acres): 0.0380 Imp. Area "C": 0.90 r.s ~re,-,, "C'I• n 15 (Imp. Area)(Imp. "C")= 0.1565 (Grass Area)(Grass "C")= 0.0057 0.2119 0.1622 Weighted "C"= 0.1622 0.77 0.2119 1lVeighted Runoff Coefficient Calculation Project: Mission Avenue Basin: B IPE Jab 99079 7vtal Area (acres): 0.1141 Designer: JFS Imp. Area (acres): 0.0878 Date: 01118 Grass Area (acres): 0.0263 Imp. Area "C,"; 0.90 Grass Area "C": 0.15 (Imp. Area)(lmp, "C"}= 0.0790 (Grass Area)(Grass "C" 0.0039 0.1141 0.0830 Weighted "C"y 0.0830 - 0.73 0.1141 . Weighted Runoff Coefficien# Calculation Project: Mission A►renue . Basin; C IPE Job 99079 Tatal Area {acres}; 0.1742 [3esigner: JFS imp. Area (acres): 0.1271 Date: 01118 Grass Area (acres): 4.0471 1mp. Area „C": 0.90 Grass Area "C": 0,15 (imp. Area)(imp. „c„0.1144 (Grass Area)(Grass "C"}= 0.0471 0.1742 0.1215 Weighted "G"= 0.1215 0.70 (].1742 . Weighted Runoff Coefficient Calculation Project: Mission Avenue . Basin: B& C IPE Job 99079 Total Area (acres): 0.2883 Designer: JFS Imp. Area (acres): 0.2149 Date: 01/19 Grass Area (acres): 0.0734 Imp. Area "C": 0.90 Grass Area "C": 0.15 (Imp. Area)(Imp. "C")= 0.1934 (Grass Area)(Grass "C")= 0.0110 0.2°83 0.20-44 Weighted "C"= 0.2044 0.71 0.2883 Weighted Runoff Coefficient Calculation Project: Mission Avenue Basin: D IPE Job 99079 Total Area (acres): 0.1390 Designer: JFS Imp. Area (acres): 0.1218 Date: 01/18 Grass Area (acres): 0.0172 imp. Area "C": 0.90 Grass Area "C". 0.15 (Imp. Area)(Imp. "C")= 0.1096 (Grass Area)(Grass "C")= 0.0026 0.1390 0.1122 Weighted "C"= 0.1122 0.81 0.1390 MISSION MEADOWS - MISSION AVE WIDENiNG 99079 Spokane County, Washington 01/19/00 10-Year Strom Event Engineer: JFS CURB DROP FLOW CAPACITIES in Sump Conditions Inlet Basin Basin + Inlet Maximum Maximum By-Pass Curb Inlet Street and Inlet Type Peak Flow By-Pass* Length Flow Depth" Discharge"* Flow Station (cfs) Q_ (ft) H Qa Q- Qa MISSION TYPE 1 A 30+00 CURB 0.52 0.52 4.00 0.20 1.10 -0.58 MISSION TYPE 2 B 32+00 CURB 0.26 0.26 4.00 0.18 0.94 -0.68 MISSION TYPE 1 C 33+75 CURB 0.39 0.39 4.00 0.38 2.89 -2.50 MISSION TYPE 2 - D 35+50 CURB 0.36 0.36 4.00 0.32 2.24 -1.88 .I NOTE: TYPE 1 CURB INLET TYPE 2 CURB INLET Qa = 3.087 ~ L* H^ 1.5 Curb Inlet Depression = 2 in. Curb Inlet Depression = 2 in. Where L= Length of Curb Drop, H= Flow Depth Maximum Inlet Height = 6 in, Curb Inlet Length = 4 ft. Maximum Inlet Height = 4 in. # By-Pass flows from upstream inlets on continuous grades. Maximum Flow Depth is based on Inlet height Calculated per Section 4-1 of the Spokane County Guidelines for Stormwater Management CurbDropS ~ ~ - ~ CLC A55OCIATES May 21, 2002 CLC. # 99079 Spokane County Engineenng 1 026 West Braadway Avenue Spokane, Washington 99260 Attti: Gary Nyherg R+e: Barker/Trent Ave. Intersection Improvemeitts fDr Mission Meadows Dear Gary: Attached is a cvnstruction plan far improvements at the Barker/Trent Ave. intersection. These imgravennents are park of the requirements for the Mission Nieadows project. Cireg Figg from WSDOT has indicated tv me that this plan has been approved by them. However, Steve Stairs has tald me that the County does nat have any recard af appraval of these plans. Please review these plans for County approval. If you have any questions, please give me a call. Sincerely, 5 ArLa "41 ;:6f yo 4 dvi ~ ~ Aimp ~ ff rpe i ~ AIALAS • ~ ~ OW a 0 ##1'* 416 CONPOW y4w 0 707 WES'1' 7TH AVENUE : 5U17E 200 • SP❑KAIJE • W,4 99204 • P 509 458 6940 • F 509 458 6844 DENVER • SPOKANE • SALT LAK[ CITY ~ ooo U N T Y S DMSION OF ENGINEERING AND ROADS A UIVISION OF THE PUBLIC WORKS DEPARTMENT LETTER OF TRANSMITTAL County Engineers May 23, 2002 Tim Schwab, P.E. CLC Associates, Inc. FAX: 458-6844 Re: Review & Acceptance Barker & Trent Intersection Improvements Mission Meadows (MHP-4-96) Tim, Your plan submitted on May 21, 2002 has been reviewed by the Traffic Engineer, Bob Brueggeman. The proposed intersection improvements on Barker Road are acceptable for construction and permitting purposes. A road mylar should be submitted for the County's acceptance. I may be reached at 477-7257 or by fax at 477-7655. Sincerely, //ezf al. 14 *Ie~7 Gary Nyberg, Plan Review Engineer Development Services gwn/g:/M HN-4-96:Trent&BarkerReview.doc ~ 1026 W. Broadway Ave. • Spokane, WA 99260-0170 •(509) 477-3600 FAX: (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) ~ TDD: (509) 477-7133 ~ ~ - _ vv „ , _ - - _ . m- - ~ _ v j , I ~ ~ - ~ ~ _ _ _ ~ 2Q$ P~N~ ~ _ ~ ~ o 42 CUBIC FEET REQ D ~j ~ N rv 42 CUBIC F~ET PROV p ~ , r - ~ T . _ . . , OVERFLOW ~ . . _ . ~ ~ ~ • . ~ I r ' - - UVERFLOW . . . . - i► . . ~ ~ - ~ • r`" : CONTINIJE OVER ~ . . . . . ~ VUE OVER . ~ ~ . . . . . ~ FLOW TD 2~8 ` ~ TC3 ' 208' ` . , . . . . J P~ND WITN ~TH ~ DRYWELL Q IL i o ry N ~ ` ~ , I ~ ~ / I ~ I ~ ~ ~ ~ , , ~ . . _ ~ , ~ ~ 1 ~ . _ _ r ~ , zw c~ w W ~ z w z - - - ~ c~v _ wW " ¢ ~m ~-W -------~--------~r.~~ z c~c~ w WU ~ ~~~e ~ am Q~. t~~ Moau~ R ~to~e Ma{?ULAR HOME ~ a w ~ ¢ o ~ • 14(l0 F c~ ~ 14~D F c~c~No . ~ ► Q. N . , , 20~6 EQUIREM~~JT ~ ~ oo , ~ , 2(}6 EQUIREMENT ~ a,~ SCALE, 1 10 , ~F 58 CIJBIC FEET. ° N OF 58 CUBIC FEET. _ ~ ~ ~ ~ - a - ' . ~ . ~ ~ • ~ ~ ~ i ; ' I I . 6:1 --~RI II~WAY _ D3LEWAY _ - _ . ~ _ . T~- i68SF _ _ . ~ 168 SF ~ ~ • r • • 8:1 • . 8.1 ~ . . . . - , 4:1 , ~ I SIDEWALK R GUR~ ~ ' " / ` OVERFLQW ~ ~ , F~{?W 2~$ POND ~ LOW POINT ~ DRIVEWAY F r 42 CUBIC EEfi REQ d ~ ~ ~ r ~U~ 42 CUBIC FEEi' PROV D B ~ POND OVERFLOW ~ .a, TYPICAL SECTION 1 rror ra scn~ ~ _ MISSI~N MEADOWS ADDENDUM #1 . ~ I~ ~ 4.L4. - , . Associates Inc. FORMERLY r ~ ~ im RECEI~JEe 707 west 7tn suite 200 AQ R 2 2000 SpOkaCie, UVA 99204 `aP(?KAti9E ENGlh1EEA 509-458-6840 Apri1 509-458-6844 Fa~c 28, 20~0 C'LC. _ # 99079 Spakane, V11A - Denvar, Cd Spokane Caunty Engineering 1026 West Broadway Avenue Spokane, W ashingtQn 99260 w. Attn: Gary Nyberg Re: Mission Meadows Dear Gary: Please find attached an exhibit depicting a worst-case scenario for individual space grading in 1Vlissian Meadows. The exhibit shows a 1400 s.f. mpdular home vwith attached 600 s.f cavered parking being treated locally with more than adequate treatment area. Please call me Monday morning at 458-6840 ta diseuss it with cne. Thank you. Sincerely, Q' l ~ 5 ~ CLC Associates, Inc. . ~r ~ 5ao John F. Saywers, F.E. r,~Y15r' • DG• d ~ EncL ~ cc: File Planning ` Engineering Architectu re Landscape Archilecture Lantf Surveying Formerfy IPE / ' i I ~ I I ~ ~ t 208 POND _ ' 4~~ GU81C F~ET REQ D ~ ~ ~-1--CUBIC FEET PROV D ~ ~ . . . . . , f . . . . . . . . . . • ~ . . . . . . • . . . . . , , ~ ~ . ~ ~ ~ ~ ~ ~ a► _ ~ - - , . a~.... ~ ~ Z ~yj - _ W W ~ E (.a ~ ~ , y Z ~ a - W Zw - ~ ~ U ~ W I ~ ~ - - - c.~ ~m _ Z ~U - , d ~ w r~ z a U ~ ~m ~ ~n ~ d ~ . ~ o~ ~ ~ MODIJL ~ HOME W ~ LOT LAYQUT MODU AR HOM~ ~ o w ~oQ~ 1~Ufl F c~~-~ ,ING) 140Q F" ~c~~p , , ~ , 2(~8 F'EQUIREMENT ao N ~ 20~8 REQUI~EMENT ~ ~ a , Q Q SCALE. 1 ~1(~ OF 58 CUBIC FEET. ~ OF 58 CUBIC FEET. ca u~. a i~ lop • , ~ ~ . ~ ~ ~ ~ ~ ~ ~ ~ ro ~i ' m ~ c ' . . . • . . • - ~ . . . . . . . . . . . . . • . ~ - / ~ . . . . . . . . . . . . . . . . . . . . ~ ' ~ 6:1 a WAY DRIVE , _ ~RIVEWAY - 168 SF ~ _ y ~ 168 SF ✓ 3 v l 8:1 8;1 . . 1 . . _ . . . . . ~ . . . . , 4:1 4:1 . ~ f ~ , ~ W p SIDEWALK L I I 1 , ~V~~ ~ # - 2D8 POND ~ ~ 42 CUBIC F'~ET REQ D . ~1 CUEIC FEET PROV'D 0"83% 1 _ I ENG . ~ c~ OFF~ PL18WDOClMEW OFOGINA1. wAS•~~ ILTV CERT1 FI ED RECOW DRAVAMGS PRf3JECT w DATE A • 1 /r~~►a3 . • ..r ..1- . - w A ENG "AS-BUlltS " ApOwner licaRt 1\RilUP-W !'1I1,rfl,r~V V~r-Q6 -gG 8ill & Arlene Cr~lyar lrl a Richard I. Mascm MISSIQN I'IEADOWS MHp MFG HONiE PK 123 [JNITS 08 - 25 -45 T S R f)ate Prelim. Review Hcaring Date 55083.9012 55083.9042 55083.9(]43 W. CAVALIEft, E. HC7LiD,4Y, S. 1NL)1l1NA. N. IVIISS101'J I_g Lots No 1 3 LOTS - ACRES (ENGINLER'S DEf'.I`) - PIa€ File- ~ Construction Certification Package for Mission Meadows - Mission Avenue 10 jWjrff NORTHWEST ~ SOILS, TESTING & INSPECTION 2214 East Riverside Spokane, WA 99202 Phone: (509) 534-9711 Fax: (509) 534-9755 RECEIVED IrliVINORTHWEST J A N 0 Q 2003 2214 EAST RIVERSIDE SPOKANE, WA 99202 SPOKANE . L:NGINEER PHONE (509) 534-9711 FAX (509) 534-9755 Transmittal , - - - - Date: January 8, 2003 Phone No. 477-3604 ; - Project No.: ' G70-S020191 Fax No. 477-4715 ~ • - - - - _ _ To: Spokane County Engineers Office 1026 W. Broadway ' Spokane WA 99260 Attn: Randy Stronks ~ Re: Mission Meadows - Mission Avenue Certification Package Transmittal of the Followinq: 1 mylar copy of street plan 3 ring binder containing field reports and lab testing Certification letter Notes: Randy, Please review the accompanying documentation. If there is any other documentation you may require or if you have any questions, please give me a call. Bob Graham Cc: STI fle CLC file Tltrattsmitlal-v 1-I1199 _ ' - o`s,o0~e ~ NORTHWEST "0 6fAMElI~* SOILS, TESTING & INSPECTION January 7, 2003 Project No. C-70-S020191 Spokane County Engineers Office 1026 W. Broadway Spokane, WA 99260-0170 Attn: Mr. John Hohman, P.E. Re: Mission Meadows Manufactured Home Park - Mission Avenue Construction Certification Package Dear Mr. Hohman: Please find the following information which is intended to be used by you in the certification and acceptance process for this project. 1. A three-ring bound set of inspection and testing reports for the work constructed. Included within this binder are the following sections which document the scope and nature of the inspection work provided. A. Correspondence B. Test Reports C. Daily Reports 2. An original mylar drawing stamped "Record Drawing." It should be understood that this submittal provides certification for the initially constructed items associated with this project. This certification only implies that the items shown were substantially built as designed, and only valid the day the as-built survey and visual certification were performed by this engineer. This certification makes no guarantee that other construction activities associated with overall plat build out such as home builders or new home owners have not in fact dislodged, destroyed, filled in or in any manner affected any of the items certified. It should be noted that this letter does not relieve the contractor or developer from the warranties implied within their bonding documents. Should you have any questions or comments related directly to the certification package submitted please do not h'tate to call. Sincerely, STI No w A ~SO « "1 have reviewed the ' construction and to my _ knowledge find it to be Paul T. Ne son, P. E. in substantial ASSOCIate conformance with the approved certified plans ''722g~ ~ Cc. Richard Mason, Mission Meadows, LLC and Sfandard Specifications except as ~NAL , CLC file STI fle noted." I EXPIRE3: -1 - d 3 ~ 2214 East Riverside Avenue *Spokane, WA 99202 • Phone (509) 534-9711 • Fax (509) 534-9755 A Division of CLC :1.ssociates Inc. - o~`,pGt11ER,(~ NORTHWEST " SO/LS, TEST/NG & 1NSPECTION August 5, 2002 STI Project No.: C-70-S020191 Spokane County Engineer's Office 1026 W. Broadway Spokane, Washington 99260-0170 Attn: Mr. Randy Stronks Re: Mission Meadows - Mission Avenue - Construction Summary July 28, 2002 - August 3, 2002 Continental Contractors: Contractor Mission Meadows, L.L.C.: Developer Dear Randy: This letter transmits the general construction activity that occurred on site during the time listed above. This letter is not intended to replace the construction daily report produced by STI Northwest or its staff, but it does transmit the general information conceming the construction activity. Any item that may be listed below may or may not be in compliance with the plans and specifications. This letter is not intended to be a submittal for acceptance. It is for informational use only. Subgrade was prepared and compacted along Mission Avenue. Concrete cuib and gutter was poured. Construction observation services, density testing and concrete tests were performed. No major deficiencies to report at this time. If you have any questions or comments conceming any of the items listed above, please feel free to give me a call. Sincerely, STI Northwest Bob Graham Civil Projects Manager cc: Richard Mason, Mission Meadows, L.L.C. CLC File STI File 2214 East Riverside Avenue • Spokane, WA 99202 • Phone (509) 534-9711 • Fax (509) 534-9755 A Division of CLC Associutes Inc. NORTHWEST SOILS, TESTING & INSPECT/ON August 19, 2002 STI Project No.: C-70-S020191 Spokane County Engineer's Office 1026 W. Broadway Spokane, Washington 99260-0170 Attn: Mr. Randy Stronks Re: Mission Meadows - Mission Avenue - Construction Summary August 11, 2002 - August 17, 2002 Continental Contractors: Contractor Mission Meadows, L.L.C.: Developer Dear Randy: This letter transmits the general construction activity that occurred on site during the time listed above. This letter is not intended to replace the construction daily report produced by STI Northwest or its staff, but it does transmit the general information conceming the construction activity. Any item that may be listed below may or may not be in compliance with the plans and specifications. This letter is not intended to be a submittal for acceptance. It is for informational use only. No work requiring STI inspection was performed. No major deficiencies to report at this time. If you have any questions or comments concerning any of the items listed above, please feel free to give me a call. Sincerely, STI Northwest ~e3 C41 Bob Graham Civil Projects Manager cc: Richard Mason, Mission Meadows, L.L.C. CLC File STI File 2214 East Riverside Avenue • Spokane, WA 99202 ~ Phone (509) 534-9711 • Fax (509) 534-9755 A Division of C[.C Associates lac. ~~~o N4RTHINEST ~ ~ ya° SOILS, TEST/NG & INSPFCT/ON August 26, 2002 STI Project No.: C-70-S020191 Spokane County Engineer's Office 1026 W. Broadway Spokane, Washington 99260-0170 Attn: Mr. Randy Stronks Re: Mission Meadows - Mission Avenue - Construction Summary August 17, 2002 - August 24, 2002 Continental Contractors: Contractor Mission Meadows, L.L.C.: Developer Dear Randy: This letter transmits the general construction activity that occurred on site during the time listed above. This letter is not intended to replace the construction daily report produced by STI Northwest or its staff, but it does transmit the general information concerning the construction activity. Any item that may be listed below may or may not be in compliance with the plans and specifications. This letter is not intended to be a submittal for acceptance. It is for informational use only. Existing gravel surfacing on Mission Avenue was shaped and compacted. ACP was placed. Full time construction observation and density testing were performed. No major deficiencies to report at this time. If you have any questions or comments conceming any of the items listed above, please feel free to give me a call. Sincerely, STI Northwest ~ Bob Graham Civil Projects Manager cc: Richard Mason, Mission Meadows, L.L.C. CLC File STI File 2214 East Riverside Avenue • Spokane, WA 99202 • Phone (509) 534-9711 • Fax (509) 534-9755 A Divislon of CLC Assocbtes Ine. - fil)Zr NORTHWEST = SOILS, TESTING & INSPECT/ON September 9, 2002 STI Project No.: C-70-S020191 Spokane County Engineer's Office 1026 W. Broadway Spokane, Washington 99260-0170 Attn: Mr. Randy Stronks Re: Mission Meadows - Mission Avenue - Construction Summary August 25, 2002 - September 7, 2002 Continental Contractors: Contractor Mission Meadows, L.L.C.: Developer Dear Randy: This lefiter transmits the general construction activity that occurred on site during the time listed above. This letter is not intended to replace the construction daily report produced by STI Northwest or its staff, but it does transmit the general information conceming the construction activity. Any item that may be listed below may or may not be in compliance with the plans and specifications. This letter is not intended to be a submittal for acceptance. It is for informational use only. No work requiring STI inspection was performed. No major deficiencies to report at this time. If you have any questions or comments concerning any of the items listed above, please feel free to give me a call. Sincerely, STI Northwest (-~5 a-z -7 Bob Graham Civil Projects Manager cc: Richard Mason, Mission Meadows, L.L.C. CLC File STI File 2214 East Riverside Avenue • Spokane, WA 99202 • Phone (509) 534-9711 • Fax (509) 534-9755 A Qlvisioa of CLC Assoeiates Inc. - ~gEMFR~ ✓ NORTHWEST !2 - • ~ANEPw* SOILS, TFST/NG & INSPECTION September 16, 2002 STI Project No.: C-70-S020191 Spokane County Engineers Office 1026 W. Broadway Spokane, Washington 99260-0170 Attn: Mr. Randy Stronks Re: Mission Meadows - Mission Avenue - Construction Summary September 8, 2002 - September 14, 2002 Continental Contractors: Contractor Mission Meadows, L.L.C.: Developer . Dear Randy: This letter transmits the general construction activity that occurred on site during the time listed above. This letter is not intended to replace the construction daily report produced by STI Northwest or its staff, but it does transmit the general information conceming the construction activity. Any item that may be listed below may or may not be in compliance with the plans and specifications. This letter is not intended to be a submittal for acceptance. It is for informational use only. No work requiring STI inspection was performed. STI inspection on this project is suspended until further notice. No major deficiencies to report at this time. If you have any questions or comments oonceming any of the items listed above, please feel free to give me a call. Sincerely, STI Northwest Bob Graham Civil Projects Manager cc: Richard Mason, Mission Meadows, L.L.C. CLC File STI File 2214 East Riverside Avenue • Spokane, WA 99202 ~ Phone (509) 534-9711 • Fax (509) 534-9755 A Divtclon of CLC Aaociates inc. Sri NORTHWEST ~,e,~a~► SOILS, TESTING & INSPECTION September 23, 2002 STI Project No.: C-70-S020191 Spokane County Engineer's Office 1026 W. Broadway Spokane, Washington 99260-0170 Attn: Mr. Randy Stronks Re: Mission Meadows - Mission Avenue - Construction Summary September 15, 2002 - September 21, 2002 Continental Contractors: Contractor Mission Meadows, L.L.C.: Developer Dear Randy: This letter transmits the general construction activity that occurred on site during the time listed above. This letter is not intended to replace the construction daily report produced by STI Northwest or its staff, but it does transmit the general information conceming the construction activity. Any item that may be listed below may or may not be in compliance with the plans and specifications. This letter is not intended to be a submittal for acceptance. It is for informational use only. The subgrade of the widening area along Mission Avenue was shaped and compacted. Two lifts of CSTC were placed and compacted. Density testing was performed. No major deficiencies to report at this time. If you have any questions or comments conceming any of the items listed above, please feel free to give me a call. Sincerely, I STI Northwest Bob Graham Civil Projects Manager cc: Richard Mason, Mission Meadows, L.L.C. CLC File STI File 2214 East Riverside Avenue • Spokane, WA 99202 • Phone (509) 534-9711 • Fax (509) 534-9755 A Divfsioa ot CLC Aaeoclates Inc. - NORTi~WEST SOILS. TEST/NG & 1NSPECT/ON September 30, 2002 STI Project No.: C-70-S020191 Spokane County Engineer's Office 1026 W. Broadway Spokane, Washington 99260-0170 Attn: Mr. Randy Stronks Re: Mission Meadows - Mission Avenue - Construction Summary September 22, 2002 - September 28, 2002 Continental Contractors: Contractor Mission Meadows, L.L.C.: Developer Dear Randy: This letter transmits the general construction activity that occurred on site during the time listed above. This letter is not intended to replace the construction daily report produced by STI Northwest or its staff, but it does transmit the general information conceming the construction activity. Any item that may be listed below may or may not be in compliance with the plans and specifications. This letter is not intended to be a submittal for acceptance. It is for informational use only. ACP was placed along Mission Avenue. Density testing and construction observation services were performed. No major deficiencies to report at this time. If you have any questions or comments concerning any of the items listed above, please feel free to give me a call. Sincerely, STI Northwest , ~ Bob Graham Civil Projects Manager cc: Richard Mason, Mission Meadows, L.L.C. CLC File STI File 2214 East Riverside Avenue • Spokane, WA 99202 • Phone (509) 534-9711 • Fax (509) 534-9755 ~ A Division of CLC Associates Inc. - ~~gENE,q~C Of NORTHWEST SOILS, TESTING & lNSPECTION October 25, 2002 STI Project No.: C-70-S020191 Spokane County Engineers Office 1026 W. Broadway Spokane, WA 99260-01 70 Attn: Mr. Ross Kelley, P.E. Re: Mission Meadows - Mission Avenue Bond Reduction Request Dear Mr. Kelley: At the request of our client, Mission Meadows, L.L.C., we wish to request a reduction of established road construction bonds to a level which is proportional to uncompleted worlc associated with both phases of this project. Having reviewed the construction to this point and the bond estimate prepared by the County, we believe the specified road work is approximately 83 percent complete. Major work items remaining include final grading and installation of the irrigation system in the swales. We estimate the value to complete the final work on this project to be approximately $5,265. We hereby request a reduction of established road construction bonds which are proportional to uncompleted work associated with this project. It should be understood that this certification only implies that the items shown on the Record Drawings were substantially built as designed, and only valid at the time the as-built information and visual certification were performed by this firm. It should be noted that this letter does not relieve the contractor or developer from the warranty periods and contractual provisions expressed or implied within their bonding documents. Sincerely, " 1 have reviewed the STI Northr~►6s w construc6on and to my knowledge find it fo be in substantial , conformance wifh the , approved certified plans Paul T. Ne son, P.E. and Standard Specirications except as 37228 . Associate noted." cc: Mission Meadows L.L.C., Richard Mason STI File CLC File D~PIAEB: ~~3 2214 East Riverside Avenue • Spokane, WA 99202 • Phone (509) 534-9711 • Fax (509) 534-9755 A DivWoa ot CLC Assoclates Inc. , ~ BOND REDIICTION RE4U~ST 10t~5142 Project Numbe~: G-74S020181 Inspe~tion Date: October 16, Z002 I~ Preparad By: ~ob Or~nam ,~''j'/ Na~►+w~sT r~mAtga x r~nm~ma s~maa~a s sox ~,a s PROJ~CT: MISSION AVENUE - PH~AS~ 1(MHP~96~ CaVculeEed Est[mat4d gwn Completo Compie~a R~maining remaining DHA4NAGE ~TEMS SPECIFiClITWN LENN{aTH`R~ WIC?TH~1t~ DEPTF~itr U#I'F QTY 11'i0, UNIT PR~ COST 1} brywel! - Type A Single Barrel ~A 125{lA(f ~.00 0.00 ~.4D 0.00 Z~ Orywefl - Typo B ~ouhle Barrel EA a 2~46.00 100Q.04 100°4 4QD0.40 0.~~ 400.00 3aa Bacl~ill For DW Washed 1-3" Gravel TON 32.0~ U.il~ 3b) ~fter Fabric for DW Amoco 4545 or Equal EA 1 q0.p0 0.00 4) CB - Type 2 48" Dia EA 2500.OQ a.0(J 5j CB - Type ~i I-L, I-P, etc. EA 75Q.D0 O.aO 6~ Concrete Inlet Type 1 or 2 EA ~00 00 Q~0 7} A~a Drain WSDOT Std. Plan B-2Qf EA 25D.Q0 a.ao 8) Curb inlat - Ty~w 1 Concreer Apron EA 2 250.00 611~0.00 8Q9L 40Q.00 10D.D0 10Q.00 9f Curb Inlef - Type 2 Wilb~r# Vautt ~A 500.00 O.OU ~0) Concr~te Cross ~utl~ Type 1 or 2 SY 35.00 0.00 11) Frame 8~ Grate Type Vaned EA 320.00 0.40 12) Ftame 8~ Grat~ Type 2, Std. Flat EA 3Q~D,00 0.00 19) F►arrte & Grate Ty}'~e 3, Vaned 2-Way F~1 34q.0a O.OD 14) Ring & GratelCaver Ty~e 4, ~aund EA 360.OD O.OD 15) Frame $ Lid Solid, Lockir~g EA 300.U4 O.Ud 16) F~ame & Grake Type 5, Rolled Curb ~4 36D.00 ~ U.00 17) Grate lnl~t WSQOT, Type 2 EA 750.OtJ ~.0~1 18) Pipe 4!6" Dia. Perfaated or Solid LF 12.D0 Q.b4 19) Pipe ~IB" Dia. SD {exaept RCR, DI, or H~PE~ LF 15.00 Q.00 20) Pipe 10" Oia. " LF 18.00 ~.~0 z~} ~2° ~ ~a,oa o.oo ~zy P~~ ~a. L~ za.oa a.oo 29) Pipe 18"' [7ia. ° LF 32.00 0.00 24) ~ipe 24" Dia. " LF 40.L10 0.40 25) Pipe 30" Dia. " LF 48.00 O.OD 2fi) i~pe 3fi" Dia. " ~ sa.aa O.Oti 27) P~ Gravel Pipe Bedding to Cover CY 0 20.00 4,00 28) Gratireel 9orrow Trench Bac~ill CY 0 12.00 a,D4 29) 5cr~~ngs Trench Bacidfli CY 0 1U.a0 D.DO 3Qa]Ri~Rap Light, Laase CY a sa.oo 0.60 34b~Rip-Rap Matared, Shat~~efe CY 6 75.00 0.00 30b~Rip-Rap Wire Gabion CY D 10D.00 Q.QO NON~,4T0 ~RAINAifiE !T~]YI9 1a} Grading QpenChannels,Pnnds CY 0 1~.Q0 0.~0 1d) Controllad a~ading 208' Swa~s ?TO 9.0 1.00 CY 94 1fi.00 1J60.00 86~L 1282.50 67.5G 135.00 2) Tapsail WSDOT, 7y~aee A CY 0 2(J.00 ~.DD 3) 9od 206' 8wakes Z70 10.d ~Y 300 6.00 1900.00 09G 0.0~ 18D0.00 ~8D0.00 9) Hydr~seed qp~n Ghanneis, F~ond~ AC 2500.00 Q.00 6) 'TEC MaasttrQS Par YVSOOTl~OE LS 1 540.00 600.OQ 0% O.flfl 5DQ.Oa 5(10.00 5) Imgativn System Landscaping LS 1.0o O.U4 WWNAOE 3lIBTOTlLL 8160,OQ S d~682.60 ; 2,467.6A S 2.936.00 ROAD fTEM3 1J RoughGrade Shqukier CY 9 10.00 O.at1 3) Co~troqed aradln~ Raad Subqrada ~1' p~lsm~ 425 17.b 1.00 CY 276 1B,00 4131,84 100'~G 4131.94 a.oo 413.19 3) Gravel Borrow Road Subgrade CY 0 12.00 O.QO 4) Top Coursa CSTC 426 16.6 ~,60 CY 12~ 23.64 2866.T8 100°l: 2965.78 U.O~ 2$6.68 5y 8ase Course GSBC CY 0 21.40 D.60 6~ Asphaft Coracrete ACP (Incl. ~nd frans~tlon~ 426 76.6 0.33 TONS 158 46.00 YZ72BQ 1UOX 7272.60 4.OQ 727.26 7) Asphatt Treated Base ATB TONS D 36.Op 0.00 6) GhigSeal 6ST TONS 0 25.00 0.00 9) Curb • Type A Ve~tical, G~tferless LF 7.G0 (}.0~ 10) Curb - Typa B I~gral Vartlcal Gurb 8 4utb~r LF 360 7.60 267b.OQ 10094 2625.{~1 0.64 262.5U 11 } Curb - Type C A.C. Thic~sened Edge LF 5.64 0.00 12} Curb - Type Ft Inte~ral Rolled Curb 8 Gutter LF 8,00 D,aO 1~) Fxtruuded Curbs WSDOTStd. Plan F-2b LF 5.00 0.00 14) Tra~ic'C Bbek WfSD01' Std. Plan F-2a LF 1Q.Oi1 0.00 16J Sidewalk C.C. ~lab 270 B.0 8Y 180 16.00 2880.00 1609b 2884~ W D,~O 288.Oi1 16~ Caacret~ Approach Camm.llnd. 70 9,0 SY 70 20.00 1400.00 1009L 1400.00 Q.DO 140.QD 17~ Curb Ramp AaA, Type 1 or 2 BO 6.0 SY 63 20.00 1066.87 100°~ 10fi6.67 0.09 346_67 18J Monurr~rr~tss Cased EA 200.00 OAO 19) Barricxd~ Type 3 EA 25a.0U OAQ 26} 5trcet Signs MUTCb EA 85.U0 O.UO 24} (~rannelization MUTCL7, Rai~t LF 0.50 D.00 22} F~tieme~t Mariqr~g MUTCO, TheRna-plastl~ EA 50.00 0.00 23~ Tralfic Barrier W3~dT, Type 2 or 4 LF 3~.a0 U_60 24~ ~iodular Bbdc Wall Std. ~lan B-2~ SF 0 40.~ U.00 25] R~tainlrtg Wall Std. Plan A-11 5F 0 25.00 b.00 26) Guardrai! WSL7p7, ~ype 1 LF 18.~0 a.aa 27) P~trian Wandrail Welded Rluminum LF 2tl.Od 0.00 28} Chain Linic Fencing WSDOT, Type 1 or 4 LF 15.Q0 ~.OU NONrBTQ ROAD I'T~MS 1~ RQmova Existlng Pavement 360 20 SY 78 ~.W 388.89 10Q5G 388.89 0.00 38.89 ~'1 Sew~cut Exisf~nq PavemeM LF 600 2.D0 1000.00 1DQ96 1000.0~ 0.0~ 100.00 3) Planing F~asiing Pavemem SY 0 2.54 0.00 4~ TradAc Conb~d Ma~esur~s L9 1 2600.00 2500.QQ 100i96 2'Sd0.00 U.~D 250.00 4) Adjust Utili~ Lids ~A 0 25D.OQ ~,DO 6~ inspectlott 8 As-Bui CE PER 8TA 5.00 60~.00 2b~1Q.Q0 9096 2250.00 250.0~ 250.00 6J Design Sennces PSE %(AST 0 0.15 a[1a RaADSUBTOTAI. 28631.86 5 28,381.86 i 250.00 i 2,863.~8 CON8TRUCTION TOTAI, S36,T61.88 S 34,064.38 i 2,7~7,60 S 5,788.18 B4ND R~dUCTION REQUEST i01251D2 Pra~oct Numtwr: C-70-302~D19~i ~ Inspoction O~ta: pc3ob~r 16, 2062 Preparad By: Bob flraham . a'7'y NoarHw~r ~„~md x~~,$ma: ~~a s s~~ ru~e s P~R4JECT: MISSION AYF.~IUE - PkU15E 2(MHP-496) Celculat~d Estlma~ed {~wn Complef~ CompM~te Remaining remaininq DRAINA~E 17EM3 SPECIFICATIOH LF~1{3TH{R} W1pTN('I'tM DEPTH(fty UNI7 QTY! N0. UNIT PRICE G08T 1) Drywell -Type A Single 8arrel EA 12~.~ O.QD Q.(}0 0.00 fl.00 2} Drywal4 - TypQ B Douls{e Barrel EA 1 Z000.00 2GA0.00 10p",L6 200U.00 0.00 20fl.fl0 3~) Baddill For l7W Washed 1-3" Gravel TON 32.00 O.QO 3b) Filter FabFic for aW' Amoco 4545 vr Equal EA 10D.00 0.00 4j CB -~'ype 2 48" Die. EA 2500.00 0.00 5j CB ~ Type 1 I-L, I-P, elc. EA 750.Of1 O.QO 6) Concrete Inlet Type 10~ 2 EA 50Q.Q0 0.00 I 7) Area Drafn WSDCfT Std. Plan ~20f EA 25D.00 Q.00 8} Curh Inlet • Type 1 Cancr~ Apron EA 2 260,00 500.D1} 9G9L 40a.00 1 Q~.OQ 100.40 9} Curb Inlet - Type 2 Wilbert Vault EA 5UD.DU D.O~ 10) Ga~c~ele Cross Gutte Type 3 or 2 SY 35,(?0 0.00 11) Frame & Graie Type i, Vane~i ~A 32d.00 0.00 i2) Frame 8 Grate Ty~ 2, Std. Flat EA 3DQ.a0 ~.00 13) Frame 8 Grate Type 3, Waned 2-Way ~P, 34q.00 OAO 14) Ring & G~ateiCower Type 4, Round EA 360.D0 0.00 15) Frame ~ Lid 5olid, Lacidng EA 30~.00 O.OQ 1fi) Frame 8~ Grate Type 5, Ro~led Curb EA 360.OU O.~a 17) Grate Inlet WSDOT, Type 2 ~A 750.41(} O.OU 'V8} Pipe d!6" aa. Perfforated or Sdid LF '~2.Q0 U.Oa 19} Pipe 8!8" Dia. SD (excepi RCP, DI, or HDPE) LF 95.OD ~.QO 2~l) Pipe 10" Dia. ° ~F 18.OD O.DO 21) Pipe ~T' Dia. " LF 24.00 0.00 22) Pipe 15" Dia. " LF 28.f~ 0.00 23) Pipe 18" ~ie. " LF 32.00 O.aO 24) Pipe 24" [lia, " LF 40.OA Q.40 25) ~ipe 34" Dia. " LF 48.Q0 b.CIO 26} Pipe 36" Dia. " LF fid.00 Q.QO . 27} Pea Gravel Fipe Bedciing ta Cover CY 0 2D,OD 0.~~0 2$} Grevel Borrow Trench Bacicflil CY 0 12.00 O.QO 29} Screenin~s Trer~ch Bac~fill CY Q 10.OU 0.00 30a}Rip-Rap L.ight, Loose CY 4 50.OQ O.OQ 3DG)Ri~-Rap Mo~tarecl, Shat~Creie CY 0 75.00 OAQ 30b)R~{~Rap Wire Gabion CY 0 1QO.Q0 O.OD M~ll+4SSTD ~iiNNARE {TFJNS 1a) Grading CapenChanneis, Pontls (;Y 0 10.~ O.OD ~b) Controliod Orading ?A8" 8walws 260 9.0 1.00 CY ~ 15.00 1300.OQ 9fi',6 1235.00 65.ad 130.00 2) Topsal WSDOT, Type A CY 0 20.OQ O.OQ 3) Sod 208' Swales 280 40.0 ~Y 288 B.OQ 1733.33 0°,i O.aO 1733.33 1T33.33 4} Mydroseed Open Channe~, Pands AC 25QO.Q0 Q.40 6j TEG Measures Rer WSDOTlDOE LS 1 60i0.00 640.00 0°,4 O,UO 500.04 500.00 5} [mgetian Syctem Landscaping LS 1.00 O.OQ DRAJNAii~ SUBT~TI~L fi~3.33 5 3,636.00 i 2,398.33 S 2,663.33 RQAD lTEM3 1) RoughGrade Shoulder CY a 10.00 0.00 2) Go~rollQd Or~ding Road Subgrade ~1' prlsm) 300 17.6 1.00 CY 184 16.00 2916.67 10Q°rG 2916.67 aA~ 29i.67 3) Gravel Borrow Road Subgrade CY 0 12 00 0.00 d) Top Cau~se CSTC 300 18.6 0.50 CY B6 23.60 2023.61 100% 2(123.61 O.QO 202.36 5) BaseCours+e GSBC CY 6 21.b0 0.~~ 6) Asphaft Concrebe ACP (incl. end trans~ion) 300 16.6 0.33 T~H8 112 46.Q0 6133.i0 1f~O;G 5133.6D 8.Q0 513.36 7j AsptZatt Treated Base ATB TONS a 36.t#~ 0.00 6) Chlp-S~! 8ST TONS 0 25.Op 0~00 9} Curb - Type A Vertical, Gutte►less LF 7. ~ 0.40 10I Gurb - Type 8 I~gr~l V~rtlca! Curb 8 Gutk~r LF 3~0 i.60 Z~50,t10 100% 2250.00 O.OD 225.00 i 1) Curb - Type C A. C. Thickened Edge LF 5. DO 0.00 12) Curb - Typ~ R Integral Rofled Curb 8 Gutter LF B.OQ O.UO 13) F~dnuded Gurbs WSDOT Std. Pl~n F-2b ~F 5.D0 O.~Q 14~ Tralfic'C' Block wSDOT Sta. PEan ~-2a I.F 1Q.00 Q.00 16} S~id~walk C.G. 4" ~lah 270 6.0 sY 180 16.00 2880.Od 100°G a~aa.aa 0.()0 288.00 16) Concrete Approach Cammlind. 30 12.G SY 40 2b.00 B04.GD 1009G BDO.U6 a.04 BO.Ofl 17) Cu~b Ramp AQA, 7ype 1 or 2 SY ~ 2{1.OD O.OQ 18} klcmume~s Case~ EA 2W.OU 0.00 19) Bamcades Type 3 EA 2,ri0.00 0.~ 20a S'~e~ Signs bAUTCQ EA 85.OU 0.~0 21) Ct~anneliza~ion N~IJ'fC~, Pairit LF 0.50 0.00 22) F'avertber~ MarVdng MUFCD, Them7o-plast~c EA 50.OQ 0.00 23} Tra~ic Bamer WSDQT, Type 2 a 4 LF 30_00 O.OU 24~ I~odul~r ~i~ck Wall St~. P{an &20 5F 0 40.00 O,aO 25) Rehaining Wall Std, Plan A•11 SF 0 25.04 a.QO ~ 26j Guardrail WSD~T, Type 1 LF 1B.Q0 0.00 27} Pedestrian Handrail Welded Aluminum LF 20.00 a.DO 28) ~hain Link Fencang 1NSOG7', Type 1 ar 4 LF 15.00 O.OtI NON~7~J RGAD ~'~M,R 1~ R~mow ExisUng Paveme~ 300 2G 8Y 67 Q,Oq 333.33 i00°,~ 333.33 0.00 33.33 2~ Sawcut Exlsting Pav~m~rt L'F 300 2.Qf1 8t10.00 10456 800.00 0.00 6QQ0 3) Plenir~g E~dsting ~evemer~ SY 0 2.~U ~.00 4} Tralllc Gontroi M~suras L~ ~ 2bD0.00 2500.00 1009L6 2~.00 0.00 250,OD 4) AdJust Utlllty Lids FJ► 1 264.00 Z6~.OC 1~0 2~.00 O.QO 25.00 6} Inspoctlon d~ As-BuH CE PER STA 3.OQ 6GO.OfI 1 GOO.OQ 80°i6 1350.D0 150.OQ 15D.00 6} O~esign Sennces PSE 96 COS7 D 0.15 O.i]a ROA~ Sl1BTOT14L xi187,21 i 21,037.21 i 16t1.00 S 2,118.72 ~ ~ fi p fLFiRq~ . NORT H WE ST . SOItS, TFSTING & 1NSPECT1a,N December 4, 2002 STI Project Na.: C-70-S020l91 Spokane County Engineer's 4ffice 1026 W. Broadway Spokane, Washington 99260-41 "7U Attn: Mr. John Hvhman, P.E. R,e: I,tevisivns to Mission Meadows Dear Mr. Hohman: In uux walk thmugh on Tuesday, I]ecember 3, Randy Strvnks noted twa itens which did nat match the appraved plans. Un the west end of the project, the specified driveway was not constructed per the vwner's request. Swa1e "A" and the adjacent retaining wall were reconfigured. The volume of the as-built swale meets the required valume. On the eas# end af the project, the specified asphalt taper was shortened to allow access to a Carnsalidated Inrigatic►n District No. 19 water line. This line is scheduled to be dug up and abandoned as part of the conshuction of the adjacent River Crossing develapment. .Additionally, as part of the River Crassing development (which is currently under construction), ihe frontage alang Mission Aaenue will be widened and curbs installed. This work is scheduled far early spring. I dn nat believe that the shortened taper in any way represents a hazard to traffic. fln behalf of aur client, Missivn Meadows, L.L.C., we wish to Pequest acceptance of these minar deviatians to the approved plans. Sincerely, STI Northwest Bab Gr~aham Civil Projects Manager encl: as-built sketches Cc: Richard 1VCasunr, Missian MeadQws, L.L.C. CLC file STI file 2214 East Riverside r4venue o Spokane, WA 99242 • Phone (509) 534-9711 • Fax (509) 534-9755 A Dirisluu of CLC Assadates lnc- . - • 1 ~ ` • L ~ V LA g. ~ a . °Zd Mm 9 3 a ~j • - - ' , :.~':.,t•%'.'''""%.1~ G~ ~ - c:, ~.~..r:~.,.H.. ai j ~ r ~ ~ W - - cc i o SWALE aAn ~ v SWALE BTM ELEV- 2035J0 ~ DRl'WELL RIM ELEV.= 2036.20 = 5 0 ~ ~ REVISED SWALE "A" ~ ~ VOLUME REQUIRED = 251 GF . N o AS-13UlLT UOLUME = 252 CF v c~ a~ ~ c 0 us U) ~ ~ ~ ~ ~ ~ ~ n ~ J zooi - 12/30/2002 13:12 FAX 5094777655 SPORANE COUNTY ENGINEERS ~_7a-ScLO I-T ~ t A 1, ~ • ni, &U*~ECOUKIY Division of Engineering and Roads ~ A Division of the Public Works Department ~ 1026 West Broadway ~ Spokane, Washington 99260-0170 ~ ~ (509) 477-3600 C ~ (509) 477-7655 2mdFloor Fax y Date: December 30, 2002 Fax No: 534-9755 To: Bob Graham, Project Manager Phone No: 534-9711 Comaany: STI Northwest Referenoe: 12/04/02 STI Request From: Gary Nyberg, Development Services @ 477-7257 RE: Field Changes to Mission Ave. improvements Mission Meadows ~ M~ge: Your requested field changes to the roadway swale and pavement end transifion are aoceptable for construction. I have notified the County inspector, Randy Stronks, of our acceptance. oc: Randy Stronks . RC: / I'V Report of Compression Test Results WT` NQRTHWEST ~ Repot-t # - I 2214 East Riverside Report Date: 7/30i2002 Spokane WA 89202 Job Number. C-70-S020191 Office: (509) 634-9711 Job Name: Mission Meadows Fax: (509) 534 9755 Project Manager: Bob Graham Specimen Type: 6x12" Concxete cylinders ASTM-C38 Mix and F'ield Data iast Date: 7130f2002 Contrac"tor: i',ameron Placernent: Curb Strength: 3000 psi C 28 Days Inspector: Tim Johnson Mix ID: 600-AA Agual Supplier. SRP Slump (in.) ASTM C443: 3J4" Load N/A Ajr Conberrt ('1G) ASTM C-231: 4.796 Truck 18-217 Unit Welght (pcf) ASTM C-138: N/A Ticket 5048 Concmte Temp. (°F): 74° Plant # : N/A Batch Size: 10.Oyd' Ambient Temp. (°F): 78° Water: N/A Weather: Sunny Admixtur+e: MBAE-90,Flyash I Time Batcn rm: 8:25 AM Remarks: o Sample Time: 8:33 AM Finish Time: 6:50 AM . Test Results ActuW Break Nominal Ama Load Stmngth Brealc 'K of Lab ~ Date Rec"d Test Dabe Time Aq!_Ld!yjs Size (In x in) (Ibs) si Type Reg'd 656 a 7/3112002 8/6 09:30 7 6x12' 28.26 103975 3680 SH 12396 b 7/31 /2002 8✓27 09:45 28 6x1 Z" 28.27 131355 4650 CN 15596 c 7/31 /2002 8/27 09:50 28 6x12" 28.27 130565 4620 CN 15496 d 7/31 /2002 Hold Bnmk Types -(CN) Cone, (CSP) Cone SPK (CSH) Cow Shear. (SH) Shear, (CO) Cokrw R@Viewed By: tribution Client: x File: x Producer. x Others: 145 140 135 Laboratory ID No. ou 1•0 Description of Material 130 F~NA Test Method ASTM D1557 Method C 125 TEST RESULTS Maximum Dry Density 125.3 PCF 120 Opfimum Water Corrtent 8.8 % ~ ~ ATTERBERG UMITS W 115 MA ° LL PL PI ~ 0 110 Curves of 100% Saturafion fior Specific Gravity Equal to: NA 2.80 1 ~ 2.70 2.60 100 95 !Nv 90 85 0 5 10 15 20 25 30 35 WATER CONTENT, % MOISTURE-DENSITY RELATIONSHIP Project: Mission Ave Park Location: Curb STA 32+10 JWrJ NORTHWEST Number: G70-S020191 145 1 140 - 135 Laboratory ID No. 8611.0 Description of Material 130 Test Method ASTM D1557 Method B h 125 TEST RESULTS Maximum Dry Density 134.0 PCF 120 Optimum Water Content 7•2 % S PA ATTERBERG UMITS ~ W 115 ° LL PL PI ~ 0 110 Curves of 10096 Saturation for Specific Gravity Equal to: 2.80 2.70 2.60 100 95 ~ 90 ~ o 85 ~ 0 5 10 15 20 25 30 35 a WATER CONTENT, % 0 4n MOISTURE-DENSITY RELATIONSHIP ~ Project Mission Meadows a 0 o Location: Composit ~ JWTff NORTHWEST Number: c-70-s020191 , ~ US. SIEI/E OPENING IN NCHES I U.S. SIE1/E MJNBERS I HYDRONETER ~ 6 4 3 2 1,5 1 1/2318 3 4 6 810 1416 20 30 40 50 60 100140 200 100 - 90_ - 85-- 80-- 75-- 70-- 65-- ~ ` ~ ~ ~ ~ ~ ~ • • ~ ~ ~ ~ ~ ~ ~ • ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ S ~ . S2 60-- ~ - • • 55--- m Y~. ~w . W ~ ■ Z ~ ~ 4$ - ~ 40--- - W • a : 35 30 - - 25 - - Zp - - 15 --j----- 10 - 5 - - - 0 100 10 1 0.1 0.01 0.001 C3RAIN SQE IN MILUMETERS COBBLES G~~L SAND SILT OR CLAY ooarse I line ~ ooarse I medium I fine Specimen Identification ~ Descripbon of Maberial ~ LL PL PI ~ Cc ~ Cu •I 861 1.0~ m I L L.imit CSTC 1.0 1 POORLY GRADED GRAVEL with SAND{GP) ~ I I I 0.66 I 15.05 A I U Umit CSTC 1.0 1 1 1 11.59 138.22 1 1 1 1 Spec,~imen Identification I D100 ~ D60 ~ D30 ~ D10 ~%Gravel I 96Sand I %Silt I g6Clay • l 861 1.0 ~ 19.1 ~ 2.576 ~ 0.605 27.3 ~ 57.5 ~ 15.2 m ~ L Limit CSTC 1.0 ~ 18.1 ( 7.17T ~ 1.507 ~ 0.477 ~ 50.0 ~ 50.0 ~ 0.0 A ~ U Limit CSTC 1.0 ~ 19.1 ~ 2.867 ~ 0.584 ~ 0.075 ( 30.5 ~ 59.5 ~ 10.0 GRAIN SIZE DISTRIBUTION Project: Mission Meadows Location: Composit JWrl NORTHWEST Number: C-70-S020191 Project No.: C-70-S020191 Project Name: Mission Meadows "Tff NORTHWEST Lab No.: 898 Sample Date: 09/24/02 Sample Location: 30+00 CLASS `A' &`B' ACP LABORATORY TESTING RESULTS Gradation: (ASTM C-136 & C-117) Sieve Size % Passing Specification 3/4" 100 100 1/2" 99 90-100 3/8" 89 75-90 1 /4" 64 55-75 No. 10 31 30-42 No. 40 15 11 24 No. 200 7 3.0-7.0 Meets Specifications: Yes 0 No ❑ Peroent Asphalt by Weight of Mix: (NCAT Method) 6.24 Rice Specific Gravity: (ASTM D-2041) 147.3 Project No.: C-70-S020191 -1 Project Naune: Mission Meadows Lab No. : 897 T~ NORTHWEST Sample Date: 09/24/02 Sample Loca.tion: 30+00 CLASS `E' ACP LABORATORY TESTING RESULTS Gradation: (ASTM C-136 & C-117) Sieve Size % Passing Specification 1-114" 100 100 I go 100 90-100 5/8" 87 67-86 1/2" 76 60-80 1/4 " 66 40-62 No. 10 32 25-40 No. 40 14 10-23 No. 200 7 2.0-9.0 Meets Specifications: Yes ~ No 0 Peroent Asphalt by Weight af Mix: (NCAT Method) 6.09 Rice Specific Gravity: (ASTM D-2041) 153.5 Paul T. Nelson, P.E. Laboratory Supervisor S 5~,.~^' ,R~,g ~ 4 ► ~ ` ' ~~1~.~. s 4 ~ - - - --t v_-- ~ ~y 4A ~ ~ _ ~ _s r 1 5 40 . 36 30 25 2ri - p01 ~ °A io 5 10 M~Rs . j G~Y ~N ~ 1N tA1W $ILT OR ~ o i~ SAND U- Pi- pt COggLE'S °°at" °f N►~a~ - - ` , De"~_` GW1 . ~erMpbon ~ SANDt 1.0 vm~.6RA0~ ssa - - ~I► p L Li1a. LIO ~ -G1a~ A V ` p10 ~OG 46.0 ♦ pC~ p3p . 44.7 0.13T 45•T " p10C) 1 .~---~~Z 613 59.7 ~ ~n Iagotr - 5•6~0 , Z 33~ s~ 1'0 19.1 , 7A23 1 O.T~Z 0.1t12 i $sg a `19.1 - 3.756 m pCPfi~~ 19. ~ ~ Uka ~E p~gTRIB ~ pCP-G~' S ^ . M,s~ion Ave Pa~ , - pro , CuwbSTA 32+10 . LOCS600 ~.~umber C"'7~2ol81 ~ N _ U.S. SlEVE OPEMNC3 N NC:HES I * U.S. 51EVE Nt.M6ERS I HYDROMEIFR 6 4 3 2 1 1 34 1/23/6 3 4 6 a10 1416 20 30 40 50 60 100I40 200 ~ 100 . : AC__ 85' 75' 70' ~ ~ ' • r . ~ AI~ ~y ■ ~ w - ~ 55--- W ~ ~ . . . ~ . . . . W 50--- . Z 1+- ' . . . . Z ~ ~ - - ~ 40--- - . f------- a 35 - ' 3p - 25 - - - 2p - T---- ~ - 15 • i----- -----f--- 10 • S • : 0 - - - ~ - 100 10 1 0.1 0.01 0.001 GRAIN SQE IN MIWMETERS CpgBLES GRAVE' I SAND SILT OR CLAY ooarse I ke I ooane I meoiun ~ flne , Specimen Identification ~ Descrip6on of Material ~ LL ~ PL ~ PI ~ Cc Cu • 897 1.0 13.95 35.34 m ACP-Ctass E L Lii* ~ WELL-GRADED GRAVEL with SAND(GVV) ~ I I ( 1•0 "-88 ~ ACP-Class E U L'60 1.33 67.34 spedffen ideMcation ~ oIoo ~ oso ~ 030 ~ DIo ~%cra►ei ~%send %silc I xclay • 1 $97 1.0 1 25.4 1 5.123 1 1.712 ~ 0.145 42.3 ~ 50.4 ~ 7.3 m i ACP-Class E L Lii* ~ 31.75 ~ 12.7 ~ 2.94 ~ 0.425 63.8 ~ 34.2 ~ 2.0 ,&I ACP-Ctass E U LIM ~ 31.75 ~ 5.717 ~ 0.804 0.085 ~ 43.5 ~ 47.5 ~ 9.0 ~ ~ GRAIN SIZE DISTRIBUTION ~ Project Mission Ave Par1c ~ ~ Location: Curb STA 32+10 JVTJ NORTHWEST Numner: c-70-s020191 I INSPECTION LOG Project Name: Mission Meadows - Mission Avenue ~Tl N4RTHWEST Project No,: C-70-S020191 REPORT INSPECTION IDEFICIENCY SOLVED DATE NUMBER INSPECTOR ~,pE LOCATION & DE3CRIPTION YM REPORT No. 4130 1 IA C. 5 4D P~ t~ rD ivl I SS r~ ~ ti~ Z 7/zq a-13 t~ C. 1~~' c v R Q s~ i=ctZsT- c.cl=T csrc- vN M(Ss1oN A~C C)T c~l 4-r FT' GSTC. 8N lvlt S.V-oN 1-\JC ~ ~(~oZ, ~ CsC, car Ac, r' en, cc Mcss1 oNc A- v~ ~ ~~y 1c,y ;7 SA" SS=Sanitarv Sewer DT=Densftv Testina C=Concrete SD=Storm Drainaae V7 7 N~~~~ DAILY FIELD REPORT NORTHWEST 1 ~ 221a F.asr Riverside Spokane, WA 99202 Prolect Inforrr~ation , Project Nanm: Date: Mission Meadaws- Mission Avenue 4/30"r' Proied No.. Report No G7aso2o191 I weatw affiM rnm: oepatme rim: Clear, 55' F 12:30 4: 34 Cfient LaW Re{xesentabve / ptane rnmter Mission Meadows, L.L.C. Richard MasoN 953-3923 C,eneral conhcb: sit+e Rapxesetative / phone nunber Continentai Contractors ~ ojed Manager / pham nurrtber 3ob GraharrU 5349711 ;epresenbtives on sibe ~ 2 Mike Cunningham ~ Manpower and EquQment Used Cat 225131C Excavator w. operator, J.D. 210- LE Loader,1 Laborer Field Observatim . Arrived on site at the request of the on-site foreman. Qbserved excavation and installation of 2-barnel drywell at sta. 35+90 ai the north road shoulder of Mission Ave. The soils encoumtered were 1 ft. of gravelly sih topsoil (GP-GIV) over typical "valley gravels". Material continued to slough off the sides of the excavation while digging, resuhing in an undercat,oversized excavation. The excavation was approximately 13'x 15'x 12' dcep. Tbe upper barrel was wrapped in geofabric aad the excavation was lined with geofabric before drain rock was placed. The dra,in rock used consisted of 2-3" rounded river rock. Approxiniaxely 52-1/4 yd' of rock was placed in the excavation to 1-1/2 ft. below top of bairel. The geofabric lining the excavation was then folded over the top of the rock, and the excavation was brought up to g.rade with native soil. No compacxive effort was used on the native soil. A 2-barnel drywell was thea installed at sta, 33+15 an the north road shoulder of Mission Ave. The soils encountered were typical "valley gavels" with 3 ft.of gravelly silt topsoil (GP-Gll) cover. Material did not slough off the sides of the excavation while digging, in this instance, resi,iiting in an excavation 10'xl l'x15' deep. Again, the upper barrel was wrapped in geofabric and the excavation was lined with geofabric before drain rock was placed. Approximately 31 yd3 was placed in the excavation to the top of the barrel, STI Fietd entative Contractor's Representative THIS DOCUIuENT MD REFERENCED ADDEFDA ARE TO BE CONSDEED PPRMWY UN]'l. REVIEWm MD SIGNm 8Y THE STI OONSTRUCfION ENGINEER AAD/OR STI PROJECT MANAGER. l c-e 1 ~ o Reviewed by /1' Date STI Project Manager Datc Corresponding Deficiency Report No: 1,,0 ftjw Nam: Mission Meadows NORTHWEST ftjwNo.: c-70-so20191 DAILY FIELD REPORT CONTINUATION imte: 4130/02 Paport No.. 1 Page2 of 2 'I'he geofabric lining the excavation was thea folded over the top of the rock, and the elccavation was braught up to grade with native soil. No compactive effort was used on the native soil. This completed the day's work. Another drywell to be installed at sta. 29+85 on the north road shoulder of Mission Avenue was not observed by STI, Northwest. STI Field Rep Reviewed by STI Proj Mgr Contractor's Rep _ • 'Y/~y~ NORTHWEST ~ - ~ DAILY FIELD REPORT Project Name Date: ~ YVI ~Sb=vn s 3c~ G2 Project No. F~ o.: ~ Z-'Zo 1~~ A vrreamer~ Amv~'Ta Time --beparture time t : bo q► 3 c> aient ` Locaf Reprw ti~~ number OA 6 rkneraMFE-clor ~ s - 3~~ co V~ ~i ~ t 4ry~~` ( S ~'f ~e epresen num r \ ~,o tb ac, Subcontractor ~r~ STI Man~era / one number + V~!-(' t.r~~►~~ o C~~va~ M Page No. of 7v" A 06 cl 11 37a - 6%:0 Manpower & Equipment Used P(3,~-W l ~ ~ ~ ~M/t~Vj~ k Aokper i~~j ~ak,s ~ ~ T 4~= ~a,- 40m Ls , _ STl FIE PRESENTATIVE CONTRACTOR'S REPRESENTATIVE This document and referenoed addenda are to be oonsidered preliminary unbl reveiwed and signed by the STI construction engineer and/or STI project manayer. e~ o~ REVIEWED BY: DATE STI MANAGER: TE ~ Q Caresponding Defiaency Report No: v«t„S~ov~~.~,s PR'- 'FCT: 'rvl %ss;o^ yY`eAj&-Q"S PR.,.,GCT No.: Z-'7v G Z c; r'?j REPORT No.: Z. AW7F NORTNUYE3T DATE: TECH: T...... ~ V, C-: , 3628 E. FERRY SPOKANE, WA 99202 CONCRETE SAMPL.ING AND TFtST RFPORT (509)534-9711 Fax (509)534-975 5 FIELD DATA BATCH DATA ~J oorraRErEsuPe= DATE OF 3AMPi.E Z'gtxx N,,; Jg Z 11 ZUMOF SAMPI.E TICKET Na: C~ SQ '~8 'FAMWU" ~78° Ie -sAcw cunrrr~ cY. 6 . UWrr.E rM Z%A I nwcEamrr I~l~ ~ STxcrczvMErYIPE Lax IQ sArce rrIWE SAMPLE LA)C'.ATION END tLACEMIIVT'IUM AnAECctveES ~ TOTAL CITBIC YARDS PLA(ED /$O MAX AGKBEGIIE SITE SAMPLE TAKM FROM O GY. ot MA►TCS WATEB (k) O9 Gare so: ' WATEL43UWEr1T xATTO . 4 Z Nota: ~ DFSICN SIRENGTEI s o~ lps ~ FIELD TESTIlVG DATA T"T RESULTS SPECMUD VALUES . . SLUMP (1/4 ia) [ASTM C 143] CONCRETE TEMPERATURE [ASTM C10641 0V:- AIR coxTErrr (0.1%) tASTM c 23 11 ~'v WATER ADDED (ga.t) ~ , wATER:cEMErrr RATTo LABORATORY TESTING DATA LAB FIELD DATE . TEST A(3E SIZE ARfiA 'I"(YI'qI, STREN(3'IH TEGH BREqR ID No. ID REC'D DATE (D83+s) (s9. In.) LOAD (Lbs) (ps7 TYPE ~ SAMI'LED IIY CHECKED 11Y IZ1~,VII;t'G'I~I~ I3~' . ASTM C31,C39,CS 11,C6 [ 7,CI231 n-~~•r-rr ~l;~r~(1i2~~C1C'(1N~'T? RrhnRT v~ ~~~r,f DAILY Sn N ORTHWEST FIELD REPORT 214 East Riverside ~oSpokane, WA 99202 ProW Information Project Narne: Dcde: Mission Meadows- Mission Avenue 7/2912002 Project No.: Rqxxt No.: C-70-S020191 2b yyOOM nm,ral rrm: Deparare rme: Clear, 78'F 2:00 3:34 cowt l.ocal RqxesmtaWe ~ pnm nunber Mission Meadaws, L.L.C. Richard MasoN 953-3923 c~enenal cono-ac6or: sibe Reprewnlative / phone mudw Continental Contracbors SubcontacEor STI Projed Manager / phone nurrtw Bob GraharYtJ 5349711 page No. of sTl Representatives on sb 1 3 Mike Cunningham - MarWw and Equipment U9ed 1 vibrabory rotler,1 grader,1 excavabor,1 front-end loader, aew of three Field Observabons Arrived on site at the request of the contractor to test densification of native subsoil placed as curb bedding. The material bein$ used is from an on-site stockpile. An estimate of optimum deasity is being used until a prodor value per ASTM D-1557 is obtained. Upon my amval the material was being placed, aratered, and compacted. The faz east end, east of sfa.45+65 was nat finished awaiting completion of Avista's work. Tlw curb base west of the main entrance was nat placed and completed either. STI Field Oenative Contractor's Repre,sentaiive THIS DOcLmPfT MD REA3"CED ADOETOA ARE TO BE OONSD62ED PRBMNARY UNTL REVIEYVED MD SiGNM BY THE STI CONSTRIICTION ENGprEER MD/OR STI PROJECT MANAGER. C--D ~ °/3/0Z Reviewed by Date STI Project Manager Date Cwewoncin9 pdpency Report No: Fiea Rq«c rt.z srMoi 2214 East Riverside q. , Spokane, WA 99202 509-534-9711 NORTHWEST Fax 509-534-9755 REPORT OF FIELD COMPACTION TESTS Nuclear Method ASTM D 2922-96 soils and aggregates Date: 7/29/2002 Project Name: Mission Meadows Client: Mission Meadows, L.L.C. Project C-70-S020191 Technician: Mike Cunningham Field Report No.: 2b Density Std.: 47778 Page: 2 of 3 Moisture Std: 10302 Guage Id.: . . _ . Dry , Test Loc a~oo Depth Below Deity Moisture D,ty Material CO R a°II Perctnt S~ Retest of No. SG Elevation (PC~ % ~C~ Type (~o~ Compaction DT No. #1 ~ Entry Gate, East ~ 0.0 ~ 132.6 ~ 6.6 ~ 124.4 ~ 1/2 ~ 95 ~ 96/99 ~ Y/Y #2 ~ Entry Radius, East MP ~ 0.0 ~ 137.5 ~ 7.2 ~ 128.2 ~ 1/2 ~ 95 ~ 99/+ ~ Y/Y #3 ~ Entry Radius, East @Mission ~ 0.0 ~ 139.6 ~ 7.3 ~ 130.1 ~ 1/2 i 95 ~ 100/+ ~ Y/Y ~ #4 ~ 32+10 ~ 0.0 ~ 130.6 ~ 8.7 ~ 120.2 ~ 1/2 ~ 95 ~ 92/96 ~ N/Y ~ #5 ~ 32+10 ~ 0.0 ~ 136.1 ~ 6.5 ~ 127.8 ~ 1/2 ~ 95 ~ 98/+ ~ Y/Y ~#4 #6 33+00 ~ 0.0 ~ 133.4 ~ 6.5 ~ 125.3 ~ 1/2 + 95 ~ 96/100 ~ Y/Y ~ #7 34+50 ~ 0.0 ~ 126.1 ~ 7.3 ~ 117.5 ~ 1/2 ~ 95 ~ 90/94 ~ N/Y ~ #8 ~ 34+50 ~ 0.0 ~ 128.0 ~ 7.4 + 119.2 ~ 1/2 ~ 95 ~ 92/95 N/Y ~#7 #9 ~ 35+25 ~ 0.0 ~ 126.0 ~ 7.4 ~ 117.3 ~ 1/2 ~ 95 ~ 90/94 N!Y ~ 110 ( 45+65 ~ 0.0 ~ 133.1 ~ 6.4 ~ 125.1 ~ 1/2 ~ 95 ~ 96/100 + Y/Y ~ #11 ~ Entry Gate, East ~ 0.0 ~ 135.2 ~ 6.7 ~ 126.7 ~ 1/2 ~ 95 ~ 97/+ ~ Y/Y ~#1 #12 ~ 34+50 ~ 0.0 ~ 130.8 ~ 6.9 ~ 122.3 + 1/2 ~ 95 ' 94/98 ~ N/Y ~#8 #13 ~ 35+25 ~ 0.0 ~ 126.7 118.5 + 1/2 ~ 95 ~ 91/95 ~ N/Y ~#9 #14 ~ 35+25 ~ 0.0 ~ 128.7 ~ 8.0 ~ 119.1 ~ 1/2 ~ 95 ~ 92/95 ~ N/Y ~#13 I ~ I l I 1 I ! I I I ~ I I I I I I I I I ~ I I I I I I I I X IModified Proctor ASTM D1557-98 ~Standard Proctor ASTM D698-98 Proctor Description max opt corr. Max No. density moisture densiry 1 I estimated value 130.0 2 ~ lab 868 native soil 125.3 ~ 8.8 + ~ ~ ~ ~ DAI. S FIELD REPORT T,214 ~ NORTHWEST East Riverside Spokane, WA 99202 . w ~ Project Irfotrnation proje,.t Nwm: Date: Mission Meadaws- Mission Avenue 9/19/2002 Pr'oject No.: PAW No.: C-70-S020191 4 w~ftw Arr*al rue: oepwtre rffne: clear, mild 1:00 2:00 client Local RWwentative ~ pnone nuribw Mission Meadows, L.L.C. Richard MasoN 953-3923 CienwW cor,aactor: siW RWembtn / Pnm mgWw Continental Contractia,s SUXVtrWW STI Prnjed Manager / phone nurnber Pce Asphalt Bob GraharrV 534-9711 pp No. Of sTl Repyesentatives on sibe 1 3 Bob Graham - Manpower and EquQment Used Poe roller, grader, water truck waking in the mobile home park 3 men Field Obaetrations . I amived on-site at contra+ctor's request to check the compaction of CSTC placed ia the widening area on Mission Avenue. A single lift of approximately three-inches in depth had been placed and compacted. Testing results were in conformance with the Spokane Couuty specifications. Th,e Pce ccew was working inside of the tra,iler park, not within our scope of work. I will return tomorrow to check the top lift of gravel. . STI Field 16presentativ~/ CAntractor's Representative THIS DOqJMENT MD RffQtENCED /1DDMA ARE TO BE CONSDERED PRBJAMNARY UMi REVIEWED MD SIGNM BY T1fE STI CONSTRUCTION ENGUJEER APD/OR STI PROJECf MANA Reviewed by Date STI Proj anager Date Caresponcing peficiency Report No: Fie,a Repon v2.2 8/28/01 2214 East Riverside Spokaoe, WA 99202 509-534-9711 T~ NORTHWEST Faz 509-534-9755 REPORT OF FIELD COMPACTION TESTS Nuclear Method ASTM D 2922-96 wUs snd ag,gregstea Date: 9/19/2002 Project Name: Mission Meadows Ciknt: Mission Meadows, L.L.C. Project C-70-S020191 Technician: Bob Graham Field Report No.: 4 Density Std.: 47587 Page: 2 of 3 Moisture Std: 10373 Guage Id.: 306064 mocu , Test Dopth Balow Mdsture ~ ty Mateial d ~ Pamont S Retest of DT No. No. SC'' Fkvatioa TYPa ~ ~P~OII (Y/N) Mi.ssion Avenue ~ 1 32+00 +3" 143.7 6.6 134.8 1 95 >95 Y 2 33+00 +3" 137.6 6.5 129.2 1 95 96 Y 3 34+00 +3" 140.5 6.9 131.4 1 95 98 Y 4 35+00 +3" 140.0 6.0 132.0 1 95 98 Y S 31+00 +3" 137.8 5.9 130.1 1 95 97 Y ~ f f f i f I I I X IMod.ified Pmctomr AS1'M D1557-98 ~ ~Standard Proctor AS'TM D698-98 Proctor max opt corr. Max No. ~n~ , dansity °'°ist'r° density 1 Pce CS1'C from earlier testing , 134.0 7.2 ~ ' i` w~ N . ~ ~ , { N W Z ~ Q w 00 ~ N ~ 0 r-- ~ a W Nm W Q , ~ ~ blsnond ; Cr) , ; 4- N Ln F?W L0 IX = ~I ~ ~ o ~ < .1.1. , , ...........,I................ 1 ~ o ' \ •~i '-L i ~ ~ . ~ Ln a~ ~ O _ „ . . _ N O - _ - - - - - - - - - - - - - - - - - - - - - - - - - - _ _ _ _ _ - - - _ _ _ _ _ - _ - _ _ _ _ _ _ _ _ - - - - - ~ CN tn O 00 ° MISSION AVENUE ~ ~ ~ r---------------------1 J cu; 1 ~ I I ~ 11R s1~ my'I olr e:t' e, ~ W~~ ~ f ~o i 0 Z~ ~ i 1'~~ rt~A ~GT-lO~- °o > T ~ o s'f = Q ~ ~ I ~ U N ~O ~ a- ~ G (C jWTff NOxmmsr Mission Meadows Mission Avenue Job No.: C-70-S020191 Field Report 4- 2214 E. Riverside 509-534-9711 Date: 'T/1,1 fo Z Spokane, WA 99202 509-5349755 fax Page 3 Of 3 THWEST ~ DAl_ FIELD REPORT NTAfF Noa 2214 Easc x.ivetsiae Spokaue, WA 99202 Pr+oiect Irdamation project Nam; Date: Mission Meadows- Mission Avenue 9/20/2002 Projed No.: PjW t'i°-: C-70-S020191 5 weatm AffiM rrm: oeparare rwm: clear, mild 11:45 12:15 Cront Local Representative / phone rnrriber Mission Meadows, L.L.C. Richard MasoN 953-3923 C,enerw contacbor: siW RepesertaUre / phone rnrrbff Continental Contracbors Stinoniractor STI Projed Marrager / ptione ntnrber pce qphaft Bob Grahaml 534-9711 page No, Of STI Repxesentatim on sibe ~ 3 Bob Graham - MarWw and Equipment Used Pce roller, grader, water truclc waking in the mobile home park 3 men Field Obmervatiats I amived on-site at coatra,ctoes request to check the compaction of CSTC placed in the widening area on Mission Avenue. A second lift of approximately three-inches in depth had been placed and compacted. Testing results were in confoffnance with the Spokane Couirty specifications. I confinmed that the reveal on the curb, manhole and existing pavement met the 4" requirement. K5 C(,~/ STI Field R reseatative Cornractor's Representative Tm ppq1mE(T m RffB2ENCED IIDDODA ARE TO BE CONSDERED PRHJMINARY UNTL REIIIEWED MD SIGNED BY THE STI CONSTRUCTION BdGINEER MD/OR STI PROJECT MANAGER. `7 / Z 3~ Reviewed by Date STI Project anager Date Cotrespptdng DeWency Report No: Fiew Rep.on v1.2 srMoI 10 2214 East Riverside Spoknne, WA 99202 509-534-9711 Tf NORTHWEST Faz 509-534-9755 REPORT OF FIELD COMPACTION TESTS Nuclear Method ASTM D 2922-96 soils and aggregates Date: 9/20/2002 Projert Name: Mission Meadows Client: Mission Meadows, L.L.C. Project C-70-S020191 Technician: Bob Graham Field Report No.: S Density Std.: 47348 Page: 2 of 3 Moisture Std: 10462 Guage Id.: 306064 Tea Depth Below wet Moisture Dfy Matorial ~~a Paroent S°~ Rdest of No. ~h~ SG Flevstion ~ % ~ Densfty Type ~ Comp~ctio~ DT No. Mission Avenue 1 30+00 +6" 141.9 5.5 134.5 1 95 >95 Y 2 32+00 +6" 137.0 5.9 129.4 1 95 97 Y 3 34+00 +6" 129.1 5.3 122.7 1 95 92 N 4 36+00 +6" 139.8 6.7 131.0 1 95 98 Y S 37+00 +6" 138.4 4.1 133.0 1 95 99 Y 6 ~ 34+00 +6" 140.1 6.9 131.1 1 95 98 Y 3 I t F X ModiSed Proctor ASTM D1557-98 ~Standard Proctor ASTM D698-98 , Proctor max opt corr. MaJc De~crip~io~n m~ ~ No. , 1 ~ Pce CSTC from earlier testin5 134.0 7.2 ' G:1Land Projects1960721prel.dwg, Layoutl, 08/05/2002 07:56:46 AM aTR -x ~ I P`~' ~ ~ ARAGE > EXISTING (TO BE REMOVED) ,o •HOUSE~ 63 62 :(TO REMAIN 64 N I ~ L ` I 65 z I GRADY LANF- Z01 - , J . ~ ~ ~ / ~ - a ' ss - GRADY I ROAD - ~ I - - ~ c~ a ~ ~ ~ ' l~ X 67 ~ O o ~ (D ~ ~ sv 0 0 ~ ! i ~ • 68 - ~ cn ~ 2 cn ~ o' 69 3 ~ ~ cn . . ~ . . cn cD ~ ~ ~ - CD 70 4 Q m i m 71 5 ! , I . . . 72 ~ . : 6 ~ . HODGES ~ ~ 73 AVENUE - ~ i I . : 7 I N E o H OD J o c~ I I • . o I I' . g g 10 1 12 o I I C:) cn ~ ~ J _ . TMH 1 '1 _ • NORTHWEST DAi, j( FIELD REPORT 2214 Easl Rivetside Spokane, WA 99202 Prolect Infbrrnation , I ProjW Narne: Date: Mission Meadaws- Mission Avenue 9/24/2002 ProjW No.: Repat No.: c-70-so20191 s Weaiter ArrW Tme: Deparhre Trne: clear, mild 1:00 6:00 Client Local Representative ! phone nurdw Mission Meadows, L.L.C. Richard Mason/ 953-3923 cAxerai contacror. site Represerbwe / Phone number Continental Contractiors Dan Burgener Subcontracfior STI Projed Manager / phone number Poe Asphalt Bob GrahamJ 534-9711 Page No. of STI Representatives on site 1 3 Bob Graham ~ Manpower and Equipment Used Poe paving cnew; IR DD-90 roller, (2) DunaPac CC102 DD rollers, PF 5510 paving machine Field Obmervations ? I arrived on site at the request of the coatractor to observe the placement of ACP in the wideaing area on Mission Avenue. My plan set indicated 4" of Class 'A' mix was specified for this area. Pce had been told thai the paving structure would be 2" of Class 'A' over 2" of Class V. This structure should provide a greater support than what I thought was specified. Paving within the Couaty ROW began on the west end and progressed to t6e east. After the'E' mix was placed and rolled, I checked the densification of the mat using an assumed Rice value of 154.4 pcf. When the County required 92% compaction requirement was met, the surface of the mai had cooled to approxim,a.tely 135°. Loaded trucks were then allowed on the mat with no apparent rutting or other daniage. Two inches of'A' mix was then placed which also met the County compaction requirements. , v S7'I Field resen ' e Contractor's Representative THIS DOCl11uFNT MD REFERENCED ADOMA ARE TO BE CONSIDERED PRRN►AIWIRY UNTIL RE&-1NM MD SOEE) BY TNE STI OONSTRUCfION BJGtPEER ArdOR STI PROJECT GER. ~c Z Reviewed by Date STI Project " er Date Corresponding Defic'iency Report No: Fiela Report v2.2 grMoI G:1Land Projects1960721prel.dwg, Layout1, 08/0512002 07:56:46 AM o o~ ~ -x PY ~ ~ I . . ...s.r~ ~d . I ARAG I ~ ~ EXISTING I (TO BE REMOVED) ~ ~ ~ ~ ~ HOUSE . ~ 62 ~ 64 63 N ITO REMAIN ~ N ` ~ I 65 U I I ~ 0 o ~ W I GRADY I.ANE- ~ ~ ~ / , _ ~ ~ ss , , ~ GRADY ~ I r---_:_:___; ~ ► I - ' -u v T! ~ ROAD co CD rn o. ~ 67 . . o~o ~ ~ ~ I (D o ~ ~ ~ ~ • . 68 cn 2 ; ~ . , f n o• ~ I ~ ~ 69 Icn 3 F- CD CD ~ ~ z ~ i • ~ Q 70 ~ I D I ~ I < . ~ . 4 ~ Z rn 71 ~ 5 ~ . . 72 I ~ 6 ~ HODGES ~ ~ . I 73 AVENUE ; 7 HOD NE Q' I ~ I Z o , o g g 10 1 12 o I ( . ~ ~ ~ TMH „ 2214 East Riverside Spoksne, WA 99202 509-534-9711 NORTHWEST Faz 509-534-9755 REPORT OF ACP FIELD DENSITY TESTS ASTM D 2950-91 Date: 09/24/02 Project Name: Mission Meadows Gtient: Mission Meadows, L.L.C. Project C-70-S020191 Technician: Bob Graham Field Report No.: 6 Deasity Std.: 47310 Page: 2 of 3 Moisture Std: 10525 Gauge 6064 J 1 1 , i Test Total MatcrW Compection Perctnt Meets Ratest of Locatian Lif} p~ty Req'd gpec DT No. No. (PC~ Class (°o) ~R~~ lY/M 1 30+00 1 144.3 E 92 93 Y 2 30+80 1 141.6 E 92 92 Y 3 32+40 1 141.4 E 92 92 Y 4 33+80 1 143.1 E 92 93 Y S 35+20 1 142.2 E 92 92 Y 6 30+60 2 141.1 A 92 93 Y 7 32+00 2 139.7 A 92 92 Y 8 33+80 2 142.0 A 92 93 Y 9 34+75 2 140.0 A 92 92 Y , MaY! Sam Lab k De9cri Rice density Class o ~on ASTM D2041-95 N z E Assumed Rice value 154.4 A Historical Pce A mix value 123 L Alan K. Bain Laboratory Supervisor NORTHWEST DAILY FIELD REPORT Project Name Date: _ ~ Project No. keport No.: C -x, -.So Q2.G/09r 7 Weamer Amval I ime Departure Fime Elet, r 9.'UC/ Ciient Local Kepresentative/ phone number . d5, V, t4 rr,/ sarc nera or i epresen ve p one number ~.~'ii~f h._.-, f / ~✓~'17~ra~1~c.~~ Subcontractor STI Project Manager/ one number 6: ra ~ Page No.~ of ~ Manpower 8 Equipment Used Comments: (w«k c«nakted npparennr ~C~a St}z 7'~ ~:.-..-L c~~' - y 7 • per spwWcac'°ns P"°aems end tf~~,; ~ ns) ~~J~ Qre4 4L4 S ~ 8 i.7U Gyt ;k4. vI riP 41.° j- C 7~~5~3r ~l ~tcn A.~' tiZ2u~7 2~rq., *v / /Qa.i / 114 f.~ "S ~ . ~ ChSi'r~ e, ..~c '17 n'7, r .2-- ~Tra+?.~74 o f` Cc~G J'~c ~e. C.t~,--~ ~ ~s C vrr ~ Ia ~i ~ •~~T ~ ~ /~t C~~-~ Gc~~~ ~ S,~ k ~ a~.fi' 5:~ y„ STI FI LD REPRESENTATIVE CONTRACTOR'S REPRESENTATIVE This document and referenced addenda are to be considered prelimmary un61 reveiwed and signed by the STI construction engineer and/or STI project manager. ~3 - 4 <<(040 REVIEWED BY: DATE STI PROJECT NAGER: DA o ~rresponding Defiaency Report No: :v«,t,s~u,r~~ ~,s NORTHWEST ~k~ Date Inspectors Daily Report No.: 7 STI Project No. Page No. or comments: ' (wo& comdeted AppMdy Per SPeaka6om Pmblems and their Solutions) Ir / 3yf 14 s .44 ~ ~ L,7 C s' ~ Gf f5 (3 -5- 17' 3 35 3 44 ~Y 3 1-4,~3 .s ` STI Field Rep STI CE STI PM Contractors Rep G:1Land Projects1960721prel.dwg, Layoutl, 08105/2002 07:56:46 AM p x ~ TR ~ - x 0 N I I - - - ~ PY : X1S.T. C ~ I I . PARA~ . ~ C • I ~ I ~ rEXISTIN G {TO BE REMOVED) HousE fi3 62 N~y • ~ ~ TO REMAIN ~ 64 o~ N ~ ~ I 65 I ~ . O I lA ~O ' W ~ ( GRADY LANE - ~ ;p ~ \ I : O ~ ~ • r ►~h ~ - 66 GRADY ~ o T ~ ~ ROAD ~ , I ~ 67 o 1 o I ` CD Q ss cn ~ i ~t~ ; ~ 2 , . ; ~ 69 3 ~ U) I ~ I cn cn CD °z 70 ~ I Q D ~ ► ; 4 ~ r,-i .Aw,' 71 - I 5 72 ~ 6 I - _ HODGES 73 AVENUE ; ~ 7 . , _.l . ~ y o HOD ANE cr I I . . I LL . . o g g 10 1 12 o -I I CD ~ ~ ~ ~ co -q . ~ TMH ~ , ~ i1 .'S (C"- C) u N "r -Y' DIVISION OF ENGINEERING AND ROADS A DIVISION OF THE PUBLIC WORKS DEPAATMENT January 8, 2003 IVgr Richard Mason Mzssion Village, I,L,c 15918 E Cameron Ct Veradale, WA 99037 Ite Nlission Meadows road unprovements (NIIU 4-96) Dear Mr Mason. ACertification Package has been submrtted and reviewed Please be advised the unprovements m the I1Rissron Meadows road unprovements are now Complete If you have, any questions, glease ca11 our office at (509) 477-3600 Sincerely, ~ - Joha V Hohman, P E Development Services Engmeer/Ma.nager Cc S'TI Fde 1026,W Braadway Ave a Spokane, WA 99260-0170 e(509) 477-3600 FAX (509) 477-7655 (2nd Floor) 477-7478 (3rd Floor) o TDD (509) 477-7133 ~r ~ SPOKANY'i E1\ F' Y1RON1V'HENY AJlJ ORDH1XANCE (WAC 197-11-970) Section 11 10 230 (3) Mitigated Determination ofNonsignificance (MDNS) 1VUTIGATED DETERMMATI0N OF 1VONSgGNIF'ICANCE "I1MNS" FTTLE NO(S): ZE-56-96/MHP-4-96 IDESCRIPTgON OF PROPOSAL Zone Reclassification from Urban Residential-3 5(UR 3 5) to Urban Residential-7 (UR-7) on approximately 19 5 acres for a 131 unit Manufactured Home Park PROPON]CNNT Bill & Arlene Colyar, 19305 E Mission, Greenacres, WA 99016, (509) 924-6273 Opt'S H)ESIGNA'`EID CON''ACT Inland Pacifc Engmeering, Co, c/o Richard Mason, 707 W 7t Avenue, Suite 200, Spokane, WA 99204, (509) 458-6840 I.OCATIOIV OF PROPOSAI, Generally located north of and ad,Jacent to Mission Avenue, east of Barker Road m the SE %a of the SW ~/4 of Section 8, Township 25 N, Range 45 EWM, Spokane County, Washington LEAD AGEIVCY SPOKANE COUNTY The lead agency for this proposal has determined that it does not have a probable sigiuficaat adverse impact on the envuonment if mitigated as stipulated below An Envuonmental Impact Statement (EIS) is not required under RCW 43 21C 030(2)(c) This decision was made after review of a completed envuonmental checklist and other informahon on file with the lead agency This information is available to the public on request There is no comment penod for this 1VIDNS, pursuant to WAC 197-11-340 (1) (X) This NIDNS is issued under WAC 197-11-340 (2), the lead agency wtll not act on this proposal for at least 15 days from the date issued (below) Comments regardwg this MDNS must be submitted no later than 4 00 p m, March 23, 1998, if they are intended to alter the MDNS MMGATING 1VEEASURES 1 The applicant/owner shall design and coashvct to WSDOT and Spokane County standards a) a nght turn lane for southbound Barker Road traffic at the westbound Barker/I-90 Ramps, b) a nght turn lane for northbound Barker Road traffic at the Barker/Trent Ave mtersection These unprovements will need to include all related items necessary to construct these lanes 2 The above mitigahon will requue the applicaadowner to prepare design/construction plans acceptable to WSDOT and Spokane County, enter mto a developers agreement for the consttvction of the above nnprovements, and enter into a WSDOT agreement to pay for plan review, construction mspection, and administrative costs All of these need to be completed pnor to the issuance of any buildmg permrts for this srte I acknowledge the above mingating measures to be modifications and adjustments to the above described proposal and warrant that I will not oppose, object to or contest these measures ui the future Date rmted/T ed Name ~ o Signature MSM NIDNS RBV 12/90 ~ MDNS, File No ZE-56-96/jivfHP-4-96 Page 2 Itesponsible Official: JIM MANSON by Louis Webster, AICP Position/Title: Associate Planner Phone: (509) 456-3675 Address: West 1026 Broadway, Spokane, WA 99260 Comments regardt g nvironmental concerns elr~o at e Date Issued: Segnature *~~~~*~****~*~~#~~~~~~*~****~*~~*~~*~~a*~**** APPEAL OI+' TffiS IDETERIVIINATIOr1, after it becomes final, may be made to the Spokane County Dtvision of Building & Planning, West 1026 Broadway, Spokane, WA 99260 The appeal deadline is the same as the above proposal appeal deadline, being ten (10) calendar days after the signing of the Decision This appeal must be written and make specific factual objections Contact the Division of Building & Planning for assistance with the specifics of a SEPA appeal **~*****~~~**~***~***~******~~x*~*~*~~*~~~x***~*~*~*x~** A copy of the MDNS was mailed to 1 WA State Department of Ecology 2 Spokane Regional Health District Sepa Review, Olympia, 98504 Attn Steve Holderby 3 Spokane County Division of Utilities 4 Spokane County Division of Buildmg & Plannmg Attn Jim Red Attn Jeff Forry 5 Spokane County Division of Engineenng 6 Spokane County Fue Protection Attn Pat Harper District # 1 7 Spokane County Air Polluhon Control 8 Spokane County Parks, Recreation & Fair Authority Attn Steve Horobiowslu 9 Spokane County Stormwater Utilrty 10 Spokane County Boundary Review Board Attn• Steve Worley Attn Susan Winchell 11 Spokane Regional Transportation Council 12 Spokane Transit Authorrty Attn Glenn Miles Attn Chnstme Fueston 13 WA State Department of Transportation 14 Central Valley School District No 356 Attn Kerth Marhn 15 Long Range Planning Division 16 ConsoLdated Imgation District No 19 Attn John 1Viercer MSTIt, MIDNS RBV 12/90 { 1VIITIGA'g'ED DE'I'ERMINATION OF NONSIGIVIFICANCE ~ FOR MISSIOIiT NEADOWS MOBILE HO1V.E PARK ~ , The applicant shall be responsible for all frontage improvements to Mission Avenue and ~ based upon a traffic analysis done for the proposed development has voluntanly agreed to ~the follownng off-site transportation mitigation 1 1 The applicant shall apply on a yearly basis a dust palliative to Mission Avenue from ' the paved portion of Mission Avenue east to the newly aligned Mission Avenue, (approximately 3000 ft) This measure shall be done untillViission Avenue is fully unproved 2 The applicant shall be responsible for the engineering and construction of a 28 foot roadway section for Mission Avenue from the east property line of tlus proposal east to the newly realigned portion of Mission Avenue, (approxunately 3000 feet) This unprovement shall be constructed pnor to the 61 S` manufactured home being placed on tlus proposal or pnor to October 1, 2001, no matter how many manufactured homes have been placed Should Spokane County create a County Road Project pnor to the placement of the 61 ' manufactured home, the applicant shall provide cash toward the project of $1000 per utut placed 3 Construct the traffic nutigation as agreed on wrth the State Department of Transportation A-V,iiVED ~ANVE CO'U11TY D EC 31997 ~lVISlC;' FJtIE-,Li.tiG AtiD PLANNIiVG , \ n ~ - 1VII 1 0 f / MDNS, File No ZE-56-96/,1vMP-4-96 Page 2 *****~**~*~~~*~****~*~**~a**~****~***~*************~*~~ Itesponsible OfficiaIl: JIM MANSON by Louis Webster, AICP Positflon/Title: Associate Planner Pbome: (509) 456-3675 Address: West 1026 Broadway, Spokane, WA 99260 Comments regard g nvuonmental concerns Oi~'~Ov&fk4 ~Date Issa~ed: 31*11 Qr Signature ~******~#*~****~a******~~«*~**********~*~***~* APPEAL OF 1'ffiS DETEIt1VDNATIOIV, after rt becomes final, may be made to the Spokane County Division of Building & Planning, West 1026 Broadway, Spokane, WA 99260 The appeal deadlme is the same as the above proposal appeal deadlme, being ten (10) calendar days after the signing of the Decision This appeal must be written and make specific factual objections Contact the Division of Building & Plannmg for assistance with the specifics of a SEPA appeal A copy of the MDNS was mailed to , 1 WA State Department of Ecology 2 Spokane Regional Health District Sepa Review, Olympia, 98504 Attn Steve Holderby 3 Spokane County Division of Utilities 4 Spokane County Division of Buildmg & Plannmg Attn Jim Red Attn Jeff Forry 5 Spokane County Divislon of Engineering 6 Spokane County Fire Protection Attn Pat Harper District # 1 7 Spokane County Air Pollution Control 8 Spokane County Parks, Recreation & Fair Authonty Attn Steve Horobiowslci 9 Spokane County Stormwater Utilrty 10 Spokane County Boundary Review Board Attn Steve Worley Attn Susan Winchell 11 Spokane Regional Transportation Council 12 Spokane Transrt Authonty Attn Glenn Miles Attn Chnstine Fueston 13 WA State Department of Transportation 14 Central Valley School District No 356 Attn Keitti Martir► 15 Long Range Planning Division 16 Consolidated Irrigation District No 19 Attn John Mercer MSTR, NIDNS REV 12/90 • ~ - ~ 0 N LA N D PAC I F B C E NG I NE E R 0 NG, 0 N C. RECEPMD r.,QOb4ANE COUNTY September 24, 1997 No 96072 SEp 2 5 1997 w 0 Pat H er DIVIS1OP10F IBUILDINa AND PLA~MMe arp Spokane County Engineering 1026 W Broadway Spokane, WA 99260 RE 1Vlisson 1Vleadows -Response to Memo on Itevised TIA from Spokane Couniy ~ Dear Pat . The follovving letter is in response to comments made in a memo to you from Steve Stalrs dated September 17, 1997 regarding the Mission 1Vieadows project The following is a surnmary of what was requested or commented on and our response 0 The northbound volumes for the srte generated tra, fJ'ic, figures 8, 9, 10, and 11 do not match betweem the Barker & Indiana rntersection and the Barker & Trent tntersection As detailed on page 20, 2nd pazagraph of the revised report, a portion of the tnps on Bazker north of Indiana Avenue vvill use Euclid Avenue to go to%ome from Sullivan Avenue and the Spokane IndustnaUBusiness Park and mall areas I have marked up and enclosed a copy of figures 8- 11 showing the srte generated turtung volutnes at the Euclid Ave Barker Road intersection m A srgnal at the Mission Avenue/Barker Road intersection may be more desrreable than several turn lanes The suggestion was made to use thefiundrng associated wrth the turn lanes toward the installatton of a signal at thrs rntersection I performed a level of service calculation using a signal vvith only one lane for each approach The level of service anticipated for the PM peak hour in the buildout year, 2003 wnth the 1Vfission Avenue entrance to the proposed project is LOS B Enclosed is a copy of the HCS calculation I trust that all outstanding issues aze now addressed Please give me a call if you have any question regarding th:s project Sincerely, ~44 Q J ckzk Timothy A Schwab, P E TAS/tas cc Mark Rohwer, WSDOT Lewis Webster, Spokane Co Plannuzg Steve Stairs, Spokane Co Engineeruig Bill Colyaz Richard Mason 707 West 7th e Suite 200 2020 Lakewood Dnve • Surte 205 Spokane, WA 99204 Coeur d'Alene, ID 83814 509-458-6840 ~ FAX 509 458 6844 208-765-7784 9 FAX 208-769 7277 r~-- - a , ~ 290 ~ I ~ I ~ Fveu-i flE Qv& k__ - - - ~ • ~ ~ ~ w n ~ ~29 I . INDIANi"i /"iV ENUG I . II ~N~0~1NA~`.J ~ . : • ~ . I. I N ~ • . ~ , . . • • . ; . . . • i . ~ l . . . . ~ , . . . , . ~ . . . . . MISSQOIV AVENUE , . . ~ , . _ _ ~Y y _ - - : . . - - - ' . ~ - - _ , Y _ - - - - - - • - i ' I wo z ~ . ~ 4 f CATALDO f 90 ~ r~~•... I N OD ~ o~A I : ~ NOT TO SCAl.E ~ r - . =.r, ,~.,.~.r~. _ FiGURE 8 "t*\ MISSIOPI RAFJIDOM►S 6 14LOD - ~ ~ ~ RAC➢FIC P~ONERR68~~ ~ BUILDOUT I SITE GENERATE TRAFFIC IMPACT AtdALYSIS ~ 707 west itn - suite 20.0 (sos) ass-saao T A~" FIC V UM R ~ PRO,~ECT' No. 96072 ~ Spokane. wA aszoa FAx (349) 458-68 aa ~ IN~IA~VA EN~A~I . ~ _ . ~ . ,_----.:~:::_::_-t_- - E-~~-~:_;-:_ ~r---:. : _ ~~<<: 290 ~ ~ ~ ► , 5=~r If 2 I . ti ~ • Q O , - ~ Of zle w ^ ► ~ Q 48 ~ I INDIANA AVENIJE ~ J s~'~ " ° h ' ~ _ ~ ~~I ► ~ AN~► I~Dl ~ - . . . . . . . ` . , , . . . • . . . ~ MISSIOIV AVENUE ~ n ~ n 4 4 I - ~ - CATALDOr ~ 9 0 - r _ _ ~ ~ ~ . z1c:P . 4 N i NOT TO SCALE ~ ~ , - . ~ti_.~..__._._~ . _ , ~ 0~LAND FlGURE 9 ~ MISSION MEADOIMS PACIFIC - ENQINERIP6C~ BUtLDOUT ~ SITE GENERATED TRAFFlC IMPACT ANALYSIS 707 west 7tn • sutte 200 (509) a.58-ssao ~ T A FIC V ~1~ PROJECT P10. 96072 ~Spok4ne. WA 99204 FAX (509) 458-6644~ I~~~A~~~ - i - - , -r.•_._'_---•' **4r*4 290 i i ~ l tj a < d N I ~ fucmpE AvE a ,r w ~ ~ t m i ~ INDB/`~NA Ad EIV UE E - _T_._.~. . - ----y.~~__~„-, - - ~ i ~ - _ - ~ . • . . IND~ANA ~ , . ,..o • ' ~,3 ~ . . . ~ . ~z, ~ • . • • . p , . ~ . m . i • . • ~ • . m ~ • e ~ • MISSlON AVENUE • ' • , . 4 ~ Y . . ° • CATALDO - . 900 1 - - - - - - - - -T . z: - - - , r -i ~ ~ ti ~ I ~ e C14 F ~ g P5 ~ ~ 4 ' ~ . ~ NOT TO SCALE FIGURE 10 MISSIOPI MEADOWS INLAND ; P AM UR ACIFIC I ' -BUILDOU 9, ~ER1~~~~~~~NQ . SiTE GENERATED TRAFFIC IMPACT AiVALYSIS 707 West 7th ~ Suite 200 (509) 458-8840 S PROJECT N0. 96072 . Spokcpe. WA 99204 FAX (509) 438-6844 ~~~E _ . Wy • --~_T.-,.._ _ ~_`~L._. « - - - - - _ - - _ . - _ ~ 290 ~ ; ~ I 5czkr ~Z Q ~ .I 10 W ~ Y ~ ~ m ~ ~ ItVD6ANA AVENUE - ~ - _...-s~ ao • ~V ~ ^ • . • 'i INDI~AI~A~ ' i . ~ - - s 4 . • . v- . . IV1 . • o . . 4 ~ • f %.8 ~ . e. . . • i ~ ~ . • . i ~ 14 . . , ~ ~ ~ . • . . u ~ . . ~ ~ y . • . • I ~ MISSIOfV AVEBVUE , . n r P ~ I 1 ~I I 1 II„{~I~ I ~ JI I . ~ i CAl'ALDO i- ' 90 r //ooo, ~ ZleP 4 N ~ . N NoT To scALE FlGURE 11 -1' 9 P9LAND _ - _ MissioN MEAuows ~ t- ~ Pi~CIFIC ` P.M. PEAK HOUR ~ ' SITE GENERATED ~ NEEReNG TRAFFIC VOLUMES TRwFlC IMPACT APIALYSIS 707 west 7tn ~ sutte 200 (509) 458-6e40 ~ PROJECT N0. 96072 Nl!Poe~ano, WA 99204 ~ Fnx ass-ss M I SS I O N_ ENTRA(~ C E_^~~ ~ - . . HCM: SIGNALIZED INTERSECTION SUMMARY Version 2.4c 09-24-1997 r~ Center For Microcomputers In Transportation Streets: (E=W) Miasion Avenue (N-S) Barker Road Analyst: Tim Schwab File Name: BAMIPBWNI.HC9 Area Type: Other 9-24-97 PM Peak Comment: Buildout (2003) With Project, Misaon Accesa Eastbound Westbound Northbound Southbound L T R L T R L T R L T R No. Lanes > 1 < > 1 < > 1 < > 1 < Volumes 22 8 47 111 10 34 7 224 34 14 507 31 PHF or PK15 0.95 0.95 0.95 0 89 0.89 0.89 0.89 0 95 0.95 0.95 0.95 0 89 Lane W(ft) 12.0 12 0 12.0 12.0 Grade 0 0 0 0 % Bieavy Veh 2 2 2 2 2 2 2 2 2 2 2 2 Parking (Y/N) N (Y/N) N (Y/N) N (Y/N) N Bus Stops 0 0 0 0 Con. Peds 0 0 0 0 ► Ped Button (Y/N) N (Y/N) Y 8.5 s(Y/N) N (Y/N) N Arr Type 3 3 3 3 RTOR Vols 0 0 15 0 Lost Time 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 3.00 Prop. Share Prop. Prot. Signal Operations Phase Combination 1 2 3 4 5 6 7 8 EB Le f t * NB Le f t * Thru ~ Thru * Right * Right * Peds Peds WB Le f t * SB Le f t ~ Thru * Thru * Right ~ Right * Peds Peds NB Right EB Right SB Right WB Right Green 15.OA Green 35.OA Yellow/AR 5.0 Yellow/AR 5.0 Cxcle Length: 60 secs Phase combinat--on order: #1 #5 Intersection Performance Summary Lane Group. Ad] Sat v/c g/C Approach: Mvmts Cap Flow Ratio Ratio Delay LOS Delay LOS EB LTR 377 1331 0.212 0 283 10 6 B 10 6 B WB LTR 374 1319 0.466 0 283 12 2 B 12 2 B NB LTR 974 1580 0 271 0.617 3 5 A 3 5 A SB LTR 1009 1637 0.579 0 617 5 0 A 5 0 A Intersection Delay = 6 2 sec/veh Intersection LOS = B Lost Time/Cycle, L= 6 0 sec Critical v/c(x) = 0 543 ~ ' ` S P O K A N E C O L_T N T Y A DIVISION OFTHE PUBLIC WORKS DFi':a.:;-r%1FNT DNISION OF PLAMVINC; RECEI VEE , MEMORANDUM FEe O 7 2003 SPOKANE COUNTY ENGINEER DATE: February 5, 2003 TO: Spokane County Division of Engineering-Roads; Ross Kelly Spokane County Division of Utilities; Bruce Rawls Spokane Regional Health District; Steve Holderby Division of Building and Code Enforcement; Jeff Forry Spokane County Fire District No I Spokane County Assessu FROM: Jim Falk, Associate Planner.T. RE: MHP-4-96; Howe Road Manufactured Home Park Enclosed is a copy of the approved Mission Meadows Manufactured Home Park site plan (MHP-4-96) for your file. Pleased by advised that only diagram D on page C1.3 is included at part of the approved MHP. The site plan was finalized on February 4, 2003. The MHP spaces may now be occupied with manufactured homes subject to compliance with all applicable Spokane County regulations. If you have any questions please call me at 477-7228. Enclosure jf ' Copy: Richard Mason and Bill and Arlene Colyar, 19305 E. Mission Ave., Greenacres, WA. 99016 Connie Grove, Division of Planning Fc MAIL STOP PWK-1 • 1116 W. BROADWAY AVENUE • SPOK,\ ? PHONE: (509) 477-7200 9 FAX: (509) 477-2243 •Tl . - - - - ,M m t§r~y r ~ s i. B ~ g Z.:,. i~. i X w xn ~4^ . i~ r 'nYrY p.4 r n 1. ~ r a P j.. 6 ° ' sad: w s e W @ n. .n w. i ~ ~ n r n.. w Z ' ~ w ~ s, , a e , eg ~ .v..: - ~ o e ~ t ¢ ce ffi ~ - # e c # b t e ~ f g a a ~ A 6 ~ W a G,~ { r.~ r I. r i ~ C K. .0; i ~ i .;~1 Y"" i ~ . 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