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04-0180 CIVIL MiscJWM&A Jerome W Morrissette &Assoctates Inc . P S 1700 Cooper Point Road SW, #B-2, Olympia, WA 98502-1 l 10 (360) 352-9456 • (360) 352-9990 FAX TRANSMISSION SHEET TO James E Gibson Development Services Engineer City of Yelm 105 Yelm Avenue W Yelm, WA 98597 JOB NO 03143 DATE. Mazch 7, 2005 SUBJECT Yelm Htgh School SEPA Frontage Improvements SR510 Non-NHS Safety Improvement MP 14 4l_ To hit P 1~} Sl I am enclosing for you the attached items ~~/`FD Ipps COPIES DATE DESCRIPTION February, 2005 PFA - 22" x 34" Revised Plans February, 2005 PFA - 11" x 17" Revtsed Plans February, 2005 PFA Checklist February, 2005 PFA -Deviation Recommendations SR510/93rd Avenue SW and SR510/Mountam Vtew Rd SE I am submitting copies of the revised PFA plans, checklist and deviation recommendations for the above referenced protect as submitted to Art Lazson, WSDOT, Development Services, on February 28, 2005 If you have any questions, please contact me at (360) 352-9456 Very truly yours, Jerome W Morrissette 8 Assoctates Inc , P S SIGNED obert Tauscher, P E ___ __- __ ProJectEngtneer C Mr Edmg Bvkland, Fanhnes Operations Yelm Community Schools, PO Box 476, Yelm WA 98597 Mr John Enckson, Enckson McGovern, 120 131" Street S ,Tacoma, WA 98444-4804 C \Bob sFiles\03143F Yelm NS Frontage\Correspondence\030705 Transmit Yelm DOC Civil + Mrmrcrpal + Geotechnmal Engmeenng and Plannurg ~" ~Z~~ ~b ti ~Z-~~`~- I ~~ From 'Larson, Art L' <LarsArt@wsdot wa gov> U To "Jan Sangder (E-matl)" <lan@lwmaeng com> Sent Sunday, December 19, 2004 6 36 PM Subject SR 510 MP 14 73 Yelm High School PFA Review Comments from Plans Office Ht Jan, I have scanned the red/green PFA plan sheets and put copies of the files on a server that you can access and download the files This will allow transfer of larger files than I am able to do by attaching them to an email message From your web browser go to the followtng address ~p //fto wsdot wagov Then open the "incoming" folder and find the "SR 510 MP 14 73 Yelm Htgh School" folder There are three files PFA page l and 2 and a plan sheet template file I hope this plan sheet template will transfer and that you will be able to use _-~/ rt for your PFA plan sheets (The plan sheet template you used is for right of way plan sheets ) I am still waiting for comments from the Traffic Office and will forward them as soon as 1 receive ahem Please call me if you have any quesrions Art Lazson Development Services Senior Reviewer WSDOT, Olympic Region (360) 357-2727 Fax (360) 357-2748 LazsAr[ n wsdot wa~ov 12/20/2004 11- lr .vrr !'v wfz~-fvnrt /~rU~'a^""' - ~/6,oPl ~ioc/c, ~vr/~~~~ -coo/ hus /Asi~-~^ ~!//r1t,7 t ~,-~ola~ ra rJ. ~ S !ii/ ~7 C l o r~~, c e fo n ~/~ ~ ~ ~` TWN 17 N, ~arAeue~,u Btir-ir~' 2 ~I y 5'>g b a t ~~ 4 r~ 5F' ~ 7-4a ~9 M n---=c-~ ~~ SR J \ ,) ~4~9 j~ e t~v.row e..rl [or~tt~~5o' : ~ ~/.1`" ~£ U1~ p /~ , K /' // `f ~ 0.+~V ~~ ~o bk ~~ q` 14~/~Y~XV _ ^""a ~ ~q~ ei~ .~f ~.JI~.® a~~~~~ s ®®I~-= m Mo m= r= v ranr-s rev sxzr ~. ~ rw~ mwv. r ® as. m.. m m.rw ¢I,® i ~~ s ~ e e mJILe ~J Le.~.:. m ®~ rm a s m,®~ ~° o ~m ~.m 'R~.r-... '11v ClMitee~ T~Uf'SC GLC~ LLl^rten ® m m`... ® ~ e. ~.. 8 6 t~ ~~// ~~ S7 510 9T V*=v 2D S/S ffiE~~-g~~ G _ __~ YP ,64 T7 wP r4.Br .n+.n, er _e4m ~ote.r,_ ---- G'"~'~` gy=m r.e.''~. s~ 1 E WM ~01M P~EYC- ~N~./.$~lan ~d~r I, nQ St C4~~ ow ~~w ~I'~.S ~Uf ~ re ~v1 oc~ ~oy e.r 'rZJr ~4 f'~Y L~ c ~ --CCU hvt 5G+o4~ o~+ PFii /aG'C~ !3/ r~vi~.E. Pc~ (CJ'r1'! ~ G4w~~'S ~ ~(. A N ii = t ~t% :~ ~ a~ ~~ 1/V ~ \\ TWN 17 N. RNG 1 E WM ,> 4 ~,~ z• aJ ^",arr // (/.., (/Ink, mow'L .ail.. ~~ t ~~ ~ F `•'~ (~ C 17 ~ ~ ~ ~~ I~ ~~ ~ ~~ .2y ~ I S'n ]a0 Mi VIE/ R] I/S ,Y_LM NIuH SL UOL [NPRCVE"+ENTS) - PFD nm~, MP ,<4 TO K' 49 r rt w.nve a m.mv~ +n .r.a.o .v .,vm maim .nvo .saran n wrt .aoav~, a A= w-r o® a o ....s,.e oom ~~ ,~s~ ( ~~ "`i , Co...pl ice.. ro..+ i ~vl l ~,^ ~-F 6_ c-t ?~",'^} C~S r~ pew{o;I+v.~S{r~l.' wr~~S ~~ ~ 'unrl 1n+ ~ D+, ~ , 1uX~ ~ ~'~~.~ ~ C W X~} 5 u \\ ~y ~ ~jTTI ~ ~~ ,~ _-~ -~,_ ~. ~~ .~. Washington State ~~ Department of Transpor#atlon December 16, 2004 TO Dalo Severson/Art Larson Development Services Office MS 47329 THRU Leslie )Iosek ~ ~ FROM Suzanna Dethlefs~,'j (360) 704-3267 Memorandum SUB7ECT SR 510 MP 14 73 Xelm H[gh School Frontage Improvements Plan for Approval (PFA) -1st Revrew Traffic Office Review Comments and Recommendations Per your request we have rev[ewed the Plans for Approval for the SR 510/93'~ AVE 5E and SR S10/Mounta~n Vtew Road/Yelm High School entrance mterseu[ons, and we have the following comments and recommendat[ons See attached redline drawing and attachment for add[t[onal mformahon Plan Sheet 1 Please provide 11'x1T plans that can be scaled The minimum scale to be used on plan sheets is 1" = 50 feet It appears that the intent was to use a 30 scale which [s better than the requ[red 50 scale However, the pent we received to review appears to be photocop[ed at some other than 30 scale (PFA Checkltst #2) 2 There are future opexahonal concerns at the mtersect[ons of SR 510/93"~ Avenue SE The [ntersechon angle between SR 510/93`s AVE [s only 38° Thts mtersect[on is well below the mmunum acceptable angle (Des[gn Manual 41004(2)) Please check the mtexse~t~on angles at SR S I OlMountain View Road to ensure they meet mmtmum requirements, The ex-Siing Mountain View Road and school entrance wA11ae offset by [mprovements This [s not des[rable (Design Manua1910 04(2)c) (PFA Checklist #7) 3 Township and Range axe to be placed at the top of sheets Please revise to T 17N R IE W M Please delete all of the % Sections and label the one Seetion Lme (PFA Checklist #13) 4 Show street and h[ghway alignments wrth stationing, names and/or designations Please show Sunnse Vista Road (PFA Checklist #17) 5 Label all approaches to SR 510 with centerline alignments and tangent bearings (PFA Checklist #18) __ :~ ~' DOT Dorm 100 000 FF aerieea5lee ~-s-'3i ~~~ f~ (/~~~ i+x' 4 Dale Severson/.Art Larson December 16, 2004 Page 2 Label the angles between alignments at intersections, SR 510/93`s Ave SE and SR 510/Mountain View Road and other accesses that are tangent to SR 510 (PFA Checklist #21) All corner radu are substandard (PFA Checklist #23) Show all pavement markings, stop Imes, traffic arrows, sidewalk ramps etc Please move the traffic arrows on both plan sheets as identified on the redlines The striping through Sunrise Vista Road and Mountain View Road needs to be deleted Please revise the lines m the taper at the east and on the fob to show double yellow rather than two way left turn lines (PFA Checklist #25) Traffic Data Diagram 9 Please revise the Traffic Data Diagram The diagrams on the plan sheet must be rotated to the same onentation as the roadway on the plan sheet See attachment for revised 2004 volumes and ADT for SR 510/93"~ Ave Sfi and SR 510/Mountam View Rd/Yelm High School Please revise volumes and ADT for both locations for 2006, using the WSPM5 growth rate factor of 1 98% to calculate future data (PFA Checklist # 47 and 48) tither Considerations 10 Provide clearly identified plots of design vehicle wheel tracking for all turning movements Delete the turning templates from the plan sheet and show on a separate exhibit Why is the bus taming template at 93`a Ave SE showing an illegal movement? (PFA Checklist #49) Thank you for providing us an opporhuuty to review the PFA If you have any questions about our comments please feel free to contact me SD Attachment red Imes Traffic Flow Diagram cc OR Plans file - ~ i I ~S9'~1 ~-- ~cgy~g~-(,c~14 ~,,E.g~ t ~.;-~T~ „~, U° az~--_ -' - - ------ ------~6)-~-~ _ -s _ -- - --- --_.~~~~" I __ __ _ r C4Z) _ ~ - i / ~ ~~- - --------- - -- - -- I - -s-'-~------- -- ---= ---- ------- ---- -- --- ---- - -- --- - -- =---- - - -~~ ~s.«,.~ o~e~ --- --- - - - --- - - - --~ - - ---- ~~------ °~-=rte'- a°°4~------------ ----------- ---- - too) =fir z~cs-~ yot~i ------- -- -- -- - ---- ----- - --- - - --Mme'-'-'- ~."~4~- -- ~ - __ ---- --- --- --- -- - --- ------~ -- - - - - -- --- i ' - - --_-- -_ -_---- --- - ---- ----_ l-4~~Ce~~------~~~~ - ------ - ---- -- -- - - -- --- -- C iU -- -- ----- - --------- - --- ------- -- -- --~' to ---- ---- ------- ------- ------- -------~--~- - --- ct~ ~) - - -=~-e-~----- ---- li~ r' ~ LD?1o, .. ~ --- l'3~~__ ~S1~~S~ --- _ .` _ _Sk~iG Clolt~i DtA,G~f - ------ ._9f?G? Ce£si'_ZJLbA- a~CdY - - CoCO~ _ ~~'~rlt~od-'OV+hJ ~~~ ~{ Br lµ° v~ __ ~_f +~ IA~ _--_ kl;tci Sc#too+_ TWN 17 N RNG 1 E WM a*~ ~ 3EGIN PRuJECT r xv S2 510 MP 14 4i I- ST400+00 BEGIN 35Q TAPER x S ~ I° ~' / ~ ~°~' n, ~ s i~ ~ / ~ ~ use w e % _-___`--`-~_'__ _ 0+94.25 wm - ~_ I} . / / y k SR .~ ~ J ~~ IY IU ,~ -I ~ 8 E i r0 F~ a e ~ mnuvasn ~ mr.~rz ~9 u rl ®~ ~f~d~ d~~la r ~ ~o~aa*1 ems` S2 510 pTrFGN/1M1'N.T MT VI-V RD r/$ rt 2~R~ ("ELM HIGH SCr1--L N7R-VEMENTS) - ?PA *~rtas-ai M7 344i T- M.P 1431 T v rz fDYfEaf 9lubpf 7 kF nYM1A V+eo'uTi ~' ~e~rc ° v'~~O rS ®R nY~oR1~Yl fa ,cGi ao-'l rW s ~rt n45 oGam ~ srz c¢ra ve ttc•t t fi S ~1tL 'RNTiC FW' LIG(JiMf 'lAGi-S GLCV -aPr3RM TMFi~C f'LLTf -INa'iAM ZiA'^aC ~J LIw~iut ,~ ~t 1 ~~ ~ i ~~ ~ _ ', ~~ Ip H P E ` , V ~, ~1 ~ ~~ ~ END PR<)JECT V ;, 6 SR 510 N,° 1481 ,~ -- „_„~ ~~ ®.~, -{ STP 2i~2D 32 s ~_ r ~ ~ ~.-_~-_- ____ _~ _-_ ~ F - ; ~ ••~ - -- _~ ~ ~ ® R~ o V um~ n.mrz ra st ~ T ~O-u~ Q~ ~~5~ MT VIEV R7 i/S 4 ' c (Y_LM I-iCM SC40CL IM~R()v EMENTS7 rnas-w - P~ f+ M~ 14 <1 TQ M? 148 a v s ~pmq~tn'a ri ~ d .soc- n .e mm E:RI@ MTNd ~iw! aro wcr mn Noc..n rw ~~ o~.o ~ [.. a.n oc.n6' t ~~ a TWN 17 N RN(, i F WWt .. JVYM&A Jerome W Morrisseke & Associates Inc , P 5 1700 Cooper Point Road SW #B-2, Olympia WA 98502-1110 (360)352 9456 / FAX (360)352 9990 DEVIATION - Intersectton/Access Requirements YELM COMMUNITY SCHOOLS - YELM HIGH SCHOOL FRONTAGE IMPROVEMENTS SR 5 ] 0 - 93iin AVENUE TO MOUNTAIN VIEW ROAD (M P 14 41 TO M P 14 81) PROJECT DESCRIPTION The work included m this protect is intended to meet the frontage improvement regmrements of the Ctty of Yelm for the Yelm High School Protect The improvements include re-channehzatton (sttiptng) of SR 510 from approxtmately 400 feet west of 93rd Avenue to approxtmately 463 feet east Mountain Vtew Road (M P 14 41 to M P 14 81), and reconstruction of the entrances to the Yelm Htgh School stte The intent of this protect is to provide striping that conforms to the future roadway section of SR 510 per the Ctty of Yelm requtrements, while improving the accesses to the site to meet WSDOT requtrements and turning movements of the required design vehtcle EXISTING CONDITIONS The two mtersechons considered for this analysts aze SR 510 and 93`d Avenue and SR 510 and Mountain Vtew Road Additionally, the two entrances for the Yelm Iltgh School are analyzed for compliance Currently, the mtersectton of SR 510 and 93`d Avenue does not meet WSDOT requtrements for fuming movements for the required design vehtcle (S-BUS-40) The attached Exhtbrt lA illustrates the existing channehratton (smpmg) and edges of pavement with the outside front wheel path and inside rear wheel path for the design vehicle For the design vehtcle making a nght turning movement from SR 510 onto 93`d Avenue, the inside rear wheel path does not meet the minimum two-foot separation from edge of pavement to the wheel path with a portion of the wheel likely leaving the paved surface The attached Exhtbtt 1B illustrates that the inside rear wheel path of the design vehicle does meet the two-foot separation from the proposed edge of pavement with the proposed improvements, however, with the requtred widening and channehzation improvements required by the City of Yehn, the outside front wheel path does cross the centerline of 93`d Avenue Due to existing nght-of--way, no addiUOnal improvements can be made to address the requtrements of the Ctty of Yelm, while meeting the turning movement requtrements of the design vehtcle Currently, the intersection of SR 510 and Mountain View Road does not meet WSDOT requirements for turning movements for the requtred design vehtcle (S-BUS-40) The attached Exhtbrt 2A illustrates the existrng channehzation (stnpmg) and edges of pavement with the outside front wheel path and inside rear wheel path for the design vehtcle For the design vehicle making a nght turning movement from Mountain View Road onto SR 510 the inside rear wheel path falls outside of the existing edge of pavement Thts mtersectton is located across SR 510 from the Yelm High School, and no frontage improvements are required for this intersection as part of the City of Yelm's SEPA and frontage improvement requirements As illustrated m the attached Exhibits 2A and 3A, neither of the two existing accesses for the Yelm High School meet the turning movement requirements of the design vehicle (S-BUS-40) It should be noted that the access point located across from Mountain Vtew Road is for passenger car traffic only, and busses are to use the other access point However, the wheel paths illustrated on the exhibit are those of the design vehtcle Civil /Municipal / Ceotechmcal Engmeenng and Planning This section of SR ~ 10 is m an urban azea with a posted speed limit of 35 mph (20 mph during school hours) PROPOSED PROJECT The proposed protect includes reconstruction of the two access points of the Yelm High School, roadway widening and rechannehzation (striping) that conforms with the future roadway section of SR 510 per the City of Yelm requrements These Improvements are as regmred by the City of Yelm as part of the frontage improvements for the Yelm High School protect As Illustrated in the attached Exhibits 2B and 3B, both of the two proposed accesses for the Yelm High School meet the turning movement requirements of the design vehicle (S-BUS-40) It should be noted that the access point located across from Mountain View Road is for passenger car traffic only, and busses are to use the other access point However, the wheel paths illustrated on the exhibit are those of the design vehicle DEVIATION DESCRIPTION The existing intersection and access points do not meet the design vehicle requirements under existing conditions With the roadway widening and rechannehzation required by the CITy of Yelm as indicated m Exhibit 1B, the design vehicle would be able to swing outward into SR 510 m the striped "no access island" at 93rd Avenue without requumg the design vehicle to enter the lane of oncoming traffic This movement would allow the design vehicle to proceed with a right turn through the intersections without leaving the existing pavement (while maintaining a two-foot separation between the inside rear wheel path and the proposed edge of pavement) No addttional improvements can be provided due to right-of--way restrictions As illustrated on the attached Exhibit 2B, the new alignment for the "Passenger Car Only" ingress and egress access point does not align with the existing roadway of Mountain View Road This access point cannot be relocated to align across from the center of Mountain View Road due to property line restraints, however, as illustrated the access does align with the center ofthe nght-of--way of Mountain View Road Therefore, as illustrated m the attached Exhibit 2C, when the City of Yelm decides to improvement Mountain View Road, the center of the roadway at the intersection can align across from the new access point This optioaal future alignment of the intersection of Mountain View Road does meet the 150-foot radms requirement of the City of Yelm for the design speed OTHER OPTIONS CONSIDERED None The proposed roadway widening and rechannehzation meets the requmements as required by the City of Yelm for the frontage improvements required for the Yelm High School protect without significant expenditures above and beyond the SEPA and frontage improvement requirements RECOMMENDATION The proposed protect adheres to the requirements of the City of Yelm The proposed access improvements and rechannehzation does meet WSDOT requirements for both tgress and egress access points for the Yelm High School However, the required widening and rechannehzation does not meet the regmrements for the design vehicle at the mtersechon of 93`d Avenue and SR 510 However, the proposed protect is the only option available to meet the requirements of the City of Yelm, and if the design vehicle proceeds safely at these locations, the design vehicle can make the turning movements without leaving the existing pavement or entering a lane of oncoming traffic Therefore, Yelm Community Schools is recommending a deviation of the WSDOT requirements for the design vehicle m order to meet the frontage improvements requirement of the City of Yelm Additionally, the proposed reconstruction of the ingress and egress access point for passenger cars located across from Mountain View Road does meet requirements for the design veficle, but rt does not provide for alignment directly across from the mtersect~on as desired by Sectwn 910 04(2)c of the WSDOT Design Manual ALgnment directly across from the center of the existing roadway is not possible due to property line restr~ct~ons, however, the proposed access location ~s aligned across from the center ofthe nght-of--way of the Mountain View Road and SR 510 mtersechon Therefore, Yelm Community Schools rs recommending a deviation of the WSDOT regwrements for mtersect~on/access alignment in order to meet the frontage improvements requirement of the Crty of Yelm while des~gnmg an ingress and egress access point that meets the minimum requirements for the design vehicle The Gty of Yelm will have the opportunity to design these mtersect~ons to meet WSDOT requirements for the design vehicle and alignment m the future when the cross streets are unproved to City of Yelm design standards for these roadways -- -- ,- - - --~ - - - _ ~ ~~~SR S10 , ,'~ j ,'~ ~~ % ~~ ' / i ' ,er ,Y '~ ~~ / ~ O ,' / .- ~ ~ -~ ~' ./~ ~~ ~ %C ~_i ~ OUTSIDE FRONT WHEEL PATH LESS THAN 2' FROM EDGE PAVEMENT TO INSIDE REAR WHEELPATH INSIDE REAR WHEEL PATH EXHIBIT 1-A EXISTING BUS W HEELPATHS SR 510 STA 4+01.48 M,P, 14,49 /~ -------- -------- - -~-- - ~- - --- r __ 11' 7611, 76' ' R N 50°18'14' W - % - - - ..~1' ~ SR S10 , / i ~ = - - - ~ / i' 11' 38 / ~\ ~ ~~'- ~ 4 \ ~ / ~ ~ \ i, ----- \ // ~i ~ ~ 19.5' /i ri I // p ~ ~ / ~ / ~ ,~' ~i ' / // ~ / + ,~~ ,~' ~/ OUTSIDE FRONT / / ~ / WHEEL PATH / ~ / ~'~ ~ ~ i ~' / ~ F' ~ J INSIDE REAR W , HEEL PATH ~ , j Vin, ,' / ' ~ / INSIDE REAR , S %/ ~ WHEEL PATH ~ i/ ~' // OUTSIDE FRONT ~~ % ,'~ /~ WHEEL PATH '' // ' ~ INSIDE REAR , . / ~ / WHEEL PATH / ,' / // // EXHIBIT 1-B PROPOSED BUS W HEELPATHS c c c 510 STA 4+01,48 M.P. 14.49 -~ 11' ~~ ~ SR ~ \ ~ ~ i 1I ~- v 4 ,- ,~rW~ - .- ,--,~ ,,L2 i ~ ,- S ~ ,- i , / / -, /,. ~~ '- i ,' ~~ - ~~ ice- ~ i ,, ~, ,- °18'14' W S10 ~ 38' i p' ,' , //~ ,~ ~~ , ~ -~ ~ ,- , ,- i OUTSIDE FRONT WHEEL PATH INSIDE REAR WHEEL PATH EXHIBIT 1 PR~P~SED _ ,~T~ li' -C CWIDE BUS WHEELPATHS TURN) x ` \ ~ \ .\ ~ ~\\~\ ~ ` \ ` ~\ ~ ~ ~ ` ,' .~ \~ ~1--~. \~ ~ \\ `\ \_ / , /Y ~ \~ G2~, ` OUTSIDE FRDNT~~9fy~ ~\ WHEEL PATH ~\ f~~ \~~ INSIDE REAR `~~ WHEEL PATH I ~\ ~~P,~ ~~ ~~ O --- ~i ~~ \\~~ \\~ -- ---- ~ I~"rt; ~i . OUTSIDE FRONT ~~ ~ / , WHEEL PATH ~ ~ ~ ~ / / ZZ1 . ~ ~/ ~~~ , INSIDE REAR ~ ~a'~~,~ WHEEL PATH ~ V2-Z OUTSIDE FRONT WHEEL PATH INSIDE REAR WHEEL PATH SR S10 ._ ~~ ~\ ~~ /~~-- INSIDE REAR WHEEL PATH OUTSIDE FRONT WHEEL PATH . at Q~Z ~~ HIGH SCHOOL ZZti?~ ~~ ACCESS VR-,<<v . .~2 QQ . QQ„~Q' ~ ~ V S ,' QQZJ ~Z EXHIBIT 2-A EXISTING BUS W HEELPATHS - ~--'- X . ~ ~\ . . \ . . .' / . ~ .' . i ~ \ i ` \ i ~ \~~~G~~ \~~ ` OUTSIDE FR^NT~~ 9't.~, ~`\ WHEEL PATH ~.\ L~ ~` INSIDE REAR ~~~~ WHEEL PATH `~ ~P,d ~ ' _ / - ---, SR 510 .~ _ _ _ - -~- ~ ~ i \ ~~ / SO' R ` 1 I I OUTSIDE FRONT I~ ~I~ WHEEL PATH II INSIDE REAR I11' I1 ' I 11~ WHEEL PATH ~ II i I ~` I ~ _ 11' --~ R 11' INSIDE REAR WHEEL PATH OUTSIDE FRONT WHEEL PATH PASSENGER CAR INGRESS & EGRESS (BUSSES USE SEPARATE INGRESS & EGRESS) EXHIBIT 2-B PROPOSED BUS WHEELPATHS \ ` \ \ . ~ ~\ \~\\ \ \ . ` `~ ~. ~~~ ~ ~ . . . . \ ~` /( _~~' i~ i i ~ ~ ~~ \~,t~~ ~\ ~~ \~ OUTSIDE FRGNT L ~ WHEELPATH ` INSIDE REAR . ~ ~~ 'pd \ WHEELPATH '~ ~ ~,/ y -----~ ~' S S10 ,~ -- UPTIUNAL - ~ - - - - FUTURE - ALIGNMENT - blp EXHIBIT 2-C ^PTI^NAL FUTURE BUS WHEELPATHS ALIGNMENT X ____ , _-~-_' -~ -------- - _ _ ~ ------- ~UTSIDE FRONT ~I ~~ ~ WHEEL PATH i I~ ~ INSIDE REAR ~I ' ~ ' OUTSIDE FRONT WHEEL PATH ~I ~ WHEEL PATH '' ~ ' INSIDE REAR r ~ i WHEEL PATH i i HIGH SCHOOL ACCESS EXHIBIT 3-A EXISTING BUS W HEELPATHS x ~/ -10 ----- - . \ _ - - -- - ,.-W---- - _~ 101_ - - i - I 15'-R- - ----- -- -- OUTSIDE FRONT i ~ ' ~ ~ ' WHEEL PATH 1 OUTSIDE FRONT INSIDE REAR ; WHEEL PATH ~ WHEEL PATH i ~ ' INSIDE REAR ~ ~ WHEEL PATH ~ ~ ~ ~ i ~ / HIGH SCHOOL ACCESS EXHIBIT 3-B PROPOSED 3 BUS WHEELPATHS N X WSDOT Olympic Region PLAN TOR APPROVAL CHCCKLIST llpd3ted 12 Jan 2005 ~~"-~'"~' ""~°'~ `~.' °t _ ~` ` .-„~~~i ~~q~~,'~~. ~~'-a f ~ ( ~` J~ ~, Pro ect Title S Cz S 10 X13 R' ~ VETO MOUNTAt tJV t~1 ~D lvoN N NS S QFaTY ,'f State Route 5t O SR M P 1FF SZUt~ 4t- 1481 Clt /Count R = M /T ~ ,~ ~~ ,Y, r i PR®~ ~EG'T rs r : ~.:~,r~,~a~„ , - t l. HV ~ + t'~'~'~ ~ ~~~ ,., ~ '~ +' ~~~ ~~~ 1t~~ .. (~y '~ P ,"PARER ', ~ y amt,:~~~~~~, ~ ggm,~~~~ ~R V /~ i~®RMA+TrIp 46' xy ~~V ~ ~^ ~ -~ i~xs ~ ~,r ~f,,,~~ ~tiN-.yr~ . # Destgned by Doug Ek.t_lr ys ec YelC+lra fir` 1 k-~+'!m {~' ~Dat~ubmitted~for,~RevteH! ;~';~t' Date Submitted for Revtew IR 4] SDLY PWA1 tYt ~ tll, }fi`nM Yt 'N 1 ,tDatptSubmit4e ~foiRev~ew I i' ~_ L_ iy~&i~ Date Submtted for Revtew N P SI4l a n,»-.stv~ t eh r .j yJ, a ~,`t.t ~rRevtew~#~,,;,'}~~~+~± ~ ;~„~~,~"~~1`s4~;,'~~,."~ ~ Revtew # 1!'r A,1 ~ YVb~;aYAP myl ~ nj f [ u , .~+y,u ly tau ^Il~~yl~1j [yip yµ~ 7y, ReufevVt#~t;~n' ~,s,t~~`~~„L~lWfl{I{~n'~d .~~~ll la a 1 ~ Revtew # ~'~~ '~''` ~ '°" Y ~ °`"` ^ ~ ~ ` + f I J ~~ V~I,EWER=~ ~, ~ r->ss~tct $ f,~,a - ~ ` ~`" INFO 1 TIO~ T__ )i r, ~ n. ~~.~ ,, ~` , ~°+~ ,,.;t,,,, ~a,~'~F ~, ~,~ Reviewed b , ',Y. ]~ NNt ~~TTf i N [`.^n rDatetlje~'d~fot~Revlew.~~~}~1 t F & 1~ Date Recd for Revtew / Y'~ f,(lt,~ 'tw'YULY VTR A ~Date~Recyd~fpr~Rev_tew `f Date Recd for Revtew ~ 'ul ~ ~ ~ ~ v .P ) 5'FYi 4 ]C riR 1 ~ IDate~Reffurned tel~ ~ "~dl "~ ~ ' u 5 RH{~.~F~u s~~Ah ~ Date Returned 't" M'15.M9R'S EI' 4 ! ,t',Date Returned .~, ~i~~ Date Returned h ~JhY-Y 1RSl ~teview~#,~,~'~„1 3~ Revtew # .inp Yci4^ 9 ~Reytew~#,~~; s Revtew # WSDOT Olympic Region Updated 12 Jan 2005 PLAN FOR APPROV i L CHECKLIST NOTE (WSDOT Olympic Region refers to the complete set of contract plans as a "PS&E" package, developersAocal agencies refer to their complete set of contract plans as a "Full-Package Submittal" While all vertical and horizontal design elements may not be requued to be submitted with the plan for approval they are required for the PS&E or Full Package Submittal, however the designer is advised [hat [he representation made m [he Plan For Approval must reflect a design that works m a113-dimensions, and meets design criteria for vertical and cross-sectwn design elements as well as horizontal It is prudent to check the following as the Plan For Approval is being developed • Roadway section and profile, • Section cross slope, pivot and profile point, and ditch sectwn, • Grades, vertical curves, super [ransmons and sight distances • Horizontal and vertical sight distances, • Vertical and horizontal clearances, • Drainage, signing, illumination, utilities, signals, etc • A protect will not be approved until all design elements meet WS] • Some people may informally refer to the Plan for Approval as the these are not [he channehzation sheets found m a PS&E or full pa. • References and standazds commonly used in transportation design - WSDOT Design Manual - WSDOT Standazi - WSDOT Plans Prepazanon Manual - WSDOT Bridge ] - WSDOT Standard Plans - WSDOT LAG M - WSDOT Ihghway Surveying Manual - AASHTO Green - WSDOT Olympic Region Development Services Developer Agree standards and WSDOT Design Manual criteria plan" or channehzahon plans, rt should be noted that submittal Specifications - Plans For Approval Checklist sign Manual - Highway Capacuy Manual mal - MUTCD Gwdebook ATTACHMENTS (that may be reauiredl A) Plots of wheel tracks of design vehicle(s) for each tummg mo B) As appropriate a discussion of design elements that were con' C) New interchange alignments shall have roadway sections and D) Approved deviations and resolved for the plan for approval, s with superelevation diagrams PFA CHECKLIST (l2 Jan 20051 doc ~ Pege 2 of ll WSDOT Olyn PLAN FOR APPROV Roadway Geometncs Devlahons shall be fisted on the PFA m a text c Region CHECKLIST Updated 12 Jan 2005 below the Design Data Box, example is provided below ,a~~12 DESIGN DATA FOR NHS ROUTE NON-INTERSTATE 12 SAFETY IMPROVEMEN ~q TS o~I~ DESIGN CRITERIA EAST JET PLANE STREET SR 777 FUNCTIONAL CLASSIFICATION COLLECTOR U RBAN PRINCIPAL ARTERIAL DESIGN MATRIX 5 9 3 7 DESIGN CLASS MDL-4 P 6 ACCESS CONTROL FULL CLASS 3 TERRAIN LEVEL LEVEL DESIGN SPEED 35 MPH 35 MPH POSTED SPEED 35 MPH ~ 35 MPH DESIGN VEHICLE WB 67 ~ WB 67 PERCENT TRUCKS 10% + 10% + APPROVED ROADWAY GEOMETRICS DEVIATIONS ~ DATE APPROVED DEVIATION APPROVED 31-FEBRUARY-1899 BY HO DESIGN TO USE A RADIUS OF 45' AT THE NORTHWEST CORNER OF THE INTERSECTION 31-FEB-1899 !~ Sources /~ 7 Informational only In (DO NOT ui on Ions) State Highway Log Design Manuol CH 440 04 WSDOT Design Manual CH 325 WSDOT Design Manual CHS 410 430 440 R/W plans,as-bunts State Master Plan for Access (HQ Access Office State Highway Log WSPMS WSDOT Design Manual CH 440 05 WSDOT Design Manual CHS 410 430 440 State Hi hwa Lo Field Review Traffic anal sis Field Review Traffic anal sis, Field Review PI A CFIECKL IS I (12 Jan 2005) doc Puge 3 of ll WSDOT Oly~pic Region PLAN FOR APPROVAL CHECKLIST Updated 12 Jan 2005 GENERAL REQ t ~ IREMENTS _ i m _ -.~ G,+e i 1 n, N, 3Y ~ Y='°' 4d44f, bvr~d`~ I~ ia+1i4 [v~ 3A Jl" 1 q l ~~~ M+ u,~1'~']n i f~M f r.(4Y~z m ~~ e¢} t a1d -. ~~: ~Y i~", to 4<Tl}~~• # YES ' NO N/A, f f PL^AN,FQR''APP,I~tOVALITEM ~~ ~' ~~, 1vQTES/REVIEW^COMMENT5u 4,tf ~ l l n, if ~ t r Y a F~ (' _ I f f t ~~ l 1 ~ Plans shall be m En hsh untts and eleaz and eas to read ,,,E, MtiuYnutti Scale+l I=SQ°ft ~liftei'chAd~e~p~~i~~ ean~'u~'e ;U(,=„10b ~ ,' ~, ~ 'G 2 x " ~ ~a ,+"r` 4 i ~' 1, ~ 4r ~~" ;fi1 6 .nr v ~ pn ~~ .,y " '~ i -.1, „ , a enou hl2ietazl be~cle shown " ' , can rl ' ' , vi ~ ' , t a , ,,. a , ,~ n A „ a ~ a ., 3 X The final plan(s) shall be on 22" X 34" mylaz'sheet(s) All final Revlew subm,ttals, marked °Prehtmnary", need sheets shall be stain ed, st ned and dated b the P E not be stamped or signed f~A°lhunifhum;of,1'~f u llrst~d~ahd°2'half,srze'.pldif ~hezts ar"e:' ` :` ~L'r ~ ' X ~ y 1yY .l ~~ ~ Rr 4 CLt ~4'ISA'.~V~;II Lnl' ~ 4..n ,,f 2`L C~Ri~+ -r utred~focre 5'rr tews atid~subtntttdl~ ktti+~ {1 M1 1'1- a 9T yo ~~~ - ~A - }° S v „ ~ = , _ ~, _ ,,, x,:4 ,,,, 5 X Plans shall be clear and le tble when reduced'to half-stze ( x 'TeXi~sNal~,i'eAd~l`eft~to nght'~s~Vi"ewetl ~tom'~h" "+bbttoiri;'o tha~ ,~{ ~ . ! c r r ~ ~ p~ r a L " l ~ ' ' ' ' ` 'n j t . ; j, i ~ ~ e i r 1 P ~ ~h ~h t' r:th t bl" the' l la ht' d h i ~ f'~ ` ` ~ ' ` '` ~` ' nf ee e, e~ o x st , s ee a t ,,~ ~ , , ~; s 4 Destgn must meet WSDOT Destgn Manual, MUTCD (latest 7 X adopted verston), and other appropriate design standazds, utdelmes, or re wremen[s rdenttfied for the new consttvchon DoesliNe7d'esigti meet'~American witli;Dtsaliillttes Act~(' ),~~;'. ~~~ ' ~ 'f -> ~ - 8 x ~ r ~r r~r,~i}' `~ ,~,~ ~f ~' ~Y , 'r' direin~ntaT~'' ~~~`~ =`i ~x f '`~' " ~ ' , , ~~ - ~ `' - 1 , ~ ~ ~, e , s ~ ¢, ~f, , * „ Stgnattueblock for approval placed wtthm the tale block or at the bottom of the plan sheet Below the stgnature ltne should state, "Assistant Admmtstrator for Olympic )?Tegton Protect 9 ~( Development" and elsewhere within the block should state, "Geometncs approved within WSDOT right-of-way only" or "Geometncs approved" if all channehzation is enttrely within WSDOT n ht-of-wa 'Tale block includes~`State+Roufe~Nu"tnlier oh, a f a • ' l iehne'.lir ect""'' "` Q~ ~<j ~ ~ '' ~~ ~ - ~ _ ,~ . ~ r ~l 10 ~( . ,...xc +a"~Z, i =~i aN r ~S'>"'-~.i~ e'~'~'a n`1 4$k t~ f name on mtecsechoh/mtercl)ange,name~onk2t. ' ' ,_ ,a~Fa ~~..~,.~ ltne;,ant~~ -~'v " ~ , e of the pion sheet ~§ Plan~fur Auoioval rTtie'nam h~ r~ I S I ii .j f'Yy A f1 p f ,Sf Ys K Mile ost (MP)~oh`3`s'line ~ " ~ w v, K 1~ ~ 4 ; ~ µ Sc r e /y 3 4 „ ~ ~ - ` , . , 11 k Have deviations been approved Devtatwns must be subrtutted and approved prior (see exam le deviation box on a e 2 of 10) to final signature approval of the plan PFA CHECI(LIST (12 Jan 2005) doc Pnge4 of I1 WSDOT Olympic Region PLAN FOR APPROVAL CHECKLIST Updated 12 Jan 2005 I PLAN SHEET -EACH PLAN SHEET SHALL INCLUDE THE FOLLOWING: rv a .. ~ H!, Wi J ,YCFt t +C ~,di t),,/A I! ~ ~ ~, S, = rv ! t/4 y YY~ Y Y, yA I , # YES NO N/A PI:AN'sFORAPPRO~ALITEM ~- _ -,~ 1, _ NO'~ES/REVIEWCOMMENTSx 12 X A scale baz and north arrow Cazefully check match lines to Matched segments on the same sheet oriented [nsure the match differently should have then own North arrow _ ;T,by/nsh~p and"~R'aitge~at=top~tif sheets ~tlll`sectttin hiies~stiallFbe~° y 5 ~ ~ ~. - ~ _' _ ` ; -~ • 1 ~ X t~'+f ! iYCNti Iv ~Y_ j,r4~ 1~' ~ y' x~Y-G'l ~! Prv{ K~l ~} PAR r~r„ n ' n </tt i beled" ~ r, ~,"•" ct l"e.=,_= r ` ° }i '~l n~` l ' ~: t- , ~ - _, s an ow ~ ~ 7~ I. e ,S r ~ a ,i+d 3 , , Standard symbols and text, e g Township, Range, etc per 14 >( Chapter 5 in the WSDOT Plans Prepazation Manual are recommended A 4a( !b Mt I Y Lz)sttn~rfe~t~i'rgs Exi~hrig P~tjtures at~afldsheilx &(fall;nbt;bg~' '' , '} ~ ' ' 15 X , r _ 1' Y. 4, r u~dhl'I, f P } , tt i ` how `w th t~ e` t ti "h t ° ~ r ~~ ruc t i F r, , • +. s t m t nety cons on s , ~ , n ,- New features are solid New features and geometry (edge 16 ~ lines, centerline, stop bazs, sidewalks, etc) shall be the ro osed [solid] t e [hrou hout the new constmchon limits 'Sfiow'street and=high'wa}t ahgtfmiSnts; tvithtstatiomng; na"iiies'•'~k"L Q ~ ~` ~ x~ , ~ = .; ' - '° n!~ ~ u j?` !rJ i..4 3n J+i= !'f ~~f 4AV 3- n9~1/~Sr'y''J /(~r'c jas.n.,r and%orEde~stgna~ton§~';S~tattont~n~ should ha~+"era prefixs~,wtth flid~'d' v,o'l Y '3~`4 5 F tG7{'". l Ip "4 ' }'~ n c ,v,+e r nr P it s ~„4e ~ rv ~ ~ ~ 1~-.,. 4 ~ ` r~ ` , ~= rilo ~kr - , r 25 ` L ' 4, t~,F a'. ` ,,larv-:+.f,` .i , ...r v ' 17 / ` possible exbephoti of,martihne ~tattoning',ISta[ton4hgimustbe u ~ ~ ~'~ _, irv~a, ~,. ~„ ^ + ' , x , y v L ~d Y' ~ ~a,l ~ ay A I t k Sr( I f ) 14 A Y 1 ' i I1 ~ ~' a d- , 4,{ ~l I~. IrE.M"w ~i '~Y ,, d`1'coin;left~YO,rlght~'An~eiEamp[eo~thedd'str a ljle'rtic~'1'f~`markset-Up„ - z ' ~ ~ _ _ , at , ~ n , , rv~err 1+I ~ ~._~ ; ;',~ ~;; ^ ~ ?~~~Q ;Y ~'x~==~,t ~ t ~~ ~ ~ ~ >, r g ^a~ ,~. ~"'~t rSlw~$t°Y~~i`il},z~;y'r~ 1~ri X~ i±.su rS"~~°,. ` >rvar~xa~`T.,x u nd h ll d dk `' x ~ '~ ~ ~ _ r.r°Ir o 1R ~+ T.+j' x s - r nr > 5 ~ "F'~ r ~ t `-' S " _a tstattom ca ~outyts, rovt e ,n%,'r ~ ~ a ~ [tY `m , „r~ ,r q $ ^ s,,y j P~ 4 f ~ _ ` f~ 18 Label all centerline ah nments and tan ent beano s ' ,Cuiv~DatasBoz,stiall~;tribcltlde;Ih'>,`.3 r,.~'~;""~ ~~~_~,;~ " .,_ ., °'"~_ - ~ + v" it b a^ . ~ ' . IY ° K 'to f' w " ~ ~ ~ P i~ . +~ o- ~ , S'+ s . ~ d } H{rv J. .. !('l L,z~r F 1V l { k f ~~1 ,r' i° s• ` ~• '-~1?I;°station; De$a,~,l2adtus,°}Tangent, Length;,%'Super,- - _ tN t Y'~CM 3+" irvf, 3, f~, 2,~xi1 "x"ti.'^s°dt la7 ^t`, ~ fit. : 1 ` • ,Cui'`v 'e data foreabhicurve sNall~appeaz once in'the plans,on [lie(sheet'where tbeiPI dp~eara, v /~ _ l x a I e~ e t 1 rug n, r t r rr, 4, I, s i r v w r I the~ Plas bej'~ond„th~`hmtts oflttie ~bb any ofthe'~phit 'sheets;,but a=porttbn'of~the, •' ~~If ~tnd ntitshowp;bn~j 19 , , A v w t is•nea're t Co it PI u s` l ~[he ~ v °dat i the`c box' n h fth ~ h t e)d~t tli {s et o n; p c r ace et r a tt , o e s ee a s s , , e u v a r .~ " ;~tf<t ace's ~- ~;ttiathei6oz; ~tbL'a{zero, <, ' =~'` i~ ~ : • If a durve~ts not sUpei'elevated;pl Y " Y " / t` , ty ~, SS Cr 42rt l~ l ,t`rF " , u: tA'%Pv dr. l lftlsh`aiti~theYP`h tti'st~e'curve data~box only, _ rv • Show the p T addp~?"C'tnt~th@ planrttse 9 u , x t y, rrp w~n,not rti `~bYaat "~v rrv%4at7,~17 +x Y, -royx' wvv ,, ,, 'ife , a •. Check to insure.that,tha ~P. T-s,tP, C e; andibe'ann s,~hod~g on the lana,match`wtth the curve_data,boz ~, _ 20 Place mile osts & e uattons at the intersection of centerline alt merits 1 PFA CHECI(LIST (12 Jan 2005) doc Page 5 of I I WSDOT Olympic Region PLAN FOR APPROVAL CHECKLIST Updated 12 Jan 2005 PLAN SHEET -EACH PLAN SHEET SHALL INCLUDE THE FOLLOWING: w _ ~ rv. - ._ . . -..+ L , ±7 r" rrt'# F1*p ,=F A. j »n^,n t~` ~'r~ it .x~`: ` rr ~m~E .'~. k M1`'u a `=i s 11'i .s b y ~ ;° "~ 1 = =~ i iy^~'{,~,~'- r ~ a ~ ' ~ # YES NO N/A ~ PLAN FORSAPPROVAL ITEM~,~~" " ~ - ;~ NOTES1REVtEW COMM~NT$' , ' ~ ~ ~ ~~ e "~ i ~ a. ",~ " _ 1{.. k1 +'k In ~~~nrv , t , ~>' 4~ Label the angles between centerline alignments at tntersecttons 21 x , if the aze both [an ent where the intersect Label='all°I'ane,tshtiitldeF'and'§ideWallz''wtdttis`=';" ''„ ~ ~_' ' ~ " ' + ~ + r r r s s ",rv r r ~' r ~.4 8 =" i i P 'c ~ "°" ' i ', ~r 6epln Taper p Entl Tapgr r ' > ,a r ~ ~ s.. r @ ~,.[ l 41 Cr t y S ~ i+ • - Wtilthsfislia~l'°li~ s~iowh at liegtnntn the a nd end=tif 'n ew SR 18 ~324ta0 M1 ,' ~ ; - 8R 18¢29+80 ~ ~ ' + ` <' , l \ g _ ( Y \' ~'slt ,~^'1't I`-!i Yh a SR en [ *CY ICfot, T FfYfy M<!f .~'Ge~ iM 4'f' [ ~~.~ ~ cons"tructio~iy( w~ierertheymatchtlnEo existii~"g); matcK'~'rr r. ~~ ,,,.; - -_ ~-.~ V1 C 1 ~aa 11 ktt ~ 1ti= Y. ~+. X , , , r, ' il' t4 i ~~ 1a Pi ,/u" ,k, *s> ~,+ ~r1'~+,' ` li'ne~ and'~t ah`QUtdth" ohanges ,~ ''"l~ „ °` , ~~ ~ , :, 4 a tD 22 , , , , , • `Define`tapes,~(Allah'apers$~h~oulc~ish'ow~pegtliningx~ndt=~, 3 rs x r. 1 • 4 ~' ' ' a• -------------- j q - 1 y_v fx.~ ) v ..4'r.-~ 6 i J.a i' tit > endtng~sf5tion;andivitith~OR'tiegmnirig}p~'fatton;7,ta~er, ( l, 5 1 k N [ "rE i (t1 ~ b L I t") {IY ~ ~ /T S, { i ' 4 L4 ~~ ~ ~ - ~ , a e Sn rateland~wtdth4) One~ekample of;ha~ t'b~c~Q~ne a"taper , `'~ ~', ~ ~ ,.- , , 1 rate is provt"ded~tn~tlie~tioZ=to'the ng)tt~~ "'~- ~ ~ 1~ s , , ~ 25~ ~JR5P',~ 6 4 ^ l _ X30 _ ,.+.- ~G .r S„ ~l"~`r. ~", t: -+r, ['e ~i fj 'l w~' Si'. <"t.,d hY~ .aasi 23 x Label all corner radu of intersections and new or revised road See Right-Turn Comer Design Manual Figure a roaches as measured at ed a of traveled Wa 910-8 and Design Manual Chapter 920 24` ,'Sho'w,aiidllabe];tnter~eotioh,lzft;Tu~ltwtuttttd "f ath~"and~fadttt , '';~ ' ' - - Show all pavement mazkings, stop lines, traffic arrows, 25 X sidewalk ramps, etc but do not call them out One exception reAFF~c curb/curb t e shall be called out 26 X - °L`abelY6us~ u11ouC;`~1"dills; len` the and<t~ en's"~' ~ y ;rr= ~"try~nF~ l~~; ~` ~ ~w: . Ch"eck de"sign enter,ar a " "--` ; , 1 ~ , Show and label WSDOT and crossroad tight-of-way, limited 27 ~ access control and turnback Imes on the lan sheet(s) 28 'Istthete ade ual~ n"}if='ofl wa 7F :"~y' ,.;t,~''~"3-r+(~fi.,~:~~~';,w~r., •~=r l ,_ .x ~, ~ ~ ~ ~ . ,~ - - 4 ~ f k _ 1, a ,C 4v x Z' 4 _ 29 X Where new construction matches into existing, show a minimum of 100 feet of existin eometr Shoa duecUOnal~airow's;-tndtcattitgduection'oftr~ffictflow?'~ ~ ,"~ ~ `x` ' 30 X' ,, p?a < v r ~ ~ ° s, x ~ m,fn„~ J r U f Or. 5v rl~~ai~" ,. 1, nea`r,thb,beginntng~and~etid o$the pro~ed~;41n tl}b rClj~Itired1100f'' ' } ~w t t , n+[A ~ , ~~ ~ A' I ~ r ~ #eetaof'ezistin roadaa ,~ a',' ~ `~ , >,~' Show location and type of channehzahon where raised islands " ' 31 ~ If useful provide an enlargement detail p = 20 ) and channelizin curbs are used Define island eomet I'FA CHECI(LIST (12 Jan 2005) d0c Pege 6 of I1 WSDOT Olympic Region PLAN FOR APPROVAL CHECKLIST Updated 12 Jan 2005 r--- --- --- - - '- - - - - 1 INTERCHANGE PLANS SHOULD ALSO INCLUDE: ~ _ - _' '-i "Y i <`I i~~* 4~»lifrr "I,~j(. `vf e.. Tw.'~v~~E.i i'-..^u ~ jl C`^ i ixf ~i tyE\er~ m.{ ~ # YES NO N/A PLAN FOR APPROVAL ITEM i r° NOTES/REVIEW=COMMENT$° 32 Label ore area radii `liatiel~ri]ediati~Wtilt6 fo"r dt'vtiled }itgtiways;(tfethe"re` ts,6amer in u '~ 33 X 5 , ; ~ x,,`v,r< nkr ,~~ ~npS~i ~iti f ~aY r. i° p1~1'x ~ n ~~ 3 as ' ~ ` ~ tl e~medtan mspre tlia[~t-IS'andic~ted ~ ~~ l , , r ~ , , ~ , , 34 X Check avement widths on structures for desf n mmlmums =CFi ck am acc le ation ntl`~d c e a on' leh" "lh `;~wli f~ ch B ° 35 X e tr p e r ~a e q~ r t~ r g s ta~r ~Y ~ ~ and stop=wheri'they'taper,to X12 ~'eet~o~n the+mainlme;~~regardless ~w . - , _ b ~-~ t st ~~~ ~~ of ram ' wtdth i4 ' `' " { rr ( If there are enforcement areas, length and width are the only 36 ~ measurements to be shown PFA CfIFCI<LIST (12 Jan 2005) doc Pege7 of 11 WSDOT Olympic Region PLAN FOR APPROVAL CHECKLIST Updated 12 Jan 2005 I ~ DESIGN CRITERIA (DESIGN DATA BOX): If the plan is made up of more than one sheet, this informanon needs only to be on the first sheet Also list design information for all cross streets ~ t l "' ,q ° 'tvt ~ ~ ,Ir ,, ... Ew , s ^ v ~ aJ , N ,,.. , ~ a+ w # YES NO N/A PLANEFOR"APPROVAL ITEM4 ' .NOTES/REVIEW `COMMENTS , ..c r . -, The title of the destgn data table shall contain the type of route 37 (NHS, non-NHS, interstate or non-interstate), funding type (I2, NOTE Thts is standard for WSDOT Pro/ects For l d/ d l x eve opment services protects ocal agency an or P 1, etc) and the t e of tin rovement EXAMPLE Dest n YP P 8 the funding type is no[ required Data or NHS Route, non-interstate, !2 Sae Im rovements o w, rr~ , ~ ~ u S, „ a, tFunctional Cla"ssificahon,~e g' tnterstate,~urlian~pnnctpaht~ Si _ ,~ ,-~ ' - - 3O X use \ Y I t } ~tp0"T4 ~1~"TF i 1 e~i,~ ?L 4Mfi 1L i~ to d v~~ aiten 1 rural``inmor aitenal;' etc" (State''Hi h`it<a rL'o )s ' , , , , Design Matnx used, e g 3-5 (the first number is the matnx 39 ~( number, the second number is the matnx row, see WSDOT Dest Manual Cha ter 325) 40 X ^z i r,r~ r , 1, ~ r _, 1 1 r, I 1 " " * . , 4 Design Class,',e g Mb`L'-7; P~3„etc F,^(Destgri Manual Chi 4) e ,Cd~~s and counties pambe consulted fbr,deaign , a c ,y_ ~~,~ _ ~~, - rossroads r claSSific tion of local Access Control Limned Access (Full, Partial or Modified) or 41 ~/ A Managed Access (class I, II, III, IV, or V) -see Development Servtces web site at http //www wsdot wa og v/re tog ns/olympic/developmentservtces/ 42 Tf 'J P t 1 Y Y Y +i rAl °Terraln ~iriot{ntaifiti~s~ lliii'~'`lev~~ wa" Lo ;' ' > k Stale Hi I ; ~ ' u , , ,Y p t , , 43 Dest n S eed (MPH) (Desi n Manual sections 440 and 940) 44 - I Y l; f G iE MT 1Y~Y i f pry ,y'(( '~ y - -0r ,~ Po""stedjSpeed`(MPH);t~State,Hightyay Log) =s `~'`~ Y ~l` ~~ ~ ,° * ~ L %;~ '' - ~ -" X z xM xvyy r p r titii X,ki:'tb ~ dl evti ~i v,.w .~, a, `,tilt www sdoLwa of ma sdat tdo "tateh h" a to htm'1 ,^ r ~° `„ 1 1 z a" 45 X Design Vehicle (WB-40, WB-50, WB-67, SU, P, BUS, etc ) see section 910 OS m the Dest n Manual 46 'PeicenfTnick''s'(onesourcrftis'ttieWSP(vIS)` I' PI A CIIECKLISI (12 Jan 2005) dog Page g of I I WSDOT Olympic Region PLAN FOR APPROVAL CHECKLIST Updated 12 Jan 2005 ~ TRAFFIC DATA DIAGRAM ~ Traffic Data Diagram for present year is needed for all intersections Mobility projects require an addttwnal diagram for 20 ears i from the vear construction will begin (uot from the Present year), i NOTE for developer projects "honzon year data" is used instead Obtain guidance from the WSDOT Olympic Region Traffic 'Office or Development Servtces office F # YES NO N/A PLAN FOR APPROVAL ITEM NOTES/RE~'IEW COMMENTS 47 ~; ~ Show the Directional Design Hourly Volume (DDHV) for each Example shown below J turnm and throu h movement 48 k ~ Shot-the~Average,D~il"y; Ti'affid`(ADT)ti'or the throdgh ` ~ a - ~ Example`~shown below movements onl " x Traffic Flow Diagram ~w (zss) 000 =EST 2004 ADT r ~j 4240 (112) (000) =EST 2004 DDHV (10}7) (sz) 39 3B ~ t~ (2100) (929) ~. (1929) (50).J (90) (675) (103) /''(91) SR 161 93 j 44 ( ) ( ) (,44, I 4,40 (249) Pl A CHECf<4 {v7 (12 Jan 2005) doc Pnge 9 of I l WSDOT Olympic Region PLAN FOR APPROVAL CHECKLIST Updated 12 Jan 2005 ' OTHER CONSIDERATIONS I r i a. o r i iii! ~ „i nldv~ yl+yrttl! `~ rk", k d 'n ~a+ ~n+v i ~ it it '""r4+ x~ ~~ # YES NO N/A ~ PL"AN FOR~APPRbVAL ~ITEMa ~ NO'fE'S/I2EVTEW COMM$NTS e • 5 t~ s n , Provrde cleazly identified plots of design vehicle wheel tracking for all turning movements Ensure that each \/ movement can be made without encroaching on curbs, traffic NOTE Tumrng plots (AutoTurn, etc) shouldNOT 49 l~ islands, sidewalks, or leaving the pavement (see Design be place on fhe PFA but skoufd be submitted on Manual 910 OS) Encroaching on an adjacent lane m the same separate sheers as backup nratenal direction or paved shoulder may be permissible with ustrficatron ~For~chagnehzation;looated outside of'~fate nght-of-Way, >+ ~ ` + ' ,+,n t ,,~u,.-t, pdr r, rlar r~. ., rt.'~~~ e +,!, .a ' ~wnttemconfinnatiori froftt~the~~ppllcable local agency, is~ 50 i ~e ~ A i, 7 Y + i' pY ~ c ~ i + + required to venfy the ahann~hzahbn+inebts fhe local"agency's , desi cntena and a' royal ~ti k PFA CHLC.I(LIST (12 Jan 2005) doc Pege 10 of I1 WSDOT Olympic Region PLAN FOR APPROVAL CHECKLIST Updated 12 Jan 2005 ITEMS NOT TO SHOW ON THE PLAN FOR APPROVAL # ~ YES J- NO ~ N/A V ..r"' w- f-~ _.-a ~,.. ...t: <x~^'J ~i~ 1^ ~F' ~) Mfr°h~ _ ~~~. _ • PLAN'FOR9APPR0~!AI,ITEM n r , y a ~ .. Eat' Yi.. w : '~'.. ~"2 a.J'..~~'P *Tff wi .lt~ ^ Jg J NOTES/REVIEW^COM113ENTS ~ ^~ 51 Do no[ show back ound too a h 52 Do=n$t`showrcontotirs~ V' .'a' ~ ~~ '~' 53 X Do not show exlstmg lane/edge stnpes wuhm the new construction hmlts 54 • <Do~not show`illuriiiii`arion - ~ ~ - ~ ' 55 Do not show st ntn 56 -Do.riotshow~street°h~htin , st nal~stan'daYds or lotl s' `^; 57 Do not show uhhhes 58 X Dotiotistiow,diatna a^' 59 X Do not show uardratl 60 Dorriot`sliow viciriit ^ma , ~ ;'- ' " "~ " ~ " E 61 Do not show le ends or notes NOTE The design proposed via the plan for approval will of course have taken these hems into account Pf A CHECKLIST (12 Jan 2005) doc Page I1 of 11 ~G PiF 0 n m a r 0 N K N DESIGN DATA Fit N@1-NNS ROU NON INTERSTATE MOBILITY IMP TE ROVEMENT PROJECTS PROJECTS DESIGN CLASS MDL-11 N/A~ N/A~ DESIGN MATRIX 5-]0 N/A~ N/A~ ACCESS TROL CLASS 4 N/A. N/M TERRAIN LEVEL LEVEL LEVEL DESIGN SPEED 40 MPH N/A~ N/A>t POSTED SPEED 35 MPH/ 20 MPH SCHOOL NOT POSTED ]mT POSTED DESIGN VEHICLE BUS N/AS NlAs PERCENT TRUCKS 656/ N/A~ N/A~ APPROVED ftOADVAY GEDNETRIC S DEVIATIDNS DATE APPROVED N/A~ N/A~ N/A~ 550 IIb32 11 ]t6 690 ~~(929)68W ~~(90D)(633)~~(942) (6)~~(42> SR 510 (29)(15) ~6 j<0) P q'!Q9 00 1325 TRAFFIC FLOW DIAGRAM 000 = EST 2001 A-T <000) = EST 2001 -DHV ]A ]l6 <610)~--x(9]3) 15293 au) ~ (16) ~c35) (60) 1(W 06> YELS~~~ILH TRAFFIC FLDW DIAGRAM 000 = EST 2001 ADT (000) = EST 2001 --HV SNOT AVAILABLE 572 IS 305 <6) (9) IS 905 15,20 15 305 f613 ~~(]012) ~~ (62D ~~<106A (616) ~~<966)(6l2) ~-~<900><650)~-~(91]~ tlll tl9) <6)~~(14) SR SIO (30)(1]) (10) ~ (1]) /'(36) SR 510 (62) ~~4. ~'S- f0) F ~ 1506 g3E9 (]9) (0) <]9) YELM HIGH SCHmL TRAFFIC FLOW DIAGRAM ~ TRAFFIC FLOW DIAGRAM 000 ESi 2006 ADT 000 = EST 2006 ADT (000) = EST 2006 Dp1V 0000) EST 2006 ODHV PRELIMINARY GEO)~TRICS APPROVED ASSISTAM VITHIN VSDIIT RIGHT ADMINISTRATOR FOR I OF ypy OLYMPIC REGI@! PROJECT 0 30 60 DEVELOPMENT SCALE IN FEET ~ SR 510 93~ AVE TO MT VIEW RD ngton State MP 14 41 TO MP 14 81 ~, of Transportation aF z PLAN FOR APPROVAL s~Eis BEGIN PROJECT T. 17 N, R. 1 E W M T, 17 N, R, 1 E WM ~ ~~ '~~__. ~ ~. ~_ ~ a \ ~ ~G2 `~ `9f,1 \ j \ ~r \ SR SIO STA 16+5727 ~~P a R/V _____ MP 1473 ~ d a\ 50 R __l ~ T t -.T ~ TT _1 _ _ R/V ~ ll 1 D 88 M - _ _ D7 91 9l ]t 1 _ 51 = 11 m 1 N ti ll 91 93 _ _ - _ - - - __ _ n N O ~ ~ 11 Q N 1 ~ N h R/V ' 15 R vl I I 35 R N 50 R ~ ll I I ll ~l ~ ~ IJ O ~ LI ~ ~ llVll END PR^JECT SR 510 MP 14 81 STA 21+20 32 20+64 36 A P R/V ___-T_- __~-----------------~_-_---__ -_---.__-- _--_-_---_--- R/V 0 N 11 ~ 20 _____________ __ A - 11 _ N 50 28 43 W 115 ~ vi L 9U - _ _ 9U Il, 90 9p l15_> c ______________ __ b 1 f ¢ ,____ ____ y R/V ~ ¢_ _~__ -~--__-___---___-____ ~-~- ~~ ~-____ __ _1_~-__- _-__ _ R/V /~/~F f~ ? 351 TRANSITION TAPER ~o ~ ' u+ aN MAR 1 1005 ~^ JN ~~~~ ~~ ~~~~ PRELIMINARY GEOMETRICS APPROVED ASSISTANT VITNIN VSD[IT RIGM ADMINISTRATOR FOR F---~~ OF VAY OLYMPIC REGION PROJECT 0 30 60 DEVELOPMENT SCALE IN FEET FlLE NAME 03718 fronts a-3 dw TIME ~ sr"'" FED AID PROJ NO DATE Jan 21 2005 ~ SR 510 10 WAS PLOTTED 8Y rDw 0, 93~ AVE TO MT VIEW RD DESIGNED BY D E J0B MA1ern MP 14 41 TO MP 14 81 ENTERED BY Washington State 9"' CHECKED BY ~aM+A"cTNO. ~R~A,wMMO. Department of Transportation ~ PROJ ENGR o"rE DATE PLAN FOR APPROVAL ~ REGIONAL ADM REVISION QATE 8Y 9£ SSMP MYA as s"~n wx "°°°'~4heR 4 l`~~S~~10 0FP4I,~SW4d?AA"s"~` y ~r~ F,4,yQ ~' 4 R f~ f1 V fD ~~ ~ ~ MAY p g p005 Jerome W Momssette & 4ssocacas Inc P S 1700 Coopcr Pomt RoadSW, KB 2 Olympia WA985021110 (7b0) 352 9456 • (350) }y2.9990 FAX TRANSMISSION SHEET TO / NAME iYG'I _~i~/~S~r}~l COMFAI`~ FILE NO. G ~ / ~3 ~' FROM: _ NAME: />Y r~~ DATE 5- ~ ~~~ We are transm7tt3ng from FAlY number (3G0) 352-9990 We are transmitting a total of pages ((ncladmg cover page) If you do not receive all of the pages please call us st (360) 352-946. Thank you ~~ // ~ l_ `i S7gned• SENb FAX TO. ~ ~~~U'3J ~. ~ _, FAXP~((SGfn Ctve( "Munlupaf * Georechracal Bngtneerrng and Planntng MaY 4 20G§ 10 O6PM JWM&A JWM&A No 6016 P 2 Jernme W Mornssette 8c Assocca/es Inc P S 1700 Cooper Pomt Road SW, #S-2, Olympia, WA. 98502.1110 (360) 352-9456 • (360) 352-9990 FAX TRANSMISSION SHEET TO. Mr Art Larson WSDOT Olympic Region Development Services 5720 Capital Boulevazd Tumwater, WA 98504-7440 JOB NO. 03143 DATE S[1BJECT February 28, 2005 ~ l~ o fob.. ~ /g~3 ar~^,- D~tz-T Lq~yor+ ~,-tie.'TVS c~lydt~c• Yelm Htgh School SEPA Frontage Improvements SR510 Non-NHS Safety Improvement MP 15 55 -15 67 I atn enclosuig foz you the attached items COPIES DATE DESCRIPTION 1 February, 2005 PFA - 22" x 34" Revised Plans 2 February, 2005 PFA -11" x 17' Revised Plans 1 February, 2005 PFA Checklrst 1 February, 2005 PFA- Deviation Recotnmendanons SR510/93`d Avenue S W and SR510/Mountatn View Rd SE I am subavtting these revised PFA plans, checklist and deviation recommendations for the above referenced project If you have any questions, please contact me at (360) 352-9456 Very truly yours, Jerome W Momssette & Assoelatea Inc., P 3 SIGNED Robert Tauscher, P E Proleet Engmeer C Mr Erhng Sirkland, Famhncs Opcrauons, Yelm Conunamry Schools, PO Sox 476 Yetrq WA 98597 Mr john Enckson, Enekson McGovern, 120 131' Street S ,Tacoma WA 98444-4804 C \Bab>F~Ies\031 a3 Yclm High Scbool Siw Lnp+ovemendConapondcnce\022805 2llansmlt WSL10'r I:pC Civil • Mtmcccpal { Geotechntcal Engu~eermg and Planning Mav 4 20U~ 10 U6PM JWM&A No 6010 F 3 .JWM&A Jerome W Morrlssatte 8 Associates Inc , P S 1700 Cooper Point ftoed SW It6 2 Olympre WA 98502 1 C 70 (360)352 9456 ! FAX (360)352-9990 DEVIATION - Intersecnon/Access Requirements YELM COMMUNITY SCHOOLS -YELM HIGH SCHOOL FRONTAGE IMPROVEMENTS SR 510 - 93RD AVENUE TO MOUNTAIN VIEW ROAD (M P 14 41 TO M P 14 81) PROJECT DESCRIPTION The work included m this protect rs mtendzd to meet the frontage improvement regmrements of the Ctty of Yelm for the Yelm Htgh School Protect The unprovements include rz-channehzatron (suipmg) of SR 510 from approximatzly 400 feet west of 93rd Avenue to appro>,rmataly 463 feet east Mountam View Road (M P 14 41 to M P 14 81), and reconstruction of the entrances to the Yelm High School sue The intent of this protect rs to provide striping that conforms to the future roadway section of SR >10 per the Crty of Yelm requirements, while improving the accesses to the site to meet WSDOT requirements and turning movements of the required deign vehicle EXISTING CONDITIONS The two mtersecnoas considered for this analysis aze SR 510 and 93`d Avenue and SR 510 and Mountam V iew Road Additionally, the two entrances for the Yelm High School aze analyzzd for complrancz Currently, the mtersz~hon of SR 510 and 93rd Avenue does not meet WSDOT requirements for turning movements for the requtted design vehrcle (S-BLIS-40) The attached Exhibit 1 A Illustrates the ewsung channeL7ation (striping) and zdges of pavement with the outside front wheel path and mode rear wheel path for the design vehrcle For the design vehrcle mal.mg a right fuming movement from SR 510 onto 93`d Avenue, the ineide rear wheel path does not meet the mmunum two-foot separation from edge of pavement to the wheel path wrth a pomon of the wheel likely leaving the paved surface The attached Exhibit 1B illustrates that the inside reaz wheel path of the desrgp vehrcle does meet the two-foot separation from the proposed edge of pavement wrth the proposed improvements, however, wrth the required widening and channelizanon improvements required by the City of Yelm, the outside front wheel path does cross the centerline of 93rd Avenuz Due to existing nght-of--way, no additional unprovements can be made to address the requuemen[s of the Ciry of Yelm, while meeting the fuming movement requirements of the design vehicle Currently, the intersection of SR 510 and Mountain View Road does not meet WSDOT requirements for mrnmg movements for the required deslgn vehrcle (S-BUS-40) The attached EYhibrt 2A illustrates the zxishng channeli2aAon (striping) and edges of pavement wrth the outside front wheel path and inside tear wheel path for the design vehrcle For the design vehrcle making a nght turning movement from Mountam View Road onto SR 510, the inside rear wheel path falls outside of the existing edge of pavement Th1s rnterseetion is located across SR 510 from the Yzlm High School, and no frontage improvements are required for this mtersecnon as part of the City of Yelm's SEPA and frontage improvzment requirements As illustrated m the attached Exhibits 2A and 3A, neither of the two exuhng accesses for the Yelm High School meet the turning movzment requirements of the design vehicle (S-BUS-40) Tt should be noted that the access point located across from Mountam Vrzw Road rs for passenger caz traffic only, and busses are to we the other access point However, the wheel paths illustrated on the exhrbtr are those of the design vehicle Gvrl / Munrapal / Gaotechnlcal Englneenng and Planning May 4 ?00~ 10 U7PM JWM&A No F010 P 4 Thw section of SR 510 is in an urban azea with a posted speed limit of 35 mph (20 mph during school hours) PROPOSED PROJECT The proposed protect includes reconstruction of the two access points of the Yelm High School, roadway widening and rechanneLzation (striping) that conforms wnh the future roadway section of SR 510 per the Ciry of Yelm requirements These improvements are as regmred by the Ctty ofYelm as part of the frontage improvements for the Yelm High School protect As illustrated in the attached ExhibiU 2B and 3B, both of the two proposed accesses for the Yelm High School meet the mining movement requirements of the design vehicle (S-BUS-40) It should be noted that the access point located across from Mountain View Road is for passenger car traffic only, and busses are to use the other access point However, the wheel paths illustrated on the exhibit are those of the deign vehtcle DEVJATION DESCRIPTION The existing intersection and access pmnts do not meet the design vehicle requirements under existing conditions Wtih the roadway widening and rechannehzauon required by thz City ofYelm as mdmated in E~diibit 1B, the design vehicle would be able to swing outward into SR 510 m the stnped "no access eland" at 93rd Avenue wnhout requiting [he destgn vehicle to enter the lane of oncoming traffic Thts movement would allow the design vehicle to proceed with a tight turn through the intersections without leaving the existing pavement (while maintaining atwo-foot separation between the inside rear wheel path and thz proposed edge of pavement) No additional improvements can be provided due to right-of--way restrictions As illustrated on the attached Exhibit 2B, the new alignment for the "Passenger Car Only" ingress and egress access point does not align with the existing roadway of Mountain V iew Road This access point cannot be relocated to align across from the center of Mountain View Road due to property line resuamts, however, as illustrated the access does alien with the center of the right-of--way of Mountain View Road Therefore, as illustrated m the attached Exhibit 2C, when the City ofYelm decides to improvement Mountain View Road, the center of the roadway at the intersection can align across from the new access point Thts optional future alignment of the intersection of Mountain Vrew Road does meet the 1S0-foot radius regmrement of the Ctry of Yebn for the design speed OTHER OPTIONS CONSIDERED None The proposed roadway widening and rechannelization meets the requirements as required by the City of Yelm for the frontage improvements required for the Yelm high School protect without significant expenditures above and beyond the SEPA and frontage improvement requirements RECOMMENDATION The proposed protect adheres to the requirements of the City of Yelm The proposed access improvements and rechanneli2anondnes meet WSDOT requirements for both ingress and egress accesc points for the Yelm Htgh School However, the required widening and rechannelization does not meet the requirements for the design vehtcle at the mterseetion of 93rd Avenue and SR 510 However, the proposed protect is the only option available to meet the requirements of the Ctty of Yelm, and if thz design vehtcle proceeds safely at those locations, the design vehicle can make the turning movements wnhout leaving the existing pavement or entering a lava of oncoming traffic Therefore, Yehn Community Schools is recommending a deviation of the WSDOT requirements for the design vehicle m order to meet the frontage improvements requirement ofthc City ofYelm Mav 4 2V0~ IU OlPM JWM~P No 6UiU F 5 Addrhonally, the proposed reconstrucnon of the ingress and egress access point for passenger cars located across from Mountain Vtew Road does meet requirements for the destgn vehicle, but rt does not provide for alignment directly across from the mtersectton as desired by Secuon 910 04(2)c of the WSDOT Destgn Manual Alignment directly across from the center of the existing roadway u not possible due to property line restnettons, however, the proposed access location is aligned across from the center of the nght-of--way of thz Mountain V iew Road and SR 510 mtersechon Therefore Yehn Commumry Schools is recommendrng a deviation of the WSDOT eugwrements for mtersect~on/access alignment m order to meet the frontage improvements reyturement of the City of Yelm while desrgnmg an ingress and egress access point that meets the minimum requirements for the design vehicle The Ctty of Yelm will have the opportunity to design these mtersecIIOns to meet W SDOT requirements for the design vehicle and alignment m the future when the cross streets are unproved to Ctty of Yelm design standards for these roadways Mav 4 20G~ 10 GlPM JWMP~R No 6~iU F 6 - ~1` - ~` ~ ~~•SR / / ~ /// //~/ /// / / ' / ~ / ,' ~ ',f PJ ,~ ~ , ~ ~ , i ' /,~ .' ~ / / , Y ~ ~~ // ~~ O / ~~~/ ~ /~ .' // `~ / / S10 , ~~ i ~ .' / i~ '~' /// ~ ~ / ,~~~ /i UUTSIDE FRONT '~~. // WHEEL PATH .~ ~~// LESS THAN 2' \ / ~ FROM EDGE PAVEMENT TO ~C INSIDE REAR WHEELPATH INSIDE REAR WHEEL PATH EXHIBIT 1-A EXISTING BUS W HEELPATHS Mav 4 200§ 10 OlFM JWM&A N 50'18'14' W SR 510 38' ~~ 11' -~ ~ T ~ ,' i ~2 / SR 510 S' M.P. 14,49 J ~ ~` // L q I / i ~ ~~' +' ~ i J ~~/ i>: .' ii ~ ~~ ~~ ~ ~, i/ ~' // ,,' /. ~~ ~' /~ ~i~ ,~' ~ .~ ~ .'~ ~ i :-' ~ ~ No 6070 F 1 ^T~-~--- ' /~76' // ~r_. -_ ~~/ ~/ i OUTSIDE FRONT VHEEI PATH INSIDE REAR VHEEL PATH REAR VHEEL PATH OUTSIDE FRONT WHEEL PATH INSIDE REAR VHEEL PATH EXHIBIT 1-B PROPC]SED BUS WHEELPATHS Mav 4 2~OF 10 O1FM JWM~A No 6016 F 8 t SR 510 STA M.P. 1449 -- ~ 11' 50'18'14' W 1 ~ ~i ~ % -- 19.5'i o I ~ ~~ ~ W ~ ~~ ~ .' // ~ / o //~i '~ /~ ~~ ~~ // ~~ ,~ i ,' ~ i~ i~ EXHIBIT 1-C PR^P^SED <WIDE BUS WHEELPATHS TURN) i i ~ \ ~ ~ SR 510 ~ 38' 1r ~, i ,~ i ,' ~, i ~ '~ ~' %~ '~ ~~ .'~ / ~~ / INSIDE REAR WHEEL PATH OUTSIDE FRONT WHEEE PATH Mav 4 20~~§ ID G1FM JWM&A \\ ~ 1~- ~\ ~ \ `~\ ~\ `\ ~. \ ~ ~ ~ ,~ ~~ ~. .\` ` ~ \ .` \~ ` OUTSIDE FRONT~~ ~~ ~ VHEEL PATH ~\ ~\ INSIDE REAR `~~~ WHEEL PATH I ~~ ~~ ~, ij ~~ .~__ '~~\ .~.~ ~~ \\\ \1 OUTSIDE FRONT VHEEL PATH ` ~\ . WHEEL PATH \ \ \ ~, SR 510 .~..._,.__..,...o,.~. _ ____ __ ~ /~ ~ ~ ~ / OUTSIDE FRONT ~~~ /~ / i WHEEL PATH / ~ ~ INSIDE REAR WHEEL PATH ZV~J~~ Q~~yv~h /~ a /, ~~ y~ ; ,' / ~ ~~5 ~~~ /fir v~ C~~ oa ~~' HIGH SCHOOL 5~',tiaV .' ACCESS V~~~. j Q~' , QP ~ i' No 60iU F 9 INSIDE REAR WHEEL PATH OUTSIDE FRONT WHEEL PATH EXHIBIT 2-A EXISTING BUS W HEELPATHS x Mav 4 2000 10 UiPM iWM&A No 6010 F 10 ,~ ~ `~\ .~ ~. `,\ ~~ `~ ~, ~~ ~~__•, ~ ,' ~. \ ~~ .` ~ ~ `` E FRaNTOGZ ~' \~\\ OUTBID 2 WHEEL PATH ~~ L~, ~~ INSIDE REAR ~\\F~- WHEEL PATH ~\ 'P,~ ~ ' - - R/W == --~~' SR 510 4 - ``, ~ sl• - 11 - ---- ---- ~ ~ ~_ i - -- - --- - IV JU-127~1'M- W ac Ire '1r7'~'~~ - ~ / ~~ ~~ I1-- 35' R INSIDE REAR 50' R 1 1 II ~ WHEEL PATH OUTSIDE FRONT 1~ ~ I~ WHEEL PATH Ill ~1 1111 WHEE D P TH NT INSIDE REAR WHEEL PATH I II i I ~ I ~ PASSENGER CAR INGRESS & EGRESS (BUSSES USE SEPARATE INGRESS & EGRESS) EXHIBIT 2-B PR^P^SED BUS W HEELPATHS Mav 4 2U0~ lU O1FM JWM&A No 6U7U P II .~ ~` `~\` `\ ` ~~ `~ ~~ ~. .' `~ \\ / ~. \ ~ ~ \! `\ `\ ~ I '^i ~ ~ T _-l-y-- ~ ~ 'S SID ~~ ' l OUTSIDE FRONT WHEELPATH INSIDE REAR WHEELPATH ------- _k y_~ _ ~~ OPTIONAL - = -- - - ~ FUTURE ALIGNMENT -' EXHIBIT 2-C ^PTIDNAL FUTURE BUS W HEELPATHS ALIGNMENT Mav 4 2065 10 U8FM JWM&A r,o soio F~ IY _ ._____. ._ ~1 \1 / [IUTSIDE FRONT 11 ' ~ VHEEL PATH ~ ~~ INSIDE REAR ;' VHEEL PATH I ' i ~ ~' ~ ' 1 r v r -~_„__ J/~ _-__ ~--_ ~---- i i OUTSIDE FRONT VHEEL PATH i ' INSIDE REAR ~ VHEEL PATH r i HIGH SCHOOL ACCESS EXHIBIT 3-A EXISTING BUS WHEELPATHS K Mav 4 2005 10 08PM JWM&A Mo 60i0 F 13 -10 ---~- - - -- - ,-w-- - - _~ 1' ~ r i i 15' R OUTSIDE FRONT i ~ ~ VHEEL PATH i INSIDE REAR I ; OUTSIDE FRONT VHEEL PATH ~ VHEEL PATH r ' ' INSIDE REAR ~` i WHEEL PATH 1 / ~ / HIGH SCHOOL ACCESS EXHIBIT 3-B PR^P^SED BUS WHEELPATHS N N x Mav 4 200 10 08FM JWM&A R i 0 No 6010 F 14 T, 17 N, R, 1 E 1 RN __~ ~.~--~~. ___ _~_~~~ -~ T_~ ..-~~~~ -. yr ~r aI 1 l0 ~ ~ n ~~ ~ ~ , , ~~~ ll Q~ u ~~~"/~ END PR^JEC7 .n, n N h tl ~_ 'b r ae 0 n n a f- N O K w ~~ LI OO ~ U ~ ~Illill Mav 4 200; lU 08PM JWM&A No fiUiu F I~ 0 n 4 0 n A/V 3' Y ~ ~~_ 167'-~ ~~_~ Ni1l PRELIMINARY ~~ ~~ ~>~~ ~~ 0 90 60 <EVFLD-IENi S4E DI FE[T ~' I SR 510 93'm AVE TO MT V1EW RD ngton State MP 14 41 TO MP 14 81 PLAN fOR APPROVAL s.Er d Mav 4 'l00§~10 08FM°'~"JWM& n n 3 n 0 m BEGIN PROJECT ~' SR 510 MP 14 41 STA 00+00 BEGIN 35:1 TAPER ,, D, ~~ ..__~___-_ jwv -____ ____ i ~~_ ~__ - 11 1~6a2 1I 716 a---- ~_aom uaa_--_1r~ ~~ s• ~ w9 r~ 430 TRAFFIC f'LOV DIAGRAM am - tsr ao..rr mam - m :sw mrv Mn 60'10 F 1~ T, 17 N, R, ~ sto STA s NP t~,69 u N 30 1B'11 _~~~ n ~ SR 510 TAPER TRAFFIC FLC1V DIAGRAM aoo • ¢s'r mo..tn 67em . esr xow tmly ~ ~ ~ pJ~.•ji -0 J6.%~ ~ j e, O'' !: ~~C i i ~ '~ oIq~Q9~~ ~i d ~ i i~ r ~ ~ ® i i ° ~ ~ O~ •~i/A i 16~II7 16.906 ~~t36tJ fbtt) ~- ---- ~~ ~N >A 676 C7~ 67I ~~ 7106 TRAFFIC FLOV DIAGRAM oao ~ err xttw n07 tmm - ssr aoa owv ~~ osta~-amO as TRAI m~ 1mm Mav 4 ?005 IU 08FM ~Wld&A No 6010 F 11 E WM a ;~ 2~ ~i > `v i / ~ ~ ~~~~.~~~~~ ~~~~~ ~ ~Y~ R buy ~-- $---- ~' _ e~ " m ~ ~ ve u n i~ i '~ w i ~~ i M 2 ll 0 lf" M n ~/~ if ~ L~ ll~•/ll m s~ ~ ats~ep ~--'aocn r-ou s¢ an rca PRELIMINARY ,n„ ~ „~ ~- „~,R,n~ PL-6V DIAGRAM -o ao w' -- ~~o1r.~vrm~cr oc ~Lf soa vn~ scaE n~ reEr ~ SR 510 83~ AVE TO MT VIEW RD MP 14 41 TO MP 14 81 Washington State aesr Department of Traneportatlon o ~g PLAN FOR APPROVAL ..~ ur Ra , oax Page 1 of 1 Jim Gibson From Jim Gibson Sent Thursday June 23, 2005 2 08 PM To 'BOB TAUSCHER' Cc 'rbirkland@ycs wednet edu', 'Stan Zielinski' Subject Submittal Request for Ridgeline Junior High School Bob, On June 20, 2005 you submitted 6 water cut sheets for the above an item by item response to this submittal Approved materials are American Flow Control Series 2500 Gate Valve Olympic Foundry Valve Box Amercan Fastite Joint Pipe Hot Box Model H63E-D Aluminum Enclosure referenced project The following is You need to verity that you're Reduce Pressure Detector Assembly (potable) and DCDA (fire) is on the Health approved backflow list The City of Yelm will be providing the compound water meter for the school So we did not review the meter cut sheet I would still like to see the sewer package information, stormwater treatment devices and catch basin splatter cut sheets Please forward these when you have them available Call if you have any questions Jim Gibson City of Yelm PO Box 479 YeIm,WA 98597 PH 360 458 8438 FX 360 458 3144 ~img@ci yelm via us 6/23/2005 CITY OF YELM PLAN REVIEW 2005 THE PROJECT'S NAME Yelm R~dgelme Middle School DATE DUE BACK TO CDD ASAP 1 Water meter to be supplted by Ctty of Yelm Compound water meter 2 Reduce Pressure Detector Assembly must be checked with the Department of Health's approved backflow hst Use the Department of health's most current list of backflow assembly's (A) Reduce Pressure Backflow Assembly's on the Potable water system (B) Double Check Valve Detector Assembly on the fire main system 3 Amencan Flow Control Senes 2500 Gate valve - OK 4 Olympic Foundry Valve Box - OK 5 Amencan Fastite Joint Pipe - OK 6 Hot Box Model HB3E-D Aluminum Enclosure - OK ~VwTER DEPT PLAN REVIEW Apnl 13, 2005 WM&A Jerome W Morrtssette &Assoctates Inc . P S 1700 Cooper Point Road S W, #8-2, Olympia, W'A 98502- t t I O (360) 352-9456 • (360) 352-9990 LETTER OF TRANSMITTAL TO James E Glbson Development Services Engineer City of Yelm 105 Yelm Avenue W Yelm, WA 98597 JOB NO 03157 DATE. June 20, 2005 SUBJECT: Yelm Community Schools Yelm Ridgehne Middle School I am enclosing for you the attached items RE~EI ~E~ J~N1 ~' ZOOS ~ ~ Zt ~ o S- 5w,-1-~~ nt«ie i,e~t`wzKz .1t~ COPIES DATE DESCRIPTION 1 June, 2005 1 June, 2005 1 June, 2005 l June, 2005 1 June, 2005 1 June, 2005 American Flow Control Senes 2500 Gate Valve v~ Olympic Foundry Valve Box ctG _ Amencan Fasttte Joint PipedlL ~" Wilkins Model 375DA RPDA Hot Box Model HB3E-D Aluminum Enclosure oK Neptune Water Meter GtY~ P~~~ d+ d Attached are submitted cut sheets for the above referenced protect These aze items I cannot determine if they aze meeting the City of Yelm standazds Please review and let me know if they aze acceptable to the City If you have any questrons, please contact me at (360) 352-9456 Very truly yours, Jerome W Morrtssette &Assoctates Inc , P S SIGNED ~Qo Robert Tauscher, P E ~ Cc Mr Erhng Birkland, Facthttes Operations Yelm Community Schools P O Box 476, Yelm. WA 98597 Mr Stan Zielinski Architect, Enckson McGovern, I20 131 ~' Street S Facoma, WA 98444-4804 C \Bob sFites\03I S7 Yelm RidgeLne Middle School\Correspondance\062005 Transmit Yelm Submittals DOC Cmd / Mumapal / Geotechmcal Engmeenng and Planning SERIES 2500 RESILIENT WEDGE GATE VALVE II I /~, ~u ® AM r e w a r ItiS ~~~ ~~,~ I 1 Aa I 2°-12"I~sc I SERIESI~S( RESILI~ T ~ - -- - J ~ar~ FLOw We Know ps~g DGE GATE NTROL ~I I I ~I I I ~- _ _F ., , ` I `\ ~~ ~_ I .~\ , _a SERIES 2500 RESILIENT WEDGE GATE VALVE UPPER O RING SEALS can be replaced while the valve Is fully open and under pressure LOWER O RING SEAL seals lubdcatlon chamber ~~,~~ -DUCTILE IRON OPERATING NUT provides strength and duroblliry THRUST WASHERS minimize operating torque IiIGFI STRENGTH BRONZE STEM AND WEDGE NUT resist corrosion and abuse DUCTILE IRON CONSTRUCTION - Greater strength, durability, and lighter weight than cost gray Iron constmdlon 250 p s i g AW WA UL 8 FM pressure ronng SMOOTH WATERWAY CONSTRUCTION -- Oversize waterway No recesses to trop debns or obstruct flow Reduces pumping casts FUSION BONDED EPOXY COATING INSIDE AND OUT ensures maximum corrosion resistance for long service Ide EPDM RUBBER ENCAPSULATED DUCTILE IRON WEDGE ensures drop tight seal every nme with low stem torque SERIES 2500 RESILIENT~E ~~ VALVE ~ ~ q~ FEATURES/BENEFITS/SPECIFICATIONS ~n ~ ,~ A A~ FEATURES ~"' The Sedes 2500 Ductile Iron 250 p s i g AW WA Resilient Wedge Gate Valve Is designed for use in drinking water, sewage, and fire protection systems as well as Irdgotlon and backflow control systems Ductile Iron ConstmcNon The ductile Iron body, honnet, and wedge provide strength and a pressure rating that meets or exceeds the requrements of AWWA 0515 Strength more than doubles that provided 6y cast gray Iron designs, and the pressure rating Is 250 p s I g All this strength and higher pressure rating Is provided In a compact, lightweight, and easy-to handle ductile Imn valve Fusion-Bonded Epoxy The Senes 2500 valve is fully epoxy coated on the Infector and the extenor The fusion-bonded coating is applied pdar to assembly io that even the bolt holes and body-to bonnet flange surfaces are fully epoxy coated Tdple O Ring Stem Seals This valve features Mple O-Ring stem seals Two O-Rings are located above, and one O-Ring is located below the thrust collar The lower two O-Rings provide a permanently sealed lubdcatlon chamber that will make the valve easier to operate over a longer pertod of t(me The upper O Ring ensures that sand, dirt, or grit cannot enter the valve to cause damage to the lower O-Rings This is especially Important for burted and sewage service appllcatlons ~ `~ ~h'isss9 Thrust o Two thrust was a are used One Is located above and one is located below the input collar These thrust washers ensure easy operation at all times No Flat Gaskets The body-to-bonnet and bonnet to bonnet cover seals are pressure energized 0-Rings Thfs eliminates the need for excessive bolt loading, which Is required by designs that use flat gaskets The O-Rings are reusable, which eliminates downtime dudng any needed repair The Series 2500 Resilient Wedge Gate Valve Is furnished In configurations That are Listed by Underwr(fers Laboratories, Inc and Approved by Factory Mutual Research Corp BENEFITS The Series 2500 Ductile Iron Resillenf Wedge Gate Valve has these standard features UL Listed FM Approved Seat Tested at 500 p s I g Fusion-Bonded-Epoxy Coating Comphes WRh ANSI/AWWA C550 250# Raised Face Flanges Available Ductile Iron Body Bonnet, Wedge Opemting Nut, and Stuffing Box Shell Tested at 500 p s I g 250 p s I g AWWA UL and FM Pressure Rohng Rubber-Encapsulated Wedge Triple O-Ring Stem Seals Thrust Washers Smooth (No Pocket) Waterway 100% Leak TIgM Closure NSF Standard 61 Certdied Complies with AWWA C515 SPECIFICATIONS Valves 2'-12 shall be resilient wedge Type rated for 250 p s i g cold water working pressure All ferrous components shall be ductile Iron, ASTM A536 Valves 3" 12" shall be In full compliance with AWWA 0515 The words "D I " or "Ductile Iron" shall be cast on the valve The wedge shall be ductile Iron or bronze encapsulated with EPDM ruhber The wedge shall he symmetrtcol and seal equally well with flow to either direction The gate valve stem and wedge nut shall be copper alloy In accordance wfih Section 4 4 5 1 of the AW WA 0515 Standard Stainless Steel stems are not acceptable The NRS stem must hove an Integral thmst collar in accordance with Section 4 4 5 3 of AWWA 0515 Standard Two piece stem collars are not acceptable The wedge nut shall be independent of the wedge and held in place on three sides by the wedge to prevent possible misalignment Valves shall be certified by NSF to Standard 61 Bolting matenais shall develop the physical strength requirements of ASTM A307 and may have either regular square or hexagonal heads with dimensions conforming to AN51 B18 2 1 Metdc size socket head cap screws, therefore, are not allowed The operating nut shall be constructed of ductile von and shall have four flats at stem connection to ensure even input torque to the stem All gaskets shall be pressure energized O Rings Stem shall be sealed by three O Rings The top two O-Rings shall be replaceable with valve fully open and while sub)ect to full rated working pressure O Rings set In a cartridge shall not be allowed Valve shall have thrust washers located with (1) above and (1) below the thrust collar to ensure trouble free operation of the valve All Internal and eMernal surfaces of the valve body and bonnet shall have a fusion-bonded-epoxy coating, complying with ANSI/AWWA C550, applied electrostatically prior to assembly Valves shall be Amencan Flow Control's Series 2500 Ductile Iron Resilient Wedge Gate Valve 2 SERIES 250~SILIENT WEDGE GATE VALVE a A DRAWI__Ns;/DIM~NCIONC ~~' ~" 91~ ~~~ ~~q~ ~ SERIES 2500 -STANDARD NRS DIMENSIONS ~ 1, ~" n~ ~ tSMITTAI DATA 2°-12" SIZES 90M NrN firtlYl IMIQN(H QUANTfTY 2' 2 1/2° 4" 6" 8" 10" 12° Q NRS with 2° Sq Oper Nut ^NRS wkh THead Oper Nut ^ NRS with Hondwheel Q Post Indlcaror Valve (PIV) ^OS&Y ACTUATOR (Check One) ^ NRS with Enclosed Miter Geonng ^ 2° Sq Oper Nut Pomllel to Waterway ^ 2' Sq Oper Nut Perpendicular to Waterway ^ Hondwheel Perpendicular to Waterway Open Duedlan ^ Lek (CCW) ^ Right (C W) End Connections Mechanical Joint Accessodes ^ Yes ^ No UL Listed FM Approved Q Yes ^ No Other Requirements (List on a separate sheet) See rwfes ai boryom of page DIMENSION VALVE SIZE Series 2500 Sedea 2500 1 2' 2 1 3" 4° 6" 8° 10' 12" A 925 1 103 I 1 84 13 91 17 12 20 47 24 06 27 59 8 10 22 12 00 N/A N/A N A N/A N/A N/A End to End - M1/M1 825 WA 8 62 10 00 10 50 I 1 50 12 50 13 50 La Len th - M1IMI 3 25 N/A 3 62 5 00 5 50 6 50 7 50 8 50 End to End - FUFL Class I Z5 7 00 7 50 800 9 OD 10 50 11 50 13 00 14 00 End to End - FUFL (Class 250 WA NIA 11 12 12 00 15 88 16 50 IB 00 19 75 End to End - TY/TY NIA N/A N/A 13 00 I S 80 17 50 18 75 19 75 End to End-F Ml Class 125 NA NA NA 950 1050 1228 1362 1438 End to End - FL/TY (Class 125) N/A N/A N/A 11 00 13 19 14 50 15 88 16 88 End to End - pVC/PVC 10 75 1112 11 38 13 00 I5 88 17 50 N/A N/A End to End -Threaded 6 25 7 38 7 38 N/A N/A N/A N/A N/A Hondwheel Diameter 8 06 8 00 8 00 10 00 12 00 14 00 IS 50 I S 50 No of Turns ro O en 9 ll 13 14 20 26 32 38 1 3" thmugh 12' valves meet or exceed requirements of ANSI/AW WA C515 2 2 I(2" through 12" valves may be ordered in configumuons which are UL Listed and/or FM Approved 3 2 through 12' valves hove 250 p s 1 g AWWA rated working pressure 4 2 I/2" through 12" calves hove 250 p s 1 g UL and FM rated working pressure 5 Fuvon-bonded epoxy coating meets ar exceeds requlremenis of ASME/AW WA C550 b Flanged ends are in accordance with ANSI/AWWA Cl 10/A21 10 (ASME Blb I Class 125) 7 Threaded ends are In accordance with ASME B I6 4 Class 125 8 Mechanical Ioint ends are in a¢ordance wkh ANSI/AWWA CI 11/A21 I 1 9 Tyton• ends and push on ends are In accordance with ANSI/AWWA CI l i/A21 I I for uze on mzt iron (CI) size ductpe Iron pipe 10 PVC ends are suitable for use on steel (IPS) sties o} PVC or steel pipe 114" through 36" calves are certified to ANSIMSF Standard 61 12 If Is recommended that stems be vedical In row sewage appltcatfons 3 slaN+ Ntx r o+eurxs rut SEftfES 2itT0 ftEStt_tENT Wt=DGt= GATE VAf.VE ~, ®® DRAWINC,/DIMENSIONS/PARTS LIST ~`~ STANUARO 2 aPENATING NUT Z 1~ 3 b OPTIONAL HANOMMEEL ~y- "'i, 3 1 J ~~~ ~ Z9 ~~ ~ CM. l`{I ,,,777111 ~/ ~ i ' ,,,,, d--r ~ , - .,k a',T s 3 15 B 13 1< 69 t0 11 SERIES 2500-1 -STANDARD NRS PARTS LIST 4" - 8" SIZES m 41 in E R DESCRIPTION MATERIAL NUMRER Seri es 250 01 4" 6" 8` 1 Hex Head Salt 5/8 11 x 1" $tolnless Steel I -1 I 2 O mtln Nut 2" S uare Ducnle Iron 1 I 1 3 O Rln Nltrlle Rubber 2 2 2 5 $tuffln Box Gasket Nltrlle Rubber O Rm 1 1 I 6 Hex Head Bolt 5/8 11 x 13/4" Stainless Steel 2 2 2 7 Stuffln Box Ductile Iron I I I 8 Bonnet Ductile Iron 1 I I 9 Hex Head BoR 5 8 i i x 2" Stainless Steel 4 10 Bonnet Gasket EPDM Rubber 1 I I 11 Bod Ductile Iron I I I 12 Stem Man aneze Bronze I 1 I 13 Wed Nut Mo an Bro I I I 14 Resilient Wed a Ductile Iron Enca sulated with EPDM Rubber 1 1 1 15 Hex Nut 5/8 I 1 $tolnless Steel 6 8 10 17 Handwheel Dualle Iron I 1 I 19 Hex Head Bolt 5/8 11 x 2 I/4" Stainless Steel 6 21 Hex Head Bolt 5/8 1 I x 2-I Stainless Steel B 29 Flat Washer 5/8 Stainless Steel I 1 1 4D UL/FM Label Pressure SenslNw: Ac Ic Flim 1 1 I 49 O Ring Nlfile Rubber I I I 65 Thrust Washer $tolnless Steel 2 2 2 69 Wed a Cover Acetal 2 2 2 6 Sen~00 Specifications - ACIPCO a Page 1 of 1 ~ ~~ ~~ g ~ p td~ Valves 2"-12" shall be resilient wedge type rated for 250 p s i g cold water working pressure All ferrous components shall be ductile iron, ASTM A536 Valves 3"-12" shall be in full compliance with AWWA C515 The words "D I " or "Ductile Iron" shall be cast on the valve The wedge shall be ductile iron or bronze encapsulated with EPDM rubber The wedge shall be symmetrical and seal equally well with flow in either direction The gate valve stem and wedge nut shall be copper alloy in accordance with Section 4 4 5 1 of the AWWA C515 Standard Stainless Steel stems are not acceptable The NRS stem must have an integral thrust collar in accordance with Section 4 4 5 3 of AWWA C515 Standard Two-piece stem collars are not acceptable The wedge nut shall be independent of the wedge and held in place on three sides by the wedge to prevent possible misalignment Valves shall be Certified by NSF to Standard 61 Bolting materials shall develop the physical strength requirements of ASTM A307 and may have either regular square or hexagonal heads with dimensions conforming to ANSI 818 2 1 Metric size socket head cap screws, therefore, are not allowed The operating nut shall be constructed of ductile iron and shall have four flats at stem connection to ensure even Input torque to the stem All gaskets shall be pressure-energized O-Ring seals Stem shall be sealed by three 0-Rings The top two O-Rings shall be replaceable with valve fully open and while subject to full rated working pressure O-Rings set in a cartridge shall not be allowed Valve shall have thrust washers located with (1) above and (1) below the thrust collar to ensure trouble-free operation of the valve All internal and external surfaces of the valve body and bonnet shall have afusion- bonded-epoxy coating, complying with ANSI/AWWA C550, applied electrostatically prior to assembly Valves shall be American Flow Control's Series 2500 Ductile Iron Resilient Wedge Gate Valve p 1995 - 2001, American Cast Iron Pipe Company Contact Us ~t ~~,y~~ '~ i r~ i > Series 2500 Features > Series 2500 SpeciFlcations > Series 2500 Construction Drawing > Series 2500 Sectional Drawing > Senes 2500 Parts List > Series 2500 PDF Of Brochure > Gate Valve Troubleshooting http //www acipco com/afc/gate_valves/Senes_2500/specs cfm 6/7/2005 Series 2500 Specifications Senes+0 Specifications - ACIPCO r~ ~~~,~ k~ y~ ~t ~'~~ ,~~,;;; Valves 2"-12" shall be resilient wedge type rated for 250 p s i g cold water working ~„~ pressure All ferrous components shall be ductile iron, ASTM A536 Valves 3"-12" r,,~,', shall be in full compliance with AWWA C515 The words "D I " or "Ductile Iron" shall +,;~ be cast on the valve The wedge shall be ductile iron or bronze encapsulated with EPDM rubber The wedge shall be symmetrical and seal equally well with flow in either direction The gate valve stem and wedge nut shall be copper alloy in accordance with Section 4 4 5 1 of the AWWA C515 Standard Stainless Steel stems are not acceptable The NRS stem must have an integral thrust collar in accordance with Section 4 4 5 3 of AWWA C515 Standard Two-piece stem collars are not acceptable The wedge nut shall be independent of the wedge and held in place on three sides by the wedge to prevent possible misalignment Valves shall be Certified by NSF to Standard 61 Bolting materials shall develop the physical strength requirementr of ASTM A307 and may have either regular square or hexagonal heads with dimensions conforming to ANSI B18 2 1 Metric size socket head cap screws, therefore, are not allowed The operating nut shall be constructed of ductile iron and shall have four Flats at stem connection to ensure even input torque to the stem All gaskets shall be pressure-energized O-Ring seals Stem shall be sealed by three O-Rings The top two O-Rings shall be replaceable with valve fully open and while subject to full rated working pressure O-Rings set in a cartridge shall not be allowed Valve shall have thrust washers located with (1) above and (1) below the thrust collar to ensure trouble-free operation of the valve All internal and external surtaces of the valve body and bonnet shall have afusion- bonded-epoxy coating, complying with ANSI/AWWA C550, applied electrostatically prior to assembly Valves shall be American Flow Control's Series 2500 Ductile Iron Resilient Wedge Gate Valve p 1995 - 20D1, American Cast Iron Plpe Company Contact Us ~~~ ~~~4 ~.~ ~ °•ana ~~ Page 1 of 1 .' .•i > Series 2500 Features > Series 2500 Specifications > Series 2500 Construction Drawing > Senes 2500 Sectional Drawing > Series 2500 Parts List > Senes 2500 PDF Of Brochure > Gate Valve Troubleshooting J http //www aclpco com/afc/gate valves/Senes_2500/specs cfm 6/8/2005 Series 2500 Specifications Sene~70 Sectional Drawing - ACIPCO Standard NRS Dlmenslons 2"-12" Slzes Page 1 of 3 ~,~ > Sen Featur > Sen Speaf > Sen Consti Drawn > Sen Sectio > Seri Parts I > Sen PDF 0 > Gab Troubl ~zz SHOWN WITH 2 OPERATING NUT SHOWN WITH OPTIONAL HANDWHEEL VALVE SIZE DIMENSION Series 2500 Series 2500-1 2~" 2-1/2•• 3" 4~" 6~" 8" 30" 12" A 9 25 11 03 11 84 13 91 17 12 20 47 24 06 27 59 8 10 22 12 00 N/A N/A N/A N/A N/A N/A End to End - MJ/MJ 8 25 N/A 8 62 10 00 10 50 11 50 12 50 13 50 Lay Length - Ml/MJ 3 25 N/A 3 62 5 00 5 50 6 50 7 50 8 50 End to End - FL/FL (Class 125) 7 00 7 50 8 00 9 00 10 50 11 50 13 00 14 00 End to End - FUFL (Class 250) N/A N/A 11 12 12 00 15 88 16 50 18 00 19 75 ~~ ~-I ~l~~n f ~ ~-1 f-1 ~>;~ http //www acrpco com/afc/gate valves/Serres_2500/sectional cfm 6/8/2005 Series 2500 Sectional Drawing Series ~ Sectional Drawing - ACIPCO End to End - TY/TY ~ N/A N/A N/A 13 00 15 88 17 50 18 75 19 75 End to End - FUMJ (Class 125) N/A N/A N/A 9 50 10 50 12 28 13 62 14 38 End to End - FLJTY Class 125) N/A N/A N/A 11 00 13 19 14 50 15 88 16 88 End to End -PVC/PVC 10 75 11 12 11 38 13 00 15 88 17 50 N/A N/A End to End -Threaded 6 25 7 38 7 38 N/A N/A N/A N/A N/A Handwheel Diameter 8 06 B 00 8 00 10 00 12 00 14 00 15 50 15 50 No of Turns to Open 9~ it 13 14 20 26 32 38 Page 2 of 3 Notes 1 3" through 12" valves meet or exceed requirements of ANSI/AWWA C515 2 2-1/2" through 12" valves may be ordered in configurations which are UL Listed and/or FM Approved 3 2" through 12" valves have 250 p s i g AWWA rated working pressure 4 2-1/2" through 12" valves have 250 p s i g UL and FM rated working pressure 5 Fusion-bonded-epoxy coating meets or exceeds requirements of ASME/AWWA C550 6 Flanged ends are m accordance with ANSI/AWWA C110/A21 10 (ASME B16 1, Class 125) 7 Threaded ends are m accordance with ASME 616 4, Class 125 8 Mechanical Iomt ends are m accordance with ANSI/AWWA Clll/A21 11 9 Tytonp ends and push-on ends are in accordance with ANSI/AWWA Clli/A21 11 for use on cast iron (CI) size ductile iron pipe SO PVC ends are suitable for use on steel (IPS) sizes of PVC or steel pipe 11 4" through 36" valves are certified to ANSI/NSF Standard 61 t^ 12 It is recommended that stems be vertical in raw sewage apphcatitl~~ ~ ~; ~ ~ ~~ ~~~~ SUBMITTAL DATA QUANTITY 2~" 2-1/2" 3~" 4~" 6~" ~ 10" 12" 00~~~~0~ _ NRS with 2" Sq Oper Nut _ NRS with T-Head Oper Nut _ NRS with Handwheel _ Post Indicator Valve (PIV) OS&Y ACTUATOR (Check One) _ NRS with Enclosed Miter Gearing _ 2" Sq Oper Nut Parallel to Waterway _ 2" Sq Oper Nut Perpendicular to Waterway Handwheel Perpendicular to Waterway Open Direction Left (C C W) _ Right (C W ) End Connections Mechanical Joint Accessories _ Yes _ No UL Listed, FM Approved Yes _ No Other Requirements (List on a separate sheet) ~' N i~ 6~ A~ http //www aclpco com/afc/gate_valves/Senes_2500/sectional cfm 6/8/2005 / ~ i - _ \ ~ ~ CITY OF lACEY ~ WATER ~~ _,~ ~ _ ~~ J~F ~~ \ LETTERING OPTIONAL ~~~~~ `i ~~~~~I S7EEl ROO CA~~ ~~ W PLACE BELOW ~ y,~, ~A i / SpRFACE "'aaaiii y~ y°,~' P~JJ ~ ~~ J/~' LETTERS AS REO 'WATER 'SEDER' NOTES OLYMPIC FOUNDRY INC. *MATERIAL, CAST IRON ASTM A48, CL30 *MATING SURFACES FINISHED SO COVER WILL NOT ROCK IN ANY POSITION 6 3/4" X 10" VALVE BOX ,TOPR~OInLBS, LIDG15 LBS (RATING H-20 (PART NO 950VB I _, C~ ~~ ~~ 2-6 AMERICAN Fastte Joint Pipe in sizes 4 64 far water sewage or other liquids has the proven long life and high strength qualities inherent in pipe produced centrifugally in accordance with AWWA C151 In addition this significant AMERICAN development a dependable single gasket push an type joint meeting the requaementr of AWWA C111 affords the customer lower joint cast and time saving advantages in installation It pro vides exceptional strength and flexibility and has keen widely accepted by engineers con tractors and utility officials since the 1950s For added flexibAity dunng construction and for possible elimination of bends a liberal 5° allowable deflection is standard in all sizes through 30' ,offering 21 offset in a 20 length of pipe Liberal deflection can also be provided in larger diameter pipe with standard and Special Fastite Deflection Bells The patented AMERICAN Fastite Joint embodies many advanced design features and is rated for a water working pressure of 350 psi For specific conditions ductile iron piping with this Joint haz been approved for much higher pressure wndiGons The socket which is sden tifically designed with two gasket recesses and a dividing buttress Is manufactured to close tolerances so that the gasket is self centered securely confned and firmly compressed for a permanent tight trouble free Joint The Fastite Joint seal bubble tight under vacuum and external pressure bewmes even tighter with the apphcatlon of mtemal pressure due to a spe- oally designed wedging surface in the socket Fastite Joint Assembly The bell opening is slightly tapered to provide easy entry of the pipe end the flared socket design permits liberal joint deflection The plain end of the pipe Is tapered or rounded to fanlrtate entry into the bell and self centering in the gasket On pipe cut in the field the plmn end can be eazily beveled and smoothed by the use of a portable grinding wheel or other suitable apparatus Methods of cutting ductile Iran pipe are descnbed m Sectwn 3 A stripe is painted on the plain end of AMERICAN Fastite Joint Pipe to provide a casual means of checking the joint alignment and to azsure proper insertion See page 2 10 for detailed assembly instructions Fastite Gasket Fhe Fastite Joint sealing component-a molded synthetic rubber ring gasket of two hardnesses shaped to fit the configuratbn of the gasket socket-is manufactured per all requirements of ANSI/AWWA C111/A21 11 and under AMERICAN s own rigid specifica irons, assunng closely controlled dimensional and hardness properties The smaller end of the gasket is of harder rubber, approximately 85 durometer hardness which provides a strong shoulder for self centenng on the gaz ket buttress a permanent seal against cold flow, and protection from deterioration The larger end of the gasket is of softer rubber approximately 65 durometer hardness proved ing eaze of assembly and positive sealing The design assures effective sealing at low or high pressures and in straight or deflected Joint alignment It also eliminates any concerns of infiWatlon or root Intrusion and assures pose five sealing against negative pressure thus preventing gasket pullout' should a vacuum be created In the Ilne A taper on the Inside of the gasket allows the entenng pipe to locate and center on the hard section and reduces friction loads during AMERICAN Fastite® Joint Pipe For Water, Sewage or Other Liquids ~~ ~~~~ ~~ subsequent assembly The snug fit and the hard section of the gasket in con)uncbon with the design of the buttmss act to restrain the gasket against dislodgment dunng assembly Additional Internal pressure results in increased tightness of the seal when pipe is either in straight alignment or deflected Gaskets made of SBR (Styrene Butadiene Rubber) are standard For informatron on gas kets made of special types of rubber for applications mvclvmg as or hgtnd tempera lures In excess of 150°F or for chemical hydrocarbon or other special service applica bons and for installations m contaminated sods where permeation through gaskets might be a concern consuh AMERICAN for recom mendabons See Table2l Fastrte Lubricant AMERICAN Fashte Joint Lubncant is a non toxic water soluble matenal imparting nei flier taste nor odor to the conveyed water and is ANSIJNSF 61 approved The Iubntant o sudable for use in hot or cold weather and will adhere to wet or dry pipe AMERICAN Fastlte Joint Pipe can be assembled when submerged though for such installation, spedat AMERICAN underwater Joint Wbncant Is recommended See Table No 2 5 for appropnate lubncant quanhbes Fashte Joint Matenals Standard Joint materials include Fashte plain rubber gaskets and a sufficient supply of Fasbte Joint lubncant Fashte pipes are most often readily Joined wdh available excavating equipment however assembly tools can be supplied by AMERICAN on a loan basis with a nominal deposit which is refundable upon return of tools in good condition Fittings AMERICAN Fashte fittings in all srzes and AMERICAN 4 48 Mechanical Joint Fittings are used with Fashte Joint pipe See Sections 4 and 5 Coating and Lining AMERICAN Fastde Joint Pipe can be fur niched asphalt+c coated cement tined or wdh specal coating or fining where required See Section 11 Fashte Gaskets Table No 2 1 Common Name or Trade Name Chemical Name Temperature Cepabltlty" Common Uses Plain Rubber Styrene Butadiene 150 F Fresh Water Sat Water Coporymer(59Fp SaNtery Sewage Ran Ruobm Styrene Butarsane 150 F Electikal conifnuity for thawing (conduceve) Coporyme4SBFi) of Service Water antl Sewage EPDM Ethylene Propylene 250 F Water Sewage Ketones Dlene Monomer Dilute Adtls antl Asie9es Vegetable Oil Alcohds PJr Neoprene Potychloroprene(CR) 200 F Rash Weer Sewage MWe AcManiWe 750 F Non Nomatlc Hydrocarbons Buna N Butadlene(NEIRI petroleum Oil Hytlraulic Fluids Wa1 O11 Fals Olf Greesef Fluoroelastortrer FKM 300°F Promaac Hydrocarbons Gasoline Fluoml Relined Petroleum Products most Vitor~ ClwNceis and SoA.eas Hgh Temp Nr l~ penrieaule of a1 a+aAeWe Festlte gasket cobbles) AMEflICAN reserves the ngnt to hxnlsh any Trade or RrarM rubber for the chamha fOrmWatlon sPecllled temperature b 4. reference to conveyed Oultl VltanW Is a raglslered Vademark of DuPOnI Dow Flesiomars Re/er to Sedbn 11 /or temperature end service capaWLfbs of pipe linings idler Hgim iertPaahres uoria sPeasiroWranaibto PME7II(WJ b recorrrriadalau regan7r9 saleNe ga4kel matorlai tTNs gasket nbba b g ads' 19N h ae nonpoleWe water uses Wi0vm do b not es resbian to pemieetlm h poteda venter eppAC~inn av FNM M Fashte gazimts made fmn Uie rrW~erlels h the above table are colada for uee wlh water contelnirig namel concenhellare of diloradna Whoa lnaeased reOlsienca io cnorarrrrieb desbed neorrelxlp AWNBbbtnngr rrialerHla choiid hemnddaed 2-T ,; r~ . ~~~~~~~CA~~®~ SUB~I~~~ 7~~E~ FEATURES Sizes ^ 2 1/2" ^ 3" ^ 4" ^ 6" ^ B" ^ 10" Maximum working water pressure 175 PSI Maximum working water temperature 140°F Hydrostatic test pressure 350 PSI End connections (Grooved for steel pipe) AW WA C606 (Flanged) ANSI B16 1 Class 125 OPTIONS (Suffixes can be combined) ^ - vnth OS & Y gate valves (standard) ^ L -less shut-otf valves (flanged body connections) ^ LM -less water meter ^ - vnth remote reading meter ^ -with gpm meter (standard) ^ - with cu ft/min meter ^ G -with groove end gate valves ^ FG -with flanged Inlet gate connection and grooved outlet gate connection ^ MS -with Integral Relief Valve MonitorSwitch ^ PI -with Post Indicator Gate Valve ACCESSORIES ^ Air gap (Model AG) ^ Repair kit(rubberonly) ^ Thermalexpansiontank(ModeIWXTP) ^ OS & Y Gate valve tamper switch (OSY-40) ^ OT-SETOuick TestFlttingSet APPLICATION Designed for Installation on potable water Imes In fire pro- tection systems to protect against both backsiphonage and backpressu taminated water Into the potable wa- tersupply Th 13'~S II rovide protection where a potential he6~it z I tes metered by- pass to det~'I k ague ~ , at STANDARDS C ~~ ~A c~ (unless otherwise noted, ap°~1 to 5 thru 10") • ASSE®Llsted 1047 (21/2" thru • UL®Classified • CSA®Certified (4" 8 6") • C-UL®Classified • FM®Approved • Approved by the Foundation for Cross Connection Control and Hydraulic Research at the University of Southern Callfomia MATERIALS Ma1n valve body Ductile Iron ASTM A 536 Grade 4 Access covers Ductile Iron ASTM A 536 Grade 4 Coatings FDA Approved fusion epoxy finish Internals Stainless steel, 300 Series NORYLT1A, NSF Llsted Fasteners Stainless Steel, 300 Series Elastomers EPDM (FDA approved) Buna Nltnle (FDA approved) Polymers NORYLT"', NSF Listed Spnngs Stainless steel 300 senes Sensing line Stainless steel, braided hose Attention Mode1375DA (flange body) and Model s 375ADA (grooved body) have different lay - lengths- Relief Valve discharge F pprt 2 1/2 6 2 75 sq in 8 10" 389 sq In c D MODEL 375DAG SHOWN ABOVE DIMENSIONS & WEIGHTS (do not Include pkg ) DN1ENSIONS (appmxlmete) WEIGHT MODEL B E E OSBY SIZE A LESS GATE C D OSBY 058Y F G LESS GATE GATE VAL VES OPEN CLOSED VAL VES VALVES In mm In mm In mm in mm in mm in mm in mm in mm in mm IW kg Ilxi kg 2 1/2 65 31 787 75 7/8 403 7 1/4 184 9 229 18 3/6 416 13 7/8 352 9112 241 63/6 213 75 39 165 84 3 80 32 613 75 7/8 403 7114 189 9 229 i6 7/8 479 15 5f8 397 9112 241 6 3/e 213 76 35 4 208 94 4 4 100 37 5/8 956 79 1/2 495 8 203 9 229 22 374 576 18 174 464 11 279 7 1f4 184 118 52 7 308 138 9 8 150 44 3/4 1137 23 12 597 10 254 10 1/Z 287 30 1/8 765 23 3/4 603 12 3/6 314 9 714 235 199 88 494 224 3 8 200 60 3f4 1543 37 3/4 959 11 279 15 1/2 394 37 3!4 959 29 1/4 743 15 3I0 391 16 3!4 426 362 173 4 856 390 70 250 63 314 1619 37 314 859 11 279 15 1/2 394 45 3/4 1162 35 3/8 899 153/6 391 16 3/4 426 412 167 1230 556 4 ~ • ~~ ~ ~~ i rage ~ of ~A~ .r. FLOW CHARACTERISTICS ".~ ,~~ w ~z K,y y 0 W x N a 20 15 10 5 0 200 400 600 FLOW RATES (GPM) L~ is a. J N W Q a MODEL 375DA 6", 8" & 10" (STANDARD & METRIC) FLOW RATES (Vs) 631 126 2 189 3 3ooa 20 6 (200mm) 10 (250mm) 15 10 6 (150mm) G 1606 2666 FLOW RATES (GPM) ORatetl Flow (Established by approval agencies) TYPICAL INSTALLATION Local codes shall govern Installation requirements To be installed in accordance with the manufacturer's Instruc- tionsand the latest edition of the Uniform Plumbing Code Unless otherwise specified, the assembly shall be mounted at a minimum of 12" (305mm) and a maximum of 30" (762mm) above adequate drains with sufficient side clear- ance fortesting and maintenance The installation shall be made so that no part of the unit can be submerged OUTDOOR INSTALLATION SPECIFICATIONS 1 ty~' 1046x$@ J W o: u, 35 800 a. 252 4 138 Q 104 ~ 0 69 35 Q 4000 Ca pacdy thru Schedule 40 Plpe (GPM) Pipe size 5 tUsec 7 5 R/sec 10 fUsec 15 fUsec 21/2" 75 112 149 224 3" 115 173 230 346 4' 198 298 397 595 6" 450 675 900 1351 8" 780 1169 1559 2339 10 1229 1843 2458 3687 The Reduced Pressure Detector Backflow Prevention Assembly shall be ASSE®Llsted 1047 and supplied with full port OS & Y gate valves The main body and access cover shall be epoxy coated ductile iron (ASTM A 536 Grade 4), the seat nng and check valve shall be NORYL^", the stem shall be stainless steel (ASTM A 276) and the seat disc elastomers shall be EPDM The checks and the relief valve shall be accessible for maintenance without removing the device from the Ilne The Reduced Pressure Detector Backflow Prevention Assembly shall be a WILKINS Model 375DA Page 2 of 2 WILKINS a gum company, 1747 Commerce Way Paso Robles CA 93446 Phone 805/236-7100 Fax 6051238-5766 IN CANADA 2URN INDUSTRIES LINKED, 3544 Nashua Dr Mississauga Ontano L4V 1 L2 Phone 9051405-8272 Fax 905/405-1292 Product Support Help Lfne 1 877 BACKFLOW (1 877 222 5356) Website htlp /Iwww zum coin MODEL 375DA 21/2", 3" & 4" (STANDARD & M~ py~`~ p FLOW RATES (Vs) ~'~ ~°° ~~~ 12 6 25 2 ~~3'l 9'' kk~~ `~ 21/2 (65mm) 3 (80mm) 4' (100mm) INDOOR INSTALLATION S' ~ • Cold Water Meters/Compound Type Specifications 1 General All meters fumtshed shall be manufactured by a registered ISO 9001 quality standard facd~ty Acceptable meters shall have a minimum of five years of successful field use All specifications meet or exceed the latest revision of AW WA C702 2 Type Compound meters shall consist of a combination of an AW WA Class II turbine meter for measuring high rates of flow and a notating disc type posmve displacement meter for measuring low rates of flow enclosed m e single mamcase An automatic valve shall duet[ Flows through the disc meter at low flow rates and through the turbine meter at high Flow rates At high flow rates, the automatic valve shall also serve to restrict the flow through the disc meter to minimize wear 3 Operating Characterlsttcs The meters shall comply with the operating chamctenstics shown below Size Normal Operating Maximum Continuous Maximum Loss of Head Maximum Intermittent Low Stange (gpm) Flow (gpm) at Max Cont Flow (psi) Flow (gpm) Flow (gpm) 2 I/2 - 200 160 8 200 I!8 3' I/2-450 350 8 450 t/8 4" I - 1000 700 8 1000 t/2 6' I I/2 - 2000 1400 8 5 2000 3/4 6' x 8 1 I/2 - 2000 2000 10 5 2000 4 Size The size of meters shall be determined by the nominal size (in inches) of the opening in the inlet and outlet Flanges Overall lengths of the meters shall be as follows A R^ ~~ ~O RaYIa a a Meter Size Laying Length ~~ tfa ~T ~ ~ ~~~ ~ ~AFyp i h N .. ,/ FV. 'rte 3" 17" 4" 20" 6 24' 6' x 8 SS 3/8' 5 Case and Cover The mmncase and cover shall be cast from lead free brass containing a minimum of 85% copper such as Envvobrass II The size, model, and arrows indicating dvechon of flow shall be cast m raised characters on the maincase and cover The covers all contain a stainless steel calibration vane for the purpose of cahbmpng the turbine measuring element while the meter is m-line and under pressure A test plug shall be located in the maincase or the cover for the purpose of field testing of the meter ~ ~ • 6 External Bolts Casing bolts shall be made of AISI Type 316 stemless steel a ; n ' ~ ~~~~ 7 Connections Maincases shall be flanged The 2" meters shall be oval flanged and 3" through 6 sizes shall be round flanged per Table 4, A W WA C702 Registers Separate magneUC-drive regtsters shall record the flow of the turbine and dtsc meters and [hetr total will be the regtstmhon of the compound meter The registers shall be pennanen[lyioll-sealed, straight reading mdmahng m cubic feet, gallons, or cubic metres Registers shall include acenter-sweep test hand, a low flow indicator, and a glass lens The regtsters shall be serviceable without mteirupnon of the meter's operation 9 Register Boxes Register boxes and covers shall be of bronze composition The name of the manufacturer shall be clearly idenhfieble and located on [he register box covers 10 Register Box Sealing Registers shall be affixed to the cover by means of a plastic tamper-proof seal pm that must be desttoyed m order to remove the register 11 Meter Serial Number The meter serial number shall be imprinted on the meter flange or cover as well as [he register box covers 12 Measuring Chambers The turbine measuring chamber shall be aself-contained unit, attached fo the cover for easy removal The turbine shaft shall be tungsten carbtde with tungsten carbide msens and shall rotate m removable graphite bushings Thmst bearings shall be tungsten carbtde The nutaung disc chamber shall be aself-contained umt mounted on [he cover and easily removable from the cover It shall conform to AW WA Standard C700 for the following sizes 2" and 3"-5/S" dtsq 4"-3/4" disc, 6"-1"disc 13 Unitized Measuring Element A UME is a complete assembly, factory calibrated to AW WA standards that includes the cover, regtsters and both a turbine measuring element and a nutahng disc chamber assembly I[ shall be easily field removable from the meter body without [he requvement of unbolting flanges 14 Intermediate Gear Tram -Turbine Section The intermediate gear tram shall be directly coupled from the turbine rotor and magnetically coupled to the register through the meter cover The gear tram shall be housed m the turbine measuring chamber All moving parts of [he gear tram shall be made of a self- lubncabng polymer or stainless steel for operation m water 15 Automatic Valve The automatic valve shall be of the spring-loaded, poppet type All valve parts shall be made of lead free brass containing a minimum of 85%copper such as Envirobrass II, stainless steel or a suitable polymer with a replaceable semi-hard EPDM rubber seat Only the cover must be removed to gam access to the valve for mspecpon or sernce The disc meter shall include a self actuated valve that directs Flow through the disc meter at low flow rates and through the turbine meter at high flow rates At high flow rates, the self actuated throttle valve shall restttct the flow through the disc meter to minimize wear 16 Strainer A strainer shall be provided for the disc meter It shell be easdy removable and have an effective strarnmg area of double the disc meter inlet 17 Registrat-on Accuracy Registration accuracy aver the normal operating range shall be 98 5% to 101 5% Registration at the crossover shall not be less than 95%wlth direct reading registers Registration at the crossover shall not be less than 90°/a with absolute encoder or generator remote registers Registration at the extended low flow rate shall not be less than 95% 18 Remote Capability Options Type A-All meters shall be equipped with encoder remote registers per AW WA C707 shall meet all AW WA C702 performance standards Type B-All meters shall be equipped with generator remotes per AW WA C706 shall meet all AW WA C702 performance standards and shall include all hardware Two-wire cable shall not be included in quoted meter prices Acceptable meters shall be Neptune TRU/FLO Compounds or approved equal Neptune Technology Group Inc 1600 Alabama Highway 229 Tallassee AL 3fi078 USA Tel (800) 645 1892 Fax (334) 283 7299 Neptune Technology Group (Canada) Ltd 7275 West Credn Avenue Mississauga, Ontario LSN SM9 Canada Tel (905) 858 421 I Fax (905) 858-0428 Neptune Technology Group Inc E3ercuo Naclonel No 418 Piso 12 Delp 1201 1202_ Cal Chapultepec Morales Delegaci6n Miguel Hidalgo 11570 Mexico Distrito Federal Tel (525) 55203 5294 / (525) 55203 5708 Fax (525)55203 6503 SPEC CGA@OIaVD a8 a9 O Capynghl 2001 NepWne T«Aiwl°gy Gmup tic. All Wgh4 ftnavcd lermne W Moi nssette S Atiurcrat~e Ini N S 1700 Cuopcr Punt Road SW ~(3-2 Ul~nipia, WA 98502 1 I10 1~(0). 53-9456 • (360) 45'_'-9990 April I5, 2005 Mr James E Grbson Development Services Engineer R City of Yelm E[`~ 105 Yelm Avenue W r ~~ Yelm WA 98597 gPR1 °7005 O Re Yelm Community Schools (YCS) High School Frontage Improvements Northerly Stde Power Pole Locations Relocation Direction/City Approval Dear Mr Gibson As a follow-up to our meeting held on Tuesday April 5 2005 at WSDOT with you and WSDOT personnel, the YCS needs the City of Yelm's specific direction m order to complete the design of the subtect roadway frontage improvements as specified m the Crty's SEPA process As we understand rt the frontage improvements must be installed prior to the issuance of an occupancy permit for the new construction anticipated m September of this year The City of Yclm has responsibility for the establishment of the `Design Clear Zone' m conformance with section 700 04 of the WSDOT `Design Manual (copy enclosed of the referenced section) There are approximately nine (9) power poles (plus approximately seven (7) trees and eight (8) stumps) located within the ten (10) feet of the existing and proposed traveled edge I have enclosed a copy of the roadway improvement plan which depicts (highhghted m yellow) the location of the rime (9) power pole locations of concern I note that at least one of the existing power poles has evidence of vehicular impact Please note that the plan view location of the existing poles will he within the pavement width expansion required to install the twelve (12) foot wide two way lefr tum lane to be located per the SEPA requirements or unmediately adtacent and within ten (10) feet of the traveled edge Please note also that the curbs and gutters are not going to be installed on the northerly side of the roadway as a part of this protect Future development of the northerly side of the roadway will include curbs and gutters per the City's Roadway Development Standards Crvrl * M:uarcrpal * Georcchnrca!* Engrneenng and plannuvg Mr Gibson Page 2 of 2 Options identified to relocate the power poles include 1 Placing them approximately 32 feet off of the roadway centerline m order to have the face of the pole 10 feet off the edge of the pavement (shoulder) Thrs would require the acquisition of right of way or easements 2 Placing them approximately 28 feet off of the roadway centerline m order to have the face of the pole 10 feet otf of the traveled edge (e g painted edge stnpe line) This would leave the power lines `overhanging' private property (and therefore the necessity for the acquisition of an easement), and m the existing asphalt pathway located on the easterly end of the project 3 Placing them approximately 26 feet off of the roadway centerline m order to have the face of the poles located 3 feet behind the future curb face Thrs option would leave the poles within the ] 0 foot clear zone from the painted edge line (until a curb Ime was constructed} and m the existing asphalt walkway m at least one location If the power poles are to be relocated, the YCS will rely on the relocation of the poles by the Crty of Yelm through the Crty s Franchise Agreement with PS & E Addrtronally, we would ask that the Crty provide for the coordination with the adjacent property owners necessary for the removal of the trees and stumps that may be regwred In order to provide for construction of the roadway improvements by September of this year, we would need the Crty s timely response on this issue Please feel to contact me rf you have any questions Sincerely, .Ierome W Morrrssette & Associates Inc P S W hlbmssette P E Cc Mr Erhng B~rkland Yelm Community School w/attachments nonrecoverable slope A slope on which an errant vehicle writ continue until rt reaches the bottom, without having the abtlity to recover control Fill slopes steeper than 4H 1 V, but no steeper than 3H I V, are considered nonrecoverable ~ recoverable slope A slope on which the driver of an errant vehicle can regain control of the vehicle Slopes of 4H I V or flatter are considered recovemble recovery area The minimum target value used m highway design when a fill slope between 4H 1 V and 3H 1 V starts within the Design Clear Zone tra,(j'ic barrier A longitudinal barrier, including bndge rail or an impact attenuator, used to redirect vehicles from hazards located within an established Design Clear Zone, to prevent median crossovers, to prevent errant vehicles from going over the side of a bndge structure, or (occasionally), to protect workers, pedestrians, or bicyclists from vehicular traffic traveled way The portion of the roadway intended for the movement of vehicles, exclusive of shoulders and lanes for pazking, tummg, and storage for fuming 700.04 Clear Zone - A clear roadside border area is a primary considerauon when analyzing potential roadside and median hazards~as defined m 700 O51 The intent is to provide as much clear, traversable area for a vehicle to recover as practical The Design Cleaz Zone is used to evaluate the adequacy of the existing clear azea and ro osed modifications of the roadside When considering the placement of new obJects alon~y the roadside or median evaluate the potential for tm~acts and tr~to select locations with the least likelihood of an impact by an errant vehicle (1) Destqn Clear Zone on All Umrted Access Siate Highways and Other State Highways Outs-de Incorporated Cites and Towns Evaluate the Design Cleaz Zone when the Clear Zone column on the dese~.n matnces lsee Chapter 325) indicates evaluate upgrade (EU) or Full Design Level (F) or when considering the placement of a new fixed object on the roadside or median Use the Design Clear Zone Inventory farm (Figwes 700-2a & 26) to identi potential hazards and propose corrective acUOns Gwdance for establishing the Design Clear Zone for highways outside of incorporated cities is provided m Figure 700-1 This guidance also applies to limited access state highways within the mty limits Providing a clear recovery area that is consistent with this gwdance does not require any additional documentation However, there might be situations where rt is not practical to provide these recommended distances In these situanons, document the decision as a deviation as discussed m Chapter 330 For additmnal Design Clear Zone guidance relating to roundabouts, see Chapter 915 While not required, the designer is encouraged to evaluate potential hazards even when they are beyond the Design Clear Zone distances For state highways that are m an urban environment but outside of an incorporated city, evaluate both median and roadside clear zones as discussed above using Figure 700-1 However, there might be some flexibility m establishing the Design Clear Zone m urbanized areas adjacent to incorporated cities and towns To achieve this flexibility, an evaluation of the impacts including safety, aesthetics, the environment, economics, modal needs, and access control can be used to establish the Design Clear Zone This discussion, analysis, and agreement must take place early m the consideranon of the median and roadside designs An agreement on the responsibility for these median and roadside sections must be formalized with the city and/or county The Iusttfication for the design decision for the selected Design Clear Zone must be documented as part of a project or comdor analysis (See Chapter 330 ) Roadside Safety Page Boaz Design Manual May 2003 (2) Desrgn Clear Zone Ins/de Incorporated C~t~es-and Towns For managed access state highways within an urban azea, rt is recognized that m many cases it will not be practical [o provide the Design Clear Zone distances shown m Figure 700-1 Roadways within an urban area generally have curbs and sidewalks and might have objects such as trees, poles, benches, trash cans, landscaping, and transit shelters along the roadside ;(a) Roadside For managed access state highways, it is the city's responsibility to establish an appropnate Design Clear Zone m accordance with gwdance contained m the Crty and County Desrgn Standards Document, m the Design Documentation Package, the Design Clear Zone established by the city (b) Mediau For managed access state highways with raised medians, the median's Design Clear Zone is evaluated using Figure 700-1 in some instances, a median analysis will show that certain median designs provide significant benefits to overall comdor or project operations In these cases, flexibility m establishing the Design Clear Zone is appropnate To achieve this flexibility, an evaluation of the impacts (including safety, aesthetics, the environment, economics, modal needs, and access control) can be used to establish the median clear zone This discussion, analysis, and agreement must take place early in the consideration of the flexible median design An agreement on the responsibility for these median sections must be formalized with the city The Iusufication for the design decision for the selected Desrgn Clear Zone must be documented as part of a project or comdor analysts (See Chapter 330 ) (3) Deslan Clear Zone and Calculations The Design Clear Zone gwdance provided m F~aure 700-1 is a function of the posted speed, side slope, and traffic volume There are no distances m the table for 3H I V fill slopes Although fill slopes between 4H 1 V and 3H 1 V are considered traversable if free of fixed objects, these slopes are defined as nonrecoverable slopes A vehicle m~eht be able to begin recovery on the shoulder, but will be unable to further this recovery until reaching a flatter area (4H 1 V or flatter) at the toe of the slope Under these conditions, the Design Clear Zone distance is called a recovery area The method used to calculate the recovery area and an example are shown m Figure 700-3 For ditch sections, the following cntena determine the Design Clear Zone (a) For ditch sections with fore slopes 4H 1 V or flatter (see Figure 700-4, Case 1, for an example) the Design Clear Zone distance is the greater of the followme . The Design Clear Zone distance fora 1 OH 1 V cut section based on speed and the average daily traffic (ADT) • A honzontal distance of 5 ft beyond the beginning of the back slope When a back slope steeper than 3H 1 V continues for a honzontal distance of 5 ft beyond the beginning of the back slope, it is not necessary to use the l OH 1 V cut slope cntena. (b) For ditch sections with foreslopes steeper than 4H 1 V, and back slopes steeper than 3H 1 V the Design Clear Zone distance is 0 ft honzontal beyond the beginning of the back slope (See Figure 700-4, Case 2, for an example ) (c) For ditch sections with foreslopes steeper than 4H 1 V and back slopes 3H 1 V or flatter, the Design Cleaz Zone distance is the distance established using the recovery azea formula (Figure 700-3) (See also Figure 700-4, Case 3, for an example ) Design Manual May 2003 Roadside Safety Page 700.3 X \03118 \l~onfagc Gocurlcnla\ ~3/l8 honlogc 4Aw q 4 /2 5/2 00 5 / O 49 ; ~ ~ ~ I I ~ ~. i- I I I I l 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 ~~ ~ 1 I I I I ' ; I ~~ I -a! i I '~ I ' ~~ I D I ~ ' ; ~' ~ I ~ ~ I I I I I I NRISE NSTA ROAD f% I ~ i. ~ ~ i I ~ I I ~ . ;I I I II ~ ~ I I ~; II I I O ~ I ~ ~ n I ; ~ ' ~I ~ . I 1_ ___ I I n I I ' D I I II I z I ' I I I ; i I ii i i I I .~_ I ; I 'I I I I I o ~ I; I . I I K/ I I I No I I I I V, I I II I I I 17+87 5 ~ I I I PP i ~ 1 I i I I ' iz oo ; ~~ ' I I . ; , I ~e I o I {.,. I ~ ~ ~ i I I ~ i i ~ i I I I I I I ~ I ~~~ O ~ ' I I ' 'I ~ ~ ~I ~ ~ ~ ~ I - ~ ~ 'I '; I ~ j~ I I ; ~ ~ i I I I; ~ ; 1 I ' ' I I ~ ~ I I I I I ; ~ \ ~~ I, ~- I l i p II ~ II I; I 19 D ~+-~ I f I \ I ~ I i ' 1 . ~ ~ I ` \ ~ ' I~ 1 I ~ ~ I , b I ~ ~ I ~ I ; ~ I ' I ~ ~ ~ I ~ I i i I 'PO I 'h~ j ~ I 13+54 25 STUMP 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 ~ ~ ~('~ q 14F0o48 V~I ~ i I 2 , ~ I I \~ h ~' ~ I I I I I ' ; I ~ I ~ i ; I . t _ I I i ' t i ~ i I I I ' ~ I . ' __ ~ I I I ; I I - F i I ,~I ' , I ~ ; i ~ / i I I ~ I i l ~ I i I ~/ I I _ I I I '~, 14+61 9 PP j I ' O I 'I . i . i q 6 13 ''i ~ I " I PP 1 8R 610 MATCN LINE BTA . 1600 i YELM COMMU1vITY SCHOOLS _ Where all students can learn and grow ErbnQ B~rkland Director of Facilities l~~~,~~ ~~~ ~2szoQ5 March 23, 2005 Mr Grant Beck Director Community Development C>ty of Yelm PO Box 479 Yelm WA 98597 RE Yelm H>gh School ERU Calculations Dear Mr Beck As conditioned in above referenced site plan review the following are water use quantities at vanous Middle School saes m the adlommg districts Date Constructed Population Use Black Hills High School 1995 1016 2 26 g/d/s River Ridge High School 1992 1186 4 34 g/d/s Capital High School 1975 1484 3 57 g/d/s Timberline High School 1970 1260 3 44 g/d/s Based on the data furnished above the connection fees for water and sewer at Yelm High School should be calculated on a daily average of 3 40 gallons per day per student per year Please note that the schools used for these comparisons have been in existence for between 10 and 25 years New schools are constructed utilizing new water limiting equipment and under new regulations requiring lower water usages per fixture YELM COMMUNITY SCHOOLS IS AN EQUAL OPPORTU\ITY EMPLOYER AND FOLLOWS TITLE [~ REOUIREME\TS 107 Fmst Street forth P O Box 476 Yelm Washington 98591 (360) 458 6128 FAk (360) 458 6434 t~vyr..v A more equ>table method for the determLnat>on of ERU's for ent>t>es such as schools would be to track the water usage for a per>od of t>me and apply the connectLOn fees to the actual use Using a method of est>mat>ng usage If too low reduces the fees collected by the c>ty and >f too h>gh causes the school to pay a d>sproportionate fee for serv>ce Respectfully, Er1mg B>rkland D>rector of Fac>lrt>es and COnStrUCtLOn YELM COMMUNITY SCHOOLS IS AN EQUAL OPPORTLNITY EMPLOYER AND FOLI OWS TITL A REO REM NT 10 i Fvst Street North P 0 Box 4i6 Yelm Washington 9859 i (360) 4a8 61?8 FAa (360) 458 6434 St~t~ ow~ to~Z'a-O'S~ Yelm Hlghschool Water and Sewer Calculations Student population Water Usage per a Student Water Usage Per a Day Water Usage Per a Month Divide by 7 48 for Cubic Feet Divide by 900 for ERU's Existing Usage 1325 00 Not sure if this accounts for portables (No Rey 3 40 4505 00 135150 00 18068 18 20 OS Student population 932 00 Water Usage per a Student 3 40 Water Usage Per a Day 3168 80 Water Usage Per a Month 95064 00 Divide by 7 48 for Cubic Feet 12709 09 Divide by 900 for ERU's 14 12 Sewer ERU's 20 Water ERU's 6 Erlm¢ Blrkland Director of Faclhtles March 23, 2005 Mr Grant Beck Director Community Development City of Yelm PO Box 479 Yelm WA 98597 RE S>te Plan Review #SPR-04-0180-YL R>dgehne Middle School Dear Mr Beck R 2s1pos d As cond>tioned >n above referenced site plan review the following are water use quant>tLes at vanous Middle School sites in the ad~ommg d> trLCts Cougar Mountain Junior High Columba Jr H>gh Mountain View Jr High Wash>ngton M>ddle School Tumwater MLddle School YELM COMMUNITY SCHOOLS _ Where all students can learn and grow Date Constructed Population Use 2003 870 3 31 g/d/s 2002 559 2 20 g/d/s 1997 670 1 21 g/d/s 1969 714 2 40 g/d/s 1967 489 2 77 g/d/s Based on the data furnished above, the connection fees for water and sewer at R>dgehne Middle School should be calculated on a daily average of 2 37 gallons per day per student per year Please note that the schools used for these comparisons have been >n ex>stence for between 2 and 32 years New schools are constructed utihz>ng new water hmit>ng equ>pment and under new regulations requ>rmg lower water usages per fixture YELM COMMUNITY SCHOOLS IS AN F9UAL OPPORTUMTI EMPLOYER ACD FOLLOWS TITLE IX REAUIR M RTS IOi Fvst Street \orth P O Rox 4 i6 Selm Washington 98597 (360) 458 6128 FAX (360) 458 6434 A more equitable method for the determination of ERU's for entitles such as schools would be to track the water usage for a period of time and apply the connect>on fees to the actual use Using a method of estimating usage >f too low reduces the fees collected by the cLty and >f too high causes the school to pay a d>sproport>onate fee for service Respectfully, ~~ir an Director of Facilities V kl d and Construction YELM COMMUNITY SCHOOLS IS AN EOUAL OPPORTUNITY EMPhOYF.R AND FOLLOWS TITLE IX RE9UIREMEA°fS. l0i Fms[ S[ree[ North P O Box 476 lelm Washmg[on 98597 (360) 458 6128 FeL\ (360) 458 6434 PLAN FOR APPROVAL REVIEW -Revtew # 2 Protect Ttlle SR 510 Mt Vtew Rd I/S Job Charge Reviewed By Office 8 Mail Stop Phone Date Sheet JC 1161 J Greltenberg OR Plans Revtew MS 7440 704-3257 Dec 10 2004 1 of 6 Sht or Pg Reviewer's Comment Designer's Response Checklist NOTE Refer to the number sequence on the WSDOT Number Olvmprc Rearon Plan for Avproval Checklist (attached) (starting on when addressing review comments page 4 of 11) Plan sheet color code red = in, green =out Other References Design Manual (DM) Plans Pre arabon Manual PPM I can't BEGIN to tell you how disappointed I am at the quality of this PFA ~ I even sent example PFA's to help them (a picture as It were and the aren't even close) Read on Thls Plan for Approval (PFA) has been submitted on a right-of- wa Ian sheet A checklist was returned wlth many boxes marked "yes" (meaning that the requirement had been met, when, In fact, It had NOT been met) I will be sure to point these out look for t ~ i 1 English Units Looks good Clear & Easy to Read The simplicity of the plan makes tt a "clean plan, and although the scale used rs quite small (normally used for interchanges), that appears to be acceptable However, on the first sheet (left side of the plan) you have the required minimum 100 feet of existing roadwa crammed right SR510MtViewRdYelmH ighSchooIPFAComment2 PLAN FOR APPROVAL REVIEW - Revtew # 2 Protect Title SR 510 Mt Vtew Rd I/S Job Charge Reviewed By Office & Mail Stop Phone Dala Sheet JC 1161 J Grettenberg OR Plans Review MS 7440 704-3257 Dec 10 2004 2 Of s Sht or Pg Reviewer's Comment Designer's Response up against the boarder of the plan On the second sheet end of the protect location, you have lots of "bare" plan sheet there Balance the match lines better so things aren't so crammed on one end of the protect and so open on the other end of the ro ect 2 See comment # 1 3 N/A at this time 4 I of a set of half size tans works for me 5 See comment # 1 6 Looks ood 7 8 N/A 9 Looks ood 10 (III) What you show isn't a "Title Block" All the right info is there (with a IIKIe overkill), but it still Isn't set up the way the examples showed ou 11 If there are any deviations, they need to be listed under the Desl n Data Box as shown on a e 3 of 11 of the checklist 12 Looks ood 13 (III) There is a Township/Range at the top of the plan sheet but the font size/line weighUetc is not per the PPM (DIV 5 Standard Symbols & Conventions, pg 5-4) as required (of which you checked "yes" on # 14) You do show the section tine per this requrement, however rt is not labeled as this requirement states (see reds n greens) and you ve used two different line weightsll Please follow the PPM DIV 5, Standard S mbols & Conventions 5-41 S R 51 O M tV iewRdYelm H ig hSchool P FACom m en t2 PLAN FOR APPROVAL REVIEW - Revlew # 2 Protect Tdle SR 510 Mt Vtew Rd I/S Job Charge Reviewed By Office & Mail Stop Phone Date Sheet JC t 161 J Greltenberg OR Plans Review MS 7440 7Q43257 Dec to 2ooa 3 of 6 Slit or Pg Reviewer's Comment Designer's Response 14 (iii) PPM symbols fonts, line weights, set-ups are routinely NOT bean followed 15 Looks ood 16 The "new' features shown ARE solid per this requirement but MANY lines (right-of-way, centerline, etc) do not follow the PPM 17 (I~t) Alignments/Names/Designations The 3 "side streets" that are involved with this protect (where you show new radn/turning movements, etc 10+g0 Rt 16+30 Rt and 93r°) need alignment "names" (like A Line, B Line, etc ), centerlines, lane lines, and stationing, bearings, lane/shoulder widths etc The stationing you do show on SR 510 looks acceptable as far as "set-up" goes however it s been many, MANY years since I've seen someone setting up a plan sheet start with a station of ZERO~I I guarantee that will cause you headaches down the line when doing the full package for this protect (sign locations etc M advice start with station tO+OOt Your call 18 Bearin s Needed on the side streets mentioned in # 17 19 NIA 20 The intersection equation you show at 93rtl is incomplete It will need to show the 93r° St station as well once you have established it (see comment # 17) The other 2 "side streets" wdl also need intersection equations once stationin has been established see comment # 17 21 (~ ~ ~) The centerline alignments ARE tangent where they meet at SR 510 & 93'' (you checked N/A on the checklist) so you DO need an angle shown (see reds n greens) If the other 2 side streets are tangent where they meet SR 510, the too will need an les shown SR510MtViewRdYelm Hig hSchooIPFAComment2 PLAN FOR APPROVAL REVIEW -Review # 2 Prgect Tale SR 510 Mt Vtew Rd I/S Job Charge Reviewed By Office 8 Mail Stop Phone Date Sheet JC 1161 J Grettenbarg OR Plans Review MS 7440 7th 3257 Dec 10 2004 4 Of 8 Sht or Pg Reviewer's Comment Designer's Response 22 Labeling of Lane/Shoulder Widths You gave this the'ol college try but some corrections need to be made see reds'n greens Taper Call Outs The tapers on SR 510 have been called out (although I do have a question on the taper rate from sta 0+00 to 317 7 that I will address in the next paragraph) you will also need to call out all the shoulder tapers on the side streets where the shoulders/bike path go from 4/5 foot to ?? Use the side street stationing to call out where the shoulder tapers terminate on the side streets (not SR 510 stationing) Taper Rate from 0+00 to 317 7 You show a 35 1 taper rate (a 35 1 IS correct with a posted speed of 35) but I can't get any of the math to work using a 35 11t If I go strictly by the change of total roadway width from beginning to end of taper, I get a 26 5 1 If I go by the difference of pavement width right and left of centerline I get a taper rate of 158 85 1 on the left and 22 7 1 on the right Thts had me so baffled that I asked the other reviewer to my office to see if he could figure out where a 35 1 taper came into play here and he couldn't figure it out either, so d's not lust me something is screwy here~t You need to ex lain this real well 23 Design criteria for Design Vehicles SU 8 BUS go hand in hand (see Attachment A) with that in mind, the mrnrmum corner radn is 50 feet (see Attachment B) ALL the radn shown are below standards AND it's the edge of traveled wav where these radn should be a lied, NOT the ed a of shouldersi 24 (~ti) You need to show the left turn path and call out the radius for that left turn path at 93rtl (use a dashed line) You marked N/A on the checklist) See PFA exam les attached 25 Pavement Markings All the "new" plastic arrows need to be filled in solid (not "hollow") I assume there will be plastic bic cle s mbols in the bike lane the need to be shown S R 510M tV iewRdYelm H ig hSchool P FACom m e n t2 PLAN FOR APPROVAL REVIEW - Review # 2 Proles Trtle SR 510 Mt Vlew Rd IIS Job Charge Reviewed By Office & Mail Stop Phone Data Sheet JC 1167 J Grettenberg OR Plans R@VIeW MS 7440 704-3257 Dec 10 2004 5 Of 6 Sht or Pg Reviewer's Comment Designer's Response Lane Lines You did not follow the PPM for lane Imes You actually show the Imes exactly how the painted Imes would look like (double yellow centerline TWLT lines, etc) These should ALL lust be one Itne There are partrcularltnes for certain things (fog stnpe, edge of paved shoulder, centerline, etc ) Use the PPMIii Right-of-Way Lines You show FOUR (count'em) FOUR different style lines to depict R/W Imes 1 don't think ANY of them are corrects Follow the PPM, Div 5, Standard Symbols & Conventions pg 5-27 Be sure to FULLY show the City R/V1l on the side streets Do NOT show existing AND proposed R/W lines The proposed RIW will end up being the new RIW and that's what we want to see (no existing R/W in between the roadway and the proposed R/W the "old" existing will disappear and the proposed will becomes existing If I have confused you with this "lengthy" comment, give me a call at 360 704-3257 26 N/A 27 Just label the RNV lines with a "R/W" not "EXISTING WSDOT R!W", not "PROPOSED WSDOT RIW", not COUNTY/CITY RIW" ust "R/V1f" See reds'n reens 28 Adequate RIW7? I bet not once you design to the correct corner rado at least in a cou le of laces see comment # 23 29 You don't quite meet this requirement the BEGIN end is OK (although very cramped see comment # 1) the END portion only shows about 50 feet 100 feet minimuml Here is where the directional arrows go You also need to show the complete lane/shoulder lines See reds n reens 30 Directional Arcows See comment # 29 31 N/A S R510MtViewRdYe I m H ig h S choo I PFAComme n12 PLAN FOR APPROVAL REVIEW -Review # 2 Proled Tdle SR 510 Mt View Rd IIS Job Charge Reviewed By Office 8 Mail Slop Phone Dale Sheet JC 1161 J Grettenberg OR Plans Revlew MS 7440 7043257 Dec 10 2004 ti Of s Sht or Pg Reviewer's Comment Designer's Response 32 - 36 NIA 37 Delete the 11' you show in the design data box title I missed Gl~~.~,~_ this first time around sor See reds n reens 38 - 44 Looks ood 45 Design Vehicle In my first review I questioned the use of a BUS for design vehicle, please reread that comment I sell have the same concerns I say again, make sure our Traffic Office is ha with this 46 Looks ood 47 & 48 If our Traffic Office is happy with the traffic diagrams, I'm happy wdh the traffic dia rams 49 You are not supposed to show the turning movements on the PFAi Per checklist requirements, under ATTACHMENTS these are to be submitted as attachments I will be looking for these attachments with our next submittal See red 'n reens 50 N/A 51 - 57 Looks ood 58 1 think I see a bioswale (the sgwggly line) next to the bike lane delete it 59 - 61 Looks ood General 1 You should have had this form with its comments sent to you Comment(s) electronically (if not ask Mr Art Larson for it) I will expect you to use the form to give me a Designer's Response in EACH box not lust the checklist returned with "checks" in the es/no/N/A boxes S R 510MtV iewRdYel m H ig h School P FAComme nt2 PLAN FOR APPROVAL REVIEW -3rd Review Project Title SR 510 Mt Vtew Rd US Job Charge Rev~evred By Office 8 Mad Stop Phone Date Sheet JC 1161 J Grettenberg OR Plans Rev+ew MS 7440 ~~ 3257 March 37 2005 ~ Of s Sht or Pg Rev+ewer's Comment Des+gner's Response Checklist NOTE Refer to the number sequence on the WSDOT Number Olvmprc Repron Plan for Approval Checklist (attached) (starting on when addressing review comments page 4 of 11) plan sheet color code red = in, green =out USE THIS ELECTRONIC COMMENT FORM TO MAKE YOUR "DESIGNER'S RESPONSE" COMMENTS f!! (if Developer Services didn t give you the form electronically, ask them for it) Right off the bat I see where you DID NOT make the changes I requested from my last review (checklist number 1), and I see no reason as to why you didn t make the changes Now since there was no designer s response giving me a reason why you didn t do as I asked, I have to make my comment all over a alnt~ A waste of m hme and VERYfrustratm m 1 English Units Looks good On the first sheet (left side of the plan) you have the regwred minimum 100 feet of existing roadway crammed right up against the boarder of the plan On the second sheet end of the protect you have lots of bare" plan sheet there Balance the match lines better so things aren't so crammed on one end of the ro ect and so o en on the other end of the ro ect 2 Acce table 3 N/A at this bme 4 Half size works OK for me 5 Acce table ' 6 Looks ood 7 Th+s +ncludes the Plans Pre aratwn Manual PPM n 8 N/A SR510MtViewRdYelm HighSchooiPFAComment3 PLAN FOR APPROVAL REVIEW -3`d Revlew Prgect Tdle SR 510 Aflt Vtew Rd I/S Job Charge Reviewed ey Office 8 Mail Stop Phone Date Sheet JC 1161 J Grettenberg OR Plans Revlew MS 7440 ~~ 3257 March 31 2005 2 Of s Sht or Pg Reviewer's Comment Designer's Response 9 Looks ood 10 Title Block This has Improved, but there are still a couple of Issues (one of 'em is my fault for not elaborating enough on my last review) Typically the title block has the name of the intersection in it that is getting most of the Improvements (when there s more than one Intersection) Since d was just the radn getting "touched" on both 93rtl and Mt View it was pretty much atoss-up so I didn t green out your MT VIEW RD I/S you had in the last review Now you call out BOTH intersections, which wont fly" Technically 93'° Is getting more done to it since both corner radn are involved (Mt View Rd is just getting one radws "fixed"), so the title block should read 93"' Avenue SE 1/S See reds n greens Here's my goof Just show the MP for the intersection that is called out in the title block (not the MP to MP from beginning to end of project) The MP for 93n0, according to the State Highway Log (see Attachment A) is MP 14 49 See reds 'n reens 11 I see you ve added a deviation box (you'll need to separate it from the design data box so it doesn't look like a continuation of the design data box see example on sheet 3 of 11 of the checklist) I know the deviation Is for below standard corner radn (I just reviewed your deviation) the deviation will need to get approved BEFORE we will sign off on this PFAi Also, it has been brought to my attention that there are power poles out there that may need a deviation due to clear zone constraints It was also brought to my attention that there is another project in close proximity to your project that had to write a deviation for the power poles I don t know the project s name or who's doing il, but I bet It wouldn't be hard for you to find out I tell you this so you ma be able to lagiarize this SR510MtV iewRdYelmH ighSchooIPFAComment3 PLAN FOR APPROVAL REVIEW -3`d Review Protect Title SR 510 Aflt Vtew Rd I/S Job Charge Revievretl By Office & Mail Stop Phone Date Sheet JC 1161 J Grettenberg OR Plans Review MS 7440 704-3257 March 31 2005 3 of 6 Sht or Pg Reviewer's Comment Designer's Response existing deviation and save yourself some work (in case you end u in the same boat 12 Scale Bar & North Arrow Looks good Match Lines See comment # 1 second paragraph If you changed the match line to station 7+00 on sheet 1 you could then center the plan better on sheet 1, and let the second sheet take u the slack there's len of room 13 Looks ood 14 Your RAN lines you show leave a lot to be desired At a glance, I'd say the line weights are incorrect (they look like part of the roadway) not to mention you're using part solid Imes, part dashed lines and part fat dashed Imes You did this to me last time too and you ignored my comment Three MORE things I mentioned in my last revew that you ignored that I will mention again 1 You need to follow the PPM requirements for R/W Imes, Division 5, Standard Symbols and Conventions, page 5-27 2 R/W lines need to be solid lines 3 DON T put the word 'COUNTY" on the county R/W lines R/W is sufficient 15 You show some existing shoulder lines inside the new construction in the vianity of sta 0+35 to sta 1+10 Rt 8 Lt the need to be deleted See reds n reens 16 Looks ood 17 Here s another comment from my last review that you Ignored you need to set u~ stationing and alignment "names (A Llne B Line etc) for 93 Ave and Mt Vlew Rd When that has been done you can then show the intersection equations that are S R 510MtV iewR dYeim H ig hSch ool P FACom m ent3 PLAN FOR APPROVAL REVIEW -3rd Review Prged Tdle SR 510 Mt View Rd 1/S Job Charge Reviewetl By Office 8 Mail Stop Phone Date Sheet JC 1161 J Grettenberg OR Plans Revtew MS 7440 704-3257 March 31 2005 4 of 6 Sht or Pg Reviewer's Comment Designer's Response required (see checklist # 20) I've shown you what I expect as far as a uations o see reds n reens 18 The bearin on Mt View Rd is missin See reds n reens 19 N/A 20 Intersection E uattons See comment # 17 21 We only want to see the angles between centerline alignments at fntersechons not driveways I deleted all the driveway ones See reds 'n reens 22 Lane/Shoulder Widths Where you ve shown the lane/shoulder widths on mainline is pretty good (I added one shoulder width on mainline) Virtually all the side roads are missing this information see reds'n greens Tapers Here's yet another comment you ignored from my fast rewewrrf I check the 35 1 taper at the end of the protect there s something wrong with the 35 1 taper at the beginning of the prolecti I ve done the math for every possible scenario there and I do not come up with what you show If you have to add an attachment (showing dimensions for every place 1 need them to figure this out) to your next submittal to show me how you got what you got, then do that, or we're gonna keep going 'round and 'round on this oriel This first taper isn t as "cut and deed" as the last one, there s something goofy going on here (a skew maybe) The reason I say that is because you have the exact same road width scenario going on at both locations 4'/11 /11'/4' to 4'/11 l12'I11'l4' and 4111'!12'/11'l4' to 4'/11 /11 /4' yet one is 317 7 feet long, the other one is onl 210 feet Ion 23 Labeling Corner Radii Everv one of your corner radii that you have labeled is the wrong radiiti The requirements tell you to label the edge of traveled way radii (fog line), you have labeled the edge of paved shoulder corner radii T againi Once ou S R 510MtV iewR dYel mH ig hSchool P FACom ment3 PLAN FOR APPROVAL REVIEW -3'd Revlew Protect TAIe SR 510 Mt Vtew Rd I/S Job Charge Reviewed By OKce 8 Mail Stop Phone Date Sheet JC 1167 J Grettenberg OR Plans Revlew MS 7440 704 3257 March 3t 2005 5 of 6 Sht or Pg Reviewer's Comment Designer's Response have done this correctly I will want to see NEW turning movements at both accesses as well as 93r° and Mt Vtewt 24 Another ignored comment from my last reviews! Here s what I said 'You need to show the left turn paths and call out the radii for the left turn path (use a dashed line) I have again attached some PFA examples for you to look at that should het ou 25 ANOTHER IGNORED COMMENTii! I'm getting REAL tired of typing the same stuff I typed last time You can dig up my comments from my last review and do what I told you to do then, look at the paragraph titled LANE LINESt Look at the paragraph htled RIGHT-OF-WAY LINES too while ou re at d I m done re- in eve '#~ `^ commentl~t 26 N/A 27 See comment from last review I should have started doing this from the get-go cause I m VERY frustrated with your lack of coin liance~ 28 The devtahon is dea0n with this 29 See comment from last revew 30 Looks ood 31 N/A 32 - 36 N/A 37 - 44 Looks ood 45 See comment from last review 46 Looks ood 47 & 48 See comment from last revew S R 510M tVtewRdYe I m H ig h School P FACom me nt3 PLAN FOR APPROVAL REVIEW -3rd Review Protect Title SR 510 Mt Vtew Rd I/S Job Charge JC-1161 Reviewed By J Greltenberg Office & Mail Stop OR Plans Review MS 7440 Phone ~~ 3257 Date March 37 2005 Sheet G Of s Sht or Pg Reviewer's Comment Designer's Response 49 See comment # 23 to THIS review 50 N!A 51 - 61 Looks ood General Comment SEE COMMENT FROM LAST REVIEW!! Had you done this as requested we wouldn't be hawng HALF the problems we re haven nowununnnnnunnnnnnunnnnnnnni SR510MtVtewRdYelm Hig hSchooiPFAComment3 09/15/2005 05 18 FAS 259 591 9197 Erlc6son McGotiern ERI CK~O N McG OVERN Architecture AnalyslsSchoolDesign ~ '~ Endcson • McGovern PLLC 120 131 ° Streal 5 Tacoma WA 9&ldd-4804 let 253531 0208 faa 253531-8197 MaI1~EntlcsonMcGOVem rqm IQ 001/004 ( FAX TRANSMISSIO N Flrm ~~`. r __ No of Pages (ndudmg cover) Fax No From ~~ Probed ~ Pmleot No SuDted Comments fij ~_ ', / ` r j~n~c.~ 4~~_ Cam. usi u~ ,~~Y-,~-c-s~ Copy 7o CI,~( ., (.a ,~ • _ Copy To Follow In Mall Yes / No Jonn Enryson I Rick McGovem Steven Storaasli I Jay Peterson I Wayne lerdi Gerty Pless AIA Founder AIA, foundef Alq Pnr~pal I AIA PfmCpal AIA, Phnc~pel AIA, ASSOGeie DJ/25~20D5,D,Y 28 F.~fZ :5J 5J2 9297 Erlchson AdcGOrern _~ M3r~ 15 2005- 7 I QPM--JWMbA- --- --~'-=="-="L 03/13!2005 16,20 35049028x3 BPCC 13ersc6auer Phi114ps P.O. Sox 3 t4B9 Olympia, WA 98508-1¢89 360-754-5768 ATXN:'RaY Maw FAX #3.531-9197 1Q DD: /D04 `~'~"No 5437 0 ~°""` r-r.uE 01 / 61 Via FAX No. o£ Pages:! DVia Fiend delwety INQUEST FOR INFORMATION PROJECT Yelazt Htgh School Tobsrte Phana 360-400-2842 7obstte Fax- 360-280-2843 BPCC PnoJect #] 45? 5 17A'1')/= 03/14/05 SPCC NO 144 Date RepJ,y Required: 3/16/05 Descrlpt~on Gallmiy 3 elevations CONTRF~CTOR'S REQUEST FORTNFORMATION• SPECIFICATION NO(s) DRAWi1vG NO C2.4 Please provide concocted elevations for (3a!!ery 3 per telecoa with CECO cosT ^ YES ^ NO Contractor, $PCC. Cass~CECO. Jason ®LTNOETERMINED ..`_ TIME EXTENSlpN __~~ By- BPCC p ves ^ No ARCH~C'F'S RESPONSEt ®VNDeTER.MINED tF' Yn~.i IkJ+x//`9' /L ._I "/ f~ u tia.T! d tS ~kA'Rf' C+lk a .tt,~1 `.r r L V tZ. !r ~17,~ G„~(,L 1 C~ ~ 'I'~ \ 6.l F'.(' f~ ti~ (.J ~ JET ~ a. ~' FFO W n.~ P..l '"{'il-~ f~( /S .~ TSlfr ATT.&cltN yy ~'iLJ LJ/Ac'Ct 4 FOf'H r F'./ CkCh A.3 ~+.1r ~+ Architect: c.,tlr~e~Pt'S ~y- CC Jobs{Ce Fie ..~.I t s f o s Date of Reply 03/14/Y00$ MON 13.22 [TX/RX No ea~2] 09/15/2005 TI7E 07 16 [TS/RX AO Bd421 OJ/15/?005 05 17 Fr1S 25J 501 9197 Erlc6son McGovern IQ 000/004 - No 5461 P I Mar 15 2005 7 18PM JWM&A ~~~6X~ _ leromt W Mam!lcRe 8 Asaocia q Ina P S 1700 Coopcr Pomc Road SW a8-2, OIpeD~4 Ww 48542 I I l0 (160) 35~ 9a56 . (350) 7~3 9990 FAX TRANSNIIS5ION SHEET FILE NO. n ~) d 3 TO FROM: NAME 'a'nt, ~(0 NAME ~,c; ~"t~ ~" v = v COMPAN'X. ~~ ~~.•~~ !4e ra~~ ti DATE. b ~/ l ~1o a We are tratlsmltting from FAX na~lber (360) 352-9990 We are transmltnng a total of 3 pages (lncluding cover page) If you do nat receive all of the pages please call us ar (360) 352-9456 Thank you -~ o, .L°~ ~ c:..c._ ..~F 1 ~ ! fit- ~)~~ ar.. ~.r. ~, ~,. ~-~ ~ 7'~ t .. _ .~. P ~!7, -~-o t~,-C'..c_. '1~1.4.p C~ ` n~--/ ~J Gi~ ( 0./6. ~ ~ ~> ~'~-i r ~c~....~ ~~.J'r'! lid T~-+ti. ~ ~S ~ I !r °ia ~7 ~ r ~ v ~ r~.~____~_ f S ~wo J ~.6 IJ~ !`P ~G]'7c'r ~~ 'v. -~-e ,~ ~-C.r ,-(~.r ~~i'~^.t ~C'.r Ca~fr~.r e~4 Signed ~~~//i/i!-~//I~~J FAY.MISClFn SEND FAX TO. #1p_5 3 ~ .~ 3 L- ~i / `3 7 Ctvtl "Municipal '~ Geo(echnrcaJ Engrneervtg and Plannrng 03/15/2005 T11E 07 16 [TC/RY NO b342] 03/15/:005 09 17 Fa.T :53 531 9197 Erlchson McGovern IQ 004/004 • Mar ~~ 2005 1 IBPM JWM&A JEROME W MORRISSEITE & ASSOL , INC 1700 Cooper Pmnt Rd S W ~B2 OLYMPIA, WASHINGTON 98502 1110 (360) 352 9456 FAX (360) 352-9990 JOB NUMBER N~3 1 43 No `r401 P 3 ~ce ALL bHEE7 NO ~ OF GICVInTED BY` EQ-S GATE Ga~i\`5 AG CKEGKED BY DATE~~~t ~~A ~ o.;.um ~ I ' I ~ ~ ~_, i ~ j l, i j i l~ i , C l l l i l l i I ~ I ~ i l 1 j j l ~_ ~~~~ ~ I i f i I 1~ I! ~~~; I~ f i' 1, ~ ~~ f I ~,~ I i ' ' I~ ~ I I! t I ' i I I~ ~ I 1~ I I i ~ I I M' f t~.l 7~ i i ~ ~ , l i d- I I I ~ I l ~ t 1- - ~{,, F I ~ I ~ I I ~ ~ ~ i ~' ' i I {~ ~ fJ i J~ ~ I~ I i I t 7 ~ s 1 ~ 1 w, f ' i ~ u'~ i ~ , i i '„ L I I , I 1 x ,~ i. a t I ~ v i I d ~-~ I ~7 f~ , ~, - i! ~ ~- 1 i I I ~ of ! e~~ ~~ t I~' I i ~ I ' ' ~ I 1 t ~ t~ I V N I l i I a I I I I { ; 1 Gf S i~ I I , { I I;, ~ ~ t I I i I `~ `~ ~ c1 ~l;l I'~ I I ~ ,, , I I I ~ I ~Cc !. ~ ~~ ' ,~~ I ~ IG ' i , 1 ~ 1 F ~ I I ~ i I~ ~ .~ i I I I (~ l i + I '~ Z I I ' I I I ' + ' y I ~ •.r 1 i I i ' ~~ I I I ~ I ' I i l~ '~ ~ i ~ ~~~ ' k.i` i 1 I I ~ d , I I ~zY ~ i i -~Ly„ I ~ I i I ~ ~ ~F I I `~' , I r I ~ -~ '~~ i I I ~ i I r - , I~ t ~ t~ I ~ ~ I , , ' ~ ~ ! T i ~ I 1 0„~ y i ~ ' ! t { ~ I I ' ; _I ~ I `;gym; ' ! ' ' ~-'+ i i ~ I I ~~ 11 I I 1 I I I ~ ' ; ~ I f I ' ~ t i ~ I I I I I I t ~ ' i ~ , I , t I 1 I I I I I r ,~ ' y , I ; , , ; i I I I ~ , I I r ~_ ; I~ I I i I I I I I , j j I ~ i f l ~ t{_ I f I I i I r'{ I I I`! i l l l I i , i ' I i I ~ , I ~ ~ ~ , on~am.,,~,.~.a~„~ 03/15/?005 TUE D7 16 [TX/RX NO 83421 Yelm Hlghschool Water and Sewer Calculations Student population Water Usage per a Student Water Usage Per a Day Water Usage Per a Month Divide by 7 48 for Cubic Feet Divide by 900 for ERU's Existing Usage 1325 00 Not sure if this accounts for portables (No Rei 3 40 4505 00 135150 00 18068 18 20 08 Student population 932 00 Water Usage per a Student 3 40 Water Usage Per a Day 3168 80 Water Usage Per a Month 95064 00 Divide by 7 48 for Cubic Feet 12709 09 Divide by 900 for ERU's 14 12 Sewer ERU's 20 Water ERU's 6 V C_ N L O V O U posse ~~'~"f S ~ ~,~~ ~> ,ia-~ -z, -+ pop ~7i1 ~cZC I x 8 s y~zc 7 ~I ' L timed f ~~ P~ b s b' 1 L pow ,s~.~ ~~"5 t.~ f~,~-,~ h~~ a~ ~ ZIJL 1 ~'' ~ ~ ~~~ ~ Z bL 1 = ~'t ~ X L £' Z Q~~~ f"'~''~5~ pub ~~.-z J~ "~ ~ zJ ~ ~ ~~ ~'~'~ ~ • • s City of Yelm Community Development Department 105 Yelm Avenue West P O Box 979 Yelm, WA 98597 February 16, 2006 Eriing Birkland, Director of Facilities Yelm Community Schools PO Box 476 Yelm, WA 98597 RE Ridgeline Junior High School - stormwater System Rocky This is a follow-up to our meeting of February 15, 2006, regarding the high groundwater flooding conditions at Ridgeline Junior High School I want to take this opportunity to clarify the direction you received from the City at the meeting As noted by Grant Beck during the meeting, the City's concern and the reason for my letter of February 3, 2006 is not to have any potential impacts to property owners south of the School site, but rather in the vicinity of the new storm facility near the Hawks Landing subdivision The information presented at the meeting by Ed Wltsie, P E confirms the City's initial conclusion that the flooding in the area of Fox Hill Road was high groundwater which was not significantly altered by any construction activities by the School District, including the placement of fill material to raise the elevation of the proposed track Based on the above, I want to be clear that the City is not regwring that the 'flood storage' lost to the fill placed for the construction of the football field be replaced within the high groundwater area The purpose for my letter previously was to ensure that the placement of the storm pond within a high groundwater area would not significantly increase the base flood elevation and impact the 'downstream' properties in Hawks Landing This concern stems from the fact the system will be collecting stormwater from the entire Mill Pond School/Ridgeline Junior High School site and discharge it to the high groundwater area According to the preliminary analysis by Ed Wiltsie, the collection and transportation of stormwater from the entire site to the storm system does not impact the flood elevation as this water is part of the pre-existing condition and the only change is the amount of time it takes for the water to enter the high groundwater area (360) 958-3835 (360) 458-3]99 FrLY www cc yelm wa yes If the School District provides a report stamped and signed by an engineer licensed in the State of Washington which verifies Mr Wiltsie's preliminary conclusion that the collection of stormwater from the site and subsequent discharge into the high groundwater area does not significantly impact the elevation of the high groundwater, the City will consider the existing approved design of the stormwater system to be adequate If the analysis shows that the groundwater elevation would raise, additional stormwater storage will need to be created within the high groundwater area Community Development Department Respectfully, Jim Gibson, P E Development Review Engineer c Bob Tauscher, P E JWMAA Ed Wiltsie, P E JWMAA February 16 2006 Page 2 of 2 City of Yelm Community Development Department 105 Yelm Avenue West P O Box 479 Yelm, WA 98597 February 3, 2006 Bob Tauscher Jerome W Morrissette and Assoc 1700 Cooper Point Road SW #B2 Olympia, Washington 98502 RE Ridgelme Middle School - SPR-04-0180-YL Stormwater Faality Design Mr Tauscher This letter is to follow up all the speculation and discussions that have transpired d ue to the flooding at the Ridgeline Junior High School and the adjacent properties I have met with the project general contractor Ed Wiltsie of your office and even had a discussion with Alan Burke and Erling Birkland at City Hall about the flooding of the adjacent properties After Ed Wilsie and I met with the adjacent owner, it was Ed's recommendation that the School District construct a ditch to drain the water from the up stream drainage areas to the onsite Stormwater pond After this excavation was completed the water on the adtacent property was lowered approximately 8" overnight This has been the only action that has taken place by the project owner or their representatives to date, that the city was requested to be involved with After reviewing all the information and watching the site conditions for the passed week it appears that the design of the western portion of the school site has affected the adjacent property owners and the high ground water movement of this area These conditions were not addressed in the design of this site and are also the same conditions that we had to address with the installation of the STEP tank This condition needs to be addressed before additional work may commence in this area or any other Stormwater is directed to this area Please contact me to arrange for a meeting between the City and all parties from this project If you have any additional questions or comments please do not hesitate to call or contact me at pmg@a yelm wa us Community Development Department Respectfully, Jim Gibson PE Development Review Engineer Cc Alan Burke and Rocky Birkland, Yelm Schools by email (360) 958-8438 (360) 958-3144 FAX www ci yelm wa us ma a cuuo ai~Nm ~wtis~ No ui[~ F c JWM&A Jerome W. Morriseette Bc Asroctates Lna. P. S. 1700 Cooper Point Road SW, NB-2, Olytnpta, WA 98302-1110 (360) 352-9456 •(360) 352.9990 May 31, 200b Mr Jim Cnbson, P E Cotnmttmty Development Engineer City of Yehn 105 Yehm Avenue W P O. Box 479 Yelm, Washtngtom 98597 Re. Rldgelme Middle School, Stonnwater System Analysts Dear Mr Gibson, To further clanfy the May 26, 2006 correspondence to the Ctty, the design stormwater system will function as designed dunng high groundwater events arith the recommendations stated below As previously stated, in summary, the analyses performed uidicate that the pond area and softball field excavation that have been performed for the construction of the 12idgehne School facilities offset the fill that has been placed for the construction of the athletic track/Seld As such, the stoiviwatea system included m the Itldgehne School contract thawuigs will performed as designed under normal conditions and will expenence flooding and overflow dunag penods of high shallow groundwater with offsite and onstte flood levels remauung equal to the condmon that existed pnor to Rtdgehne School Cons'truchon. Constdenng the report conclusions and findings of the analyses performed, it is recommended that Yelm Community Schools 1 Recoutmettce construction of ]tidgeline Athletic Field 2 Construct a tnmlmum 2 ft bottom width 2 ft deep grass lined Swale along the raised grade track area to provide a hydraulic connection between the southerly Ridgehne Trough area and the Rldgelme Pond area This Swale will serve as an overflow system for extreme events when surface flow along the trough develops Should you have any questions or require additional tnfo7mation, please contact me at (360) 352- 9456 Very truly yours, Jerome W Morrlsaette 8, Assoctatea ino., P.S. SIGNED Robert Tauscher, P E Pro)ect Engineer C Mr Paling BQkland, Facilities Operahoas, Yelm Community Schools, PO Bnx 476, Yelm, WA 98597 Mr Stan Zielinski, Architect, Fiieksoa McGovern, 120 l31° Sttoel S ,Tacoma, WA 98444.4804 C \Bob103157 Yolm Ridgclmc Mtddk SchoW\Cmrcapmdmrccl05330b IeMer to Cuy Qmuadwtr Auelyaie Storm Fecdrha Impact doe Jerome W Mornssette & Associates Inc, PS ' Civil • Mwuapal • Geotechmca! Engineering and Plannrnq 1700 Cooper Point Road SW, #B-2 Olympia WA 98502-1110 1 (360}352-9456 / FAX (360)352-9990 RH)GELINE JR HIGH SCHOOL STORMWATER SYSTEM HINDCAST & REVISED DESIGN ANALYSIS ' 15 May 2006 INTRODUCTION ' Thts report has been prepared at the request of the Yelm Community Schools and with oversight by Engineer/Hydrologist, Edward McCarthy, PhD, PE ' The study effort consists of • Developing a reasonable hmdcast match between the XPSWMM Model and the measured data ' obtained during the months of January and February 2006 to identify representative hydrologic parameters for modeling the subbasm and ground surface infiltration rates that existed during the period of the shallow groundwater peak that occurred during this penod ' o Apply the lundcast parameters to the subbasms tributary to the lower Ridgelme Trough to o Estrmate the flood stage that would have resulted if the Ridgehne School Athletic Track, Softball Field and Stormwater Pond had not been constructed during the 2005/2006 wet season o Predict the flood stage that would be associated with the l OYr/24Hr, 25YR/24Hr and 100Yr/24Hr Thurston Region Design Events with and without the Ridgehne Track/Softball Field/Storm Pond construction o Evaluate the flood stage that would be associated with mayor Design Events with the ' adjacent subdivision fill removed from the Ridgelme Trough area immediately adjacent to the Ridgehne School Srte and the WSDOT SR-507 cross culverts reopened 1 The study area has been named the Ridgelme Trough after the Ridgehne School that is located at the present downstream terminus of the trough (see Figure 1) The trough extends along the axis of long and relatively narrow drainage basin that grades to the northwest along the toe of a natural glacial terrace bluff 1 that comprises the west/southwest boundary of the basin HINDCAST OF JANUARY/FEBRUARY 2006 RAINFALL/SURFACE FLOODING EVENT ' Hmdcastmg of the stormwater/pondmg conditions that were observed during the 2005/06 wet season requires the ' s Development of representative rainfall data • Representatron of antecedent moisture and shallow groundwater conditions e Delineation of tributary areas, and surface and hydrologic characteristics ' Crvil •Mumcipal •Geotechmcal Engineering and Planning • Identificatton of dramway geomorphology and establishment of surface storage development ' dunng the penod of analysts • Selection of measured data to be used m the performance matching effort ' Rainfall As described m my previous report, 2005/06 wet season raznfall significantly exceeded the average for the 1 region between 19 December 2005 and about 04 February 2006 Specifically, the cumulative rainfall dunng this period was about twice the average Huth six significant rainfall events with 24 hour rainfall amounts totaling 0 94 to 1 59 niches As a comparison, the Thurston Region 6 Month/24 Hour Design Event is 1 79 inches Clearly, this rainfall period did not constitute an extreme event However, this rainfall penod was significant enough to yield surface flooding along much of the Ridgeline Trough 1 Typically, the Yelm area rainfall is somewhat less than the Thurston Region average as established using rainfall records collected at the NOAA Climate Monitoring Station located at Olympia Airport As data ' from a local Yelm area rainfall gauge is not available, the Olympia Airport rainfall records have been used for the analyses performed as the best available data The rainfall data used for the Ridgeline Trough hmdcast analyses is presented m Table 1 The specific date range of the rainfall data used for these analyses is 07 January 2006 through 04 February 2006 An extension of the rainfall data penod was used m the modeling effort to15 February 2006 to permit the tail out of the analysis and the matching of flood stage data through the peak shallow groundwater penod Antecedent Condrtrons ' Based on the site observations, water surface survey measurements and initial XPSWMM modeling, rt was determined that the shallow groundwater conditions along the Ridgeline Trough changed markedly m late January 2006, whch was reflected m a massive reduction m the infiltration rate m the bottom of the new stonnwater pond that had been excavated for the new Ridgeline School and surface flooding along the lower reaches of the Ridgeline Trough (see Table 2) This change point was incorporated into the hmdcast effort by using rainfall data that straddled the approximate change point This approach is reflected m the hindcast/measured data overlay plot that will be presented later m this discussion 1 Tributary Area Thurston County GEODATA aerial topography has been used to delineate the tributary basin that drains to the Ridgeline Trough The total area amounts to Just over 400 acres The tributary area was separated into 13 tributary subbasms (see Figure 2) that dram to the Ridgeline Trough (an ancient aver meander/dramway) GEODATA aerial photographs, topography, and surficial soil mapping were used to ' define the subbasm boundaries and surface characteristics These data are summarized on Table 3, which also shows the initial hydrologic characteristics for each subbasm 1 These characteristics were used to develop that initial hydrologic characteristics for each subbasm, which are also presented m Table 3 1 N03157 Ridgeline School Stormwater System Hindcast & Revised Desigi Analysis Page 2 ' 5/25!2006 1 Trough Retent-on/Storage The ground surface shape of the Ridgehne Trough has been estimated from Thurston County GEODATA ' aenal topography and topographic survey measurements of the 12rdgehne School protect site that were performed by J W Morrissette & Associates survey staff before construction and after rough site grading (at the time of the observed trough area flooding) A combination of the GEODATA topography and ' rough grading topography were used to determine the available retenrion/storage mthe trough area during the above descnbed rainfall penod (07 January to 15 February 2006) Tables 4 and 5 show the retentton/storage stage volume values used for the hmdcast analyses Table 5 shows essentially the new stormwater pond azea that was rough graded during the flood penod GEODATA topography alone was used to develop the stage storage chazactensrics of the trough area south of Fox Htll Lane Dunng the penod pnor to 07 January 2006 there was essentially no hydraulic commumcatton between the pondmg that occurred between Fox Htll Lane and the southerly limit of the athleric track fill On about 07 ' January 2006 a connecting ditch was completed between the softball field azea and the rough graded Rtdgelme Schoo] Pond At this potnt flow over Fox Hill Lane had ceased The ditch served to dram the southerly pondtng area, which took about 1 to 2 days, after which the ditch remained dry This addition of t runoff to the Ridgelme Pond was short hued, occurred after the peak stage m the pond area occurred, and as such was not included m the lundcast modeling of the subbasins ' Additionally, available soil reports for the 12idgehne School Protect mdreate that the soils beneath and north of the athleric track fill dram better than soils located further to the south Hence, the sepazate lundcasring of the areas north of the athletic field fill and south of Fox Htll Lane would address this difference Based on the foregoing, rt was determined that two separate hmdcasts would provide the most representative evaluation of the m situ conditions The two modeling areas consist of • The tributary/pondmg area south of Fox Hill Lane ' e The tributary/pondmg area encompasstng the Ridgehne School Storm Pond Selection Of Measured Data Table 2 shows the measured data that was gathered dunng the flooding penod between 13 January and 10 February 2006 As noted above, during the flooding penod the lower Ridgehne Trough acted as two sepazate pond storage environments As such, two sepazate hmdcast calcularions have been performed to model the high groundwater penod performance of the lhdgehne Trough The measured data selected for matching m the lundcast analyses consists of the figures listed m Table 2 for the Infiltration Pond (hifilt Pond -Column 1) and Fox Hill Lane Upstream (FHL WUpSttm -Column 5) The Infiltration Pond data is avazlable for the penod from 17 January 2006 through 10 February 2006 The Fox Hill Lane Upstream data is available for 03, 08 and 10 February 2006 H-ndcast Analyses 1 N03157 Ridgelme School Stormwater System Hmdcast & Revised Design Analysis Page 3 ' 5/25/2006 1 As noted above, two hindcast analyses were performed The analyses consisted of a series of trial & error ' runs that attempted to produce a match between the measured and calculated flood stage levels This approach was used very successfully by the author m the performance of the Stormwater Faciliries Perfomance Study -Thurston County, Washington, performed for the Washington Staie Department of ' Ecology as part of Centennial Cleanwater Grant No 9500215, which is now the basis for the pond bottom infiltration values used m the WSDOE and Ctty of Olympta Drainage Manuals The hmdcasring approach used consisted of using the SCS/Santa Barbara Umt Hydrograph Method and backfittmg times of concentration, Curve Numbers and infiltration rates until a reasonable match of calculated and measured data was achieved During the above referenced Grant Study, it was found that the times of concentration, Curve Numbers and infiltration rates denved from the hindcast process vaned from the values that would normally have been selected for design m the monitored basins This was also ' the case for the Ridgehne Trough Subbasins The Curve Numbers were much lower than would have been inirially guessed The rimes of concentraton were much longer than the values that were determined via the use of standazd nomography Infiltration rates were found to be very low as a result of shallow ' groundwater nse Figures 3 and 4 show a schematic model diagram of the subbasms used to model the school pond and the ' measured/calculatediesults plot The data match for the period from 26 January 2006 through 10 February 2006 is quite good Prior to 26 January 2006 the trough subgrade was accepting surface runoff readily and although some surface flooding was apparent, it was draining away relarively rapidly Some ' rime around the 26~' to the 30~' of January 2006, the trough area infiltration characteristics changed as a result of shallow groundwater nse Infiltration reduced to about 0 2 cfs (per the hindcast) m the entire azea mandated m the vicinity of the Ridgelme School Pond Figures 5 and 6 show a schematic model diagram of the subbasms used to model the trough performance south of Fox Hill Lane and the measured/calculated results plot Figure 6 shows a reasonable match of data points It is noted that the Fox Hill Lane culvert was closed during the flood period and as such, the hindcast was performed using a closed culvert, which resulted m south trough runofT overflowing the Fox Hill Lane roadway Infiltration for the entire retention area south of Fox Hill Lane was estimated to be ' 0 2 cfs from the hindcast In summary, the hindcast effort was successful and produces very reasonable parameters for use m modeling the Ridgehne Trough Basin under high shallow groundwater conditions The hydrologic parameters denved aze fisted m Table 6 The associated infiltration rates for the two hindcast areas were both 0 2 cfs COMBINED ANALYSES PROBABILITY As a supplement to the basic stormwater modeling that has been performed for the Ridgehne Trough, a combined probability assessment was performed to determine the frequency of occurrence of the Thurston ' Region Design Events defined by Thurston County m their drainage manual when combined with another associated rainfall related event, ie shallow groundwater nse The rainfall return frequencies considered are the Thurston Regton 10, 25 and 100 Year/ 24 Hour rainfall conditions ' N03I57 Rtdgelme School Stormwater System Hmdcast & Revised Design Analysts Page 4 ' 5/25/2006 The shallow gmundwater event that was experienced during the 2005/06 wet season does not have a prescribed return frequency As such, a review of the rainfall records for the Olympia Airport gauging station was performed The records were searched for periods that showed two successive months of rainfall that were well above the average values for wet season months or single months with about double ' the average rainfall or more In the 56 years of record 10 events were counted 1 Febniary 1949 17 7 inches (Average 8 46 inches) 2 January 1953 19 84 inches (Average 7 27 inches) 3 November 1955 12 18 inches (Average 8 OS inches) December 1955 12 59 inches (Average 8 12 inches) e 4 November 1962 15 51 inches (Average 8 OS inches) 5 January 1964 15 13 inches (Average 7 27 inches) ' 6 November 1973 12 95 inches (Average 8 OS inches) December 1973 11 61 inches (Average 8 12 inches ' 7 January 1990 14 53 inches (Average 7 27 inches) 8 November 1998 15 28 inches (Average 8 05 inches) December 1998 12 99 inches (Average 8 12 inches) ' January 1999 12 25 inches (Average 7 27 inches) February 1999 15 50 inches (Average 8 46 inches) 9 November 2001 13 31 inches (Average 8 05 inches) ' December 2001 11 86 inches (Average 8 12 inches) January 2002 11 42 inches (Average 7 27 inches) 10 December 2005 8 88 inches (Average 8 12 inches) ' January 2006 11 81 inches (Average 7 72 inches) Based on the above referenced data, wet seasons with the potential to create a high shallow groundwater conditions have occurred 10 tunes in 56 years or about once every 5 6 years (Probability = 0 1818) Using the Combined Probability formula, which indicates that the probability of a combination of any two events is equal to then mdrndual probabilities multiplied together This yields the following probabilities/return frequencies for the combinations ofthe I0, ZS and 100 yeaz Design Rainfall Events with the high shallow groundwater event 10 Yr/24 Hr & High Groundwater P = 0 01818 Return Frequency = 55 years 25 Yr/24 Hr & High Groundwater P = 0 0073 Return Frequency = 137 yeazs ' 100 Yr/24 Hr & High Groundwater P = 0 001818 Return Frequency = 550 years CONII'ARISON AND DESIGN EVENT ANALYSES ' Upon defining representative high groundwater parameters estimates of the Ridgehne Trough, the basin performance with and without the Ridgelme School athletic facilities fill was analyzed Several analyses ~ were performed for the high groundwater condition e 2005/06 Hmdcast Period Conditions with No Athletic Field Fill e 10 Year/24 Hour Rainfall Design event with and without Athletic Field Fill N03157 Ridgelme School Stormwater System Hmdcast & Revised Design Malysis Page 5 5/25/2006 1 0 25 Year/24 Hour Design event with and without Athletic Field Ftll ' • 100 Year/24 Hour Design event with and wrthout Athletic Field Ftll It rs noted that the analyses performed wrth the athletrc field fill rn place used the 0 2 cfs trifiltratron value ' derived from the hmdcast work The analyses performed for the no fill condrtrons were undertaken using 0 4 cfs tnliltratron as a portion of the tack fill azea was assumed to have a srmilaz elevated infiltration capability The results of the analyses performed area summarzed on Table 7 ' 2005/06 Perrod Without Athletic Freld Frll The analysts performed for the condrtrons that occurred during the 2005/06 wet season was performed with the Fox Hrll Lane culvert open and floodrng was allowed to extend over all of the Rrdgelme School properties as they were shown to be on the GEODATA aerial topography prior to the commencement of school constructron A maxrmtim flood stage of 349 3 ft was calculated for this condrtton The results of ' this analyses are shown m graphical form on Frgures 7 &8 10 Year/24 Hour Design Event 1 The Thurston Regron 10 Year/24 Hour Destgn Event was analyzed using the hmdcast parameters The resultant maximum flood stage without the Rtdgehne School Athletic Field Frll to place was calculated to ' be 349 7 ft The calculated maximum stage with the track fill m place and the pond azea and softball fell regraded was 349 7 ft There was no srgmficant difference between the analyzed condrtrons The combined return frequency of this event is estimated to be 55 years 25 Year/24 Hour Desrgu Event The Thurston Region 25 Year/24 Hour Desrgn Event was analyzed using the lnndcast pazameters The resultant maximtrrn flood stage under preconstructron condrtrons was calculated to be 349 9 ft The calculated maximum stage with the fill m place and with the pond and softball field regraded was 350 0 ft The actual calculated difference is 0 09 ft, whrch is wttlun the level of accuracy of the analyses being performed Hence, there is essentially no srgmficant difference between the analyzed condrtrons The combined return frequency of tlis event is estrmated to be 137 years 100 Year/24 Hour Desrgn Event The Thurston Region 100 Yeaz/24 Hour Desrgn Event was analyzed using the tundcast parameters The resultant maxrmum flood stage wtthout the Rrdgehne School Athletic Freld Fill m place was calculated to ' be 350 8 ft The calculated maximum stage with the track fill to place, and the pond and softball field regraded was 350 8 ft There was no srgmficant difference between the analyzed condrtrons The combined return frequency of this event is estimated to be 550 years N03 ] 57 Rrdgehne School Stormwater System Hmdcast & Revised Design Analysis Page 6 ' 5/25/2006 Companng the above results (see Table 7) it appeazs that the addition of the athletic field fill is offset by ' the excavation performed to the trough area for the Rtdgehne Pond and the softball field Hence, removal of the fill is not necessary and the condrtron as designed with no fill m the Softball Field area accounts for the localized modification of trough topography for the Ridgeline Running Track EXTENUATING CONDITIONS 1 1 lJ 1 1 As mentioned m my prior report, the Rrdgehne Trough rs part of an ancient Nrsqually Rtver meander and atone time was continuous from the southerly most limit of the trough to the headwaters of Thompson Creek Further reseazch indicates that there were approximately three depressed surface areas that conveyed runoff from the Rtdgelme School Srte to the north along the continuation of the present day trough As built drawings obtained from the Washington State Department of Transportation indicate that m 1938 when the formal construction of SR-507 was undertaken, draznage culverts were installed m each of the referenced depressed areas to provide for the continued flow of runoff from the upstream trough area (Rrdgelme School area) to the downstream area, via the Nrsqually Golf Course and other properties The culverts installed consisted of 18 inch diameter dipped corrugated Iron pipe No 16 gauge Two of the culverts would have served the trough area that continues from the Rtdgelme School site across the Hawks Landing Subdrvtsron and one served McKenzie Lake (also known as Mill Pond) A crude analysts of the rarnfaA events described above with a single 18 inch culvert m place mdtcates that maximum flood stages m the upper trough azea would be reduced by 1 to 1 5 ft as a result of the culvert being m place as opposed to conditions without the culvert existing An analysts of the Impact of the fill placed for the two subdivisions constructed to the north and south of the school site showed a difference of about 0 1 ft, which is negligible Cleazly, the culverts make a srgmficant difference m the hydraulic performance of the Rrdgehne Trough A review of the Hawks Landing Subdrvtsron design drawings uncovered that a bypass pipeline was at one time part of the subdrvisron improvements design The bypass pipeline would have connected the upper trough area to at least one of the 18 inches culverts that passed under SR-507 Additionally, closer inspection of the pavement surface on SR-507 showed that paint marks indicating the location of the culvert that was intended for continuation for pass-through drainage to the upper trough azea still exist on the highway surface CONCLUSIONS AND RECOMMENDATIONS $ased on the foregoing, rt is concluded that Surface flooding that was observed during January and early February 2006 occurred during a period of consistent light to moderate rainfall that appears to reoccur at about 5 to 6 year intervals, and as the result of a filling of the shallow groundwater system, slowing mterflow and reducing runoff disposal by infiltration Subgade infiltration m the lower Rrdgehne Trough changed character m late January 2006 Hmdcastmg the flooding conditions that developed m late January and early February 2006 showed a good match of measured and calculated data for the Rtdgelme School Pond Area, N03157 R~dgehne School Stormwater System Hmdcast & Revised Design Analysis Page 7 5/25/2006 I~ 1 1 CJ 1 1 establishing subbastn hydrologic parameters and high groundwater penod pond bottom mfiltrahon rates e Hmdcasring the flooding conditions that occurred m early February 2006 along the Ridgehne Trough azea south of Fox Htll Lane showed a reasonable match of measured and calculated data for the peak flood elevation, establishing subbasin hydrologic parameters and high groundwater penod pond bottom mfiltratron rates • Hmdcast pazameters were used to develop predictions of maximum flood stage levels along the Ridgehne Trough for vanous Thurston Region Design Events (10, 25 and 100 Yr/24 Hr Events) for pre-Ridgehne School development and post-Ridgehne School Athletic Area fill placement under elevated shallow groundwater conditions, which showed that the Ridgehne School construction along the trough will have a negligible effect on flood stage dtu7ng the Design Events • Ridgehne School athletic facdrties may be constructed as planned and will accommodate the vanous Rainfall Design Events that aze typically considered m the Yelm area • Combination of the Thurston Region Rainfall Design Events with the high groundwater conditions that occurred dunng the 2005/06 wet season results m more extreme Design Event Return Frequencies than normally considered (100 Yr Rainfall Design Event + htgh groundwater yields 550 Yr Combined Design Event) • Ridgehne Trough was ongmally open via a surface flow path to the low azea located north of SR- 507, mthe vicinity of the headwaters of Thompson Creek • In 1938 WSDOT constructed SR-507 and installed 3 - 18 inch diameter culverts at low points along the existing ground to accommodate the seasonal surface flow developed along the trough • At present the WSDOT culverts aze not visible and have been closed to flow from the trough area north of SR-507/Hawks Landing Subdivision • Flooding expenenced dunng the 2005/06 wet season was directly attributable to the closure of the WSDOT SR-507 culverts, and the filling and alteratron of the ancient flow path Considenng the above conclusions and findings of the analyses performed, it is recommended that Yelm Community Schools Recommence constructron of the Ridgehne School Athletic Field Construct a mmunum 2 ft bottom width 2 ft deep grass lined Swale along the raised grade track area to provide a large capacity hydraulic connection between the southerly Ridgehne Trough area and the Ridgehne Pond area This Swale will serve as an overflow system for extreme events when surface flow along the trough develops Crty of Yelm/Thurston County/State of Washington Reopen and clean the culvert under Fox Hill Lane so as to o Significantly reduce flooding south of Fox Hill Road o Prevent overtopping and erosion damage to Fox Hill Road Reopen and clean the three WSDOT culverts under SR-507 Construct a suitably sized by-pass flow culvert through the Hawks Landing Subdivision and all downstream filled and regarded areas, so as to o Restore the post 1938 Ridgehne Trough hydraulic flow path N03157 Ridgehne School Stormwater System Hmdcast & Revised Design Malysis Page 8 5/25/2006 1 1 o Relieve floodtng along the portion of the Ridgelme Trough that lies south of the Hawks Landing Subdivtston and o Reestablish to some extent the natural hydropenod/cycle of the dratnway and downstream Thompson Creek headwaters Ce\»~mt4 ~` ~ 1~~ii~-- Edward A Wiltste, PE Sr Geotechnical/Hydrologic Engineer J W. Morr-ssette & Associates Inc , PS N03157 R~dgehne School Stormwater System Hmdcast & Rewsed Design Analysis ~, of "' , `~~~ ,~- Sj r r V n e I` -.n-, Page 9 5/25/2006 1 J 1 Ll FIGURES N03157 Rtdgelme School Stormwater System Hmdcast & Revised Design Analysis Page 10 5/252006 .. v .. 1 .. v + Po r~~'~.Y dJ ~ ~ i ~ rl U n f ~ l~~'~ .. J'c 6'- 3 ~~ J ~ ~ ' ,p a r , h /~ S. ~\ n ~ q 1 ~ y ^, ~ - ~ t ~ q } ~ ~+Y O IF`~"_ t N ~r ra n~ _ a o~ ~~ _ v ~`i ~ t`~g ~ ~ ~r • o y k. .:5 ~ yt-rte.>"L,. b M rF ~ ~ y`= >~ ,. A ." t1 jy r- ~ ~(, Ary ^ ~ Q ~~~ l y f~ ~ ifs Y t~ } J/ ~ ` .. SRI ~ ~` ~+ {V~ d p ~ a= ce " ~ 1' `~ ' ., ti g~ , :,i , ~; ~ `~,~ ~ r; ~ ~ ~ 'i ts~ I 4~ i'~}.r2°y" ~ ?~ "~~o~t ~V m t~ ~j e}5~ ~~ P~2= ,7 .c.~' a ~ "- ~v~'+ d L '- _'.~.. ..~E ~t _ ` ~ } n ey , o ~ fl. I ~ - >~ ~ ~' ~~i~~,~ i~ - `mot»~'-~t,~ _ i " r i~l, . ~4 r1,~i~~,r~ a~ \ ~ ~~~ ~ f~y ~~ -^c- ti.^ ~.kxdi .r {b ~ EGA 1r ec+.+ac. u'~^ f' .~ ` w ~ J +* 1~i~+rit~ ' ~ 3 J. t T>T'~ ~ T- ~ * r ~} ~ r6 ~ r ~~tL ~ u~ ~ ~ t~5 f -is- ~ ~ ~ o .. p Yti~j^ 6; t -s `A" ~~,~ . r~~ ~ ~„.. ~ +yd ~" ~ n~ ~k e~ dry d +' ' `' - ' „~' ,~ '^ r'aj ' { ; S~ ~ 0~0 Rldgehne Troug ~ +~ Q~ n ~~. ,~ 91T ,~ Subbasin Bounda ,_,~ i \ Y s §^ R=`foal'?ice' $ n~~ y~ i x' ""+~ V Trough .. ~ , `b ~~'Yy ~ ~i~ ~ r ~ Y`~ ~~f 3 N a 5 PAT~~.Mi11 J.{N ~t_ .w ~ '! w/'. K(ti' d`5:13~ .e' ~` ri+2/ i3.. ~+t~ry•., ~3fNNY1 ~d e~*~' ID"tea ~~'~'~ - ~ ~ P~ t J W MORRISSETTE ASeOCIATE5INC PS a~a•uu T~^w~am.aawor, o.ui.na" 1]00-8] Cooper Pomt Road SW FiBUre 1 Olympia Washington a5502 5252008 o,~ ~$o uop ~¢~ oo~ 'gym ~pN a0 NWn fs m u z 9 N A S 3 a CN Qp Y ~~O ~ ! ~ ® _ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ i i rly ~~~c v Node - YCSTrough [Max Stage = 349 412] ~- - -- - --- - - - --i----- -- -~-- -~-1----- -- -- ~- -- ----- ~_ 349 5-~-- --- - - -- I -- - - - I- I ' i ~ + , ~ i ~- I ; ' I_ i ; 349 0-~ - - - - - ; - - - -- ------ - ------r- ---- ---- ~- - - - - -- ~ ~ ~ ~ ~- ~ _ _ ~ I 348 5-{---- -- - - -- ---- - -- ~ - -- - -1- -- - ~-_- _ - `~ -~ (- I ---- ---~-'- -;- I ~ I ; i -I---- - -- - i I - -i- ' 1 ~ _ _ _ I---- - -- --- - - -- I --1~ -- - ~- - - - ~ - 't- l ' ---~-- ---~-~---- I -~---- ~ I _~ _~_ f _ __,-i __~_ _I _~~ _ - _ ~ i ~-I.._, t _ 348 0-~---~-- -- - ----~--~--~-~ -I-~--~-~ W _ ~_~ jt ( ~~ -E -I-- --_~ ~,I~ _I _-~-I-_+-~i~~ ~ ~, - .-. --r--- f _ _ 1 ~~T i-~ I _ , , a~ I 1 _ ~ 347 5 ~ -- - - -- -- - ~ ~ - _ I i I I I I i _~--'__ I-r_~ _i ~ ---r-t--?j ~ - ~ , r-r- -t- t- -t -,- I -_ Y i ~(-- _ i...- { I _ _I '(~ _ __i _ i _I 347 0-,-- - I -- - -- - - -- I I I ~t~ ~~-r ! ( ' -1~r-C-f j I--1- ~_ ~ {_. f~l__ I -I i-_ ~~ ~~~ _ i ~ __ I S I~ I I_ 1 ~I ~ 1 I I__ --I------ ii 1-; -- 346 5--~-- ~~-- - -~~1-~ -I~ ~ ~- ~-~_ ( ~ ~ i ~ ~ ~-~-d-- --,r ~---[-- __ F 1- .7_I- - T 1 ~- -'_- ~-_ - \ -' I , i-~ C I I;-1 C; l,-U ` ~ I ~ f ~ I I_ Invert Eleva_ o =13 00 346 0 --- ------- --- --1-- ~ -- ~ - -- ~ - _ ~ ~-- ---~---I-_ - ---- ~ - - ~, ~RidQeOne-~rough=Htndceat'Ai>al__I 8 Wed 15 Wed 22 Wed 1 Sat 8 Sat Figure 4 Jan 1902 Time rigure o Node - FoxHTrough [Max Stage = 350 093] f--- --- -r--------- -------'-r --- -- -------- -~- -- -~--~ I` 350 0-~ - -- ~- --- ----- I 349 8-~-- -- - ~ - ----- -- i - - 349 6-~~--- - (-------- -- 3494 ~- - - - - 349 ~ J~_- - - - - ~-- - ~ I ~" I 349 ~`` c~ i - - - -- 348 r 348 6--~ C 348 4 ~- 348 2 348 0 I -- -- -- - --- ~-- I ---- - ~ - I !1- - - -----~ --- i --- -~- I -- ------ ~ ~~ I -~ I i t ~~_-- - - - --r----- -- --T - ~ - --- -- i i ; i f I -- ~- - II--- ----- Invert Ellevation = 348 00 - ---- -- -- i ---,-- -- -- -- - ~ - --r- -~-------j ---- 8 Wed 15 Wed 22 Wed 1 Sat 8 Sat Jan 1902 Time Node - FoxHTrough [Max Stage = 348 744] 348 3481 348 .-. ~ 348 a~ rn .~ 348 348 348 348 Jan 1902 Time Node - YCSTrough [Max Stage = 348 753] i i i 348 5-~ 348 0 347 5- m rn ca 347 0 - 346 5- 346 0- Jan 1902 Time J W MORRISSETTE ASSOCIATES INC PS 1700.82 Cooper Point Road SW Olympia Washington 98502 Tel 360-352-9456 Fax 360-352-9990 Date Infilt Pond TH No 1 13-Jan-06 17-Jan-06 346 47 346 63 20-Jan-06 346 57 346 69 r 23-Jan-06 346 24 346 34 ~ ~ L 24-Jan-06 346 13 ~ °,~~ 346 22 ~ ,°"„°, 25-Jan-06 346 09 346 14 27-Jan-06 346 06 346 07 30-Jan-O6 347 42 347 51 No ~ 3-Feb-06 R"" 348 38~ o~0 348 38~ o '"'"r ' 8-Feb-O6 347 43 347 50 10-Feb-06 347 23 347 32 TABLE 2 TH No 2 Ballfield FHL UpStrm Clark Lane 348 85 347 54 348 75 347 50 348 58 347 13 348 71 s 346 97~ °i07r 348 63 346 84 348 54 346 85 348 62 348 18 349 00 s 346 57 ~ o os 348 95 349 69 358 96 " 348 01 "'^" 348 85 349 64 358 39 347 94 348 66 o `" 349 40 Rldgellne Trough Water Ponded Level Measurements ~ 349 5 j 349 (0 348 5 c 348 y 347 5 w ~ 347 A ~ 346 5 a~` 346 3 345 5 38725 38730 38735 38740 38745 38750 38755 38760 Date ~ Infilt Pond NTH No 1 TH No 2 ~(- Balifield i ( - ~ ( ~ ~ I I / r ~ ~ ~ ~ ~ ~~ ~ ~ - i i ~ ~ Infiltretlon Rates Gao Roport iesh .fi01Nhr ( -Hph GroulunCv2ter=0071hrJhr y I ~ I ~ I~ ~ _ -I- _I t~r_ ~ ~ S ~ - - I _ _ L ( I ~ I I_ ~ ~ ( 5/25/2006 ~ ~ r~ tip rte r~ to at~t\ ~ ~ U ~ ~ ® ® ® i ~~ L t l L_ l J W MORRISSETTE ASSOCIATES INC PS ngo e2 cooper POlm ROae sw OMaD~a Washington 98502 TN ]80 J52 9658 Fax 966252 9990 TABLE 3 5/25/2006 RIDGELINE ELEMENTA RY SCHOOL PRE RIDG ELINE INITIAL HINDCAST SU08ASIN PARAMETERS eUBDAaIN COVER TOTAL 2ND GROWTH PASTURE LAWNB IMPERVIOUS SUBSA SIN CHAMCTE RISTIC9 pESCRIPTION AREA FOREST LANDSCAPE WIDTH SLOPE PATN IFNGT PATN ELOPE OvLn4FhvVel ON tc a[nQ pcrtq (erns) (aural (a[ros % M (A) % (Ips1 In I Stea Slo Untlev La a Lot Rural 75 44 60 35 13 58 0 00 1 51 2 % 3000 8 0% 2000 4 2% 0 60 80 56 11 Ler a Lot Rurel 21 72 1 09 1846 1 09 1 09 5% 650 1 1% 1500 1 0% 0 70 78 36 III Lar elot Rural 1494 057 1345 060 045 3% 350 f1% 2000 70% 065 78 51 IV Steep Slope Untlev Large Lot Rural 50 18 45 17 3 01 1 00 1 00 2 % 1000 6 i% 2200 4 5% 0 55 80 87 V La a Lot Rural 28 12 2 81 24 19 0 56 0 5fi 2% 800 1 3% 2200 2 3% 100 78 37 VI Steep Slope Undev Large Lot Rural 36 29 30 85 3 63 i 09 0 73 2 % 1000 6 7 % 1800 5 3% 060 80 50 VII Stee Slp a Undev Lar a Lot Rural 30 80 18 36 9 18 1 53 1 53 5% 600 2 2 % 2500 2 0% 0 40 80 104 VIII Stee Slo a Undev & Le a Lat Rural 59 78 26 90 20 92 5 98 5 98 10% 1100 1 1 % 2200 1 0 % 0 50 60 73 IX 1/4 Aaes Resldentlal (post 2000) 79 93 000 000 7 97 11 96 60% 700 1 2% 1000 1 8 % 2 00 e6 8 X MIII Creek SUlool B 54 0 00 0 00 4 27 4 27 50 % 500 0 8 % 86 Pond XI Prelrle Fulure Rldgeilne School 17 45 0 00 17 45 _ 0 00 000 0% 600 0 7 % 1200 0 7% 0 53 B6 38 XII Steep $lo eUntlev 1816 545 1271 000 000 0% 1600 220% 500 130% 200 80 4 XIII Steep Slope Untlev 2029 809 1319 D61 041 2% 1500 id 7ah 600 147% 200 80 5 401 46 187 83 149 77 24 70 29 47 1 43 ~~ 1 TABLES ' N03157 R~dgelme School Stonnwater System Hmdcast & Revised Design Malys~s Page 1 l ' 5/25/2006 J W MORRISSETTE ASSOCIATES INC 1700 B2 Cooper Pomt Road SW Olympia Washington 98502 Tel 360 352 9456 Fax 360 352 9990 t i r u CJ r 1 PS TABLE 7 5/25/2006 2005/2006 RAIN FALL Date (In/24hrs) 19-Dec-05 0 38 20-Deo05 0 33 21-Deo-05 0 61 22-Dec-05 0 62 23-Dec-05 1 59 24-Dec-05 0 21 25-Dec-05 1 05 26-Dec-05 0 51 27-Dec-05 0 26 28-Dec-05 0 81 29-Dec-05 0 52 30-Dec-05 0 77 31-Dec-05 044 1-Jan-06 013 2-Jan-06 0 27 3-Jan 06 0 3 4-Jan-O6 0 01 5-Jan-06 1 33 6-Jan-06 0 26 1 7-Jan-O6 0 3 2 8-Jan-O6 01 3 9-Jan-O6 t 15 4 10-Jan-O6 094 5 11-Jan-06 077 6 12-Jan-06 0 57 7 13-Jan-06 0 55 8 14-Jan-06 0 26 9 15-Jan-06 0 10 16-Jan-06 0 72 11 17-Jan-06 012 12 18-Jan 06 0 07 13 19-Jan-O6 016 14 20-Jan 06 0 23 15 21-Jan 06 012 16 22-Jan-06 0 17 23-Jan-06 0 01 18 24-Jan-O6 0 19 25-Jan-06 0 OS 20 26-Jan-06 0 09 21 27-Jan-O6 0 22 22 28-Jan-06 0 75 23 29-Jan-O6 124 24 30-Jan-O6 0 73 25 31-Jan-06 0 33 26 1-Feb-06 0 29 27 2-Feb-06 0 3 28 3-Feb-O6 011 29 4-Feb-06 0 41 30 5-Feb-06 0 31 6-Feb-06 0 32 7-Feb-06 0 33 8-Feb-06 0 21 34 9-Feb-06 0 35 10-Feb-06 0 36 11-Feb-06 0 t 1 1 1 1 1 1 1 J W MORRISSETTE ASSOCIATES INC , PS TABLE 5 5/25/2006 7700 B2 Cooper Point Road SW Olympia Washington 98502 Tel 360-352-9456 Fax 360 352-9990 J W MORRISSETTE ASSOCIATES INC PS 1700.a2 cpppx Panr aoea sw Otympla Wesein91pn 98502 Taf JSW52 9450 Fm 300.9525990 TABLE 6 snsnoo6 RIDG ELINE ELEM ENTARY SC HOOL 2006108 NoTreck Anal sls 9UBBASIN COVER TDTgL 2Np GROWTH PASTURE UWNS IMPERVIOUS SUaaA SW CHARACTERISTICS DESCRIPTION AREA FOREST IANOSCAPE WIDTN SLOPE PATH LENG PATH BLGPE OvLn4FNWal CN Ic acroa) pcro» laww7 (ecro» (ecroa % (M1) (R) % rpvl Panlpuv Nee (Mn Fox Hill South Pontl Subbaslns I Stee Slo a Untlev La a Col Rual 75 44 60 35 13 58 0 W 1 51 2% 3000 8 0% 2000 4 24b 0 60 45 2W II Lar~Lot Rural _ 2172 109 1846 109 i09 5% 650 f1% 15W 10°:a 07D 45 100 III Lar eLOt RUral 1494 057 1345 060 045 3% 350 11% 20W 70°h 065 45 100 IV Steep Slope Untlev Large LOt RUreI 5018 4517 301 100 100 2% iW0 67% 2200 45°h 055 55 120 V Lar a Lot Rural 28 12 2 81 24 18 0 56 056 2 % 800 t 3% 2200 2 39b 1 W 45 75 VI Steep Slo a Untlev La a Lot Rural 36 29 30 85 3 63 1 09 0 73 2% 10W 6 7 % 1800 5 3°H 0 60 55 120 VII Stee SID eUndev Lar eLOt Rural 3060 1836 918 153 153 5% 6W 22% 25W 20°m 040 50 220 VIII Stee Slo a Untlev & Ler a lot Rurel 59 78 26 90 20 92 5 98 5 98 10 % 1100 1 1 % 2200 1 0°n 0 50 45 150 Not lnclutletl In Hlntlcast IX 1/4 Acres Resltlenhal os120W 1993 000 000 797 1196 60% 700 12% 7000 1896 2W Pand YCS North Pond Subbaslna X MITI Creek School 8 000 OW 427 427 50% SW 08% 65 15 XI Prelne Future Rltl ellne School 1745 000 1745 000 000 0% 600 07% 12W 07°h 053 65 35 XII Stee SID eUndev 1816 545 1271 000 OW 0% 1600 220% 5W 130°~ 2W 55 45 Not Inclutletl In Hintlcast Xitl Steep Sbpe UrMev 2029 6D9 1319 O67 041 2% 1500 147% 600 747 200 55 30 407 4S 197 63 749 77 24 70 29 47 t 43 J W MORRISSETTE ASSOCIATES INC , PS TABLE 7 1700 - 62 Cooper Poinl Road SW Olympia Washington 98502 Tel 360-352 9456 Fax 360 352-9990 1 1 C 1 5/25!2006 FLOOD STAGE SUMMARY 100YR DESIGN EVENT -YCS TROUGH FLOODING DESIGN MAXIMUM EVENT DESCRIPTION STAGE ady Rainfall Dlstrlbuted - 07 Jan to 15 Feb 2006 (ft) 2005/06 Measured/Hlndcast -Pond South of Fox HIII Lane 349 7 2005/06 Measured/Hlndcast -Pond North End YCS Slte 348 4 2005/06 No Track FIII -Pond South of Fox HIII Ln w/Culvert Open 349 3 2005/06 No Track FIII -Pond North End YCS Sde w/Culvert Open 349 3 eslgn Ven na yS15 (Fox Hdl Culvert Open 8 Clean) 10Yr/24Hr Pre-Development - No Track FIII 349 7 10Yr/24Hr Post Development -Track Ftll InPlace -Swale Connected Ponds 349 7 25Yr/24Hr Pre-Development - No Track FIII 349 9 25Yr/24Hr Post Development -Track Fdl InPlace -Swale Connected Ponds 350 0 100Yr/24Hr Pre-Development - No Track Fdl 350 8 100Yr/24Hr Post Development -Track FIII InPlace -Swale Connected Ponds 350 8 terome W Blor rrssette Sc Assrre+atec Inr P S 1700 Goopcr Yomt Road SW i#B 2 Olympra WA 98502-1110 (360) 352-9456 * (360) 352-9990 June 12, 2006 Mr James E Gtbson, P E Development Sernces Engineer Ctty of Yehn 105 Yelm Avenue W Yeim, WA 98597 Y RE Yeim Hrgh School/Yeim Community Schools May 31, 2006 Ftre Flow Test Results Fue Flow Testing Recommendations Dear Mr Gtbson In conformance with the request of Mr Erlrng Wickland, this correspondence is tntended to provide you with a summary of the fire flow testing conducted on May 31, 2006 3omtly by JWM&A & Cny of Yeim staff {Thank you again for the staff asststattce~) As you recall, the purpose of the fire flow test was to evaluate the mstallatron by Yehn of the reduced pressure backflow prevention (RPBP) devtce on the fire flow capabrhhes of the system by companrtg the current results to the system model developed by JWM&A (which did not include the RPBP devtce) acrd submitted to the Ctty of Yelm by correspondence dated August 18, 2004 Please find attached she following exhibits A-1 Ftre Flow test rcachngs for the fire hydrant located at the shop vicinity (Yeim Hydrant #W-10, JWMA node J-3) A-2 Fne Flow test readings for the fire hydrant located between the Gym and the new High School (JWMA node #7-15) A-3 Pressure recording devtce teaclings indicating a stabrhzed pressure at or slightly above 35 PSl A-4 Pressure recording devtce readings indicating a stabrhzed pressure at or slightly above 35 PSI B Ftre flo4v test results indicating a rated flow at 1426 GPM and 1279 GPM at the test locations C-4 Induatmg the location of the two fire flow tests Gvrl * Mtaucrpnl * Gcatec$nrcul Urgureer:ng nntl Plnanvrg ~~;1i .1T r -~- JWM&A 1700 Cooper Pomt Road SW #B-2, Olympta, R'A 98502-1 1 1 0 (360) 352-9456 • (360) 352-9990 FIRE FLOW FOR: Yelm Hteh School DATE OTIME ,~ ~ Ply' LOCATION 5 Net' a y /~S (yEC/rf /67/O ,JD W -/O~ RESERVOIR LEVEL (FEET) r l~iwrle~ws PUMP(S) ^ON ^OFF(1ZE5~~'o~lea~~E %co~cwrC~~ c~~~~.~cs~ ORIFACE DIAMETER (INCHES) = 21/2' ORIFACECOEF o~~ ~ STATIC PRESSURE (PSI) PITOT PRESSURE (PSI) HYDRAULIC MODEL NODE ri FLOIV=OH=2983(C)(dr) Where C = coeffieint used to describe the outlet end of the hydrant usual]} 0 9 if smooth d = diameter of hydrant flow port p = prtot pressure observed 0//_ TARGET LOCATION ~ ~>/s~xA~t (5GG 4~F~!"a21~5 ) STATIC PRESSURE (PSI) 4~ ~~~liTi7ndIG ~- zrr~ cam/ pwE2 r»oncc n~y-rnL~ RESIDUAL PRESSURE (PSn 33 7 PROJECTED FLOW @ 20 PSI O DES/RED = Oy (P STATIC-PDESlREDI D34 HYDRANT (P STATIC - P RES/DUAL) ~ $4 TARGET Quo= FLOW THROUGH PRV OYES ~NO STATIC PRESSURE ABOVE PRV (PSI) ~I/a STATIC PRESSSURE BELOW PRV (PSI) ul~ PRV PRESSURE SET @ u~o. (PSI) REMARKS D~UCSA.I P/t .kY~ adf55 L/2/G /Zt"iO RDfY_S G'6 FCoY~p (~ TlLC Fc+LtcrJ FJG /.v /J r.,../c/-Q 1-/,L s 1-io /tr.~ .._~n...... .1.. r,/~~.. .~ ..~.. 1,~. n.~. ,„\ CALCULATED BY 5 56v~/I,S DATE CALCULATED / Y-(-t l rst-t"' L~-J Y'I CLu `{ C~-II t<grs'f imt~ ~""" g Nry7 (w-il) - - {r-.~m.w~r.n~..ernm ® 121 J-10 p_2P J-Ig I>-19 1 ....~9 lF~ ]as IF a Hr0 SCAtE i`z: 100 +EEi 0 50 100 X06 1~ S:6 (F8 ~ Hn v ~ _' _ o`a + I~ 1 \ ~. r 1 J ~e3~j 1 ~ J_II ~ J-g m a 9 _ f a 1 j ~~ J-f2 ~priy' I "J=1!"_ tJl ^ ~i ~'~' V ~ / ~ s rrro w~]~J \ I ~ ~~J-7 ~ \ ~~Y ; i 4 \ E ~~ 3 s \ L3 1 f o x~~'a s € ~ \ p,r--.... Wi ~ ] i ~ [3 k_. ..~ E 1 I ~ ` ~ I ~ J ~ ~u ~.,,., v..v..o, .A ~m .e „ ~~,,.t ~ ,..,,2 ~ ~ ~ I ~ ~ 3~ ryI b ~ ~3 _ Ewe-~. -~ I ~ ! H ro (W 10 •_ ~~ A '... f 4 ~ ~..... 1 E ~~ ~ ~ _ s . ~ v SJ !~ _ ~ ~ t-~~~~'~(J-~~-f e ^ -. ~.. ~~ J_v P-2 'f`I P ~Pa 9ur6 SbuTf L.. (+ [,h 7'1 V 1-1 - - - - - -p_ ~ - ttll~tF d - - -6 f5IX LF 9 uy7 Jerome W Morns~E'ae & Assoaales Inc , P S IRM IfµnP P.y+tIS VJ II+]UIY'~ W °OSgJ II+O PA 16J 15E915fiJ 14U 11]1490 Proposed Cond'iUons Fve Loop Yelm School Dlstnct Hydraulic Model Yelm HS OdtiJ N+<@+r]eu COntlf ma G.g Jerome W Mornssette & Associates Inc , P S 1700 Cooper Point Road SW, #B-2, Olympia, WA 98502-1110 (360) 352-9456 • (360) 352-9990 June 12, 2006 Mr James E Gibson, P E ~~~' Development Services Engineer /G~'I ~~`~ City of Yelm d~oa ~ 105 Yelm Avenue W 6 Yelm, WA 98597 RE Yelm High School/Yelm Community Schools May 31, 2006 Fire Flow Test Results Fire Flow Testing Recommendations Dear Mr Gibson In conformance with the request of Mr Erhng Btrkland, this correspondence is intended to provide you with a summary of the fire flow testing conducted on May 31, 2006 Jointly by JWM&A & Crty of Yelm staff (Thank you again for the staff assistance]) As you recall, the purpose of the fire flow test was to evaluate the installation by Yelm of the reduced pressure backflow prevention (RPBP) device on the fire flow capabihhes of the system by companng the current results to the system model developed by JWM&A (which did not include the RPBP device) and submitted to the City of Yelm by correspondence dated August 18, 2004 Please find attached the following exhibits A-1 Fire Flow test readings for the fire hydrant located at the shop vicinity (Yelm Hydrant #W-10, JWMA node J-3) A-2 Fire Flow test readings for the fire hydrant located between the Gym and the new High School (JWMA node #J-15) A-3 Pressure recording device readings indicating a stabilized pressure at or slightly above 35 PSI A-4 Pressure recording device readings indicating a stabibzed pressure at or slightly above 35 PSI B Fue flow test results mdicaring a rated flow at 1426 GPM and 1279 GPM at the test locations C-4 Indicating the location of the two fire flow tests Crvtl + Municipal + Geotechntcal Engineering and Planning As you recall, the mimmum fire flow requirement for the site is 1,438 GPM In bnef summary, here are the current flow test results Location Flow Results Percent of Required J-15 1,426 GPM 99 2% J-3 1,279 GPM 88 9% Please note that the results indicated that the mimmum fire flow requirements are not met m one of the two test locations, with one location close enough (due to the nature of the testing) to the required minimum to indicate that rt reasonably meets the requirements at the test conditions Note also that the flow tests where taken when the existing Crty of Yelm reservoirs were neaz full (with a static pressure of 52 PSI m the city main) Due to the nature of the testing, we recommend that a second flow test be conducted and provide for the following "features" Flow testing at (or neaz) 1450 GPM in order to obtazn system pressures at the rated fire flow This will ehmmate/reduce inherent questions m the accuracy of flow/pressure protections Locate a pressure recorder at (or as neaz as possible) the downstream side of the existing RPBP device (in order to compare actual pressure losses to the manufactures data, etc) Please feel free to contact me if you have any questions Sincerely, J W MORRISSETTE & ASSOCIATES INC , P S ...~ erome W Momssette, P E Pnnci CC Erlmg Birkland, Yelm Community Schools 1 M/2006/Reports/03143 Gvi/ * Municipal + Geotechnical Engineering and Planning JWM&A Jerome W Morrissette & Assocrates Inc , P S 1700 Cooper Pomt Road SW, #B-2, Olympia, WA 98502-1 1 1 0 (360) 352-9456 • (360) 352-9990 FIRE FLOW FOR: Yelm High School DATE 3 o TIME ,3 - ~' LOCATION S ~i~ ~~ ~ ,~~> (y~c»~ l~YD .~/a /til -/o~ RESERVOIR LEVEL (FEET) r ~ ti~~c.~w~ PUMP(S) OON DOFF(yZ,r3~~°~u.s~~p"'~4'~0~c~~ ~ela.c-,.~z=y~ ORIFACE DIAMETER (INCHES) = Z r~2~~ ORIFACECOEF o~~ ~ ___ STATIC PRESSURE (PSI)~"7 PITOTPRESSURE(PSI) 2Z 5' HYDRAULIC MODEL NODE # ~, ~ 7 FLOW = Qx = 29 83 (C) (dZ) Where C = coeffiemt used to descnbe the outlet end of the hydrant, usually 0 9 if smooth d = diameter of hydrant flow port p = prtot pressure observed Qx= TARGET LOCATION i'.~ !-~Y"t~k~A+'/t (ggL ,~?esr~~:R rtS ) STATIC PRESSURE (PSI) 47 (S'is.rntz.~rG o 2c+~ r~i awvF.~z ~rooa,LTiGP-reG, RESIDUAL PRESSURE (PSI) 33-"J PROJECTED FLOW @ 20 PSI Q DESIRED = Qx (P STATIC-P DESIRED) ~ 54 HYDRANT (P STATIC - P RESID UAL) ~ 54 TARGET Q 20= FLOW THROUGH PRV OYES LINO STATIC PRESSURE ABOVE PRV (PSI) ~tIA STATIC PRESSSURE BELOW PRV (PSI) ~I~ PRV PRESSURE SET @ uIa (PSI) CALCULATED BY 5 SEv~/~S DATE CALCULATED ,3/ ~_' x I ~ i r, ~ -~ h, - JWM&A Jerome W Morrrssette & Associates Inc , P S 1700 Cooper Point Road SW, #B-2, Olympia, WA 98502-1 1 1 0 (360) 352-9456 • (360) 352-9990 FIRE FLOW FOR Yelm Hiz?h School DATE S j/ o ~ TIME '/ dSJ 4`~h/1 LOCATION f~,~~~fiF~-~ / vrl ~ N~~r> rl ~ !~/ ~ry~ RESERVOIR LEVEL (FEET) PUMP (S) ORIFACE DIAMETER (INCHES) _ ORIFACE COEF STATIC PRESSURE (PSI)_~ PITOT PRESSURE (PSI) ~ HYDRAULIC MODEL NODE # FLOW=QH=2983(C)(clzJ Iwt k tiww ~.! DON ^OFF~2~'~2vouZS4~q-/~ q~,o~crv*~o c~e.t_ ~. C d t/ LP+l~s~ Where C = coeffiemt used to describe the outlet end of the hydrant, usually 0 9 rf smooth d = diameter of hydrant flow port p = prtot pressure observed QH= TARGET LOCATION ~ %JYU'l/~/ ~ C E~ 2~rr1~'/L/`5.~ STATIC PRESSURE (PSI) 4-7 RESIDUAL PRESSURE (PSI) 3 ~ I i' b'L~G'rllaJrG o-Z~ zs~ nwyuz, ev~~r~ o/ N-pry i PROJECTED FLOW @ 20 PSI Q DESIRED = Qy (P STATIC-P DESIRED o sa HYDRANT (P STATIC - P RESIDUAL) 0 5a TARGET Qzo= FLOW THROUGH PRV DYES ~NO STATIC PRESSURE ABOVE PRV (PSI) ,.tIA STATIC PRESSSURE BELOW PRV (PSI) r~I~ PRV PRESSURE SET @ a !(PSI) REMARKS ire ~s~.-/ r> Ez ~o~ P2sssu~r /?,~ e m ra o o-rr s ra ~ exr oV r~7 r'a rr~c° .ir}.o o..... , .. t/ dr=.i ~r+t.... As, . I-~Y I- /4 G ~ -/7 ~4" "t ~_a'9'19/!LN /1 hl el, ~t7sL~i . /_ CALCULATED BY ~, ~SEJ61lS DATE CALCULATED S` / D Downloaded Data - Thursday, June O1, 2006 ~~ ® O yhs east-Pressure/prig yhs middle-Pressure/psig yhs west-Pressure/psig 5 5 4 4 c.eZ c-'c"pB S ~-~5y~ ~I 3 3 3 2 14 47 14 48 14 49 14 50 31 Wed May 2006 Oate/Time W Downloaded Datn -Thursday, June 01, 2006 o ® o ~_ I 15 OS 15 09 15 10 15 Si 31 Wed May 2006 Date/Time ~xh~bt~- ~ Flow Test May 06 Hydrant Fire Flow Tests at the Yelm High School May 31, 2006 Reservoir Pumps Hydrant Onfice Onfice Static Pitot Residual Static Residual Level (ft) On/Off Location Dia (in) Coef Pressure Pressure Location Pressure Pressure ~ n/a Between Gym & New H S N Side 2 625 0 9 52 0 30 0 See Below 52 0 35 0 ~ n/a E Side of Shop (W-10) 2 5 0 9 52 0 27 5 See Below 52 0 36 0 Hydrant Target Flow (On) Flow (Qr) 1013 25 1425 78 879 92 1279 38 On = 29 83(C)(d^2)(p^0 5) Qr = Oh(Hr^0 54/Hf 54) On =flow from hydrant Hr =drop from static to desired pressure Hf =drop from static to flowed pressure Residual Pressures were recorded at the following locations NE Corner of the Service Yard of New H S Hydraulic Model Node J-14 SE Corner of the New H S Hydraulic Model Node J-12 SW Corner of fhe Gymnasium (Near Step Tanks} Hydraulic Model Node J-9 6!12/2006 ~71-~! 1 iii 'Pr - ---- - ~,.n,,,,> ® ~ ~~~ J-70 p_ 48 LF B HYD- "`( P-21 387 LF 8 (ADDITIVE ALTERNATE) SCAL! (W-13) ~ A 1 '2 ~~.~ "~ ~ ~\\ \\ 1 I I ` ~ I ,,, ~ I I I I I fi~ I ~~ I 1_Z P_2 J-1 ~P_7 pressure Source ~----~----_~_JIJ~ 182 LF B (V/- 14) 7500 LF 8 Proposed Conditions Fire Loop Hydraulic Modei Yeim H S 03743 Proposed Conditions dwg SHT 2 ,~ 23034 file 23 YELM COMMUNITY SCHOOLS RIDGELINE MIDDLE SCHOOL CONSTRUCTION MEETING MINUTES Date Wednesday, May 24, 2006 Time 9 00 A.M Location On Slte Weather Cool and Sunny PERSONS PRESENT General Contractor Crvd Engineer Architect M8E Engineer Owner Sitework Sub Contractor ITEMS DISCUSSED Protect Schedule 5/247/06 Bwldmct Josh Miller & Jody Mlller & Craig Sorenson Bob Tauscher Stan Zielinski Mark Wheeler Erling Blrkland Roland • Roofing proceeding • Ready to paint in all wings • Masonry veneer proceeding @ gym • Ready to start sheathing roofing at locker rooms • Footing poured at servtce yard • Relates being installed • Transformer set Cost Issues Log Reviewed Cost Issues were discussed Site Issues Jody Miller Construction Jerome W Mornssette & Associates Erickson McGovern BCE YCSD Wood 8 Sons Site Work • Behind schedule • Joint trench complete -covered • Setting grades at service yard • Subgrade on east stile to grade • Should start grading parking lot soon • Alternate 3 of ball fields • Fencing being installed • Bus loop subbase will start next week • Chiller is set 1/17/06 Water is rising on lower end of the site causing some flooding Neighbors are also experiencing flooding off site JWMA vnll investigate and determine whether or not our site is contributing to the problem 4/26/06 Analysis should be done the end of this week Level pool analysis Hopefully by end of next week will have a decision 5/3/06 By end of this week 5/10/06 Analysis complete -waiting on decision from owner 5/24/06 No direction 2/6/06 Owner wants to revise irrigation system to delete spnnkler heads around the site everywhere except lawn areas and athletic fields and install quick connect couplers so that no planting areas are more than 75' from any hose connection EncksonMcGovern PLLC RUdmmlConsnernonMeetingMmmesLNeettngMmuterO51]Obndgelmexyd Ridgeline Middle School Construction Meeting Minutes May 17, 2006 Page 2 3/15/06 3/15/06 3/15/06 2121/06 Still need to get a decision from City of Yelm on irngation supply of reclaimed water Dave has heard nothing Beginning to reach the cntical point where we really need Skillings/Conoly to make a determination 311/06 Dave has information and is working on a redesign of the irngation system 3/15/06 WDG has revised the irrigation drawings Meeting today with City of Yelm to go over irngation issues 3I22I06 Should have by next week 4/12/06 DOE DOH & City of Yelm are reviewing reclaimed irrigation design 4/19/06 DOE has approved it No word from DOH or City of Yelm 4/26/06 JWMA is waiting on City comments DOH wants city to supply an analysis of the water system 5/3/06 PR 24 costs of $6 604 45 for converting the imgation system to purple pipe have been approved however JMC needs to submit credit amount for irrigation pump change in order for the costs to be incorporated into a change order Bob has written a letter to the city telling them that we will direct the contractor to proceed with on-site reclaimed water irregation system down stream from the pump 5/10/06 City will address Monday According to Jim Gibson, Bob will respond to D O H 5/17/06 No response Bob submitted irrigation comments to City of Yelm this morning We need to direct JMC to proceed now in order to stay on schedule 5/24/06 JMC has been directed to proceed once they receive approval on irregation submittals Approval process is moving forward with DOH, DOE & City of Yelm JMC needs to submit added costs incurred to date for septic tank excavation and handling 415/06 Working on pricing PR 20 4/12/06 $10,000 price submitted for PR 20 JWMA requested backup JMC needs to come up with 2 different options for installing septic tank with costs associated with each option 4/10/06 4/26/06 1 Drop dead date for installing septic tank prior to paving 2 Drop dead date for installing septic tank after all the rest of the parking lot is complete PR #21 prices issued $32 000 for Option 1 $36 501 for Option 2 Owner and GC disagree on what dewatering is included in the contract Owner and JWMA need to decide what costs they agree are the owner's responsibility and what portions are included in the contract Wood & Sons veil monitor water table monthly with a port pipe monitoring well and put 2" PVC slotted pipe JWMA will get pipe to JMC in a couple of weeks Enckran McGovern PLLC R IACmorlCarumlcnon Meeting MmutesUfeenng Mmures 05 17-0bndgelme upd r` Ridgeline Middle School Construction Meeting Minutes Mav 17. 2006 Paoe 3 3/22/06 Hal Parks will do it through the School District 3/29/06 Well dug Dry 17' deep -schedule for next week What to do with matenals~ Stockpile d 4/19/06 Well still has water in it up 4 75' from bottom of tank excavation level 346 Bottom of Pond 344 75 water level 4/26/06 Needs to be done EMA needs to give JMC a response to PR #21 4/5/06 Grade 357 0' 340 0' to bottom of septic tank hole W ater is at 344 0' Needs to drop 4 to set tank without dewatering 4/19/06 According to the spec dewatering is included JMC disagrees with this interpretation 5/10/06 Water has not dropped 5/17/06 Water is around 3'-3" deep at bottom of excavation or 343 3' 5/3/06 Where to put excavated material from hole 5/10/06 Rocky will answer 5/3/06 Compacting crushed stone against fiberglass 5110/06 Not allowed by Xerxes according to Wood & Sons 5/3/06 What are City of Yelm requirements for backfill7 Wood & Sons will ask Critical Items 5117/06 Reclaimed water line between Mdl Road, irrigation pump and phone line Fence Frontage improvements will be negotiated between City and the School District 5/24/06 Owner will bid out the work under separate contract Wdl need JMC to co-ordinate with relocating trailers when time comes New Items 5/24/06 Running low on Vinyl wall covering Go by interior elevations 5/24/06 Fred and Lance Talley (State FM) will be here today to review fire sprinkler installation 5/24/06 State FM wants hood design submitted to them Submit the type II system we were directed to change to by the State FM Meeting adjourned at 10 30 The next construction meeting wilt be held on Wednesday, May 31, 2006 at 9 00 A M at the/obsite The above minutes as compiled by Erickson McGovern shall be considered to be correct as stated unless revisions are received within five (5) working days END OF CONSTRUCTION MEETING MINUTES Erickson McGovern PLLC R UdmmlConsnucnon Meettng MmutulMeertng Mmwes OS / ] O6 ndgelme eyd Jun 14 2006 4 44AM JWM&A JWMBA Na 02's~ P I Jerome W Morr tisette & Associates lnc , P S 1700 Cooper Pont Road SW, #13-2, Olympia, WA 96502-1110 (360) 352-9456 • (360) 352-9990 FAX TRANSMISSION SHEET TO• lames E Grbson, P E Development Servrces Engrneer Crty of Yehn FAX No : 458-3144 JOB NO. 03157 DATE 7ture 14, 2006 SUBJECT• Rrdgeline Mtddle School Storm Analysts PE Stamping Letter We are transmrtpng a total of 2 pages (rtrcludtng tlvs page) Tf you do not recetve all of the pages, please contact us at (360) 352-9456 Thank yon As requested, attached rs a stamped copy of the May 31, 20061etter Should you have any questions or regarre addmonal mfottnatton, please contact me at (360) 352-9456 Very truly yours Jerome W Morrtssette A Asaoctates Inc , P S SIGNED t "V'- ~ t "" '° `•`' Robert Tauseher, P E Protect Engrneer Cnfl ~ Mumetpa! + Geotechn~cal EngmeermgandP[anneng Jury 14 20GF~ 4 44AM JWM&A No 0233 F 2 JWM&A 7erome W Momsaette & A.saocwtea Tne., P, S 1700 Cooper Point Read Sw, #H-2, Olympia, WA. 98502-1110 (360) 352-~(a,t(ag,0) 3529990 May 31, 2006 v ..`~~~oE sNt)s^`'` ~ Mt ]lm Gtbson, P E ~ 't ` ~ Community Development Engineer Ctty of YeLn 105 1'eLn Avenue W '~'~i Apw""9EO '~ ~~S~EU ~~ P O. Box 479 ~~SS~GNnL~G~ Yehn, Washington 98597 ~~~ /Y~ab Re R1dgeLne Mrddle School, Stormwater System Analysrs a r'rF; "= o~ e q Dear Mr Cnbson, To further clanfy the May 26, 2006 correspondence to the Clty, the design stormwater system will function as designed during high groundwater events with the recommendations stated below As prevrously stated, in summary, the analyses performed indreate that the pond area and softball field excavation that have been performed for the construction of the R1dgeLne School faclLties offset the fill that has been placed for the construction of the athletic track/field As such, the stormwater system included in the ltldgebne School contract drawings will perfoffied as designed under normal condlttons and will expenence flooding and overflow during periods of high shallow groundwater with offslte and onslte flood levels remauung equal to the condition that exrsted pnor to RrdgeLne School Construction. Consldelmg the report conclusions end findings of the analyses performed, It is recommended that Xelm Community Schools 1 Recommence constnwtion of RtdgeLne Athletic Pteld 2 Constract a m+*++++~um 2 ft bottom width 2 ft deep grass Lased Swale along the raised grade track area to provide a hydraulic connectron between the southerly RtdgeLne Trough area and the Rrdgeline Pond area Thls Swale will serve as an overflow system for extreme events when surface flow along the trough develops Should you Lave any tluestions or require additional information, please contact me at (360) 352- 9456 Very truly yours, Jerome W MorHssette ~ Associates Inc , P S. SIGNED Robert Tauseher, P E Protect Engineer C Ivfr FaLng bukland, Pectlmes Opemtiona, Yelm Communay Schools, PO Hox 476, Yelm, WA 96597 ivfr Sinn Zlellnalo, Archttect,l3nckeon McG}overq 120 131` Street S , Tecome, WA 98444-4804 C \Oob\03137 \'elm ILdgeluu Ivbddk Sobool\Cortaspood®ca\033106I~ctler to Cay proundtvtr Andysrs 3soret PaoOrties Impactdoo Mav 31 2006 10 3UAM JWM&A JWM&A No 0124 P 2 Jerome W. Morr,saettq 8c Atssoetates Iris, P. S. 1700 Cooper Point Road SW, #B-2, Olympia, WA. 98502-1 1 1 0 (360) 352-9456 •(360) 3529990 May 31, 200b Mr Jim Cnbson, P E Coimnunity Development Engineer City of Y'ehn 105 Yehn Avenue W. P O Box 479 Yehn, Washington 98597 Re: Ridgeline Middle School, Stormwater System Analysis Dear Mr. Gibson, To further clarify the May 26, 2006 correspondence to the City, the design stormwater system will function as desigaed during high groundwater events with the recommendations stated below. As previously stated, m luminary, the analyses performed indicate that the pond area and softball flield excavation that have been performed for the construction of the Ridgeluie School facilities offset the fill that has been placed for the construction of the athletic track/field As such, the stoimwater system included in the ltidgehne School contract drawings will performed as designed under normal conditions and will experience flooding and overflow during periods of high shallow groundwater with offsite and onsite flood levels remaining equal to the condmon that existed prior to Ridgehne School Consttiichon. Considering the report conclusions and find,ngs ofthe analyses performed, it is recommended that Yelm Community Schools 1 Recommence construction of Ridgehne Athletic Field 2 Construct a m,n,mum 2 ft bottom width 2 ft deep grass lined swale along the raised grade track area to prnvide a hydraulic connection between the southerly Ridgelme Trough area and the Ridgeline Pond area This swale will serve as an overflow system for extreme events when surface flow along the trough develops. Should you have any questions or require additional inforination, please contact ine at (360) 352- 9456 Very truly yours, Jerome W Morrlssette 8 Associates Inc., P.S. SIGTIED ~~ ~~~ Robert Tauscher, P E Prolect Engineer C Mr Filing Birklaud, Paoiltties Operations, Yehn Coeamumty Schools, PO Box 476, Yeilm, WA 98597 Mr Stan Zielinsk,, Archuect, Fi,ckcati McGovmn, 120 131" Sheet S ,Tacoma, WA 98444804 C 1Hob103157 Yolm RedBeJuee Meddle ScJwogCo,mspaodmecd0531061deer,o Cdy Geoututwtr Aueiys~o Storm Facdegrs Impece.dac JWM&A R MAFC~~vFO ,~11p0 Jerome W Mornssette & Associates Inc.. P S 6 1700 Cooper Pmnt Road SW, #B-2, Olympia, WA 98502-1110 (360) 352-9456 • (360) 352-9990 May 26, 2006 Mr Jtm Gibson, P E Community Development Engineer City of Yelm 105 Yelm Avenue W 7-ev I~'OG~~ ~ \S Vl 4UQLC Sub,.t~~~~d P O Box 479 Yelm, Washington 98597 Re Rtdgehne Middle School Stormwater System Analysts Dear Mr Gtbson, The attached Stormwater Analysts Hmdcast & Reused Design Analysts report provides detazled modeling of the project site Pursuant to the Yelm School Dtstnct request, Ed Wiltsie of our office has analyzed the performance of the Rtdgehne Jr Htgh School Stormwater Pond and upstream impacts Thts analysts was performed using the hmdcast performance of the rough graded Ridgehne School pond and the existtng Rtdgehne Trough south of Fox Hill Lane to predict the storm related flooding condmons that aze likely to develop along the Trough dunng Thurston Region Design Events Three copies of the report descnbmg the analyses performed and the results of the study have been included with t}ns letter In summary, the analyses performed indicate that the pond area and softball field excavation that have been performed for the construction of the Rtdgehne School facilities offset the fill that has been placed for the construction of the athletic tracldfield As such, the stormwater system included m the Ridgehne School contract drawings will performed as designed under normal conditions and will expenence flooding and overflow dunng penods of high shallow groundwater with offsite and onsrte flood levels remaimng equal to the condition that existed poor to Ridgelme School Construction Considering the report conclusions and fndmgs of the analyses performed, rt is recommended that Yelm Community Schools 1 Recommence construction of Ridgehne Athletic Field 2 Construct a minimum 2 ft bottom width 2 ft deep grass lined Swale along the raised grade track area to provide a hydraulic connection between the southerly Rtdgehne Trough azea and the Rtdgehne Pond azea This Swale will serve as an overflow system for extreme events when surface flow along the trough develops City of Yelm/Thurston County/State of Washington b Prevent overtopping and erosion damage to Fox Hill Lane Reopen and clean the three culverts under SR-507 A swtably sued by-pass flow culvert constructed through the Hawks Landing Subdivision and ail downstream filled and regarded areas, so as to a Restore the post 1938 Ridgehne Trough hydraulic flow path b Relieve flooding along the portion of the Ridgeline Trough that lies south of the Hawks Landing Subdivision and c Reestablish to some extent the natural hydropenod/cycle of the drainway and downstream Thompson Creek headwaters The following note will be placed on the as-built drawings after completion of the school During the 2005/06 Wet Season, Flooding was experienced m the vicinity of the Ridgehne School Stormwater pond, as well as upstream A hindcast analysis of the school facihhes constructed within the area subject to flooding was performed by JWMA (see report dated 26 May 2006) analyzing storm system performance during high shallow groundwater conditions, such as existed during 2005/06 and confirming negligible flood level impacts offsrte for facilities Design Events Should you have any questions or regmre additional information, please contact me at (360) 352- 9456 Very truly yours, Jerome W Morriss(e~tte~8r Associates Inc , P S SIGNED V~'~/ e-(~~ Robert Tauscher, P E Pro~eci Engineer C Mr Erhng Blrkland, Facdmes Operations, Yelm Community Schools, PO Box 476, Yelm, WA 98597 Mr Stan Zielmsky Architect, Erickson McGovern, 120 131 g Street S ,Tacoma, WA 98444-4804 Mr Ed McCarthy, 9957 171st Ave SE, Renton, WA 98059 C V3ob\03157 Yelm Ridgclme Middle School\Correspondance\052606 Letter to City Gromdwtr Analysis Storm Facilrtres Impact doc 1 1 Jerome W Morrissette & Associates Inc, PS 1 Gvd • Mumopal • Geoiechmcal Engineenng andPlannmg 1700 Cooper Point Road SW, #B-2 Olympia WA 98502-1110 ' (360)352-9456 / FAX (360)352-9990 RH)GELINE JR HIGH SCHOOL STORMWATER SYSTEM HINDCAST & REVISED DESIGN ANALYSIS 15 May 2006 ' INTRODUCTION ' Thrs report has been prepazed at the request of the Yelm Commumty Schools and with oversight by Engmeer/I-Iydrologtst, Edwazd McCarthy, PhD, PE ' The study effort consists of • Developing a reasonable hmdcast match between the XPSWMM Model and the measured data ' obtained dunng the months of January and February 2006 to identify representative hydrologic pazameters for modeling the subbasm and ground surface infiltration rates that existed dunng the penod of the shallow groundwater peak that occurred dunng this penod ' • Apply the hmdcast pazameters to the subbasms tnbutary to the lower Rtdgehne Trough to o Estimate the flood stage that would have resulted if the Rtdgehne School Athletic Track, Softball Field and Stoimwater Pond had not been constructed during the 2005/2006 wet season o Predict the flood stage that would be associated with the l OYr/24Hr, 25YR/24Hr and 100Yr/24Hr Thurston Region Descgn Events with and without the Rrdgehne ' Track/Softball Field/Storm Pond construction o Evaluate the flood stage that would be assoctated with maJor Descgn Events with the adJacent subdivision fill removed from the Rtdgelme Trough azea immediately adJacent to the Rtdgelme School Stte and the WSDOT SR-507 cross culverts reopened The study area has been named the Rtdgehne Trough after the Rtdgelme School that is located at the present downstream terminus of the trough (see Figure 1) The trough extends along the axis of long and relatively narrow drainage basin that grades to the northwest along the toe of a natural glacial terrace bluff 1 that compnses the west/southwest boundary of the basin HINDCAST OF JANUARY/FEBRUARY 2006 RAINFALL/SURFACE FLOODING EVENT Hmdcastrng of the stoimwater/pondmg condrtwns that were observed dunng the 2005/06 wet season requires the ' • Development of representative rainfall data • Representation of antecedent moisture and shallow groundwater conditions • Delineation of tnbutary azeas, and surface and hydrologic chazactenstics 1 ' Civil •Mumcipal •Geotechmcal Engineenng and Planning • Identification of dramway geomorphology and establishment of surface storage development ' during the penod of analysts • Selection of measured data to be used in the performance matching effort 1 1 1 i 1 1 Rainfall As descnbed m my previous report, 2005/06 wet season rainfall significantly exceeded the average for the region between 19 December 2005 and about 04 February 2006 Specifically, the cumulative rainfall dunng this penod was about twice the average with six significant rainfall events with 24 hour rainfall amounts totaling 0 94 to 1 59 inches As a companson, the Thurston Region 6 Month/24 Hour Design Event is 1 79 inches Clearly, this rainfall penod did not constitute an extreme event However, this rainfall penod was sigmficant enough to yield surface flooding along much of the Ridgehne Trough Typically, the Yelm area rainfall is somewhat less than the Thurston Region average as established using rainfall records collected at the NOAH Climate Momtonng Station located at Olympia Airport As data from a local Yehn area rainfall gauge is not available, the Olympia Airport rainfall records have been used for the analyses performed as the best available data The rainfall data used for the Ridgehne Trough hmdcast analyses is presented m Table 1 The specific date range of the rainfall data used for these analyses is 07 January 2006 through 04 February 2006 An extension of the rainfall data penod was used m the modeling effort to15 February 2006 to permit the tail out of the analysis and the matching of flood stage data through the peak shallow groundwater penod Antecedent Conditions Based on the site observations, water surface survey measurements and initial XPSWMM modeling, rt was determined that the shallow groundwater conditions along the Ridgehne Trough changed mazkedly m late January 2006, which was reflected m a massive reducrion m the infiltration rate m the bottom of the new stonnwater pond that had been excavated for the new Ridgehne School and surface flooding along the lower reaches of the Ridgehne Trough (see Table 2) This change point was incorporated into the hmdcast effort by using rainfall data that straddled the approximate change point This approach is reflected in the hindcast/measured data overlay plot that will be presented later in this discussion Tnbutary Area Thurston County GEODATA aenal topography has been used to delineate the tributary basin that drams to the Ridgehne Trough The total area amounts to Just over 400 acres The tnbutary area was sepazated into 13 tnbutary subbasms (see Figure 2) that dram to the Ridgehne Trough (an ancient nver meander/dramway) GEODATA aenal photographs, topography, and surficial soil mapping were used to define the subbasm boundazies and surface chazactenstics These data aze summanzed on Table 3, which also shows the initial hydrologic chazactenstics for each subbasm These characteristics were used to develop that imhal hydrologic chazactenstics for each subbasin, which are also presented m Table 3 N03157 Ridgehne School Stormwater System Hmdcast & Revised Design Analysts Page 2 5/25/2006 ' Trough Retention/Storage The ground surface shape of the Ridgehne Trough has been estimated from Thurston County GEODATA aenal topography and topographic survey measurements of the Ridgelme School protect site that were performed by J W Morrissette & Associates survey staff before construction and after rough site grading (at the trine of the observed trough azea flooding) A combination of the GEODATA topography and rough grading topography were used to determine the available retentionlstorage m the trough area dunng the above descnbed rainfall penod (07 January to 15 February 2006) Tables 4 and 5 show the retention/storage stage volume values used for the lundcast analyses Table 5 shows essentially the new stormwater pond area that was rough graded dunng the flood penod GEODATA topography alone was used to develop the stage storage chazactenstics of the trough azea south of Fox Hrll Lane 1 Dunng the penod pnor to 07 January 2006 there was essentially no hydraulic commumcation between the pondmg that occurred between Fox Hrll Lane and the southerly limit of the atl4etic track fill On about 07 1 January 2006 a connecting ditch was completed between the softball field area and the rough graded Ridgehne School Pond At thts point flow over Fox Hrll Lane had ceased The ditch served to dram the southerly pondmg azea, which took about 1 to 2 days, after which the ditch remained dry This addition of runoff to the Rrdgehne Pond was short hued, occurred after the peak stage m the pond area occurred, and as such was not included m the hmdcast modeling of the subbasins 1 Additionally, available soil reports for the Ridgehne School Protect indicate that the soils beneath and north of the athletic track fill dram better than soils located further to the south Hence, the sepazate hindcasting of the areas north of the athletic field fill and south of Fox Hill Lane would address this ' difference Based on the foregoing, rt was determined that two separate hindcasts would provide the most ' representatrve evaluation of the m situ condmons The two modeling areas consist of • The tnbutary/pondmg area south of Fox Hrll Lane • The tributary/pondmg azea encompassing the Rrdgelme School Storm Pond ' Selection Of Measured Data Table 2 shows the measured data that was gathered dunng the flooding period between 13 January and 10 ' February 2006 As noted above, durng the flooding penod the lower Ridgehne Trough acted as two separate pond/storage environments As such, two sepazate hmdcast calculations have been performed to model the high groundwater penod performance of the 12rdgehne Trough The measured data selected for matching m the lundcast analyses consists of the figures listed m Table 2 for the Infiltration Pond (Infilt Pond -Column 1) and Fox Hill Lane Upstream (FHL WUpStrm -Column 5) The Infiltration Pond data rs available for the penod from 17 January 2006 through 10 February 2006 The Fox Hil] Lane Upstream ' data is avarlable for 03, 08 and 10 February 2006 Hindcast Analyses N03157 Ridgehne School Stormwater System Hindcast & Revised Design Malys~s Page 3 5/25/2006 1 As noted above, two hmdcast analyses were performed The analyses conststed of a senes of foal & error ' runs that attempted to produce a match between the measured and calculated flood stage levels Thts approach was used very successfully by the author m the performance of the Stormwater Facilitres Perfomance Study -Thurston County, Washington, performed for the Washington State Department of ' Ecology as part of Centemual Cleanwater Grant No 9500215, which is now the basis for the pond bottom mfiltrarion values used in the WSDOE and City of Olympia Drainage Manuals ' The hmdcasring approach used conststed of using the SCS/Santa Barbara Umt Hydrograph Method and In summary, the lmndcast effort was successful and produces very reasonable parameters for use m modeling the Ridgehne Trough Basin under high shallow groundwater conditions The hydrologic parameters denved aze fisted m Table 6 The associated mfiltrarion rates for the two hindcast azeas were both 0 2 cfs COMBINED ANALYSES PROBABILITY bacl~ttmg rimes of concentraton, Curve Numbers and infiltrarion rates until a reasonable match of calculated and measured data was achieved Dunng the above referenced Grant Study, rt was found that '~ the times of concentration, Curve Numbers and infiltrarion rates denved from the hmdcast process varied from the values that would normally have been selected for design m the monitored basins This was also ' the case for the Ridgelme Trough Subbasms The Curve Numbers were much lower than would have been imtially guessed The rimes of concentration were much longer than the values that were determined via the use of standazd nomographs Infiltrarion rates were found to be very low as a result of shallow groundwater rise Figures 3 and 4 show a schemaric model diagram of the subbasms used to model the school pond and the measured/calculated results plot The data match for the penod from 26 January 2006 through 10 February 2006 is quite good Prior to 26 January 2006 the trough subgrade was accepting surface runoff readily and although some surface flooding was apparent, rt was draining away relatively rapidly Some rime azound the 26w to the 30a' of January 2006, the trough area infiltration chazactensrics changed as a result of shallow groundwater nse Infiltration reduced to about 0 2 cfs (per the hmdcast) m the entire area mandated m the vicimty of the Ridgehne School Pond Figures 5 and 6 show a schematic model diagram of the subbasms used to model the trough performance south of Fox Hill Lane and the measured/calculated results plot Frgure 6 shows a reasonable match of ' data points It is noted that the Fox Hill Lane culvert was closed during the flood penod and as such, the hmdcast was performed using a closed culvert, which resulted m south trough nmoff overflowing the Fox Hill Lane roadway Infiltration for the entue retenrion area south of Fox Hill Lane was estimated to be 1 0 2 cfs from the hindcast As a supplement to the basic stonnwater modeling that has been performed for the Rtdgehne Trough, a combined probability assessment was performed to determine the frequency of occurrence of the Thurston ' Region Design Events defined by Thurston County m their drainage manual when combined with another associated rainfall related event, ie shallow groundwater nse The rainfall return frequencies considered are the Thurston Region 10, 25 and 100 Year/ 24 Hour rainfall conditrons N03157 Ridgeline School Stormwater System Hmdcast & Revised Design Analysis Page 4 5/25/2006 The shallow groundwater event that was experienced dunng the 2005/06 wet season does not have a prescribed return frequency As such, a review of the rainfall records for the Olympia Airport gauging station was performed The records were searched for penods that showed two successrve months of rainfall that were well above the average values for wet season months or single months with about double the average rarfall or more In the 56 years of record 10 events were counted 1 February 1949 17 7 inches (Average 8 46 inches) 2 January 1953 19 84 inches (Average 7 27 inches) 3 November 1955 12 18 inches (Average 8 OS inches) December 1955 12 59 inches (Average 8 12 inches) ' 4 November 1962 15 51 inches (Average 8 OS inches) 5 January 1964 15 13 inches (Average 7 27 inches) 6 November 1973 12 95 inches (Average 8 05 inches) December 1973 11 61 inches (Average 8 12 inches ' 7 January 1990 14 53 inches (Average 7 27 inches) 8 November 1998 15 28 inches (Average 8 OS inches) December 1998 12 99 inches (Average 8 12 inches) ' 7anuary 1999 12 25 inches (Average 7 27 inches) February 1999 15 50 inches (Average 8 46 inches) 9 November 2001 13 31 inches (Average 8 OS inches) ' December 200] 11 86 inches (Average 8 12 inches) January 2002 11 42 inches (Average 7 27 Inches) 10 December 2005 8 88 inches (Average 8 12 inches) January 2006 11 81 inches (Average 7 72 inches) Based on the above referenced data, wet seasons with the potential to create a high shallow groundwater ' conditions have occurred 10 times m 56 years or about once every 5 6 years (Probability = 0 1818) Using the Combined Probability formula, which mdreates that the probability of a combination of any two events is equal to then mdrndual probabilities multiplied together This yields the following probabilities/return 1 frequencies for the combinations of the 10, 25 and 100 year Design Rainfall Events with the high shallow groundwater event 10 Yr/24 Hr & High Groundwater 25 Yr/24 Hr & High Groundwater 100 Yr/24 Hr & High Groundwater P = 0 01818 Return Frequency = 55 years P = 0 0073 Return Frequency = 137 yeazs P = 0 001818 Return Frequency = 550 years 1 COMPARISON AND DESIGN EVENT ANALYSES Upon defimng representatrve high groundwater parameters estimates of the Rrdgeline Trough, the basin performance with and without the Ridgehne School athletic facilities fill was analyzed Several analyses were performed for the high groundwater condition • 2005/06 Hmdcast Period condrtrons with No Athletic Field Fill e ZO Year/24 Hour Rainfall Design event with and without Athletic Freld Fill N03157 RldgeLne School Stormwater System Hmdcast & Revised Design Analysis Page 5 5/25/2006 1 • 25 Year/24 Hour Design event with and without Athletic Field Ftll ' e 100 Year/24 Hour Desrgn event with and without Athletrc Field Ftll It rs noted that the analyses performed wtth the athletic field fill m place used the 0 2 cfs infiltration value derved from the hmdcast work The analyses performed for the no fill conditions were undertaken usmg 0 4 cfs infiltratron as a portion of the tack fill area was assumed to have a srmilaz elevated infiltration capability The results of the analyses performed azea summazrzed on Table 7 2005/06 Penod Without Athletrc Field Fill The analysis performed for the conditions that occurred during the 2005/06 wet season was performed ' with the Fox Hrll Lane culvert open and flooding was allowed to extend over all of the Rrdgehne School properties as they were shown to be on the GEODATA aenal topography prior to the commencement of school construction A maximum flood stage of 349 3 ft was calculated for this condition The results of ' t}us analysrs are shown m graphical form on Ftgures 7 &8 IO Year/24 Hour Des-grr Event 1 The Thurston Region 10 Yeaz/24 Hour Design Event was analyzed ustg the lundcast parameters The resultant maxrmum flood stage Wrthout the Ridgehne School Athletic Fteld Frll m place was calculated to ' be 349 7 ft The calculated maxrmum stage with the track fill m place and the pond azea and softball field regraded was 349 7 ft There was no significant difference between the analyzed condrtrons The combined return frequency of this event rs estimated to be 55 years 25 Year/24 Hour Desrgn Event The Thurston Regron 25 Year/24 Hour Design Event was analyzed using the hmdcast parameters The resultant maxrmum flood stage under preconstruction condrtrons was calculated to be 349 9 ft The ' calculated maxrmum stage with the fill m place and with the pond and softball field regraded was 350 0 ft The actual calculated difference rs 0 09 ft, which rs wrtlun the level of accuracy of the analyses being performed Hence, there is essentially no srgmficant difference between the analyzed condrtrons The ' combined return frequency of this event rs estrmated to be 137 years 100 Year/24 Hour Desrgn Event The Thurston Regron 100 Year/24 Hour Destgn Event was analyzed usmg the hmdcast parameters The resultant maxrmum flood stage Wrthout the Rrdgehne School Athletrc Fteld Fill m place was calculated to be 350 8 ft The calculated maxrmum stage with the track fill m place, and the pond and softball field regraded was 350 8 ft There was no srgmficant difference between the analyzed condttions The combined return frequency of this event rs estrmated to be 550 years 1 N03157 Ridgelme School Stormwa[er System Hmdcast & Revised Design Matys~s Page 6 ' 5/25/2006 1 Companng the above results (see Table 7) tt appears that the addition of the athletic field fill is offset by the excavation performed m the trough area for the Ridgehne Pond and the softball field Hence, removal of the fill is not necessary and the condition as designed with no fill m the Softball Field area accounts for the localized modification of trough topography for the Rtdgeline Running Track EXTENUATING CONDITIONS As mentioned m my prior report, the Rrdgelme Trough is part of an ancient Nisqually River meander and at one time was continuous from the southerly most limit of the trough to the headwaters of Thompson Creek Further reseazch indicates that there were approxtmately three depressed surface areas that conveyed runoff from the Rtdgeline School Stte to the north along the continuation of the present day trough As built drawings obtained from the Washington State Department of Transportation mdreate that m 1938 when the formal construction of SR-507 was undertaken, drainage culverts were installed m each of the referenced depressed areas to provrde for the continued flow of runoff from the upstream trough area (Ridgelme School azea) to the downstream azea, via the Nrsqually Golf Course and other properties ' The culverts installed consisted of 18 inch drameter dipped corrugated trop pipe No 16 gauge Two of the culverts would have served the trough area that continues from the Rtdgeline School site across the Hawks Landing Subdroision and one served McKenzie Lake (also known as Mill Pond) A crude analysts of the rainfall events described above wrth a single 18 inch culvert m place mdtcates that maximum flood stages m the upper trough azea would be reduced by 1 to 1 5 ft as a result of the culvert being m place as opposed to conditions without the culvert existing ' An ana-ysis of the Impact of the fill placed for the two subdivisions constructed to the north and south of the school site showed a difference of about 0 1 fl, which Is negligible ' Clearly, the culverts make a srgmficant difference m the hydraulic performance of the Rrdgehne Trough 1 1 1 1 A review of the Hawks Landing Subdrvtsron design drawings uncovered that a bypass pipeline was at one rime part of the subdivision Improvements design The bypass pipeline would have connected the upper trough azea to at least one of the 18 inches culverts that passed under SR-507 Additionally, closer inspection of the pavement surface on SR-507 showed that paint mazks indicating the locatron of the culvert that was intended for continuation for pass-through drainage to the upper trough area Brill exist on the highway surface CONCLUSIONS AND RECOMMENDATIONS Based on the foregoing, rt is concluded that Surface flooding that was observed during January and early February 2006 occurred during a period of consistent fight to moderate rainfall that appears to reoccur at about 5 to 6 year intervals, and as the result of a Filling of the shallow groundwater system, slowing mterflow and reducing runoff disposal by infiltration Subgade mfiltrarion m the lower Rtdgeline Trough changed chazacter m late January 2006 Hmdcastmg the flooding condtttons that developed m late January and eazly February 2006 showed a good match of measured and calculated data for the Rtdgeline School Pond Area, N03157 Rtdgeline School Stoimwater System Hmdcast & Revised Design Analysts Page 7 5/25/2006 ilr~ G 1 1 1 C~ establishing subbasm hydrologic parameters and high groundwater penod pond bottom infiltration rates • H~ndcasting the flooding conditions that occurred m early Febniary 2006 along the Ridgelme Trough azea south of Fox Hill Lane showed a reasonable match of measured and calculated data for the peak flood elevation, establishing subbasm hydrologic parameters and high groundwater penod pond bottom infiltration rates • Hmdcast parameters were used to develop predictions of maximum flood stage levels along the Ridgehne Trough for venous Thurston Region Design Events (1Q 25 and 100 Yr/24 Hr Events) for pre-Ridgeline School development and post-Rtdgelme School Athletic Area fill placement under elevated shallow groundwater conditions, which showed that the Ridgehne School construction along the trough will have a negligible effect on flood stage doting the Design Events • Ridgelme School athletic facilities may be constructed as planned and will accommodate the vanous Rainfall Design Events that are typically considered m the Yelm azea • Combination of the Thurston Region Rainfall Destgn Events with the high groundwater conditions that occurred doting the 2005/06 wet season results m more extreme Destgn Event Return Frequencies than normally constdered (100 Yr Rainfall Destgn Event + high groundwater yields 550 Yr Combined Destgn Event) • Ridgelme Trough was ongmally open via a surface flow path to the low area located north of SR- 507, mthe vicinity of the headwaters of Thompson Creek • In 1938 WSDOT constructed SR-507 and installed 3 - 18 inch diameter culverts at low points along the existing ground to accommodate the seasonal surface flow developed along the trough • At present the WSDOT culverts aze not visible and have been closed to flow from the trough area north of SR-507/Hawks Landing Subdivision • Flooding expenenced doting the 2005/06 wet season was directly attributable to the closure of the WSDOT SR-507 culverts, and the filling and alteration of the ancient flow path Constdenng the above conclusions and findings of the analyses performed, rt is recommended that Yelm Community Schools • Recommence construction of the Ridgehne School Athletic Field • Construct a minimum 2 ft bottom width Z fl deep grass lined Swale along the raised grade track azea to provide a large capacity hydraulic connection between the southerly Ridgehne Trough area and the Ridgehne Pond area This Swale will serve as an overflow system for extreme events when surface flow along the trough develops Cdy of Yelm/Thurston County/State of Washington Reopen and clean the culvert under Fox Hill Lane so as to o Significantly reduce flooding south of Fox Hill Road o Prevent overtopping and erosion damage to Fox Htll Road Reopen and clean the three WSDOT culverts under SR-507 • Construct a suitably sized by-pass flow culvert through the Hawks Landing Subdivision and all downstream filled and regarded areas, so as to o Restore the post 1938 Ridgehne Trough hydraulic flow path N03157 Ridgelme School Stormwater System Hmdcast & Revised Design Malysis Page 8 5/25/2006 r o Relieve flooding along the portton of the Rtdgelme Trough that lies south of the Hawks Landing Subdtvtston and o Reestablish to some extent the natural hydropenod/cycle of the dramway and downstream Thompson Creek headwaters Co~wcv.ck'Q~,~ ~,lK l/i. Edward A Wtltste, PE Sr Geotechmcal/Hydrologtc Engineer J W Mornssette & Associates Inc , PS N03157 Rtdgelme School Stormwater System Hmdcast & Revised Design Analysis 9~ ~ :~ F t r a O a ~s,r~~~~,~.r~ ~ ~`. u_ - -~-, i Qf scZ,.... 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~ l ~ ~ I ~ ~ ~ } 1 ~ ~ ~ I i ~ I -. ~~ ,_ ~_ _ -- --- _ _.. *--! ~~ ~ ~ _ ~- ~ ~ - --r -- --~- ~ - f -- - ---- ~ i = - ~- ; ~ j ( I ~_~ ~ - ~ ~-~ ~ I ~ I~ I _ 3 if l ; I ~ l i ~ ~ 7 ~__ c ~__ i t ;~ i ~_ l - - - - ~_ II i -- ~ ~ - --~ ~ ---- ~ ~ ~ j I -1 ~ ~ ~ l i -I -- ~ ~ ~ ~ I 1- 1 --;- --- i_ - ~__, -- r-~ - ~- i _ _ _ I ~^-_~ __-__ ~ I ~ __ ___~ ~ ~ I -t___ , __ ~ ~- - _ ~ - --t- L i s ~ - ~------ -rt i.-. ~ I ! ~ I I ~ ~ ( I ~'v ~ ~ ~ ~ 1 ! ~ _ InvertEleva o =i3 00 - _ ----"--- -- - ~ _ - ' _ ~ -- ~ - ~ - -- _ - _ - ~ __~ - ~- -1- --r--7-- - ~ -- - ~ DIA wn~iwe-T•~w'::w1.~Ll~wiiwwnl~Ai. h`.nen 8 Wed Jan 1902 15 Wed 22 Wed Time _ __ .. __a.......____.....g.,___ 1 Sat Sat Fi ure 4_ r~~~~e Node - FoxHTrough [Max Stage = 350 093] - 350 0 ~ --- ( ~ ----- i' ~- 349 8 _ --- -- - - }- -- ------ I 349 6 _ -- - -- ~-- - - 349 4 -- - --- - - - -- ~3492~ --- - --------- m ~ 349 0 --- - ,-- - --- - --- ~ ~ 348 348 348 348 r 348 0~---- -- - ~^ !- -- I`---- ' i _ ! _ Y_ ___ ~_ __~ -_ i ~ ---- --- -- --- -T---- - 8 Wed 15 22 -- - --~ - - G ~ ~ , ~ ~ ` ~- - i- ---- --T- - -; ' ~ -~-r------- ~ ' ~~I i -j - --- - --~---r I I i r I ~ ; - --3----,----- -; -- ~ i I ~ ____'_________Invert E ~ if ~' ~ ~ ' Rtdgeline Froi 1 Sat 8 Sat ---- -~-- ~atwn = 348 00 Mindeast-Ana lyres- -~ Fib''" Jan 1902 Time Node - FoxHTrough [Max Stage = 348 744] __-_ - --- ------------ -- - --- - - - -- r---- 348 7 348 6 348 5 ~ 348 4- m rn m 'Y^ V/ 348 3 348 2 348 1 348 0 Jan 1902 Time Node - YCSTrough [Max Stage = 348 753] 348 348 347 a~ rn m 'Yn VJ 347 346 346 Jan 1902 Time J W MORRISSETTE ASSOCIATES INC PS TABLE 2 7700-82 Cooper Point Road SW Olympia Washington 98502 Tel 360.352-9456 Fax 360-352-9990 Date Infilt Pond TH No 1 TH No 2 Ballfleld 13-Jan-06 348 85 17-Jan-O6 346 47 346 63 347 54 348 75 20-Jan-06 346 57 346 69 347 50 348 58 r 23-Jan-O6 346 24 346 34 347 13 348 71 Raln L 24-Jan-06 346 13~ °Mr 346 22 ~ Imo( 346 97~ o~ 348 63 25-Jan-O6 346 09 346 14 346 84 348 54 27-Jan-O6 346 O6 346 07 346 85 348 62 30-Jan-06 347 42 347 51 348 18 349 00 Nor 3-Feb-06 ~" L 348 38~ a iD 348 38~ "'"" oog 348 57 ~ ~""" oos 348 95 "'r 8-Feb-06 347 43 347 50 348 01 ° 348 85 10-Feb-06 347 23 347 32 347 94 348 86 FHL UpStrm Clark Lane 349 69 358 96 349 64 358 39 349 40 Rtdgeltne Trough Water Ponded Level Measurements ~ 349 5 N j 349 c~ 348 5 e 348 a y 347 5 w m 347 u ~ 346 5 346 R ~+ 345 5 38725 38730 38735 38740 38745 38750 38755 38760 Date -~ InTilt Pond -H}-TH No 1 TH No 2 -~-Balifield I i I I I _ ~~ ~ -- I I I 4 ~ i _ i Infiltration Rates I ~ ~ ~ I ~~ ~ I ~ ~ I~ - I Geo Report Tasts >60 rtMr - Deslgn Value =t01rMr HlghGmun?xster=007 irMr I_ ~ ~ ~ - - i ~ -'- I _ I_ I - ~ - - 5/25/2006 J W MORRISSETTE ASSOCIATES INC PS npa es c°°per cam Rw4 sw Olympia Wasnlnpton 88503 TN 3900539a58 Fu p66J539990 TABLE 3 sr25/2o06 RIDGELINE ELEMENTA RY SCHOOL PRE RIDG ELINE INITIAL HINDCAST SUBBASIN PARAMETERS eUBBA5IN LOVER TOTAL 3N0OROVRX PABTURE LAWNt IMPERVN)U8 DUB6A SM LHARALTE RISTN:D OEBLRIPTION AREA FOREST LANDBLAPE 1VIDM aLOPE PATN LEND PATH aLOPE WLn4FNrVaI CN le ta«.n /a~ag (K,..1 c«...1 tao.n x m1 m x troal miso I I Stcep Slppa Untlav Large Lot Rural 75 44 60 35 13 58 0 00 1 51 2% 3000 8 0% 2000 4 2°h 060 80 _ 56 II Large Lot Rural 21 72 109 18 d8 1 09 109 5% 650 1 1% 1500 1 0% 0 70 76 38 III le Lol Rual 1484 057 1345 060 045 3% 350 11% 2000 70% 085 76 51 IV Sleep Slope Undav Large Lol Rural 50 18 45 17 3 01 1 00 1 00 2°h 1000 B 1 % 2200 4 5 % 0 55 BO 87 V Large Lol Rural 28 12 2 81 24 19 056 0 56 2% 800 1 3% 2200 2 3% 100 78 37 VI Stee Slo Undav Lar a Lot Rural 36 29 30 85 3 63 109 0 73 2% 1000 6 7% 1800 5 3% 080 BO _ 50 VII S~ Slope Undav Large Lot Rural 3080 18 36 9 /8 1 53 1 53 5% 600 2 2% 2500 2 0% 0 40 80 104 VIII Steep Slope Untlav 8 Large Lot Rural 59 78 2680 20 92 5 98 896 10% 1100 1 1 % 2200 1 0 % 0 50 80 73 IX 1/4 Aaes Residential (post 2000) 19 83 000 000 7 97 11 96 60% 700 1 2% 1000 1 8% 200 e6 8 X MITI Creak Stlrool 854 000 000 4 27 4 27 50% 500 0 8% B6 pontl XI Prema Future Ritlgellna School 17 45 0 00 17 45 0 00 0 00 0% 600 0 7 % 1200 0 7% 0 53 86 38 XI I Steep Slppe Undav 18 16 545 12 71 000 000 0% 1600 22 0% 500 13 0% 2 00 80 4 XIII Steep Slopa Undav 20 28 809 13 19 0 81 O dt 2% 1500 14 7% 600 14 7% 200 80 5 401 46 187 63 149 77 24 70 28 47 1 47 J W MORRISSETTE ASSOCIATES INC , PS TABLE 4 ' 1700-82 Cooper Pont Road SW Olymp,a Wash,ngton 98502 Tel 360.352-9456 Fax 360-352 9990 5/25/2006 Elev Surface Area incrimentai Vol Cum Vol (ft) (sq In) (acres) ' ~ (acre-ft) (acre-ft) 348 0 3 3 2 65 0 00 0 00 348 5 4 6 3 70 1 59 1 59 349 0 5 8 4 74 2 11 3 70 349 5 7 1 5 79 2 63 6 33 3500 84 683 315 949 350 5 9 9 8 03 3 72 13 20 351 0 11 4 9 24 4 32 17 52 351 5 12 9 10 44 4 92 22 44 352 0 14 4 11 64 5 52 27 96 1 1 1 1 CJ 1 1 TABLES ' N03157 Ridgelme School Stormwater System Hmdcast & Revised Design Analysis Page 11 ' 5/25/2006 1 J W MORRISSETTE ASSOCIATES INC , PS 1700 82 Cooper Point Road SW Olymwa Washington 98502 Tel 380 352 9456 Fax 380.352 9990 TABLE 1 2005/2006 RAIN FALL Date (in/24hrs) 19-Dec-05 0 38 20.Dec-05 0 33 21-Dec-05 061 22-Dec-05 0 62 23-Dec-05 1 59 24-Dec-05 0 21 25-Deo-05 1 05 26-Dec-05 0 51 27-Dec-05 0 26 28-Dec-05 0 81 29-Deo05 0 52 30-Dec-05 0 77 31-Dec-05 044 1-Jan-O6 013 2-Jan-06 0 27 3-Jan-06 0 3 4-Jan-O6 0 Ot 5-Jan-06 1 33 6-Jan-06 0 26 1 7-Jan-06 0 3 2 8-Jan-06 01 3 9-Jan-O6 115 4 t0~lan-06 094 5 11-Jan-O6 0 77 6 12-Jan-O6 0 57 7 13-Jan-06 0 55 8 14-Jan-O6 0 26 9 15-Jan-06 0 10 16-Jan-06 0 72 11 17-Jan-06 012 12 18-Jan-O6 0 07 13 19-Jan-06 016 14 20.Jan-06 0 23 15 21-Jan-06 012 i6 22-Jan-06 0 17 23-Jan-06 0 01 18 24Jan O6 0 19 25-Jan-O6 0 08 20 26Jan-06 0 09 21 27-Jan-06 0 22 22 28-Jan-06 0 75 23 29-Jan-06 124 24 30-Jan-06 0 73 25 31-Jan-06 0 33 26 1-Feb-06 0 29 27 2-Feb-O6 0 3 28 3-Feb-O6 0 11 29 4-Feb-06 0 41 30 5-Feb-O6 0 31 6-Feb-06 0 32 7-Feb-O6 0 33 8-Feb-06 0 21 34 9-Feb-O6 0 35 10-Feb-06 0 36 11-Feb-06 0 5125/2006 1 1 1 1 1 J W MORRISSETTE ASSOCIATES INC , PS TABLE 5 5/25/2006 1700 62 Cooper Point Road SW Olympia Washington 98502 Tei 360 352-9456 Fax 360-352-9990 ~ ~ ~ ~ ~ ~ J W MORRISSETTE ASSOCIATES INC PS nroaz cmper Pam Rafe sw Olymple Wafanplon 99502 Tf1380.p52915fi Fex ]909529990 TABLE 6 5(25(2006 RIWELINE ELEM ENTARY SCHOOL 2006108 NoTreck Anal sls SUSSASIN COVEfl TOTAL 2N0 GtiOwrH PASTURE IAVMa IMPERVIWS SU96A SIN CHAMCiE RISTC3 DESCRIPTION ARFA FOREST UND9CAPE WIOTM SLOPE PATH lF110 PATH aLOPE ONatlFMNfI CF1 k (cafe) leaef) (swsl (emq (fcns % Irt) nl % Ibe) PeMOm Ma (mm Foa HIII South Pond Subbaaine I Slae Slo a Undev Largo Lot Rurel 75 44 60 35 1356 0 00 1 51 2% 3000 8 0% 2000 4 2% 060 45 200 II La a LM Rural 21 72 109 1846 109 109 5% 650 1 1 % 1500 1 0% 0 70 45 100 III La eLOt RUreI 1494 057 1345 060 045 3% _ 350 11% 2000 70% 065 45 100 IV Steep Slope Untlev Large Lot Rural 50 16 45 17 3 01 700 100 2% 1000 6 1% 2200 4 5% 0 55 55 120 V Large Lot Rural 26 12 2 81 24 19 0 56 056 2% 800 _ 1 3% 2200 2 3% 100 45 75 VI Stee Slope Untlev Large Lol Rural 3629 30 65 3 fi3 1 09 0 73 2% 1000 8 7 % 1600 5 3% 0 60 55 120 VII Stee Slo a Untlev Ler a lot Rural 3060 1636 9 18 1 53 1 53 5% 600 2 2% 2500 2 0% 0 40 50 220 VIII Stea Slo a Undev 8 Ler a Lot Rural 59 76 2690 20 92 5 96 5 98 10% 1100 7 7% 2200 1 0% 0 50 45 150 Not Included In Hlntlcaat IX 1!4 Acres Restlenoal t 2000 19 93 000 0 00 7 97 11 96 80 % 700 1 2% 1000 1 6% 200 Pontl YC8 North Pontl Subbaalns % Mdl Creek School 854 000 000 4 27 4 27 50°h 500 0 8% 65 15 XI Preide Future Rltl cline School 17 45 000 1745 0 00 000 0% 600 0 7% 1200 0 7% 053 65 35 XII Steep Slope Untlev 16 16 545 12 71 0 00 000 0% 1600 220% 500 13 0% 200 55 45 Not lnclutlatl In Hlntlcaat XIII Steep Slope Untlev 2029 609 1319 061 041 2% 1500 147% 600 747% 200 55 30 401 45 t97 87 149 77 24 70 29 47 147 1 J W MORRISSETTE ASSOCIATES INC , PS TABLE 7 ' 1700 B2 Cooper Point Roatl SW Olympia Washington 98502 Tel 360-352 9456 Fax 360-352 9990 1 1 1 1 1 1 5/25!2006 FLOOD STAGE SUMMARY 100YR DESIGN EVENT -YCS TROUGH FLOODING DESIGN MAXIMUM EVENT DESCRIPTION STAGE Dafty Rainfall Dlstrlbuted - 07 Jan to 15 Feb 2006 (ft) 2005/06 Measured/Hlndcast -Pond South of Fox HIII Lane 349 7 2005/06 Measured/Hlndcast -Pond North End YCS Slte 348 4 2005106 No Track FIII -Pond South of Fox HIII Ln w/Culvert Open 349 3 2005/06 No Track FIII -Pond North End YCS Slte w/Culvert Open 349 3 BS19r1 VBrI na yS15 (Fox Hill Culver! Open 8 Clean) 10Yr/24Hr Pre-Development - No Track FIII 34g 7 10Yr/24Hr Post Development -Track FIII InPlace -Swale Connected Ponds 349 7 25Yrl24Hr Pre-Development - No Track FIII 349 9 25Yr/24Hr Post Development -Track FIII InPlace -Swale Connected Ponds 350 0 100Yr/24Hr Pre-Development - No Track Fdl 350 8 100Yr/24Hr Post Development -Track FIII InPlace -Swale Connected Ponds 350 8 t Page 1 of 2 Jtm Gibson From Grant Beck Sent Friday, January 27, 2006 5 21 PM To 'ebukland@ycs wednet edu' Cc Shelly Badger, Ron Harding, JIm Gibson, 'Alan Burke@yGw wednet edu', 'scan@EricksonMcGovern com', 'john@ericksonmcgovern com' Subject Ridgelme Middle School STEP Tank Rocky - Jun Glbson has been reviewing the material from Monssette and Associates, Inc revising the location of the STEP tank and providing an engineering analysts of high groundwater and STEP tank buoyancy First, however, I take Issue with the statement m your email to hm stating that the CIty is causing delay with your protect As you know, the STEP tank Issue was addressed m a timely fashion by the City on December 16, 2005, when you were given approval to install the tank m the approved location m the high groundwater azea provided that rt was strapped pursuant to the regwrements of the manufacturer Ra[her than proceeding wnh the installation, Momsette and Assoclates provided an alternate proposal for City review on January 23, 2006, over 5 weeks after the initial decision The Community Development Department has been reviewing detailed bouyancy and hydrologic reports as well as coordmaung with the Public Works Department regarding potential maintenance Issues, and has done so m a work week After review of the alternate proposal submitted by Momssette and Associates, that plan is approved subJect to the following requirements 1 A representative of the Sewer Department shall be on-site during all phases of tank installation Inspection requests must be made 48 hours prior to the requested inspection date 2 The tank shall not be set m ground water during installation The hole wdl need to be de-watered m order to inspect the bedding of the tank 3 The January 21, 2006, Rldgeline Junior Hlgh SchooUStep Tank report must be stamped and signed by the author, Doug Eklund, P E 4 The January 20, 2006, Ridgelme Middle School Region STEP Tank Area Shallow Groundwater Assessment report must be stamped and signed by the author, Edward Wlltsie, P E Grant Beck Director Ctry of Yelm Community Development D¢panment PO Box 479 Yelm WA 98597 360 458 8408 360 458 3144 (FAX) grantl,[Ja ct yelm wa us -----Original Message----- From Rocky Bvkland [mailto ebirkland(ir~ycs wednet edu <mailto ebirkland(~ycs wednet edu> ] Sent Friday, January 27, 2006 11 00 AM To Jim Glbson Cc Alan_Burke@ycs wednet edu, Stan@EncksonMcGovem com, John@encksonmcgovern coin subJect Rldglemg Middle School hm, This Is a follow up to the telephone message I left at your office this morning 5/24/2006 Page 2 of 2 The issue of the placement of the septtc tank at R~dgehne middle school has reached a cnhcal point Our engineer has submitted to the city an alternate method, calculations and location for the placement of the septic tank The city request that we do not install the tank wtthout approval from the city has left us m a position of causing delays to the contractor Delays m the Ridgelme project aze multi faceted from causing the district to split sMft the enure middle school to increased costs m the contract pnce due to delays Please forward your acceptance or re~ectton of our consulting engineers proposal Erlmg B~rkland Director of Fac~lmes 5/24/2006 ~I WA7111NGTON GTATC HAtN91 ~I ~}~ Washington State Patrol Fire Protection Bureau PO Box 42600 Olympia WA 98504 Phone (360) 753-04D0 Fax (360) 570 3136 May 9, 2006 Stan Zielinski Architect Erickson McGovern Arch 120 S 131st Tacoma WA 985970476 Ridgeline Middle School [Yelm) General Sitelnspedion General Notes On May 9, 2006, a site visit was completed, on the Ridgeline Middle School Project The visit was completed by Chief Deputy State Fire Marshal Lance Talley, Deputy State Fire Marshals Paul Schroer and Barbara McMullen The following are the results and comments GENERAL COMMENTS Upon visit it was noted that the outside propane tank did not have vehicle impact protection (IFC 312) Direct contact was made to Jody Miller and he corrected the discrepancy before we left the project area During the walk through we noticed that in Room 415 (which has a separation wall to make the room into 2 separate rooms) that the wall had wall paper already on the walls and it covered the intended location of the fire alarm Please ensure that all of the rooms are checked At the 2 hour separation walls it is noted that there are penetrations (electrical wiring for example) that are not sealed ater System 1 We still have not been called by the contractor to inspect the fire mains, fire hydrants, P I valves, thrust blocking The underground papers have not been received or signed off by this office 2O Please call to let us know the status of the above request PLANS TO BE SUBMITTED (4 copies with submittals and/or specifications) Kitchen Hood and Duct Plans Exit Lights, Fire Extinguishers 1 Need location of all Fire Extinguishers and Exit Lights 2 Shall require approval and final punch list walk thru EXTINGUISHERS (IFC 2003, 906 1) 906 1 Where required Portable fire extinguishers shall be installed in the following locations 1 of 2 1 In all Group A, B, E, F, H,I ,M,R-1, R-2, R-4 and S occupancies Exception In all Group A, B and E occupancies egwpped throughout with quick- response sprinklers, fire extingwshers shall be required only in speaal hazard areas 2 Within 30 feet (9144 mm) of commeraal cooking equpment 3 In areas where flammable or combustible ligwds are stored, used or dispensed 4 On each floor of structures under construction, except Group R-3 occupancies, in accordance with Section 1415 1 5 Where regwred by the sections indicated in Table 906 1 6 Special-hazard areas, including but not limited to laboratories, computer rooms and generator rooms, where required by the fire code official Smoke/Fire Damper Duct Smoke Detection 1 Have not received a request for inspection (Dampers shall remain accessible) 2 Final inspection shall be at the time of fire alarm testing 3 Call to setup acceptance testing DAMPERS (IMC 2003, 606 2 1) 606 2 1 Retum air systems Smoke detectors shall be installed in return air systems with a design capacity greater than 2,000 cfm (0 9 m3/s), in the return air duct or plenum upstream of any filters, exhaust air connections, outdoor air connections, or decontamination equipment and appliances Exceptions Smoke detectors are not regwred in the return air system where all portions of the bwldmg served by the air distribution system are protected by area smoke detectors connected to a fire alarm system in accordance with the International Fire Code The area smoke detection system shall comply with Section 606 4 606 2 2 Common supply and return air systems Where multiple air-handling systems share common supply or return air ducts or plenums with a combined design capacty greater than 2,000 cfm (0 9 m3/s), the return air system shall be provided with smoke detectors in accordance with Section 606 2 1 Exceptions Individual smoke detectors shall not be required for each fan-powered terminal unit, provided that such units do not have an individual design capacity greater than 2,000 cfm (0 9 m3/s) and will be shut down by activation of one of the following 1 Smoke detectors required by Sections 606 2 1 and 606 2 3 2 An approved area smoke detector system located in the return air plenum serving such units 3 An area smoke detector system as prescribed in the exception to Section 606 2 1 In all cases, the smoke detectors shall comply with Sections 606 4 and 606 4 1 FINAL COMMENTS Upon final inspection a punch list wdl be created Correction of punch list shall be provided and other inspections will be conducted If you have any questions please call and please respond to the above comments with approximate completion dates Chief Deputy State Fire Marshal Lance Talley Deputy State Fire Marshal Barbara McMullen Washington State Patrol /Fire Protection Bureau 210 11th Ave SW Olympia WA 98504-2600 (360)570-3121 2 of 2 Washington State Patrol ~~s®GTONS7ATCPAtR] Flre Protection Bureau ~ PO Box d2600 Olympia WA 98504 _ _ Phone (360) 753 0400 Fax (360) 570 3136 May 9, 2006 Ray Mow Architect Erickson McGovern Arch 120 131st Street S Tacoma WA 985970476 Yelm Figh School General Site Inspection General Notes On May 9, 2006, per the request of Merle Deach, a fire alarm inspection was to be completed, on the Yelm High School The inspection was not completed due to the system not being completely installed and not being in complete operational status At that visit by Chief Deputy State Fire Marshal Lance Talley, Deputy State Fire Marshals Paul Schroer and Barbara McMullen it was noted that the elevator shaft did not have the detector installed - a request was made to resend the previous notations regarding the elevator (completed 05/12/06) The following are additional comments ADDITIONAL COMMENTS Water System 1 We have not been called by the contractor to inspect any of the changes to the fire mains, fire drants, P I valves, thrust blocking the underground papers have not been received or signed off by is office 2 Also, during our visit the hydrant was facing the main road instead of facing towards the hoot, IFC 2003, 508 5 ~3 The Fire Department Connection did not comply with NFPA 13, 5-15 2, specifically the height The Fire Department Connection should be located not Tess than 18 in (457 mm) and not more than 4 ft (1 2 m) above the level of the adjacent grade or access level Kitchen Hood and Duct 1 Plans have been approved 2 The contractor shall call for final acceptance testing of the system (Still waiting for scheduling of this testing) Clean Agent The plans have been approved Fire Suppression has not been tested (Still waiting for scheduling of this testing) 1 of 2 The contractor shall call and set up a time to do final acceptance testing Exit Lights, Fire Extmgwshers Need location of all Fire Extmgwshers and Exit Lights Fire sprinkler/alarm 1 Plans have been approved 2 Final acceptance testing shall be regwred before approval of the system (Still waiting for scheduling of this testing) 3 Call to set up acceptance testing Smoke/Fire Damper Duct Smoke Detection Have not received a request for inspection (Dampers shall remain accessible) Final inspection shall be at the time of fire alarm testing Call to set up acceptance testing Upon final inspection a punch list will be created Correction of punch list shall be provided and another inspection will be conducted Please respond to the above comments with approximate dates If you have any questions please call at the number listed below Chief Deputy State Fire Marshal Lance Talley Deputy State Fire Marshal Barbara McMullen Washington State Patrol /Fire Protection Bureau 210 11th Ave SW Olympia WA 98504-2600 (360)570-3121 2of2 ~IIIY6 ON'A YFTQ~ ~I ~ Washington State Patrol Fire Protection Bureau PO Box 42600 Olympia WA 98504 Phone (360) 753-0400 Fax (360) 570-3136 March 24, 2006 Stan Zielinski Architect Enckson McGovern Arch 120 S 131st Tacoma WA 98597047E Rtdgellne Mlddle School (YeImJ Flre Sprinkler • Plan RevleW General Notes Protect Name Ridgeline Middle School 105 Yelm Ave W Yelm WA 98597 Contractor NorthStar Fire Protection 4304 77th Ave St NW Gig Harbor WA 98335 Fire Sprinkler System Plan Review I have reviewed the plans and make these written comments Additional notations are provided on the plans if required The adequacy and dependability of the water source are of primary importance and shall be fully determined with due allowance for its reliability in the future Plans were reviewed with current water information provided This fire sprinkler system was designed, showing that there would be 40 7# static pressure at the base of the riser If this design pressure is not available you may need to provide a fire pump, or redesign the system Due to the limited supply in water pressure, changes in the field will be held to the minimum and shall be approved by the Authority Having Jurisdiction (AHJ) before changes are made GENERAL NOTES 1 All underground pipes serving the fire protection system including fire hydrants shall be installed by a Washington State Fire Marshal licensed contractor with a U" designation Contractor stamped underground testing documents shall be provided to the local AHJ before providing water to the sprinkler system 2 Fve Department connections shall be located as approved by the AHJ 1of3 3 Must have drip valve for Fire Department Connection 4 All fire protection equipment and dewces utilized in this structure shall be listed and approved by recognized testing laboratories as noted in the International Fire Code and Standards 5 All piping shall be installed to code for drainage regwrements Drains shall be provided so that they shall handle any water that may be drained from the sprinkler system (5-14 2 4 2 1999 Edition) 6 Design areas are within acceptable limits with information as provided, system shall comply with NFPA 13 1999 7 The systems shall be hydrostatically and operationally tested in accordance with the requirements of NFPA 13 Test papers shall be provided by the local contractor 8 System shall be monitored as per the requirements of the Local Fire Department 9 Sprinkler System shall be maintained yearly as per NFPA 25 and a copy of the NFPA 25 shall be provided to the owner by the contractor 10 All control valves shall be provided with tamper switches that shall be wired into the fire alarm panel 11 Sprinkler shall not be obstructed by lighting, or any other obstruction Sprinkler head shall be within acceptable code distances to lighting, head diffusers and fire alarm devices 12 Ceiling insulation shall be secured to rafter so that it will not drop onto sprinkler system and hamper system flow 13 Provide sprinkler head in valve room for protection of system 14 The system design information and all system signage shall be located at the riser 15 Space shall be provided around pipe if riser goes through cement floor 16 Bracing shall be provided at the top of each riser 17 Add bracing as per the drawings (annotations are in red) 18 Due to the size of the pipes and the load when filled with water, extra bracing may be regwred on mains and feed mains If regwred by the mechanical engineer and or Architect the larger sprinkler piping shall be provided with hangers that the ceiling will support 19 Sub-contracting of such work to persons or firms not currently licensed as a fire protection sprinkler system contractor is prohibited 20 Spare Sprinkler Heads (3-2 9 1 1999 Eclit~on) A supply of spare sprinklers (never fewer than six) shall be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100°F (38°C) 21 In concealed spaces having exposed combustible construction or containing exposed combustibles in localized areas, the combustibles shall be protected 22 Soffits that exceed 30 inches m width shall be provided with sprinkler protection 2of3 23 Provide protection for sprinkler head that may become damaged, gym area FINAL NOTESIREQUIREMENTS Respond to questions on drawings (see plans -annotations are in red) Remote area "D" main piping upsized from 2" to 2 1l2" and change in 5 6 K factor sprinklers to 8 0 K factor (Change already received from Gordon Swanson - Northstar Fire Protection) Ensure that Branch Imes are resiramed 6-4 6 Restraint of Branch Lmes 6-4 6 1 Restraint is considered a lesser degree of resisting loads than bracing and shall be provided by use of one of the following (1) A listed sway brace assembly (2) A wraparound U-hook satisfying the regwrements of 6-4 5 3tavascript parent IoadDoc('/nfpa0001-004 9/001 311 9 9 9/archivecodes-0020383' %20'/',%20'archivecodes-nfcs0013-99-58-6-46-4-46-5 46 3') Exception No 3 (3) No 12, 440-Ib (200-kg) wire installed at least 45 degrees from the vertical plane and anchored on both sides of the pipe (4) Other approved means Wire used for restraint shall be located within 2 ft (610 mm) of a hanger The hanger closest to a wire restraint shall be of a type that resists upward movement of a branch line We are still waiting for the letter regarding the thrust blocks and we are waiting for the "Private Fire Service Main Installer Certification" form that we gave to Steve at the site Please respond to the above comments Your plan submittal for the Ridgeline Middle School has been reviewed with the above listed comments, final approval will be given only after comments have been satisfied to the AHJ, construction of the sprinkler system, all punch lists have been completed and approved by the AHJ all system testing and the final walk-thru sign off inspection Plan approval does not relieve the designer/contractor from complying with all applicable codes and requirements as adopted by local turisdiction and the State of Washington nor does it abrogate the requirements of the requirements of other authorities having turisdiction 1 The office of the State Fire Marshal shall be notified (360-570-3126) at least one week prior for both the cover inspection and final inspection 2 Inspectors test shall be located on the most remote part of system This is not a requirement of the code for the wet system but it is the only way to know that there is water to the most remote area of the system 3 Enclosed is a copy of Sprinkler System Installer Certification, this shall be signed and dated before the final acceptance testing is started Additional comments may be made as the protect moves forward Chief Deputy State Fire Marshal Lance Talley Deputy State Fire Marshal Barbara McMullen Washington State Patrol /Fire Protection Bureau 210 11th Ave SW Olympia WA 98504-2600 (360)570-3121 3of3 'J 23034 file 23 YELM COMMUNITY SCHOOLS RIDGELINE MIDDLE SCHOOL CONSTRUCTION MEETING MINUTES Date Wednesday, May 3, 2006 Time 9 00 AM Location On Slte Weather Cool and Sunny General Contractor Josh Miller & Jody Miller & Craig Sorenson Jody Miller Construction Civil Engineer Bob Tauscher Jerome W Momissette & Associates Architect Stan Zielinski Erickson McGovern M&E Engineer Mark Wheeler BCE ITEMS DISCUSSED Project Schedule 513/06 Building Site Work • Roofing proceeding • Ready to paint In all wings • Masonry veneer proceeding @ gym • Ready to start sheathing roofing at rooms • Pouring footing at service yard • Relates being installed • Behind schedule • Joint trench Monday, 5/1106 • Setting grades at service yard locker Subgrade on east side to grade • Should start grading parking lot soon • Alternate 3 completion of ball fields grading week of 5/1/06 • Bus loop subbase will start next week • Chiller is set 5/3/06 JMC needs to provide a 3 week look ahead schedule at our weekly meetings Cost Issues Log Reviewed 4/26/06 CO 7 to be Issued with outstanding cost issues Incorporated into it 5/3/06 CO 7 issued 4/27/06 Site issues 1/17/06 Water is rising on lower end of the site causing some flooding Neighbors are also experiencing flooding off site JWMA will investigate and determine whether or not our site Is contributing to the problem 4/26/06 Analysis should be done the end of this week Level pool analysis Hopefully by end of next week well have a decision 5/3/06 By end of this week 2/6/06 Owner wants to revise Imgation system to delete sprinkler heads around the site everywhere except lawn areas and athletic fields and Install quick connect couplers so that no planting areas are more than 75' from any hose connection Enckson McGovern PLLC RUdmmlCOnurua,on Meeting MmuterLNeenng Mmuw OSL306ndgelme xpd R(dgel(ne M(ddle School Construction Meeting Minutes Mav 3. 2006 Page 2 2/21106 Still need to get a decision from City of Yelm on irrigation supply of reclaimed water Dave has heard nothing Beginning to reach the critical point where we really need Skillings/Conoly to make a determination 3/1/06 Dave has information and is working on a redesign of the irrigation system 3/15/06 WDG has revised the irrigation drawings Meeting today with City of Yelm to go overirngahonissues 3/22/06 Should have by next week 4/12/06 DOE, DOH & City of Yelm are reviewing reclaimed irrigation design 4/19/06 DOE has approved it No word from DOH or City of Yeim 4126/06 JWMA is waiting on City comments DOH wants city to supply an analysis of the water system 5/3/06 PR 24 costs of $6,604 45 for converting the irrigation system to purple pipe have been approved, however, JMC needs to submit credit amount for irrigation pump change in order for the costs to be incorporated into a change order Bob has written a letter to the city telling them that we will direct the contractor to proceed with on-site reclaimed water irregation system down stream from the pump 3/15/06 JMC needs to submit added costs incurred to date for septic tank excavation and handling 4/5/06 Working on pacing PR 20 4/12/06 $10,000 pace submitted for PR 20 JWMA requested backup 3115/06 JMC needs to come up with 2 different options for installing septic tank, with costs associated with each option 1 Drop dead date for installing septic tank pnor to paving 2 Drop dead date for installing septic tank after all the rest of the parking lot is complete 4/10/06 PR #21 paces issued $32,000 for Option 1 $36 501 for Option 2 4/26/06 Owner and GC disagree on what dewatering is included in the contract Owner and JWMA need to decide what costs they agree are the owner's responsibility and what portions are included in the contract 3/15/06 Wood & Sons vnll monitor water table monthly with a port pipe monitoring well and put 2" PVC slotted pipe JWMA vnll get pipe to JMC in a couple of weeks 3/22/06 Hal Parks vnll do it through the School Distnct 3/29/06 Well dug Dry 17' deep -schedule for next week What to do with materials Stockpile it 4/19/06 Well still has water in it up 4 75 from bottom of tank excavation level Enckson McGovern PLLC R IAdmmlConrnuaron Meeting Mmutesweenng Mmures OS 03 06ndgeLne wpd Ridgelme Middle School Construction Meeting Minutes May 3, 2006 Pa4e 3 346 Bottom of Pond 344 75 water level 4/26/06 Needs to be done EMA needs to give JMC a response to PR #21 4/5/06 Grade 357 0 340 0' to bottom of septic tank hole Water is at 344 0' Needs to drop 4' to set tank without dewatering 4/19/06 According to the spec, dewatering is included JMC disagrees with this interpretation 4/26/06 Bleachers and goal posts are coming Should be delivered to Yelm Community Schools District site New Items 5/3/06 Where to put excavated material from hole? 5/3/06 Compacting crushed stone against fiberglass 5/3/06 What are City of Yelm requirements for backfill? Wood & Sons will ask 513/06 Treatment dewce approval is being held up by Jim Gibson Wood 8 Sons will ask Jim Gibson for status 5/3/O6 Wire being pulled in Joint trench on Thursday Gas Friday Meeting adloumed at 10 30 The next construction meeting wdl be held on Wednesday, May 10, 2006 at 9 00 A M at the /obsrte The above minutes as compiled by Erickson McGovern shall be considered to be correct as stated unless revisions are received within five (5) working days END OF CONSTRUCTION MEETING MINUTES Erickson McGovern PLLC R IAdmmlCo,u'm¢hon Meeting MmweslMeenng Mmucet OS OJ OGndge6ne upd Ridgeline Middle School ID Task Name ~ Slarl 2 Ridgeline 3 Week Schedule Mon 3127/06 Frl 6130/06 3 Framing Mon 4/10/06 Fri 6/2/06 4110 Framing 4 Mechanical R I Mon 4/10/06 Fri 6/2/06 4/10 t.~. Mechanical R I 5 Fve Sprinkle R I Mon 4/10/06 Fri 6/2/06 4110 Fue Sprinkle R 6 Electrical R I Mon 3/27/06 Fri 6/2/06 3/2 m Electrical R I 7 Masonry Mon 3/27/06 Fn 6/2/06 312 - ~ Masonry 8 Roofing & Industrial Safety Mon 3/27/06 Fri 6/2/06 312 Roofing & Industrial Safety 9 Insulation Mon 4/17/06 Fn 6/9/06 q/17 ' ,'~ Insulation 10 Groulin & Installation of HMI 9 Mon 4/3/06 Wed 5/31/06 4/3 ' ` § "=yr".p.rr"~ ~-±_` e'r ~ Groutm 8 Installation of HM Frames ~` ~ ~. ' 4,~ 9 11 Drywall /Tape / Texlure Mon 4/10/06 Fn 6/16!06 q/1 - '= ;~ Drywall / Tape I Texture 12 Floor Prep Mon 5/15/06 Fri 6/2/06 $115 g Floor Prep 13 Paint / VWC Mon 5/1/06 Thu 6/15/06 SIt Paml / VWG 14 PLAM /FRP Mon 4/10/06 Tue 5/2/06 4110 PLAM I FRP 15 Sdewalks 8 Slting Areas Mon 4/24/06 Fn 6/30/06 q/2 ~ Sidewalks & Srthng I 16 Curbs Mon 5/29/06 Fn 6/16/06 5129 Curbs 17 Fencing Mon 5/1/06 Fri 6/23/06 Sl1 Fencing 18 Serwce Yard Mechanical R I Fri 4/14/06 Fn 5/19/06 4114 '~' .' '~" ~ Servme Yard Mechanical R 19 Srdmg Fn 515/06 Wed 5/31/06 515 ,~g~,~^^,rr Srdmg Task Rolled Up Task „ External Tasks I ` '~ 1s~` T Prolecl 05 09 06 Progress r Rolled Up Milestone O Protect Summary Date Tue 5/9/06 Milestone . Rolled Up Progress Group By Summary Summary ~ Split Page 1 Page 1 of 2 Jlm Gtbson ~~~~nO'u /t-!f?~~ From Bob Tauscher [bob@lwmorrissette coin] 4 ~`7z-3~~4 Sent Friday, April 07, 2006 12 36 PM To Jim Gibson Cc Jerry Morrissette, Erling Birkland, Josh Miller, Doug Eklund Subtect RE Ridgelme Middle School -STEP Tank Beddmg Jim, No schedule has been groen to the school district by the contractor we are monitoring the ground water in the area of the tank and the contractor is supposed to inform the District and City when they plan on scheduling the tank installation The City detail for Fiberglass Tank Beddmg references 1994 WSDOT Spec 9-03 16 Bedding Material for Flexible Pipe To further clarify the issue of back fill, a price request was issued to install the tank using crushed stone meeting the manufacturer s specfication The manufacturer s crushed stone specification is different than the 1994 WSDOT as follows Amount of material passing the given sieve as a percentage of total weight Xerxes Spec 1994 WSDOT Spec ''/z° 100% 100% 3/8" *40-70 or 85-100% 70-100% No 4 *0-15 or 10-30% 50-100% 'Depending on Grade Number 7 or 8 Bedding Material for Flexible Pipe is not acceptable in order to maintain the manufacturer s warranty, and Pea Gravel will not be accepted per the proposed contract change The reason for using crushed stone, is to ensure there is no failure in the parking lot structure As I said on the phone, I do not have the information about the conversation, as far as who and when If you have any questions, please let me know Thanks Bob Robert E Tauscher P E Jerome W Morrissette & Associates Inc , P S 1700 Cooper Point Rd SW #B-2 Olympia, WA 98502-1110 Phone 360-352-9456 Fax 360-352-9990 Cell 360-481-4145 bobCr~lwmaena coin or bob~lwmomssette coin From Jim Gibson [madto~img@ci yelm wa us] Sent Thursday, April 06, 2006 8 33 AM To Bob Tauscher Cc. Erlmg Birkland, Stan Zielinski, Grant Beck, Tim Peterson Subbed RE Ridgeline Middle School -STEP Tank Bedding Bob, I need a little more detail Who talked to Wood or Jody Millers When did this take place and what was the conversation When I receive this information I will be able to track down what discussion actually took place SJ9>2006 Page 2 of 2 With regards to the timing of the step tank installation we have had no contact from the protect team since the ground water/step tank floating issue What is the schedule of Insta{Iatlon of the Step tanks If you are installing the tank soon have you submitted a dewatering plant When we receive this information I wdl be able to try to answer you inquiries If you have any other questions please do not hesitate to contact me Jim Gibson P E City of Yelm, Development Rewew Engineer PO Box 479 Yelm WA 98597 Ph 360 458 8438 Fx 360 458 3144 nmg(a~cr velm wa us From Bob Tauscher [mailto bob@Jwmornssette coin] Sent Thursday, April 06, 2006 7 15 AM To Jim Gibson Cc Doug Eklund, Erling Birkland, Josh Miller, Stan Zielinski, Scott Severs, Jerry Morrissette Subject Ridgeline Middle School -STEP Tank Bedding hm, [ have been informed there has been discussion between the Contractor (Wood & Sons or Jody Miller Construction) and the City about the bedding and back fill material for the STEP tank at the Ridgehne protect Per the approved plans, Sheet C4 0, "NOTE TANK INSTALLATION INCLUDING BUT NOT LIMITED TO EXCAVATION, BEDDING, AND BACK FILLING SHALL BE IN CONFORMANCE WITH THE TANK MANUFACTURER'S PUBLISHED RECOMMENDATIONS, AND SHALL OBTAIN CITY OF YELM APPROVAL" Per the Xeixes Installation Manual and Operating Gindehnes, Section 5 1 2 Backfill Material, "Using other than approved bedding and backfill materials wnhout written authorization from Xerxes will void the tank warranty " The plans and contract specification require installing the tank per the manufacturer's requirements If the City wants different bedding and backfill material uhhzed for the Ridgehne STEP installation, please provide written approval from Xerxes or a letter from the City accepting the installation voiding the warranty The issue must be resolved m the within the next few days, to keep from unpacting opening the school m August The contractor must be given direction from the City to change from the manufactures requirement or allow the mstalla[ion per the approved plans Your prompt attention to this issue will be greatly appreciated Thanks Bob Robert E Tauscher P E Jerome W Morrissette & Associates Inc , P S 1700 Cooper Point Rd SW #B-2 Olympia, WA 98502-1110 Phone 360-352-9456 Fax 360-352-9990 Cell 360-481-4145 bob@Jwmaeng coin or bob@Jwmornssette coin 5/9/2006 XEI~~S® December 16, 2005 Mr Jim Gibson City of Yelm Email nmaCalci velm wa us Re One (1) Xerxes' 12 Foot 50,000-gallon SW Gty of Yelm - Ridgelme Middle School Buoyancy Calculations Dear Mr Gibson We have summarized the buoyancy data you requested All of the calculations are based on the site data you have provided to us and on nominal engineering values for the physical parameters All of the calculations are based on standard engmeermg practice Xerxes uses approaches in a manner similar to the protocols presented in the PEI/RP 100-OS manual to calculate the underground tank Buoyancy Safety Factors It is the tank owner's responsibility to determine the suitability and applicability of installation Our sole responsibility in any installation is as stated in our Limited Warranty Our calculations show that, given the installation parameters that you have provided to us (buried to a depth of 3 7 feet, unanchored, with water table as speafied) the Buoyancy Safety Factors are as follows Water Table Location Buo an Safet Factor Mid-Tank Level 2 07 1 Tank To Level 0 93 1 At Finished Grade 0 63 1 Xerxes recommends a minimum Buoyancy Safety Factor of 1 20 1 I have included copies of the worksheets for your files Also, you mentioned that the installation was planned using two different backfill materials Please note that Xerxes speofies the use of pea gravel or crushed rock for bedding and backfill, which conforms to speafications set forth m ASTM Standard C33, paragraph 9 1 In general, we accept those materials meeting the criteria of size numbers 6, 67, 7, and 8, noting that no more than 5% by weight may pass through a number 8 sieve Approved backfill materials are to be used for the entire installation (Continued) Page i of 2 CORPORATE OFFICE/7901 XERXES AVENUE SOUTH, MINNEAPOLIS, MINNESOTA 55431 Pri045E (952) 887-1890 FAX (952) 887-1879 ~~® conraannoe (Continued from Page 1) An important characteristic of good backfill material is hardness or stability when exposed to water or loads Most natural materials have no problems meeting the hardness requirement However, materials like soft limestone, sandstone or shale should not be used as backfill because they break down over time Likewise, manmade materials should be evaluated for hardness and stability in accordance with ASTM Standard C33 Xerxes Corporation does have a procedure for using two different backfill materials m a single installation For your reference, also attached to this letter is the document Sp/it Backfi// Instructions Please note these instructions require that select material be placed to at least 75% of the tank diameter, and that a filter fabric be placed over the entire surface of the backfill material Xerxes' Limited Warranty applies to tanks installed in accordance with the provisions of Xerxes' current Installation Manual & Operating Gwdelines Since Xerxes does not control the parameters of any installation or tank operation, our sole responsibility is as stated in our warranty If we can be of additional assistance, please feel free to contact us Yours truly, C~ Jeffrey Lexvold Technical Support Engineer Attachments - 4 Page2of2 CORPORATE OFFICE/7901 XERXES AVENUE SOUTH, MINNEAPOLIS, MINNESOTA 55431 PHONE (952) 887-1690 FAX (952) 887-1870 \ER\ES~' NON-ANCHORED CITY OFYELM RIDGELIKE MIDDLE SCHOOL TANK WATER AT MID BUOYANCY CALCULATION - JWL 12/16/05 TANK DATA INSTALLATION NOM CAP (GAL) 50000 TOTAL COVER INCLUDING SOIL 3 70 TYPE (SW=1 DWI=2,DWB=3) 1 & TOP SLAB (FT DRY=1, WET=2 1 TOP SLAB THICKNESS (IN 0 00 TANK DIA (FC) 12 TOP SLAB LENGTH (FT 0 00 ......,..<..< ................«+<,.,.,..,..,.,,,..,. TOP SLAB WmTH (FT 000 PROD STORED (GAL) 0 t/ OF 30" DIAMETER RISERS 2 SPEC GRAV USED 100 q OF 24" DIAMETER RISERS 3 BRINE FILL GAL 0 SAFETY SAFETY DOWN FORCE/[JP FORCE = 2„O~J ; TOTAL WEIGHTS DOWN FORCES CONCRETE WEIGHT 000 LBS BACKFILLWEIGHI 45417771 LBS TANK WEIGHT 1830000 LB8 PRODUCT WEIGHT 000 LBS TOTAL DOWN FORCE- 472477 71 LBS UP FORCES TANK DISP FORCE 228387 58 LBS TOTAL UP FORCE- 228187 58 LBS WORKSHEET TANK DATA SHELL DIAMETER------- I 1 50 FT ' ACTUAL CAP (GAL, 50293 00 SHELL LENG17i--------- 62 92 FT ' TANK WT (LBS 18300 00 DOME PROJECTION------ 2 58 FT ' O A L (FT) 68 OS MID POINT HEIGHT----- 9 45 FT ' NUMBER OF RIBS 50 00 COLUMNNEIGHT------- 1520 F-C • •,.,.<..«.<...<.<..<,.........<.<,,.<.... RIB VOLUME----------- 4407 00 CU IN DOME A (SQ FT) 44 41 DO[vfE VOL (CU FT) 65964 REINFORCED CONCRETE VOLUMES (CU FT I TOP SLAB---------- 000 TOTAL DRY VOLUME 000 FORCE = VOL X150 LBS 0 00 LBS BACKFll.L VOLUMES (CU FT ) OVER TANK (DRY)-------- 4305 53 FND-WEDGES (DRY}---- 23625 TOTAL DRY VOLUME 4541 78 FORCE = VOL X 100 LBS 454177 71 LBS BUOYANCY SHELL VOLUME-------- 6534 93 CUBIC FT DOME VOLUME-------- 65964 CUBIC FT RIB VOLUME---------- 127 52 CUBIC FT TOTAL VOLUME 7322 09 CUBIC FT VOL X 7 48 GAL/CU FT 54769 20 GALLONS FORCE = GAL X 834 (LBS /GAL)2 22R387 58 LBS hERhES® NON-ANCHORED cTl'YOFYELM RIDGELINE MIDDLE SCHOOL BUOYANCY CALCULATION WATER AT TANK TOP JWL 12/16/05 TASK DATA IIrSTALLATION NOM CAP (GAL) 50000 TOTAL COVER R4CLUDU7G SOIL & 3 70 TYPE (SW=I DWI=2 DWII=3 1 TOP SLAB(FT) DRY=1 WET=2 I TOP SLAB THICKNESS (IN 0 00 TANK DL4 (FT) 12 TOP SLAB LENGTH (FT) 000 ................................................. TOP SLAB WIDTH (F7; 0 00 PROD STORED (GAL) 0 k OF 30" DIAMETER RISERS 2 SPEC GRAY USED l 00 k OF 24" DIAMETER RISERS 3 BRINE FILL GAL 0 SAFETY FACTOR DOWN FORCE/UP FORCE = 0.93 ' 1 TOTAL WEIGHTS DOWN FORCES CONCRETE WEIGHT 0 00 LBS BACKFILL WEIGHI 408624 12 LBS TANK WEIGHT 1830000 LBS PRODUCT WEIGHT 000 LBS TOTAL DONT FORCE 426924 12 LBS UP FORCES TANK DISP FORCE 456775 IS LBS TOTAL UP FORCE 456775 15 LBS WORKSHEET TA\K DATA SHELL DIAMETER--- ---- I 1 50 FT • ACTUAL CAP (GAL 50293 00 SHELL LENGTH------- -- 62 92 FT TANK WT (LBS) 18300 00 DOME PROJCCTION----- -- 2 58 FT • O A L (FT) 68 O8 MID POMT HEIGHT--------- 9 45 FT • NUMBER OF RIBS 50 00 COLUMN HEIGHT ---- --- 15 20 FT . .................a...+.................... R1B VOLUME ---------- - --- 4407 00 CUM DOME A (SQ FT) 44 41 DOME VOL (CU FT) 65964 REINFORCED CONCRETE VOLUMES ICU FT 1 TOP SLAB 000 TOTAL DRI VOLUME 000 FORCE = VOL x150 LBS 0 00 LBS BACKFILL VOLUMES (CU FT 1 OVER TANK (DRY} ------- 323094 107459 WET FND-WEDGES (DRY}------- 157 16 88 98 WET TOTpL URY VOLUD4E 3388 10 TOTAL K ET VOLUME (163 58 FORCE (DRY)= VOL \ 100 LBS 338809 52 LBS FORCE (N ET)=VOL h60 LBS 6981460 LBS BUOYANCY SHELL VOLUME - -- - 6534 93 CUBIC FT DOIvfE VOLUME- -- --- -- 659 64 CUBIC FT RIB VOLUME---- - - ---- 127 52 CUBIC FT TOTAL VOLUME 732209 CUBIC FT ~ VOL X 7 48 GAUCU FT 54769 20 GAI-CONS FORCE =CAL \ 8 34 (LBS /GAL) ~ 456775 15 LBS ® JiERaES NON-ANCHORED CITY OF YELM RIDGELIKE MIDDLE SCH OOL BUOYANCY CALCULATION WATER AT GRADE JWL 12/16/05 TANK DATA INSTALLATION NOM CAP (GAL) 50000 TOTAL COVER INCLUDING SOIL 3 70 TYPE (SW=1 DWI=2,DWI[=3) I & TOP SLAB (FT DRY=1 WET=2 1 TOP SLAB THICKNESS (IN 0 00 TANK DIA (FT ; 12 TOP SLAB LENGTH (F'I 0 00 .......................s,,,,.,.,,,,,,,,,.,.,,,,,, TOP SLAB WmTT-I (FT 0 00 PRODUCT STORED (GAL; 0 q OF 30" DIAMETER RISERS 2 SPEC GRAV USED 1 00 8 OF 24" DIAMETER RISERS 3 BRINE FILL GAL 0 SAFETY FACTOR DOWN FORCE/lJP FORCE = O"63 :1 TOTAL WEIGHTS DOWN FORCES CONCRETE WEIGHT 0 00 LBS BACKFILLWEIGHT 27364063 LBS TANK WEIGHT 18300 00 LBS PRODUCT WEIGHT 000 LBS TOTAL DOWN FORCE 291940 63 LBS UP FORCES TANKDISP FORCE 46121661 LBS TOTAL UP FORCE 46121661 LBS WORKSHEET TANK DATA SHELL DIAMETER------- 11 50 FT ' ACTUAL CAP (GAL; 50293 00 SHELL LENGTH--------- 62 92 FT TANK WT (LBS 18300 00 DOME PROJECTION------- 2 58 FT ' O A L (FT) 68 08 MIDPOINT HEIGHT----- 9 45 FT ' NUMBER OF RIBS 50 00 COLUMN HEIGHT-------- IS 20 FT ' •••"""•••••••••••': ................... RIB VOLUME----------- 4407 00 CU IN DOME A (SQ FT) 44 41 DOME VOL (CU FT) 65964 REINFORCED CONCRETE VOLUMES (CU FT ) TOP SLAB 000 TOTAL WET VOLUME 000 FORCE= VOL X 88 LBS/CF 0 00 LBS BACKFILL VOLUMES ICU FT ) OVER TANK (WET)------- 430553 END-WEDGES (WET}---- 25515 TOTAL WET VOLUME 4560 68 FORCE = VOL X 60 LBS 273640 63 LBS BUOYANCY SHELL VOLUME-------- 6606 ]2 CUBIC FT DOME VOLUME-------- 65964 CUBIC FT RIB VOLUME--------- 127 52 CUBIC FT TOTAL VOLUME 7393 28 CUBIC FT VOL X 7 48 GAL/CU FT 55301 75 GALLONS FORCE=GALX834(LBS/CAL) 46121661 LBS Split Backflll Instructions 7 GENERAL 2 6 All sand or soils must be compacted to achieve minimum 86% 1 1 Use pea gravel or crushed stone as specified in the Xerxes standard proctor densely The material should be installed in 12 inch InslallaUOn Manual and Operating Gwdelmes m eftecl at Ume of to 24 inch lifts compatible wdh the wmpaction egmpment inslallaUon (subse ed to as Installation Manual) and uentl refer q y r A CAUTION the Xerxes Backflll Gwdelmes for bed and backfill malenal Do not use yammer type compactors over the top of the tank 2 BACKFILL AND FILTER FABRIC 2 1 Use the specified select malenal as the backfill vertically up to a 2 7 The speaficaUons for the malenal and compaction above the point of 76% of the tank diameter (See FIGURE 1 i) filter fabnc layer may be delennined by the requnemenls of the piping surface slab, or roadway (Refer to local bwlding codes for 2 2 Fallow the instructions in the Installation Manual on the base course and sub base course material and compaction placement of this backfill regwrements ) 2 3 Install a layer of filler fabnc over the entire surface of the backfill 2 8 Some lank owners may regwre sample testing and wntten malenal All lomts m the filter fabnc should be overlapped 612 repods to venfy the compaction of the sand or sods inches All fabnc must lap up onto the lank and excavation surface a minmum of 6 inches 2 4 Installations with unstable soil may regwre the fabnc to line the entire excavation sides (Refer to the Installation Manual in the event of unstable soil ) 2 5 All sand or soil maybe used above the filter to subgrade The soil must be nonorganic and free of rocks debris frozen soil and other obleclionable material Alternate Backflll Above Tank Top Grade or subgrade Compacted sand or soil ~ ~ I III __ IIII ~~ IIII III Filter fabnc wdh 6 1012 F III _ IIII overlaps =IIII -IIII `_ IIII =IIII ~ _ A =111 'k lll ~ Ill 'gy ~ llll ~ lpl 76%oftank diameter p I k '~ - III = ~ -s; IIII ; -~_ Select malenal ~ _ i ~'~ II -III ~ llll- ~ ` ~ ~+x , ,~ -'~ ~ ~~ - 12"bed p IIII=IIII-IIII=II II=IIII=IIII-IIII=111 FIGURE 1 1 ~~~~~~~ conron~nox 7901 Xerxes Avenue South Minneapolis MN 55431 1288 s (952) 887 1890 a Faz (952) 887 1882 a vvww xerxescorp coin ® 2004 Xerxes Corporation xsb11/04th 'aY..G~. i1J '.: ~! I.~ 4 y .:. ~ {. , 1 t,,a `~ ~ tC. " "~. + >. December 21, 2005 Mr Doug Eklund, P E ]WM&A Olympia, WA Fax 360-352-9990 Re Holroyd Company (" 5/8 inch CSTC WSDOT 2004 Spectsl") Sieve Analysis For Rldgellne Middle School Protect, Yelm Community One (i) 12 Foot Diameter 50,000-gallon Tank Dear Mr Eklund Xences specifies the use of pea gravel or crushed rock for bedding and badcfill, which conforms io specifications set forth in ASTM Standard C33, paragraph 9 1 In general, we accept those matenals meeting the cntena of sae numbers 6, 67, 7, and 8, noting that no more than 5% by weight may pass through a number 8 sieve The matenal specified In the sieve analysis you submitted to us is too small and does not meet the requirements, however, it would be acceptable as an alternate backflll matenal, provided it Is compacted in accordance with the attached Alternate Backfill Supplemental Insbvctlons An Important characteristic of good backflll material is hardness or stability when exposed to water or loads Most natural matenals have no problems meeting the hardness requirement However, matenals like soft limestone, sandstone or shale should not be used as backflll because they break down over time Likewise, manmade materials should be evaluated for hardness and stablllry In accordance with ASTM Standard C33 Approval for the use of alternate backflll to install Xerxes' tanks Is site specific The attached Alternate Bac~ll Supplemental Instructrons sheet must be properly filled out with approval and acknowledgment signatures recorded pnor to commenting installation Please pnnt legibly Sign and return a rnpy of this vanance to Xerxes Technical Service Department, Fax # 952-887-1870 Xerxes' Limned Warranty applies to tanks installed in accordance with the provisions of Xerxes' current Irrstal/atron Manual @ Operatrng Guidelines Since Xerxes does not control the parameters of any installation or tank operatron, our sole responsibilrty is as stated in our warranty, except for any site-specific vanance set forth in this letter If we can be of any further service, please feel free to contact us Yours truly, C~~ Jeffrey Lexvold Technical Support Engineer Attachment CORPORATE OFFICE/7801 XERXES AVENUE SOUTH MINNEAPOLIS MINNESOTA 55431 PHONE (952) 887-1890 FAX (952) 887-1870 Alternate Backf)II {Sand) installat)on instruct)ons Note Approval for the use of rttamrta backfUl to fnsfall Xerxes tanks is site specific This supplemental instruction sheet must be properly /01ed out vr1M approval and aeknordedgmarrlsignatures rewrded poor to wmmendng installation Please print legibly Sign and realm a copy of thrs varwtce to tedinical support rt Xerxes Ymneapofn (Fax 952.1{871870). A copy of thrs form should be kept In Me tank owner's tank insh8rtrm fik, as stated in the MtrodueBon Section of the Xerxes Inrtallabon Ymiuel and Operating Guidrtiries (subsequenty referred to as Wrotrtlatioti Yanual") Customer __ _ SdeAddress __ _ _ __ Conractor _ Signature PnNed Name Dale Acknowled menl (Owner s representative) __ MatenallD _ S7gnaWre Pnnted Name Date Acknowled enl )Xences) 1 GENERAL 1 1 Tha insinrdions presented in this supplement are to be followed for Ute nstallahon of Xerxes lardcs when uang badc6G other than those approved and outlined m Ute Installation Manual 1 2 These s747plemental rnsbucbons must be used m con)unction with the Installation Manual 1 3 Since sand ~ not naturally sett-compacUrg the way crushed rock and pea gravel are specul wre must be taken to obtain proper compechon 1 4 This malarial must be rumpacted dunrg inslaGation 1 5 The instalbng contractor must ensure that These cnlena are mat and Uie supplemenbl instructions are folowed 2 MATERIAL 2 1 Tire alternate baddill malenal rs dassdied as sand a IdUe gravel, or sand mth gravel dassified as SP under the unrfied sat dassrGoUon Il must meet the follovnng speaGcaUons 21 1 It must be Gean and weA granulated 2 1 2 The matumum size pn limled percentages) is 314anch 213 G must be free of clay, loam, hash large stones sill stone saeemngs or dust, shells, coral, pumice soft hmeslone screenings slag enders indusmal wastes and sa8s or hap rock 214 Materel must not be frozen antl should be ties of xe chunks and srww 2 2 The insta8er is responsible for procunng a sieve analysis from the supplier vertfytng that the alternate matenal meets the specrficaUOns m TABLE Z 1 SrweSw Specrficabon Table ~ XPasamg AYx A ~ 12 3~t I No bs then 707E a t isr) worots~ I _ 7o too __ _ _ o.o ^- _ H2O0 (0079 ~ NO more Nen Sx TABLE 2-t Note for' in TABLET 1 The mu may coritam up to but no more than, 30°/. by weight of gravel, whteh includes 318inch, t1T-inch and 314-Mth size stories The 30SL ran be a combination of these larger particles or 30% tolai of mdmdual sizes ~~~~~~s I conroa~nw 7907 Xerxes Ave'tue 5atth Mmneapohs MN 55437-1288 0 (957) 887 1890 o Fax (952) 887 7882 a vnvw xerxescorp coin ® 2004 Xerxes Caporanon xab11/04th 3 CDNPACTIDN 31 When Nrs allenafe backfig material s used, d must be mecharocalty compacted 31 1 The sand must he compacted under the shadow M the tank wMch maybe rhificult wdh some mechannxl compactor egapmenl 31 2 It ~ rmperehve Thal gta badcfll material rs worked order the lank body and dome so tlral the lank us fufiy suppoded {Mal rs so There are ro voids under the lank and the material is propedy mmpacled) 31 3 This area of backfill may need to be compacted by hand using a nonmetahc probe 3 2 Use handoperated mecharocal wbretmg oompacUon egapmeM when compacting watMn B feet of the bnk Note Do not use pmmerdype compactors ss they ars rypruny inappropriate for sand compaction 3 3 Compact the material b achreve a rtammum M 85% standard procbr density (ASTM D698) The density of each 12inch Idl shoub be verified by an independent teshm~ Laboratory usng edher the sand cone method (ASTM D1556) or the nuclear methotl (ASTM D2922) as a qualdy conVM (DC) rttaUod A copy of the test reports should be filed vnth all rrelatlahon records and sent to die tank owner 3 4 TMs makrutl Is to be added m tZanch htis (minmum) m equal amounts around the lank Fach hfi shall be amipacted from gre initial 12anch bed to subgrade TMs is ryprcaflyaocamphsfred wdh pan vibrators 4 fNSTALLATION (DRY HDIE) 41 Fotlow all appropriate sections called out m the Xerxes Installation Manual abng wdh these supplemental rnsimctions 41 1 Place Ure backfill m the hole and compact the material to provide a level 12-inch lhrdi tank bed (minimum) 412 Set Ute tank into the hole and Ievei 413 Add gte first 12-inch Idt of backfill and canpact Review the Installation Section of the Inslatlahon Manual, which ouWnes the procedure for pWang and worbng the backNl under the lank sides and domes to prewtle full support 414 Add the second 12inch IM and compact 41 5 Continue to add badcfill rn iBench IrRs and aortpacl all the way to subyrade Use caution when compacting around reserver, piping sumps and manways See Pant 3 2 S. INSTALI.ATIDN (WET HDLE) 5 t Review the WeFllole InsW9atron Section of Ure Instalation Manual and follow a0 appropriate sections abng w~dl These supplemental mshuctrons 5 2 The hole must be maintained m a dry condition during the mslatlatton process Note Be sure there Is proper compaction wdhin the tank shadow (See FIGURE S1) II _ - , tanA ShaAV.v ' = 1fd , ~- - ~, -- ,r f~ = = if 1L - ) i~'~ h \ - ~ ~ - -",I ~ ~~ ~ 1 - _ FIGURE 5.1 41 fi Complete the Tank Inslatlahon Checklist found m the Inslatlahon Manual Dec 21 2005 4 27AM JWM6A jWM&A J«om. w ro.n...n. a M~oeurs inc vs No 8519 P I roo cao~ raa rs~a sw xea airings, w~ eesa2 r rro (~)~ 9{38 / FAX (380) `~ 9990 FILE NO: 03157 DATE: December 20, 2005 TO: Xerxes CArporatlon FROM: Doug Eklund, P E Jeffrey Lexvold Fax No. (952) 887-1870 Number of pages: 4 (induding cover) If you do not recehre all of the pages, please contact us at (360) 352-9456 COMMENTS: Mr Lexvold: Please find attached the Buoyancy calculation request for the 12-foot diameter, 50,000 gallon tank for the FOdgeline Noddle Scholl In the CJty of Yelm, WA Your previous analysis appears to neglect soil friction, whkh Is very conservative. Since we also prefer to keep the analysts corrsenratlve, we believe that neglecttng so0 friction rs reasonable if the adual unft welgM of the soil is used in your analysis We see that your preNous analysis used a unft weight of 100 PCF We propose In use a Crushed (stone) Surfadng Top Course (CSTC) mat~erlai for backflll Please find the attadied twa anaysis sheets for fSTC showing a maodmum dry denstty of 139 PCF and sieve analysts We further propose ib compact the CSTC baddid to 95% of tfie maximum dry density. This would produce a minimum badddl density of 132 PCF (139 PCF x 0 95) Please provide us with a cakulatlon whkh shows the fador of safety wdh groundwater at the top of the tank with a sod unft weight of 132 PCF, as noted on the attached buoyancy calculation request form. Should you have any questions or contains please do not hesitate fA contact me Thanks SIGNED: ~ ~i4-~-~~ Doug El nd, P E Sr Project Engineer CNY / AtNlkdpBl / GeotsMnkd ETiphbariW eVid PlennMp Dec 21 2005 4 21AM JWM&A No 8E19 P 2 XERXES® Date /2-2o-as BUOYANCY CALCULATION REQUEST PROJECT NAME 1?4~6rELu.l~ /U[rb"nt Q. SCNoeI CUSTOMER ~/'~_K [.ew~11.a4u~I-'Y [T~k 5~1-~oeLs CONTACT ~Au~ ~G{GLc~~ PHONE (;(,p)SSt-9VSV FAx (3(.d S~SZ-49~o CONTRACTOR ~J esaY M r« !.~ Co•. is CONTACT PHONE ( ) FAX A. Tank Size Sn~ooca gals ~ dia LSW DWT-0 BRINE B Burial Depth (Top of Tank to Grade) 3 •'1 ~ Indudurg Top Slab (when app~opnate) C Containment Sumps/Rrsere (indkate auenMvl 24' 3 30" Z 42" ~- 48" - D Top Slab Thickness ~ " or ha (sae oro)F E Baddill Type C lLce.cl.r rga S~a.JE /37t P F Water Table (circle ane) Mid-Tank Tank To At Grade Deadmen _ Xerxes Standard _ OR Custom Lengtlt _ft Width _in Thickness _In or Full Bottom Slab Slze _ft by fl 1Tnckness m CornmeMs 7907 XERXES AVENUE SOUTH MINNEkPOUS MINNESOTA 55431 PF10NE (952) 887-1690 FAX (95n 887 1870 Dtc 21 20D6 4 28AM JWM6A CONSTRUCTION TESTING LABOttATOtilES, INC. 40 8619 P 3~- REPORT pEC 18 ?B03 7201 EaRDineet, ~~~~-~~~UtN @"'f1Tl;'~6eama, WA 98427 TelepF~one (25317836778 FxdmYal7~ 383.2231 Cikat >tolroyd Company Deee 8ampiad. D£C 04, 2003 }eer liI3C. TESS'ING ~ CmheclNw tPJIl JANQA$Y 2004 ANLIDAL TSSTIN~ Job Nos N/]- P O.M. N/A Addraaa: NLA LE Not 3-794 PreetotNa• Gentrace°r. Client _ ___ __ 8.epodNa., 14 __ ProyatNoa _7_2263 'SoarceofSunple. SLOC1tp11@ Leeadoaof3upptr NiaQaally Pit J-9 ~ SoU=!'P° Je Cobe- S/B" CSTC t/800T 2004 8P$Ci MOISx[JRE % OF DRY WEIGH? ~•~~ ~r D.~,h 1~ pM Optlm°m Mowmru 7.6 K E Cytiodor 6 8ammer 10 ~~• G Drepa t ~ H _ ~ t+re~ g T 1 81owsR.arr s s t Moiunre 96~ N/A O ~ 138 Ikmarku + ;/4" ~ 08 9o rock correction reaulred. D 13 134 ay ~~~ p i~ ~ _ r F l:c+-i~.ea xaw ~ o If ~" ~teport sHall_not be seprQHuced~ elcoep~ in ful;, _YitLoat tIIe v=itt~" ^,.~.,.~~ SB d 041E bt9 fS2 Idj6~IW O~ OJ.LYfId{ TBeZT 400L~T-MIf Dec 21 2005 d 28AM JW'ddA !.o B519 F' d ® ~' REPORT DEC 1 S 2~3 CONSTRUCTION TESTINC3 LABORATORIES, INC. _ ISSURn 1?D1 Bad D 51r~eL Suds l Ol,Tooama, WA 98421 t~~~...~ ncm ovarrrp Foo1m,7- Q~ 3x3.2231 i~ DEC 2003 ,~ ~`~~ MISC TEBTiMG - JANUARY 1004 TESTING _ e.a°e~ DEC . -p - ~ ... _ _ wA CI~tN _ ~ 14 ' ~~ NIA WA ~ NIA '~ T-2263 '~ w .A ~M. .~1~ sa oorr °°pj_ A d" W~[10T 2004 s. ~ ~ + CLIENT ..• •.. ' e pN J.p ~IENT t ~ ~ , .s ~ ,~,,._ x97 _ ` 19 mm 4` 100 id0 ~._ SDO m 78 25+ ~ 125mm 90.9 60 -100 ~~er. i as mn, ~ - ~ 7a.a ~ _1. _... _I__--_ a~waarr. a,. _ b.3 mm : 4" ; 58,0 ~ ~ 1~i• =94.0 Xi ~ t@• =76.0 46 475mm : #t 4 : 50.6 _ 46 - 86 : 0 4 ~ 99A % ' 5 118 mm : 916 28.0 : ,.~..-- Gradm = iL9 `% lass ' S mm # 40 10.5 5 - 24 r!a~a':-eras .. 18 . . O 1S mm * 100 !e!oKlAVCw-. NC 5 mm ~ +~ 200 ~ 0.0 mmt ` ~~ KP : _Y ~~.. .' ~~ --,--- p.wn.cyo c Ncnoo) 50 oca • 40 min ~..,,.~,-- 2.655 OD ' ~, ttesyum =11.5 % toss _ . $ ~ ~ ~ ~ d ' NlA r ` CONFORMS E t#! 6 6 7 6 3 Fracture Cou Rat 6 ` - B.Rowden l~.c """ DEC 15, 2003 waaooor+~nrooaseaemae~tsecaisrwa~t~.aswr~nwiao~ iwTe~oe,xs~ Z0 d OVSE 4L4 L5Z ~i+. l/ y~ S ~/~l ,o~,~%~~- ~stotw m maw Jb /~~ / ail / j D S' (~t.E//~ 9t LS t48L~T-}I'lL' a~® CQiP0iW10N December 22, 2005 Mr Doug Eklund Jerome W Mornssette & Associates Inc , P S Email uo,, ;, ~~~~~ , ~~ .n Re Xerxes' 12 Foot 50000-gallon SW Ridgeline Middle School Yelm Community School Dear Mr Eklund `~ u/~2! We have summarized the buoyancy data you requested All of the calculations are based on the site data you have provided to us and on nominal engineering values for the physical parameters All of the calculations are based on standard engineering practice Xerxes uses approaches m a manner similar to the protocols presented in the PEI/RP 100-05 manual to calculate the underground tank Buoyancy Safety Factors Regarding burial depth, please note the following 1) The buoyancy calculation request form you submitted to us indicated a burial depth for the 12-foot-diameter tank of 3 7 feet, including the top slab The request form also indicated a top slab thickness of 2 8 feet This leaves 0 9 feet (10 8 inches) of backfill between the concrete slab and the tank 2) The Xerxes' InsWllatlon Manual and Operating Guidelines states that 12- foot-diameter tanks subJected to traffic loads (H-20) must have a cover depth of at least 48 Inches, or 36 Inches of backfill plus 6 Inches of reinforced concrete or 9 inches of asphalt 3) The Xerxes' Installa[lon Manual and Ope2t/ng Guidelines states that 12- foot-diameter tanks ng~ subJected to traffic loads must have a cover depth of at least 48 inches, or 36 inches of backfill plus 4 inches of reinforced concrete or 6 inches of asphalt 4) With a 2 8-foot (33 6 inch) thick reinforced rnncrete slab over the tank, 36 inches of backfill is regwred between the concrete slab and the tank The 0 9 feet (10 8 inches) of backfill between the concrete slab and the tank that you have indicated does not meet the depth of cover requirements, as stated in the Xerxes' Installation Manual and Operating Guidelines Page i of 2 CORPORATE OFFICE/7901 XERXES AVENUE SOUTH, MINNEAPOLIS, MINNESOTA 55431 PHONE (952) 887-1890 FAX (952) 887-1870 ~/ ~® A oowsonaaN (continued from page 1) Our calculations show that, given the installat+on parameters you have prov+ded to us (calculated w+th water table at tank-top level, and unanchored), and including the 36 inches of backfill required between the concrete slab and the tank (y+elding a total bunal depth of 6 7 feet), the 50,000-gallon tank would have a Buoyancy Safety Factor of 1 87:1 Xerxes recommends a minimum Buoyancy Safety Factor of 1 20 1 I have included a copy of the worksheet for your files As you requested, also attached to this letter is a copy of Xerxes' Cast-In-Place Installation For 6; 8; & 10' Diameter Tanks Xerxes has not designed cast-m- place deadmen for 12 foot diameter tanks However, for your informat+on and reference, we have performed an add+tronal calculation using the following parameters • calculated with water table at tank-top level, • bunal depth (top of tank to grade) of 3 7 feet, • no top slab, • and, anchored using cast-in-place deadmen as designed for 10' diameter tanks, per the attached Xerxes' Cast-In-Place Installation For 6', 8', & 10' Diameter Tanks These calculations show that, given the installation parameters tested above, the 50,000-gallon tank would have a Buoyancy Safety Factor of 1 87 1 I have included a copy of the worksheet for your reference Xerxes' Umited Warranty applies to tanks installed in accordance with the provisions of Xerxes' current Installation Manual & Opereting Guidelines Since Xerxes does not control the parameters of any installabon or tank operation, our sole responsibility is as stated in our warranty Yours truly, C/~ Jeffrey Lexvold Technrcaf Support Engineer Attachments - 3 Page 2 of 2 CORPORATE OFFICE/7901 XERXES AVENUE SOUTH, MIIJNFAPOLiS, MINNESOTA 55431 PHONE (952)887-1890 FAX (951) 887-1970 \ f R \ F ~® NON-ANCHORED RrocELBVE MroDLE sceooL YELM coMMUNITY SCHOOL WATER AT TANK TOP BUOYANCY CALCULATION .-wI, Ivzz~os TANK DATA INAFAI I ATION NOM CAP (GAL) 50000 TOTAL COVER INCLUDING SOR & 6 70 TYPE (SW=1 DWI=2 DWII=3 I TOP BLAB (FF) DRY'I WET-2 1 TOP SEAR THICKNESS (BJ 336(1 TANK DIA (FC) 12 TOP BLAB LENGTH (FT 70 08 .................................................. TOP SLAB WIDTH (FF 1400 PAOD STORED (GAL 0 A OF 30" DIAMETER RISERS 2 SPEC GRAY USED 100 q OF 24" DIAMETER RISERS 3 BRINE FII l GAI 0 SAFETY FACTOR DOWN FORCLUP FORCE' ],$"J ;] TOTAL WEIGHTS DOWN FORCES CONCRETE WEIGH7 41209000 LAS BACKF[LL WEIGHI 42604926 LBS TANK WEIGHT 1830000 1 BB PRODUCT WEIGHT 000 LBS TOTAL DOWN FORCE RSCd3926 LAS UP FORCES TANK DISP FORCi: 456775 IS LBS TOTAL UP FORCE 456775 15 LBS WORKSHEET TANK DATA SHELL DIAMEFER-- - - I l 50 FT ACTUAL CAP (UAL 50293 00 SHELL LENGTH-- -- 62 92 FT • 7ANK WT (LBS) 18300 00 DOMC PROJECTION--- 2 58 F7 OA L (FF) 6R OR MID POB4T HEIGHT-- - 9 65 FT • NUMBER OF RIBS 5000 COLUMN HEIGHT------- 1540 FT ••••••••••••••••••••••••••••••••••••••••••• RD3 VOLUME------- 440700 CU IN DOME A (SQ FT) 44 4l DOME VOL (CU F'1) 659 64 REIN FORCED CONCRETE VOLUMES (CU FT.I TOP SLAB 274727 TOTAL DRY VOLUbfE 274727 FORCE=VOL X350 LBS 41209000 LBS BACKFII.L VOLUMES (CU Ff ) OVER TANK (DRY}--- 340223 106965 R'ET END-WEDGES (DRY}---- 16429 8697 WET TOTAL DRY VOLUME 3566 52 TOTAL WET VOLUME 115662 FORCE (DRY)= VOL X 100 LBS 356651 89 1 AS FORCE (WET)= VOL X 60 1 BS 69397 36 LBS BUOYANCY SHELL VOLUMFr- -- - 6534 93 CUBIC FT DOME VOI UME--- 65964 CUBIC FT RIB VOLUME---- - 127 52 CUBIC FF TOTAL VOLUME 732209 CUBIC FT VUL X 7 48 GAUCU FF 5476920 GALWAS FORCE = GAL X 834 (L&S./GAL) 456775 I S I AS Xerxes' Cast-in-Place Deadmen Installation For 6', 8' & 10' Tanks /~ Repar (•) (crow 00) /e aeeer (.) fares. eo1 J 1/2 ° ° o •° ° o ° ° °e = i/3 s ° b /J Rrper •Ilrr •v e o o 1 e ° ° (treat w) ° ° e ° e It S I/7 ° vre•iee •t o o e ° ° a 43 i7 • ° ° e °•eper pelnl ° e •Ilecl•unif • e I ° ~ ° ° ° ° •° °e ° ° ° • • ~(_ • e e • ° o e ° ° ) J J J• 3 12 r0 6' & 8'Tonks 10'Tanks Y•rfff °nt•01 00 nl (Iw OrN JQ 311rrae• lenelluelnel nber r r• !' to e ~ i I [encr•b b•o• bnytp of to•b i ` •a 000 PSI concrete -;~~ ~,~` •Grode 60 longitudinal rebar •~~~, •Grode a0 stirrup rebar ~~'//~~,,yy~~~~/L fy~ ^ •Botlam cast ogalnst soil (3r minrmlm [over) t/t~J'r ~.,~, ', •Sides formed ((// 3/~Oj'• •Vlbroted to avoid elrcesslve voids .%(~~Y ~ .Full strength oiler 30 doys \ \f?~~ .follow requirements for eonstruetlon as outlined In AGl_31~/~ Author Joseph M Plecnik, Ph D PE Clvll Englnee n nq Department Col Stote Unly long Beach 1250 Bellflower Blvd Long Beach Ca 90840-5101 (562) 965-4406 ~I (~~ I ~ DEADIVIAN BURIAL RmGELINE MIDDLE SCHOOL BUOYANCY WATER AT TANK YELM COMMUNITY SCAOOLS T P JWL IznvoS TANK DATA INSTALLATION NOM CAP (GAL) 50000 TOTAL COVER INCLUDING SOIL & 3 70 TYPE (SW=I DWI=2 DWII-3 1 TOP SLAB (FI) DRY=1 WEP=2 1 TOP SLAB THICKNESS (IN 000 TANK DL4 (Ff) 12 TOP SLAB LENGTH (FT' 000 ••••••••••••••••••••••••••••••••• ••••••••••••• TOP SIAA WIDTH (Ff 000 PROD STORED (GAL` 0 DEADMAN LNG (FT 68 OS SPFC GRAY USED 100 DEADMAN WID (1N 1800 ARINL TIII GAI 0 DEADMAN TIBC (IN 1200 SAFETY FACTOR I/OF30"DIAMETER AISERF 2 DOWN FORCFJUP FORCE- j,34 ;j aOF 24"DIAMETER RISERS 3 TOTAL WEIGHT S DOWN FORCES CANCRETE WEIOFR 17974 00 LBS BACKFILL WEIGHT 57660704 LBS TANK WEIGHT 1830000 LBS PRODUCT WEIGHT 000 1$S TOTAL DOWN FORCE- 612881 04 LBS UP FORCES TANK DISP FORCE 456775 IS LBS TOTAL UP FORCE- 456775 ] 5 LDS WORKSHEET TANK DATA SHELI DIAMETER- -- 11 50 FT ACTUAL CAP (GAL 50293 00 SHELL LENGTH-- --- -- 62 92 F7 • TANK WT (LBS) 18300 00 DOME PROJECTION---- 2 58 FT O A L (FT) 68 OB MID POINT HEIGHT-- 943 FT • NUMAER OF RIBS 5000 COLUMN HEIGHT-- 1520 FT • •"••••••••••••••••••••••••••••••••••••••••• RJB VOLUME- - - -- - 4407 00 CU D7 DOME A (SQ Fi) 44 41 DOME VOL (CU ~ 659 64 AEIN FORCHD CONCRETE VO LUMES ICU. FI I TOP SLAB DRY VOL (CU FT }-- 000 DEADMFN WET VOL (CU FT }--- 204 25 DRY KT=VOL X150 LBS 000 WFT WT=VOI..X88 LAS 1797400 TOTAL CONCRETE wT 17974 00 LBS BACKFII.L VOLUMES (CU FT ) OVER TANK SHELL - 260584 DRY 89280 WET OVER TANK DOMES---- 16437 DRY -7447 WET OVI7t DCADMEN--- 75573 DRY 234688 WET END WEIJGE----- - 18848 DRY 25232 WF7 SUBTOTAL ~ OL (CU FI') 371436 URY 3419 52 WET SUBTOTAI WTS (IRS) 37143562 DRY 20517142 WET TOTAI BACKFILL WEIGHT 576607 Od 1 BS BUOYANCY SI TELL VOLUMI'------ 653493 CUBIC FT DOME VOL[.R~~Br - 65964 CUFIIC FT RIB VOLUME--- ---- 127 52 CUBIC FT TOTAL VOLUME 7322 09 CUBIC FT VUL X 7 48 GALCU FT 54769 20 GALIANS FORCE = GAL X 834 (1 RS /GAI) 45G775 IS LBS Dac 22 2005 5 18AM J~IMAA N~ 8535 P I/2 Memorandum oae.e Daoember2t,ztm5 Ire. a45pm Tx Je}f t.exvold, Xerxes, Fx (952) 887-1870 CC EMg B1rManQ Yedn CommunttY Sctwds, Fx (360) 458-6434 Frome Doug Eklund Phesre (360) 352-9458 lhoo (360) 362-0890 lm Rdgedne Sdxrol SEEP tanklCarcrete Slab Number of pages 2 Pk~ase NM fdkiwMp a Buoyanry Calcutebon request for the Sngle Wa1 Tank a< Rxlgeirre Scholl. Fa Cris request pease ocnsxler that vre pmpase m use pea gravel backne In ecoordarx;e w8h Xerxes reeommendetbns and to uae a 28 R fhx* eorx:rets slab For purposes o- the taladahon pease consider that the ureter level vvr9 be et Cie tanlr top Should you have arty queshare, please do ral hesBaDe to cord me Thanks Dec 22 2005 5 IflAM JWM&A I,o 853 F :12 xE°ML.'•s® Date (Z-2/-v5 BUOYANCY CALCULATION REQUEST PROJECT NAME JZ ifJ aE_ C rv E fl/aD t ~ S4se ~ C CUSTOMER ~ t `M CC ~~~.~ Sc..~~CONTACT ~ oc,.y ~ ~µ.w„( (Tank Owner) PHONE- (~q~ 35 ~-- 9 N5 rr FAX (3bd3SZ-4990 CONTRACTOR CONTACT PHONE ( ) FAX ( ~ A Tank Slze o 00o gals f 2 dra ~ DWT-II BRINE B Bunal Depth (Top of Tank to Grade) 3 :1 O~ InGuding Top SIaD (when apprOpnete) C Containment SumpsJRisera Midk~jgauantl~ 24' 3 30' ~- 42° 48" D Top Slab Thkimess 2. ~ ~ Co t or Asohatt (~ ~) E Badd(II Type I~E,E G.te /~ t F 1Nater Table (drde orte) Mid-Tank ank Top At Grade ~ ~ >~ Deadrrren _ Xerxes Standard ~ OR Custom Length _R width _rn Thickness ` In or Full Bottom Slab S¢e ,ft by ft Thrckness in „{ Comments 1'~ l 7801 XE W(ES AVENUE SOU7N, MINNEAPOLIS MINNESOTA 55437 PHONE I~2) 887-1890 FAX (852) 887 1870 AFarNelnl Commumcsllons CompenY 106 Second Street SE PO Box 593 Yelm Washington 98597 Phone 360 458 2171 Fax 360 458 3908 www ycomnetwodcs coin James E Gibson P E g 2-13-2006 City of Yelm 105 Yelm Ave W Yelm, WA 98597 James E Gibson P E YCOM Networks would 11ke to plow (bury) a two mch pipe from the west end of the school property on the south side of 93`d Ave se to Yelm Ave W We will then push two 2 mch pipes under Yelm Ave W We will also need to bung those pipes into our Manhole that 1s on the north side of Yelm Ave W at the intersection of Yelm Ave W and 93`d Ave SE We are planning to do this the week of Feb 20th yf possible Thank You ~ ~~ John Anderson (360)458-5209 - " " '34-0404 ~/ I ~ I / , NOTES U REQUIRES CITY APPROVAL AND , A COUNTY PERMIT ~ W o " ~ \ ~ \ °ER YELM AVE V AND ROUTE PIPE INTO ~ EXISTING MMDiOLE ~ ~ SUNRISE \ ~~ PLOV IN PLOVCON ALONG 93RD AVE SE AS SHOVN TRAILER , ~' BFO«a) ~ ~ ~ PARK _ ~ 4 ~ ~ (R5,57-60+R5,53-56+ ~9-24XD~ / I BN4000 1502 YELM AVENUE V ,. S N BFC300-24 3 3 - 0 4 0 3 ~ R5,57-60+R5,53-57+ ~ , ~ H - 10-24XD ~ 14711 ~ N,601 750+ / YM F,I51-200+ ~'2 / ~ I BN,801-812+ -2369 `~ / YMF,213-225+ 34-0401 BN 826-900 SS-0142 ~ ~'~' ~ ~`- ~ 's ° - - ---- - ~ / - - - - - - r r ~ rp 1 9 ~` ~ ~ ~ ~ ~ 9 , 4 SS-801 ~ _ ~ Q~ " 1 ~ BN4200 33-0404 ~ 75,~, ~ 2 BBF / ~ BFC150-24 ~'o HN,e' ~i BN,601-750 as-o[ae i / i f 4 N ~ 6~ A ~ ~9 S 6) O9 34-0402 9 7 °' 6 9 3RD ~9. ~ A _°, VE ~8 ~p0 BN4000 0 Y9000-1 BN 876C 900 -012 BFC25-~~ ~°j~ BNPNI-1 BN420 0 ~ 262 MH12W HN,876-0~0 34-0402 ` 2b '~ 300 ~ `BOO Q ^ BFC12-24 . A 2 `1 BN 739-750 ° °` `u ~ ., 2~~~00 2 r BN4200 -018 " a ~ 2 ~° BFC12-24 10 ~ BFC150-24 00-24 2 BN,739-750 $ ~1 ~3 103 m ~ c BN,601-750 BN,60 99XD ~ N 109 ~ ~ ~`4 -015 BN 9P' ~ ~, r _ 9 ,o~ N P iso7 o BF a gsq BN4000 B ~~ BN a °~ BJF400-24 C847 BF 50-24 2 2 5 ~ ~'3' BN 801-812+ YM F 213-225+ OxD ~ 109 1507 , BN 826-875+ 1342 21-0702 xn,76-150+ Y9000 ~~0$ ~ ~°!yg YM F,I51-200+~UFOC24) X0,201-400 IR5 49-62 1 , XD,15-24 ~ BN4000 BJF400-24 aN aal-a12+ ST PMT Np UNITS ST PART Np UNITS ST PART Np UNITS ST PART Np UNITS ST PART Np UNITS ST PART ND UNITS H YELM X PROD BCYM6013 BN4200/015 00-24 26200 E C N BFCI SUMMARY cpunrr 7HURSTON B Y D A T E N BFCI00-24 26200 SCNDOL DIST STAKED JRA SECTION 24 REVISION TOVNSNIP T]7N COMPLETED RANGE R1E AS-BUILT PLAT 17600000000001500000 ROUTE 2pNE 1 1 SNEET I pF I TEMP YELM AVE 93RD scALe~ t . taa ,cow q FanPolnl CommunmaUOna Company 106 Second Street SE PO Box 593 Yelm Washington 98597 Phone 360 458 2171 Fax 360 458 3908 www ycomnetworks coin James E Gtbson P E Crty of Yelm 105 Yelm Ave W Yelm, WA 98597 James E Gtbson P E 2-13-2006 YCOM Networks would hke to push a 4 inch pipe under Yelm Ave W We will also need to bring that pipe into our Manhole duct run that is on the north stde of Yelm Ave W Thts is to front of the Yelm Htgh School Just before the west entrance tnto the Htgh School property Our duct run is under the edge of pavement so we may need to cut Into the paved surface outside the fog ]tne We should not need to cut the road We are planning to do this m March We will contact you before we begin Thank You ~~ John Anderson (360)458-5209 1 ~b y~ \I ~ ~I, ~ \ ~ ,. .~ ~• \~.~~ o ~ I ~: b ~ °o ,, n ~~ ~ooo , l ~J \ n Q ~_F _ ~ a n ~~ o~ - ,~~~ ~ ~ ~ ~ ~ v ' ~ ~~i ~ ~ ~ ~~- u, c~ ~,~ ~ ~~ / / 7r-' ^~ ~'' ~ ov O HM72 INSTALL 65' DF 4' PVC CONDUIT WITH 2-INNERDUCT TIED T^ EXISTING INNDERDUCT RUN BETWEEN MANHOLES Page 1 of 1 Jtm Gibson From Stephanie Ray Sent Wednesday, December 14, 2005 1 16 PM To Jim Gibson, Tim Peterson, Kevin Ray, Tom Skillings Subject Fireflow @ Yelm High School Per our conversation yesterday the water department has provided the following fire flows for Yelm High School as of December 13, 2005 Meter W-27 (portable) 2003 Static 52 Residual 38 Flow 890 2_00_5 Static 50 Residual 37 Flow 1000 Meter W-10 (ag/auto shop) 2003 Static 52 Residual 39 Flow 890 2005 Stahc 50 Residual 38 Flow 1030 Jim, This should address the concern of the RP at the high school Feel free to put these numbers in the letter you will compose addressing the cross connection /flow issues at the school sites Steph 1 /3/2006 Page 1 of 1 Jtm Gibson From Stephanie Ray Sent Wednesday Decesnbes 14, 2005 S 50 PAA 7o Jim Gibson, Tim Peterson, Kevin Ray Cc Stephanie Ray Subtect RW Connection to Mill Pond/Ridgeline School Hi Guys, I am making myself a 'file note' for the protect binder 12/14/05 Per a teleconference yesterday (12/13/05) with Tom Skillings, Jim Gibson, Tim Peterson, Kevin Ray and myself the City determined that the original plan submittal by JWMA and approved by the City was correct and consistent with aty policy in plating the RPBA devices directly after the meter on the lines entering the school buildings This meets the intent of the city's cross connection control program and is also consistent with the WAC It is similar policy to other reclaimed water connections completed by the aty such as at Yelm Middle School on Edwards Street *Jim is to complete a letter to this effect addressing the connection points and RPBA requirements as well as the necessary plan submittals and approvals required by DOH & DOE (to be the responsibility of the protect proponent - YHS) Direct point of contact for the school protect and this issue wail remain Jim G Note -Jim please cc me on the letter Thanks, 1/3/2006 ~F WM&A q,~91e1'`~a 1 0 Jerome W Mornssette &Assoctates Inc . P S 1700 Cooper Point Road SW, t1B-2, Olympia, WA 98502-11 I O (360) 352-9456 • (360) 352-4440 LETTER OF TRANSMITTAL TO Mr James E Gibson, P E Development Services Engineer City of Yelm 105 Yelm Avenue W Yelm, WA 98597 JOB NO. 03157 DATE Apnl 17, 2006 SUBJECT. Yelm Community Schools Yelm Rtdgehne Middle School I am enclosing for you the attached items Q~p~~~ed slti~~~ sc c e t^^ u ~ S a.a,e J tz. COPIES DATE DESCRII'TION Apnl, 2006 Stormwater Treatment Device Attached are submitted cut sheet for the above referenced protect Please review and let me know tf they are acceptable to the Ctty If you have any questions, please contact me at (360) 352-9456 Very truly yours, Jerome W Mornssette &Assoctates Inc , P S ~~ SIGNED Robert Tauscher, P E Cc Mr Erlmg Btrkland, Facthtres Operations, Yelm Community Schools, P G Box 476 Yelm, WA 98597 Mr Stan Zrehnskt Architect Enckson McGovern, 120 131° Street S Tacoma, WA 98444804 C \BOb\03157 Yelm Rtdgehne Middle School\Cortespondance\041706 Transmit Yelm Submutals DOC Cml / Munlapal / Geotechmcal Engtneenng and Poamm~g J M C Jody MJler Consrrucnon bu Commernal fndusvial Residential Project Submittal JMC Submlflal No 060 Reference Storm Treatment Section 02000 Submdted far Approval Submitted by J MILLER JMC Job Name RMS Date 11 Apr 06 ~ Reu ew Ahbrevialrons ~~ NET No ExcepUOns Taken ` AAN Approved As Naletl RR Rewse antl Resuhmd RJ Relecled Item No Spec No Description Manufacturer Catalog Numher Remarks NET + AAN + RR RJ Remarks 1 02000 Stormwater Treatment Device Vortechnics x Per Eng's Comments 2 - 3 _ 4 -- - - - 5 - 6 - - ~ - - - - 8 9 - - 10 11 i~~ ~~ ~~~~~ 4~ Ln C6NSf 1 ;D3N, ING ~tvyrtr~. t~ ti -~- TED AU: ~fAih ESC-; i ~'~' ~' NO ~Y~ PPRG~ED~--~~`~ REGD. , 'APR 1 ~= 206 vPtilG~,%'~~ 080 zls REV 7 4/17/2006 Page 1 of i ®®~ ~ ~ ®~ n mn mn®p~~®g~~® p.48 CL 35B and tAASNTO M1p5 to ASTM ~~3a 8 4" TMs tlravMg shwa the general confauratron W the casting or pspngs to pe supppetl Dimensions are appmximme antl may vary Oravnngs shoul0 not be scaled where there are no dimensions shown W e1gM of casMg(s) when dawn rs based on Mal dxnensbns eM s eshmetetl only There are no representallans matle oonceming Ne sullahpry of the design of the matede6 speuBed since Ne manufactumr haz W mnVOl whatsoever upon Bnal consirumion or Installapon of 1M product herean set krih Stormwater36~ xmnreu ravr ware atortmvatar3W eon 24" DIA x 4" H MANHOLE FRAME AND COVER AASHTO HS25 HIGHWAY LOADING DATE 101pfu05 DF2ANM JDS I GHEGKED {6) 3/4" DIA PERFORATION; ~~ ` ~ SIAT?--- 1 L °R AS NOTED ~ ' \ BUTV~RUBBE ~~ ®®~~WI®~~® PERFORAT ®umm~®m~~m®umam®~I n MATERIAL Gray Iron conforming to ASTM A48 CL 35B and AASHTO M105 2'-34" 2'-14e ~~8e Th(s drowing sNOws ih0 generel mnr(guretbn of gre caspn8 ar cashngs to be supplied Olmanslore are appmximale and may vary Orewnrgs shoultl not be waled where there are no dimensions shown Weigh) of msting(s) when shown is 6asetl on goal dimensnns endMesgmafed aNy There ara no mpresentatbns made concemmg Ne suitability of the design of Iha maledels speufled since Ne manufacturer has no congol whetscevar upon final consimcgon w Inst011abon of Ne produq hem~n set fadh 24" DIA x 4" H MANHOLE FRAME AND COVER Stormwater36~ AASHTO HS25 HIGHWAY LOADING .mmo,mm.. wwW etormwater060 oom DATE 10108N5 SCALE NONE FILE NAME 24CMPBL4D DRAWN JBS LMECKED NOG I z~_p~~ 2'-2" 2~_~ p.. 13 J OR SHALL BE STENCILED INLET PIPE MUST BE SET AT .ET' AS APPROPRIATE 90 TO SYSTEM WALL ALUMINUM CHAMBER BOLTED WALLS AT ALL TANGENT POINTS W 3f8 DlA x 2 3l4 LONG STAINLE STEEL DROP IN ANCHC 5 8 1/2 ~82~ TO ITH 9412 15 1-0 SS SRS 4 fi q}2 TYP ___~ ~~~ \~ \_-___ ~ i __ i i _ _71 I ~ ~ I - F' \ + \ a- s I/ \\ I I I J t It ~{ II II I I II II I 9 ~' I II II I~ to I II II II j / I I / 1 I I I j I / I I I ~ I Fi I J ~ \ Y ~ % II jl Il--__T _ . ~ -____._.__..yl-- y L---_J y ~ SEALED WTRi 1/4 THICKx 4 WIDE BUTY~ BAFFLE A MASTIC SEALANT CONFORMING TO ASTMC990 / (VIEWED FROM DOWNSTREAM) BETWEEN BASE SECTION AND ALUMINUM CHAMBER TYPICAL OF ALL LONG WALL TANGENT POINTS BUNA N EXTRUDED SEAL WRH / SIKAFLEX 1A INSTALLED AT BASE-~ OF SWIRL CHAMBER AND CONCRETE FLOOR 9-0 8-0 ~ 6 TYP 32 3 TYP I I I I I I I 1 L-___J r--J L__J n 82 11 2 ueslurv rvu I es 7 CONCRETE MINIMUM STRENGTH 5000 PSI AT 280AY5 2 STEEL REINFORCEMENT A5TM AJi15 GRADE 60 COVER AS NOTED 3 DESIGN LOADING AASHTO H520-04 4 CONSTRUCTION JOINTS SEALED WITHI DIA BUTYL RUBBER 5 DESIGN SPECIFICATION ACI 3188 MSHTO LOAD FACTOR DESIGN METHOD ASSUMPTIONS 1 GROUND WATER ELEVATION AT INLET PIPE INVERT 2 EARTH COVER VARIES FROM 0-0 MIN TO 5-0 MAX 3 BO PSF WE LOAD SURCHARGE APPLIED TO B-0 DEPTH 4 LIVE LOAD IMPACTO T01-0 COVER 1=30% >1 T02-0 COVER 1=20% >2 TO 3 4Y CDVER I = 10% 5 COEFFICIEN70F ACTIVE EARTH PRESSURE Ka=033 6 ORY EARTH DENSITY 120 PCF DRY EARTH LATERAL PRESSURE = 41 PSF/FT T SATURATED EARTH LATERAL PRESSURE = 82 PSF/FT GENERAL NOTES 1 INTERNAL COMPONENTS SHALL BE FABRICATED OF ALUMINUM ALLOY 5052-H32 IN ACCORDANCE WRM ASTM 6209 2 MANHOLE RISERS GRADE RINGS OR BLOCK REDUIRED 69 DETWEEN THE TOP OF THE VORTECHS SYSTEM AND BASE OF THE MANHOLE FRAMES SHALL BE THE RESPONSIBILITY OF OTHERS AND SHALL BE IN ACCORDANCE WITH ALL APPLICABLE LOCAL STANDARDS ~ 3 FLOW CONTROL ELATE(S) TO BE SUPPLIED BV STORMWATER360 AND INSTALLED ON THE UPSTREAM FACE OF BAFFLE B ORIFICE PLATE OPENING IS TO BE CEMERED HORIZ 8 VERT OVER LOWER CONCRETE OPENING WEIR PLATE OPENING IS TO BE CENTERED HORIZ OVER UPPER CONCRETE OPENING AND TOP OF PLATE IS TO BE SET FLUSH WITH TOP OF BAFFLE B 4 THE WATER SURFACE ELEVATION IN THE VORTECHS SYSTEM IS EXPECTED TO BE AT OR BELOW TOP OF FLOW CONTROL WALL DURING THE DESIGN STORM 5 SOME HIDDEN LINES MAY BE OMITTED FOR CLARITY 6 INSTALL TRAILING END BRACES ON MODELS ]000 AND LARGER IN CONFORMANCE WITH STORMWATER3600ETAIL TYPICAL ALUMINUM CHAMBER TOP AND BASE BRACE OETAIIS DATED 10/06/03 II C (= S a ~-et-~A.~.~-~ Guy. 11 12 C.FS 8`LPr+sstnifr~ WEIGHT AND DELIVERY INFORMATION VORTECHS SYSTEM IS DELIVERED IN TWO (2) PIECE(S) HEAVIEST PICK IS 47 000 LBS (APPROXIMATE) COMPONENTS TOP SLAB = 21 000 LBS BASE SECTION = 39 000 LBS (2) BAFFLES = 3 000 LDS EACH ALUMINUM CHAMBER =2 000 LBS BASE SECTION IS DELIVERED WITH BAFFLES AND ALUMINUM CHAMBER INSTALLED B ASSEMBLY NOT INTENDED TO DEPICT DELIVERY CONFIGURATION GRNT 660 LEFT END VIEW PLAN VIEW - 15-0 PROJECT No 10360 SYSTEM INFORMATION This GA00 (de is tar Ne purpose of speutymg stortnwater treatment egmpmem to be tum~shetl by Slormwater360 antl may ony be transferred to other Documents exectty as prmaded by Slcnnwater360 Title block mtormahan excluding the Stormwate(3fi01ogo and the Vortechs Slonnwater Treatment System Devgnatwn arW parent number may be deleted d necessary Rewsws to any part of Ihis CADD fie wiNOUt poor coortlmabon vnih Stormwater360 shall be considered unauthonze0 use of propnelary in/onneaon RIM ELEVATION = 354 0 +/- TOP OF TANK ELEVATION = 352 59 INLET PIPE INVERT = 347 63 INLET PIPE = 16 RCP OUTLET PIPE INVERT = 347 43 OUTLET PIPE = 1 S RCP OUTSIDE BOTTOM OF TANK ELEVATION = 344 01 2 BASE EXTENSION 1 12' DEEP x 4 12• WIDE KEYWAY IN SIDE WALLS FOR BAFFLEA 8 B ALL WAWBAFFLE AND FLOOR/BAFFLE JOINTS TO 8E CAULKED W ITH POLYLIRETHANE ELASTOMERIG SEALANT RIGHT END VIEW RIDGELINE MIDDLE SCHOOL -~- YELM, WA {3)2a Dtaxa HMANNOLEFRAMESANDPERFORATEDCOVERSSHALLBE STORMWATER TREATMENT SYSTEM PROVIDED BY STORMVJATER3fi0 AND SHALL BE CAMPBELL CASTING #1009A OR APPROVED EQUAL, CAST WITH THE STORMWATER360 LOGO 2 VORTECHS® MODEL 7000 US PATENT NO 5]59415 REVISION for SYSTEM STA 1+64 85 REV I DESCRIPTION SCALE 1/4 =1-0 Stormwater360 i~~~ Eo oRA xmmscaca,yr FILE NAME 103605 www stormwater360 com II DATE 323106 BAFFLE B (FLOW CONTROL PLATEB NOT SHOW N FOR CLARITY) (VIEWED FROM DOWNSTREAM) ELEVATION VIEW (SWIRL CHAMBER NOT SHO WN FOR CLARITY) Vortechs r"' Stormwater Treatment Systems FLOW CALCULATIONS Rtdgeltne Meddle School Yelm, WA ~ ;~~~ Stormwater360 MOde17000 ~r~ir,,~ System Sta 1+64 85 Orifice Cd=056 A (sf) = 0 46 Crest Elevation ft = 347 71 Weir Cd=337 Weir Crest Length (ft) = 0 67 Crest Elevation ft = 349 21 Head ft Elevafon ft Orifice Flow cfs Wev Flow cfs Total Flow cfs 0 00 347 71 0 00 0 00 0 00 0 25 347 96 0 42 0 00 0 42 0 50 348 21 1 12 0 00 1 12 0 75 348 46 1 53 0 00 1 53 1 00 348 71 1 85 0 00 1 85 1 25 348 96 2 13 0 00 2 13 1 50 349 21 2 37 0 00 2 37 1 75 349 46 2 59 0 29 2 87 1 98 349 69 - - 2 77 0 75 3 52 200 34971 279 081 360 2 25 349 96 2 98 1 48 4 45 2 50 350 21 3 16 2 27 5 42 2 75 350 46 3 32 3 17 6 49 3 00 350 71 3 48 4 16 7 64 3 25 350 96 3 64 5 24 8 88 3 50 351 21 3 78 6 40 10 18 3 65 351 36 3 87 7 13 11 00 Calculated b DR A 3/13/2006 Checked b 352 0 VortechsT"" System Stage Discharge Curve 351 5 351 0 350 5 c c 350 0 0 a 3495 w 349 0 Weir Crest 348 5 348 0 3475 - - - - - - i Orifice Crest 00 20 40 60 Discharge (cis) 80 l00 120 10360Sta 1+64 85ADS xis 3/13/2006 Page 1 of 1 Jim Gibson From Jim Gibson Sent Tuesday May 09, 2006 11 01 AM To 'Bob' Cc 'Rocky Birkland', 'Josh Miller', 'Mike Woods (woodandson@ywave coin)' Subject Ridgeline Junior High School - Stormwater Treatment Device Bob, I have reviewed the Apnl 18, 2006 Vortechnics Treatment Device cut sheets I have reviewed and approved them as submitted Please accept this email as your City approval I would like to have 3 day notice before the installation of this device I want to be able to arrange my schedule to be on site for the installation If you have any questions please do not hesitate to contact me Jim Gibson P E City of Yelm, Development Review Engineer PO Box 479 YeIm,WA 98597 Ph 360 458 8438 Fx 360 458 3144 Itmg~c_ r velm wa us 5/9/2006 r~ U ~~~ WWW WWW ___ N N N 000 u~oo N r N ~ ~~~ N N N 0 a ~~ • STS - ~/c Sl o'~I - N.1 o~Z. ~ZoGlty - !'oY STS/-/ - Go ~( 'T~ w S - .S rc I Jo/s / ~ S .~.,,~ ~ (.j r.-e - l r /t - ~ o. ~ y - rh r l l pe-r ~ n /O , 00 o,y +r d s -~. C'~GN q C / 1 / !~/s X'fS t rG. H f4't~S ! - ok / v~eclS~ S'~,~e 3 /L,Ps ~ c%.ws .arc ,,,.~ ~e. r - 2k-u I ~ ICmC[ct~ 'tboti 7' ~~(z l /?uA1.r~ T - /!, FrrT l~-C~p/rc 7-to ~j `1~{z~rr~I dog-, //PCISQ QL[ t5-/T on S /' ~ ~U[~LTIroN /!S //Nr r Tr~ ~GY/H9 ,S~f ~Lt/.Mft' IL[o H ~k .$~ C ~'~n z~14 /I +~ -F~"/ ~~° S~p6/ ~ IrH! j t ~YOG~ S'~s ~e,c. ~.p S!/yH ~60 S ~b ~u wl7 ~ v (per PS I 2~!!~Z ft~~dty .~~~~pd ~~r+ // ~i)//~ PoH ~ q fe d s 7~ G-P/~' H'/~X e > > ~S/ Plr.rfP/` - Sjs4pl'/ /uC./-!i' ~~ Lto~'7 fCLrmo('f ~'aty of 'elm Community Deveiopment Department 105 Yelm Avenue West P O Box 479 Yelm, WA 98597 February 3, 2006 Bob Tauscher Jerome W Mornssette and Assoc 1700 Cooper Point Road SW #62 Olympia, Washington 98502 RE Ridgelme Middle School - SPR-04-0180-YL stormwater Facility Design Mr Tauscher This letter is to follow up all the speculation and discussions that have transpired due to the flooding at the Ridgeline Junior High School and the adjacent properties I have met with the project general contractor, Ed Wiltsie of your office and even had a discussion with Alan Burke and Erling Birkland at City Hall about the flooding of the adjacent properties After Ed Wilsie and I met with the adjacent owner, it was Ed's recommendation that the School District construct a ditch to drain the water from the up stream drainage areas to the onsite stormwater pond After this excavation was completed the water on the adjacent property was lowered approximately 8" overnight This has been the only action that has taken place by the project owner or their representatives to date, that the aty was requested to be involved with After reviewing all the information and watching the site conditions for the passed week it appears that the design of the western portion of the school site has affected the adjacent property owners and the high ground water movement of this area These conditions were not addressed in the design of this site and are also the same conditions that we had to address with the installation of the STEP tank This condition needs to be addressed before additional work may commence in this area or any other stormwater is directed to this area Please contact me to arrange for a meeting between the City and all parties from this project If you have any additional questions or comments please do not hesitate to call or contact me at lung@ci yelm wa us Community Development Department Respectfully, im Gibson PE Development Review Engineer Cc Alan Burke and Rocky Birkland, Yelm Schools by email (360) 458-8938 (360) 458-3149 FAX www ca yelm wa ws Dec 20 2005 9 02PM JWM&R Oympia WA 98502-1110 SW Bldg Memorandum Date 12/20/05 Time 8 35 am To Erling Birkland, Yelm Community Schools CC James Gibson Clty of Yetm LJ From: Doug Eklund Phone (360) 352-9456 Fax. (360) 352-9990 RE Ridgeline STEP tank/anchors/warranty Number of pages 3 No 8503 P I ~~C~ived DEC 2 0 2005 I spoke wlth Jeff Lexvold at Xerxes Corporation today regarding the warranty for the STEP tank Basically, Xerxes warrants that the step tank "wilt be free from defects in materials and workmanship for a period of 1 year following the date of original delroery by Xerxes" This is conditioned on the tank being installed used and maintained in accordance with Xerxes "published speafications, installation instructions and operating guidelines, all applicable laws and regulations' Please find attached a copy of the Xerxes warranty Jeff noted that the conditions under which the tank is installed are outside of Xerxes control and cannot be warranted In this case, if tank is installed without anchors, the warranty is in effect so long as the tank does not does not float If the tank Floats, the warranty would not be m effect Jeff also noted that Jim Gibson gave him a call and gave the same information to Xences that we (JWMSA) used to calculate that factor of safety for floating The Xerxes computer program reported a 2 07 to 1 factor of safety for floating with water up to the middle of the tank Xerxes considers that floating is not a problem so long as the factor of safety is more than 1 2 to 1 Jeff reported that Jim Gibson went on to request the factor of safety d the water level rose to the top of the tank The Xences program reported the factor of safety would be 0 93 to 1 and that anchoring would be required if the water rose to the top of the tank The Xences program is only capable of calculating the factor of safety for water level at the mid point and at the top of the tank and not at speafic levels between There is some water level between the top of the tank and the mid level of the tank where the factor of safety would be 12to1 We have estimated the cost to provide tank anchors in accordance with Xerxes recommendations and using Xerxes hold down straps across the top of the tank We based our estimate assuming that concrete anchors would be cast in place and that Xerxes precast anchors would not be available We estimate the cost complete with Contractor and subcontractor markup and sales tax at $30,400 as follows Dee 20 2005 9 02PM JWM&R c~ earthwork $6,500 concrete in place $1,265 subtotal $7,765 $7,765 Materials Costs Xerxes straps $1,890 rebar $500 cable $1, 500 clamps $27 thimbles $27 eyebolts $870 turnbuckles $2,094 subtotal $6,908 $6,908 Installation Costs for Materials $6,908 $6,908 subtotal $21,581 contracto r markup $3,237 subcontactor markup $3,237 subtotal $28,055 sales tax $2,357 Total $30,412 No 8503 P 2 There would likely be additional costs for crane remobilizatron and temporary filling and re- excavation of the existing excavation if anchors are installed We are developing several other ideas on how to deal with this problem would like to discuss them with you • Page 2 Dec 20 2005 9 02PM JWM&A a~ No 8503 P 3 LIMITED WARRANTY Underground Septic Tanks Xerxes Corporation ('Xerxes) warrants to ("Owner") that our underground septc tanks if mstalted used and maintained in the United States m accordance with Xerxes' published specifications installation mstroctwns and operating gwdehnes all applicable laws and regulations and the limited septic applications defined herein, will be free from material defects in materials and workmanship for a period of one (1) year from date of original delivery by Xerxes Septic applications for purposes of this warranty are limited to the collection and storage of human solid or ligwd organic sewage at ambient temperatures Xerxes warrants to Owner that all Xerxes manufactured septic tank accessories if installed, used and maintained in the United States m accordance with Xerxes published specifcations installation instructions and operating gwdehnes and all applicable laws and regulations will be free from material defects in materrels and workmanship for a period of one (1) year following the date of onginal delivery by Xerxes If any tank is to be removed from an mstallatwn moved to Owner's new location and is intended for active service at the new location the tank must be recertified by Xerxes in order to maintain the warranty as originally extended The foregoing warranty does not extend to tanks or accessories (collectively Goods) damaged due to acts of God war terrorism or failure of Goods caused m whole or m part by misuse, improper installation storage serviang maintenance or operation m excess of then rated capacity contrary to their recommended use or contrary to the septic applications defined above whether intentional or otherwise or any other cause or damage of any kind not the fault of Xerxes Xerxes only warrants repairs or alterations performed by Xerxes or its authorized contractors Xerxes does not warrant any product components or parts manufactured by others THIS WARRANTY IS NULL AND VOID IF A TANK HAS BEEN USED FOR PRODUCTS CONTAINING A HAZARDOUS SUBSTANCE" AS DEFINED BY THE COMPREHENSIVE ENVIRONMENTAL RESPONSE COMPENSATION AND LIABILITY ACT OF 1980 (CERCLA OR "SUPERFUND') WHICH DESIGNATES CERTAIN CHEMICALS AS "HAZARDOUS SUBSTANCES " SEE 42 UNITED STATES CODE SECTION § 9601 (14) Owner s sole and exclusive remedy for breach of warranty is limited at Xerxes option to (a) repair of the defective tank or accessory (b) delivery of replacement tank or accessory to the point of original delivery or (c) refund of the original purchase pnce A claimant must give Xerxes the opportunity to observe and inspect the tank and/or accessory poor to removal from the ground or the claim will be forever barred All claims must be made in writing within one (1) year after tank and/or accessory failure or be forever barred THE FOREGOING WARRANTY CONSTITUTES XERXES' EXCLUSIVE OBLIGATION AND XERXES MAKES NO OTHER WARRANTY OR REPRESENTATION EXPRESS OR IMPLIED WITH RESPECT TO THE TANK OR ANY SERVICE ADVICE OR CONSULTATION, IF ANY, FURNISHED TO OWNER BY XERXES OR ITS REPRESENTATIVES WHETHER AS TO MERCHANTABILITY FITNESS FOR A PARTICULAR PURPOSE OR OTHERWISE THE SELLER (XERXES) UNDERTAKES NO RESPONSIBILITY FOR THE QUALITY OF THE GOODS EXCEPT AS OTHERWISE PROVIDED IN THIS CONTRACT THE SELLER (XERXES) ASSUMES NO RESPONSIBILITY THAT THE GOODS WILL BE FIT FOR ANY PARTICULAR PURPOSE FOR WHICH YOU (OWNER) MAY BE BUYING THESE GOODS EXCEPT AS OTHERWISE PROVIDED IN THE CONTRACT THE REMEDIES SET FORTH IN THE ABOVE WARRANTY ARE THE ONLY REMEDIES AVAILABLE TO ANY PERSON OR ENTITY FOR BREACH OF WARRANTY OR FOR BREACH OF ANY OTHER COVENANT DUTY OR OBLIGATION ON THE PART OF XERXES XERXES SHALL HAVE NO LIABILITY OR OBLIGATION TO ANY PERSON OR ENTITY FOR BREACH OF ANY OTHER COVENANT DUTY OR OBLIGATION UNDER THIS WARRANTY F>[CEPT AS EXPRESSLY SET FORTH HEREIN IT IS EXPRESSLY AGREED THAT THIS WARRANTY DOES NOT FAIL OF ITS ESSENTIAL PURPOSE XERXES SHALL HAVE NO LIABILITY FOR COSTS OF INSTALLATION OR REMOVAL OF GOODS, ENVIRONMENTAL CONTAMINATION, FIRES EXPLOSIONS OR ANY OTHER CONSEQUENCES ALLEGEDLY ATTRIBUTABLE TO A BREACH OF WARRANTY OR INCIDENTAL CONSEQUENTIAL PUNITIVE OR OTHER DAMAGES OF ANY DESCRIPTION WHETHER ANY SUCH CLAIM OR DAMAGES BE BASED UPON WARRANTY CONTRACT NEGLIGENCE STRICT LIABILITY OR OTHER TORT OR OTHERWISE IN NO EVENT SHALL XERXES' TOTAL LIABILITY HEREUNDER EXCEED THE ORIGINAL PURCHASE PRICE OF 7HE GOODS WHICH GAVE RISE TO SVCH LIABILITY Consumer Notice This warranty gives you (Owner) specifc legal rights You (Owner) may also have other nghts which vary from state to state Effective 6/1/05 XE~(ES® CORPORATION Corporate Office 7901 Xerxes Avenue South Minneapolis MN 55431 1288 (952J 887 1890 Sea 30 20~§ 10 17PM JWM£~A JWMBA No 18U`s F I .lerome W Moir Bette & Associates Inc P S 1700 Cooper Pourt Road SW, #iB-2, Olympra, WA 98502-1110 (360) 352-9456 • (360) 352-9990 FAX TRANSMISSIO SHEET TO: James E Gibson Development Sernces Engineer Ciry of Yelm FAX No_• 458-3144 JOB NO 03143 DATE September 30, 2005 SUBJECT: Yehn High School 1500 Gallon STEP Tank Mr Ray Mow Rnckson McGovern 120 131 Street S Tacoma, WA 98444-4804 253-531-9197 Received SEP 3 0 2005 We aze transmitting a total of 6 pages (including this page) If you do not receive all of the pages, please contact us at (360) 352-9456 Thank you I have received these shop drawings for the 1500 gallon STEP rani. for the Auto Shop Please review and return to me for rou[mg to the contractor Should you have any questions or requtre additional information, please contact me at (360) 352-9456 Very truly yours, Jerome W Morrissette & Associates Inc, P S SIGNED 4,/,ca~ Robert Tauscher, P E t Project Engineer C \Bob'sFiles\03153 Yelm Hrgh School Siu TmprovemendCorrespondenct\093005 Faz Yolm EM DOC Crvd + Mumcryal + Georechnrcal !~ngrneenngandPlannPng a....~ y~ r'4~°P~'Q"^z> M-'&"°~1'MP-st+S^+~.y~ya't-y_r n. "5 v'N'~9NTe`Jo+[5b'+.'^T~.I.s _.r""p'~°l['.+~re9'^s'+~ ` ^ N ~ ~~-« ~ .bra-i~-~ ~'~ ~~~L~ ~'~~G ~f~~~.~,~~~ °~ z l31 u4 REBAR HORIZONTAL IN SLOE WALLS tt-0 REBAR @ 6" O.C ~ Z5 z~' M ili r[,r u~~. Inr ~~~,+;~' ~3+'Yt~fl ance w~`h 91e rJl2rls and sN~ull~ t ~, n.g e%' ti~ 311 ^a[ U° cxsh~au .a a ax~ple'e ~iiOLT ~r ~ Gl _~/npM .. r.-I,I'A N't'nGi SCiV^'O i"tCTYE 1'i°~t.'1 OiillFln:n M13, RI,. ' ',!'.fit, 1~3~,o^a~'u11h11J'11,y f0i p ti, _< < s ul : 3~ ;t r ~ tr. o~ ,..' ca;9 Iry~Ir~menG 3 3~4 " CL EA! 1 ~ r~~. 1("ui `L ,6t YI i^ail h81t~ f?, !av NI "Nl1E115'Jli$ 2~c -~ n~~ ,I li.' .."'.fi Jll,r if,~ 4 ~9~ .O Id"~ ^~ .rfl ^. S: r7.,~t P 'r I{ t l4'S" t~J,JS(S`li~' ll,$,f 4J e ~ n^Lf a r~ . l #4 RE6AR @ 6" Q.C. _ 24" N 3rq" CLEAR <^ s~4' CLEAR u, ~ - - - - A^5 REBAR c 6" IONGiTUDiNA1 ABOVE LATERAL BARS M 5" CONC LID z / 1~~2" CLEAR FROM 80TTOM K5 REBAR @ 6" 0 C. 'IGN X 3~~4" WIOE~ N AROUND PERIMETER SET LID ON ELASTOMERIC ID SEAL CONSEAL CSi02 OR EQUAL 1 - T 1 2 ., 1 I I i j NEOPRENE "TY-SEAL" I I I A5TM C564 1 I ~ PIPE TEE BAFFLES f ~ F 3" CONC. SIDE WALLS i d I AND SOTTOM i I I I i I i I tFq REBAR @ 24" O.C VERTICAL 1 1 I (31 EQUALLY SPACED xF4 HORIZONTAL I I I I I Q C 1 1 I I I a c - --2" SIDE TAPER 7YPJCAL N in m `" TANK SIDE ELEVATION TYPICAL z 3 0 M VJ TANK SIDE ELEVATION tt4 RE6AR @ 6" I l l l l l l l l l i l l l l l l l l l 1 1 1 1 1~ I I l _' - t! i _ I l l l l l ( I l i l } ~ ~ I I I I I l i l I I I I I I ! 1 1 1 1 1 1 1 1 1 1 1 1 ! I I I I I I I I l I I I I I I ! I I l i l l l l l l l l l I I I I I I - I I I - I I I I I I l i l 1 a ~~ ~ ~ ~ ~F T ~ t ~ BAFFLE WALL PLACEIdENT-~ LOCATION MAY VARY \ 3" THICK CONCRETE BOYTOM AND SIDE WALLS TANK ®OTTOM REINFORCEMENT PLAN K` t w ~ ~ irY~3.lrt3 9Y~ i Ni9` v _.N.t... ~, il.6+AfxLr~~~iiel SID PLAN VIEW REINFORCEMENT tt5 REBAR @ 6" LONGfTUO[NAL ABOVE LATERAL BARS ~' S" CONC. LID ti z GENERAL NOTES i. IdATER1ALS ANO WORKMANSHIP SHALL BE IN CONFORMANCE WIT HTHE APPROPRIATE SECTIONS FO THE CURRENT EDITION OF THE "STANDARD SPECIFICATIONS FOR ROAD. BRIDGE 8 MUNICIPAL CONSTRUCTION" PUBLISHED BY WSDOT AND THE WASHINGTON STATE CHAPTER OF 7NE APWA 2. CONCRETE. f'c 28 OAY 5.000 PSI. HARD ROCK CONCRETE PER REOUTAEMENTS OF ACI-301 CEMENT. ASTi.t C150. TYPE I OR TYPE fI. AGGREGATE PER ASTM C33 MAX.3~~" REBAR: 60 KSI PER ASTM A-6i5-GR 60. FABRICATE ANO PLACE PER ACI-315 AND ACI-3i8 3. TANKS SHALL BE CAST USING THE DEl ZOT70 STEEL FORMS AND TkE CONCRETE CONSOLIDATED BY EXTERNAL VIBRATORS MOUNTEQ ON THE FORM TO PRODt1CE A THDROUGNLY CONSOLIDATED HOMOGENEOUS MASS WITH A DENSE SURFACE FREE OF ROCK POCKETS OR OTHER DEFECTS AFTER CURING. COAT ?ANN THOROSEAL OR EQUAL ON INSIDE ANO OUTSIDE SURFACES. q. PROVIDE MIN. 1' OF EARTH COVER AND A MAXIMUM OF 3' QF COVER TANK TO 8E BACKFILLED WITH GI BORROW OR OTHER GRANULAR MATERIAL APPAOVED BY THE ENGINEER 5 TANK IS DESIGNED FOR MAX. WHEEL LOAD DF 2.500 IBS. 135 LBS PER CUBIC FOOT SDIL WEIGHT ANO AN EOUIVALEN7 LATERAL FLUfO PRESSURE OF 85 POUNDS PER CUBIC FEET, 6. TANK IS NOT DESIGNED FOR H-20 LIVE LOADING. DO N07 PI ACE IN TRAFFIC AREAS Q z 0 m ,qw + ~. > ..~F yx ... r..~-'...'i4aa,.. a u.+O ..tsSi....._ a _ J. _ L~ .., _ ~.~"ivr w ~ ~` .~,• ***xzxa*xx*xzxx -COMM JOURNAL- ******************* DATE SEP-29-2005 ***** TIME 23 37 ******** MODE = MEMORY TRANSMISSION START=SEP-29 23 36 END=SEP-29 23 37 FILE No =160 STN COMM KEY NAME STATION NAME/EMAIL ADDRESS/TELEPHONE NO PAGES DURATION No 001 OK s 912062199034 002/002 00 00 50 -Yelm CDD - ***** DP-3520 ********************** -Yelm CDD - ***** - 360 458 3144- ********* Subdrvi5ion5 in the Gty umds of Velm Our process is Apply for Preliminary Plat- get Heannq Examiner approval Submit Qwl PIanS -Gel Cny approval Construct ail improvements (we do not bond for regwred improvements) Apply for Final Plat gel Gty Counal approval -Record Dlat with Thurston County Mountain Sunrise - W ilkensen Road t0a resdenual lots (28 acres) Preliminary plat approved CNd plans approved m construction Mountain Shadow-CanalB Wilkensen 80 resoenual loss 11993 acres) PrBliminaryp~oc application Benum Enterprises P O Box 73130 Puyallup WA 98373 253.845 5555 Cherry Meadows -between Cullens and Killion Roatl 202 resldenual lots (a0 acres) Preliminary plat approved Qwl plans In review Cullens Road Plat- Cullens PoaC 30 res~denpal lots preliminary plat application D8D Assoaales P O Boz 310 Gig Harbor WA 98375 253-851 3600 Buckhorn Estates - Moumam Vlew Road 21 resldenual lots (5 acres) Rnal Plat Protect Fare P O box 15113 Olympia WA 98511 360 978-4907 Oak ,4rdye - hPr,~'k Raa,: 43 res den+,wl kvs (] acres) Preliminary plat approved Cwll plans In review Yeim Progeny Development 16622 Middle Road SE Yelm WA 96597 360-458 OSaa Timber Estates - Vancd Road 9 residential loll (2 45 acres) Final Plat application Airborne Propemes LLC 7822 Old Wghway 99 SE Olympia WA 98501 360-754 7200 Autumn WII Phase II - Vanc~l Road 23 resitlennal lots (Sacres) Preliminary Dlat approved Crvil plans approved m consVUCUOn Country Vista - ML New Road 19 residential lots preliminary Dlal application Landshapes NW 1151 E112'"SI Tacoma WA 98445 253 537 6370 GnHin Place Subdrvaion - lditldle Roatl SE 50 resldenual lots (17 a5 acres)- Preliminary Dlat application Freestone DFF Yelm II LLC P 0 Bpz 73669 Puyallup WA 98373 253 896 1300 Burnett Estates -Burnett Road SE 18 resldenual lots (a 81 acres) Preliminary Plat approved civil plans In renew Ralnrer General Development P 0 Box 627 Ralmer WA 98576 360 4a6 3083 Mountain Meadows-Burnelr Road SE 23 resitlenbal lots (a 88 acres) - Prebminary Plat application Henrietta Morey P 0 Boz 202 Hapaws~n WA 96346 Tacoma Terra-LOngmrte and Durant SUeet 880 -1200 dwelling units on 220 acres Master Fanned Communlry Application Tahoma Terra LLC 4200 6'" Ave Smte 301 Lacey WA 98503 Green Village -Between Burnell 8 ML Yew Rd 52 resoenual lots on 10 acres preliminary plat aDDllcauon George Hom 2218 Bla$$OTWpad Ct NW Olympia WA 98502 Nov ii 20U~ 2 18AM J'AM&A r , ~",'/~~~ Jerome W Morrlasette & Asaocrate6 Inc , P 3 Mo X231 F I 1700 Cooper Poinl Road SW, #B 2, Olympia WA 98502-1110 (360)352-9458 / FAX (360)352-9990 FAX TRANSMISSION SHEET FILE NO Yelm High School Job No 03143 BATE TO• Mr hm Gibson P E FROM Telecopy No 458-3144 We are transmitting from phone number (360)352-9990 We are transmtttuig a total of 5 pages (including this page) If you do not receive all of the pages, please contact us at (360)352-9456 Thank you COMMENTS• Jtm, 10 November 2005 Scott Severs Attached is the Manufacturer's Warranty for the High School STEP tank submittal that you indicated was requued m your e-marl to me on 7 October The attached copies appear to have been fared a number of times Let me know if you cannot read tt and I will request that the Contractor send a clean copy that I can forward to your office Should you have any questions or require adchtional tnformanon, please contact me at (360)352-9456 ~~ SIGNED- cott Sever 5r Engmeenng Techmeian ec Raymond Mow, Erickson McGovern Architects Crvrl / Mumclpal / Geotechmca/ Engmeenng end Planning _r~i~'fNav I I 20~~~L 2 18AM' s~fJWM9Ar r 11>• ~ ~ ea Fllck,an McGovern PLC 1$0131 ~ SIfeC19 7oCOmp WA 9B44LJHOa te1253531 0406 faK 153531 9197 Mo~Ip6leksonMCGovem com r -Please note In Submittal lo. Erlcl,son afcl;overn , afutitit.~~~ 8931 F, Lluoi I ERICK~ON•McGOVERN Architecture AnalyslsSchoolDesign PROJECT CORRESPONDANCE TRANSMITTAL YELM HIGH SCHOOL .4nvrTroivs & MOD~tyrzA'L70xs YEX.nrCov~MVNrzYSCHOOZSNO 2 81NAPaovECrNo 23025 To Scott Severe Date No~amber i0, 2005 Frrm )WMA Po®ec 4 Qnc m.a71 FOR NO From Raymond Mow Sublach Step tank submittal to the Jrm GlDson, City of Yelm Scott, The contractor provided the ettecFed fnformatlon m response fo J1m GlGaon'e 9ubmltta! review request S1nce you are the dPSgneted polni of contact, please forward to Jfm Thank You fic'A~ vid MObti, f~l/} Associat FJtekson McGovern Architects Copy In Mall no File 23025 conaullent Correa Jelin Erttkaon I Rlc4 McGovern 19leven Smraasli I .ry Peterson I Wayne Lercn I Oery Mess AIA, Founder AIA FcuiWer NA Partner AIA Partner AIA P2nRe( AOt Asaoaete i> Plov ii ~p~;s 2 I~AMs saJWM&q~ Sric son McGovern + 6tORAI ii ~ ~ 1 ll ,10 2yN5 lG S0 3E64hi828a3 EpCC ~ n~v 1D OS 1z.20p GSaGier NarchWesL 360456103 °a~._~~ W ..Ro` 5~;~,g ~~pJ y~ i M 9 R T N W Q 5 T ~ YPOdUCLEOn 1)alc. / / 5er~a!# 7Cmrrit iyl3e.. Glac~cr Northwest, Lnc guarantees thtis S T E P Systcm Tank ~gatnst Ical.age do to manufacttlrtng m our Yeln~ Waslunb nn l~lant for a pc~ lod of 2 years from the pmductton d2te If delivered, the dellvenne company w(li gua; ar,tee the properl,andlingbotli loading/off loadrng, transportation and ulseallzaon canphcataons creating ~anF. leakage ro the ficTd Tins warranty w~li be rn conuncnon u nth the testing specifications, rules and mgl~latlons for S 7 E p System Tanks created by the Clty, Cotuity or Agency where the S T E P System Tank has been delivered, installed and approved Del,vering Company Name !„___ ~ ___ DGlrvenu~ L)nver Naroe L)eliz ered Address Recetvcd By 7ro tScid ms,allategn corad39ione for delevcr~d tanks aTAN~TNG R'A7T_R -P.frp1~NG SnNb YES„NO~,OTHER Y&S_,~NO_ _O?SiER pmt-SM Fay Noce u p g5ooa PAGE U1.Ol P 1 _ _ I i 7s» as'a nacre Fn I °° Y phone a IFaa w 11/10/1005 1HU I! 80 ('lY/RY NO 801,71 1 31~1ripv Il '/_fifj~_ ~ ~gpM 5Jl~Ww~AA- $rlexsorl mc~overu -, k,,,,,,,,, ~"~ ~ Nr~ 8[siPa~>4of2 Ray Mow From Marilynn Hendrickson [mane@bp-construcUOn com] Sent Thursday, November 10 2005 11 22 AM To Ray Mow Subject RE Yelm High School Pev)ng and Step T®nk Manufacturer rs Glaerer NorThwest The warranty is en 1t'S way Marilynn Hendrickson, Pro~ecf AdminrstraTor Berschouer Phillips Construction Yelm Hrgh School Addition & Modernization 1315 Yelm Avenue WesK Yelm WA 9t3597 360-400-2842 360-400-2843 - f~ From Ray Mow (mallto Ray®ErlrksonMcGovem com7 Sent. l-hursday, November 10, 2005 821 AM To: Marilynn Hendrickson Gc Cindy B Subject; RE; Yelm High School Paving and Step Tank Issues Marilynn As discussed yesterday, the below is 1hE e-mail that requested add(llonal infonnetlon an the step tank submittal Thank You, f2aywwncLMow, +4I>a Associate Erickson McGovern Architects, P L L C Ph 243 531-0208 FaX 233531-8197 Gall 253.208.3235 rtOnMcGoyem Cgtn -Orlgmal Message-- Prom. Ray Mow [mallto Ray®EncksonMcGOVem corn] Sent: Friday, October 07, 2005 8 30 AM TO• Marilynn liendndcson tc• Cindy 8 Subbed. hlN Yelm Hrgh School Paving and Seep Tank Issues Marilynn Could you ask SECO to provide the requested information on me recent step tank submilta(~ C(ndy -Can you note mla on the logs? Thanks Ray Mow EMA ~ 1 111 0120 0 5 _.-~..ii~PlGV 11 20~~i' 2 1$AMs a~JWM&A'- Ertcuson mcbovern ~ ao~ki'NG $P91 p 5100`' Page [ of 2 -----Orlgtnal Message--- From: Bob [ma{Ito bob@~wmorrlssette com] Sent Fnday, October 07, Z0o5 B Ol AM Tot Ray Mow Ce• Scott Severs, Jerry Morrtssette Subject; Yelm Htgh School Paving and Seep Tank issues ~Y~ Ibc asphalt core results pCOt'1de by Ksnzan lndtcatc the asphalt does meet convect specrficauons Haeed on tho test results and reviewtttg the contract spcctficanons, I recouuneud the Asphalt bo aceepud, lua Cnbsou was faxed tho Auto Shop 1500 gallon STEP tan7. shop drawtugs September 30 and agate on October 6 He left a votoe message wtth Scot Severs, requesting the followtng turarmadon 1 ProvlOo the manuf'acturc on the submittal He needs to vertu they are on the approved list 2 Ittn also requested to submit a manufacturer warranty for the STEP tank If you have aay goestlons, please let me Imow thanks Bob Robert H Tauscher P E Jerome W Morrtssette R. Associates lac , P S 1700 Cooper Pomt Rd S W #B-2 Olympia, WA 46502-1110 Phone 360-352-9456 Fax360-352-9990 Cell 380-491-4145 bob(a3iwmomssette com Z Z/] 0/2005 City of Yelm Community Development Department ]OS Yelm Avenue West P O Box 479 Yelm, WA 98597 June 13, 2006 Erling Birkland, Director of Facilities Yelm Community Schools PO Box 476 Yelm, WA 98597 RE Ridgeline Jurnor High School -Stormwater System Review Rocky The City of Yelm has reviewed the R(dgelme Jr High School Stormwater System H~ndcast & Revised Design Analys(s prepared by Edward Wiltsie, P E and dated May 25, 2006, along with a 'clanfication' letter prepared by Robert Tauscher, P E and dated May 31, 2006, and accepts the report as meeting the City's requirement that Yelm Community Schools and Jerome W Mo~rissette & Associates show that the construction of the stormwater system in a high groundwater area will not significantly increase the base flood elevation and impact the 'downstream' properties in Hawks Landing The scope of the report submitted by Mr Wiltsie goes well beyond the very specific question asked by the City of Yelm and includes construction of the athletic track, softball field, and stormwater pond The report also does not specifically examine the pre-existing site conditions at the time the Ridgeline School was permitted While including this superfluous analysis in the report makes it much more difficult to answer the very specific question asked by the City of Yelm, I find it is possible to conclude that there ~s no significant impact on the Hawk's Landing subdivision attnbutable to the stormwater system, with the following findings / The recommendations of the report relating to construction of a Swale alone the raised grade track wdl be required While it appears that this requrement is related to the construction of the athletic fields rather than the stormwater system, the report does not contain sufficient analysis to support this conclusion and the construction of the Swale is requred unless a supplemental report is prepared which is limited to the original scope requested by the City of Yelm / The analysis does not support the recommendations relating to the drainage basin outside the protect site based on the scope requested by the City of Yelm However, to be clear on this point, the clarification letter submitted by Robert Tauscher on May 31, 2006, which states that the only recommendation of (380) 458 3835 (360) 458-3144 FAX www c~ yelrn wa us JWMAA are recommendation relating to the construction of a swale near the track needs to be stamped and signed by either Mr Tauscher or Mr Wdtsie If this is not possible, a new report limited to the scope originally identified by the City of Yelm will be required / The City of Yelm contacted Jerome W Mornssette and Associates prior to the approval of the civil engineering plans regarding the potential for high groundwater at the site / The Hawks landing subdivision was fully constructed prior to the submission of any land use permits, civil engineering plans, or building permits to the City of Yelm by Yelm Community Schools, and was an existing condition when Ridgeline Junior High School was being permitted Community Development Department Respectfully, i Jim Gibson, P E Development Review Engineer c Jerome W Mornssette, P E JWMAA Bob Tauscher, P E JWMAA Ed Wdtsie, P E JWMAA June 13 2006 Page 2 of 2 City of Yelm Community Development Department 705 Yelm Avenue West P O Box 479 Yelm, WA 98597 June 13, 2006 Erling Birkland, Director of Facilities Yelm Community Schools PO Box 476 Yelm, WA 98597 RE Ridgelme Junior High School -Stormwater System Review Rocky The City of Yelm has reviewed the R)dgelme Jr High School Stormwater System Hmdcast & Revised Design Analysis prepared by Edward Wiltsie, P E and dated May 25, 2006, along with a 'clarfication' letter prepared by Robert Tauscher, P E and dated May 31, 2006, and accepts the report as meeting the City's requirement that Yelm Community Schools and Jerome W Morrissette & Associates show that the construction of the stormwater system in a high groundwater area will not significantly increase the base flood elevation and impact the 'downstream' properties in Hawks Landing The scope of the report submitted by Mr Wiltsie goes well beyond the very specific question asked by the City of Yelm and includes construction of the athletic track, softball field, and stormwater pond The report also does not specifically examine the pre-existing site conditions at the time the Ridgeline School was permitted While including this superfluous analysis in the report makes it much more difficult to answer the very specific question asked by the City of Yelm, I find it is possible to conclude that there is no significant impact on the Hawk's Landing subdivision attributable to the stormwater system, with the following findings / The recommendations of the report relating to construction of a swale alone the raised grade track will be required While it appears that this requrement is related to the construction of the athletic fields rather than the stormwater system, the report does not contain sufficient analysis to support this conclusion and the construction of the swale is required unless a supplemental report is prepared which is limited to the original scope requested by the City of Yelm / The analysis does not support the recommendations relating to the drainage basin outside the protect site based on the scope requested by the City of Yelm However, to be clear on this point, the clarification letter submitted by Robert Tauscher on May 31, 2006, which states that the only rec~inmendation of (360) 458 3835 (360) 958 3144 FAX www et yelm wn ¢s JWMAA are recommendation relating to the construction of a swale near the track needs to be stamped and signed by either Mr Tauscher or Mr Wiltsie If this is not possible, a new report limited to the scope originally identified by the City of Yelm will be required / The City of Yelm contacted Jerome W Mornssette and Associates pnor to the approval of the civil engmeenng plans regarding the potential for high groundwater at the site / The Hawks landing subdivision was fully constructed pnor to the submission of any land use permits, civil engineering plans, or building permits to the City of Yelm by Yelm Community Schools, and was an existing condition when Ridgelme Junior High School was being permitted Community Development Department Respectfully, i~ Jim Gibson, P E ~' Development Review Engineer c Jerome W Mornssette, P E JWMAA Bob Tauscher, P E JWMAA Ed Wdtsie, P E JWMAA June 13 2006 Page 2 of 2