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HomeMy WebLinkAboutThree Corners AZ PP Applicationr' -~ s h~ I. ~~ .c ~~ Y '-~~ ~ TRANSMITTALS To AGENCIES F4R CnMMENTS ~N ~~ EVELOPMENT PROJECTS 1NITH THE CITY OF'MERIDIAN r~ Y .<< rt~o insure that your comments and recommendations will be considered by ,,~ ~'~~ the hrleridian Planning and Zonin Commission lease submit our g p Y ,~, comments and recommendations to Meridian City Hall Attn: Will Berg, City Clerk, by: November 8, 2001 Transmittal Date: nctober ~fi, 2007 File No.: AZ Ol~O~l & PP 07.02 w Hearing Date: November ~ 5, 2001 . Request: Public Hearin -Annexation and Zonin of 40.4 acres from RUT to C-C zone `~ X21.3 acres}, R-8 zone X6.21 acres} and R-2 zone X12.81 acres} and Preliminary Plat _approval of 54 lots including: 33 residential lots, 11 commercial lots and 10 common lots on 40.4 acres in the proposed C-C, R-8 and R-2 zoning districts for Three Corners _ ' By: David Dean ~ ~~ ^^ Location of Property or Project: fi380 N. Locust Grove Road Steve Siddoway ono FP} David Moe (no FP} Wendy Newton-Huckabay (No FP) Michael Rohm (IVo FP} Tom O'Brien ~No FP) Tammy de Weerd, Mayor Charlie Rountree, CIC Joe Borton, CIC Keith Bird, CIC David Zaremba CIC Water Department Sewer Department Sanitary SerVICeS(No VAR, VAC, FP) Building Department I Rich Greene Fire Department Police Department City Attorney City Engineer City Planner Parks Department Economic Dev. SCUP only} Your Concise Remarks: Meridian School District (No FP) Meridian Past CfficetFP~PP only Ada County Highway District Ada County Development Services Central District Health Nampa Meridian Irrig. District Settlers Irrig. District Idaho Power Co. ~FP,PP,cuP~ QWESt (FPIPP only} Intermountain Gas tFPiPP o~iy~ Bureau of Reclamation ~FPIPP only} Idaho Transportation Dept, (No FP) Ada County Ass. Land Records Downtown Projects: Meridian Development Corp. Historical Preservation Comm. South of RR 1 SW Meridian: NVII Pipeline New York Irrigation District ' Boise-Kung Irrigation District h _ Y. .{ ... .~. _t ~ - .i ~ -Y +V 'YL'~=aTiP.S 1f'~'Yki'~.v`J~'r'r ~ ~ir•'~.~;11i'I~ . -~~ir5~`~r~ FK :~;~ ~~ ~~' ~ ~ ~ 1~~ Hearing Date: 11/15/2007 Project Name: Three Corners File No.: AZ-07-017 Request: Annexation and Zoning of 40.4 acres from Ada County RUT to C-C Community Business District} X21.3 acres}, R-$ Medium Density Residential} X6.27 acres} and R-2 Law density Residential} ~ 12.87 acres} by David Dean File No.: PP-07-021 Request: Preliminary Plat approval of 54 Lots including: 33 residential lots, l l commercial lots and 10 Common Lots on 40.4 acres in the proposed C-C, R-8 and R-2 zoning districts by David Dean iRh ~_ File No: ALT-07-015 .w a w Request: Alternative Compliance for~the 10 foot Landscape buffer adjacent to local streets by David Dean. Location: b380 N. Locust Cnrove Road, Section 29, Township 4 Noah, Range 1 East, B.M. ~~~~~ ~~. '~ 'f ~ 4~F ~ ~I f~i, ~'Y `~ ~ • ~'~ ID1~l~ip ~~ ,a~ fly f5 4~J Applicant Inform ion Planning Department COMMISSION & COUNCIL REVIEW A.PPLZCAT~ON ~-~dts~~ ~C-na4~ c~iu--~s Applicant nazne: ~ ~ • 1.it pho~; -13-1 ' ~ ~3 Applicant address: ~~ ~L ~ • ~t1~1l~ lAlO'A~~ Zip: ~~ ~1 ~ ~ Applicant's interest in property: ~vn ^ lint ^ Optioned ^ Otb~ Owner na~tc~ ~ ~R~+ ~~ ~1 ~,II~.~- Phone: 4wrt~ addzcss: ~P Agdnt name ~c~,, architect, ~ngincxr, dtivelop~r, r~p~ehtativ~}: ~ Firm namat ~ *r1 ~ • Phone: ~L~ ?~ Address: ~~~ ~ ~ Z' : . . rP ,~ Primary contact is: ^ Applicant ^ Owner Aunt ^ Other Contact name: M ~ D ~~ E-mail: ~ ~ Phony: ~'~-~ Fax: Sub'ert Pro a Infornt~tion V~ ~ + ~~ ~ P ~' ~ .w ,, Luca~onlstre$t address: G'~ ~d ~ ' ~+L4 ~ r` .~,{ r F' rw.r r~~ i Ass~r's pax~l numl>~s}: ~ a ~ ~ Z~ ~~ ~ ~!~« ~~ Total acr~a ~ ~ ~'~. "~ ~- ~. Township, range, section. ~. - - - _ - _. - Current hand use: rl ~~ L~n~nt zonin district: ~ ~ ~ g i 6~o E. Wate~rtower Lane, Suit~zo ~ Meridian, Idaho 83642 Pho~: (208 8$4-5533 Facsintite: X208) 888-b854 • W~bsite~ www,~~~ty~~ 1 'r'.~w Project Description Pro'r~tlsubdivision Heins: ~CGr G~n~al description of ropos~l pro~ectlrequ~st: l 1' ~ ~. ~ ~. Propoaad zoning districts}: __~__~"~ Acts of each zone o sed: C " ~ ~ ~ '~ ~ ~ 1~14r~d-~ C~~VI~IV1 ~~ ~ 1 Ea- t ..Z ~s ~ ~ Ty'of us~C propod f chick all that apply: ~ ~~ ~~/ ~~ L~ Residential C~'~ommarc~al ~Qffica ^ Industrtal ~Qther d~ ~ ~ _ ~. Am~nuiti~ rovidcd with this d~~l mint if a licabl~ ~ V - ~ ~ ~ + • ' ~ • Wl~ P oP ~ PP ). ~ k_ Who will own ~ maintain tlfe'p~ssuriz~d ixrjgation system in this dcv~l meat? ~ ~ • ~~ ~ ~ f y ~~r~ op ,~. ~ - which irrigation district dons this property l~ within? ~ 1~ .. _ Iron nr ~1 • UI/ Gr ~' ~ r Pnmary ffng,~ so v ncondary: r1 5gnafoflt~ of l~ndscap~d alas to b`imMga~d (if ~rimay ar~ca~d.ry paid of can action City pier): ~ ~ n ~ ~ _ R~idenh~l Pra~ect Summery ~~ ~pp~c,~ble i ~~~ ~Tumbcr of ~sicl~tial omits: ~ . ~ ~ , ~M '" um - ' of 'ding lets: ~ x- ~-S~ ~-~ .. . to + ~ ~,c~~, ~,,~ ~ ~e~. NumbQr of common andlor other lots: , _ Prvpo~d number of dw units ~fvr multi-family d~v~ldpm~nts only}: 1 B~~room: N 2 or mor~~ Bedrooms: ~'`~ A Minimum s foots of strut s elccl. ~' osed boil ' ln' t: ~ 5~ ~~` 'Minimum prdp~rty sib ~s.fy: ~~ ' A~~ra~e property size ~s.f.}: ~" 23 d~ GLOSS d~Cn51 U~G'~C--t~ ~~1d : "" ~ h~ ~{ ~ ~ N!~t dGil~l U~iCIC~XCl i~ 1 ;~ ~ r ~ ~ ~ ~~~ Pcrcen Hof oa ace rovidod: ~ ~ ~~ ~` ~ Acrr ~of o acid:' ` ~ ~ ~ ~ ~~ ~B vP sP P P~ sP P~rc~n ~ c~ of ti~e~abl~~ o +~ act: ~ ~ ~ Cho 3 Article G far 'fled en act sP ~ P~ > ~ ~ sP } Typr~ of opc~ space provided to acres (i.~., landscaping, public, common, etc}: ~ ~ C41 ~ •. Type of d~lling~s} pro~aecd: B~Singl~family ^ Townhomas ^ Duple ^Molti-family r ~ ~; ~ Sri, Non-ra~dentl~ Pro ject Summ~ury ~~ opplirnble} ~~ Number of butldmg~ lobs: ~" ~ Other lots: .~~, Gross floor aria died: ~ `~ ~ ~ Exi ' if a licabl~ : ~ '~ ~ r ~~ ~ Hours of operation days and hours}: ~ ' ~ ~ ~ ~ b Building h~.ght: ~ ~ "~ r Perccntag~~bf aite~proj~ct devoted to the following: Landsca ~~ Butld~n ~ Pavin , ~ P~ ~ g Total number of ~nploys: ~ ~~~ Maxunum number of amploy~eas at any ona.tima: ~ . Number and a s of studentslchildren if a licabl~ : ~ ~ pD ~ ~ ~ r~• 5~atin c ci ~ . ~ ~~ ~ ~ PP } ~ ~ Toth, number of ar ' ~ acts rovi~d: l Z ~'o Number of tom acts act rovid~d: ~ .. ~ ~ ~' ~. ~~~ P ~B sP P ~ P P P Authori~tion Print applicant name: VI d , '~ • ~ ~ UI A licant si tub: ~ ~ t~: ~~ ~~ ~ PP ~ 660 at~rtower Lane, Suit 202 ~ ~ 'dian, daho 83642 Phone: {208) 884-SS3 • Fad~imil~: X24$) 88$-b854 • VV~b~ite: www,meridiancity,org 2 ,~~ .~ 9777 C I EN B VA lS, !dA 3714-2008 20 -323-22 8 ,FAX 20 -323-2399 airy" ~~ n rco.co ctoer , City of Meridian City Planning Department G60 E. Watertower, Suite 202 Meridian, Idaho 83 X42 RE: Revised Narrative for Three Corners Subdivision- Annexation) Rezone, Alternative Compliance, and Preliminary Plat Application Package To: The City of Meridian Planning Department Attached are the revised applications for an AnnexationlRezone, Alternative Compliance and Preliminary Plat for the property located at the Southeast corner of Locust Grove and Chinden. Also included are the relevant checklists with the supplemental information required within the checklists for the three applications. This proposed subdivision contains approximately 39- acres. These applications are submitted, and intended to be processed concurrently with, the previously submitted Comprehensive Plan Amendment, submitted to the City on June 15, 2007. The submittal has been revised to remove the property in Lot 16 of the Dunwoody Subdivision. Previously, that area had been proposed to contain additional estate lots, however the owner has elected to remove the property from the project rather then develop with the stub street conditions being proposed by the City and ACHD staffs. It is our opinion that connection to the stub streets as directed by the City and ACHD staffs would not provide the type of rural, estate neighborhood envisioned for the R-2 lot area and, further, would greatly diminish the "rural feel" of the existing Dunwoody Subdivision to the west. The site is bordered on the North by Chinden Boulevard ~U.S. HWY 2012~~, and on the west by N. Locust Grove Road, which will provide vehicular access to the proposed subdivision. The site is currently zoned RUT Rural Urban Transition Zone. fur application requests a rezone of the property with three different Zoning designations: • we request a rezone of approximately 21.3-acres, near the northwest corner of the property, to the C-C Zone to allow for the construction of the proposed Foundations Academy private school. The C-C Zone is also intended to contain approximately ~ 10} office buildings andlor limited retail, as permitted within the City Code in the C-C Zone. A common area lot is intended to contain a blanket easement with cross-access, E• J . i o ri i eve ee o es ivisi Iic do tiv c er , eo ingress-egress and shared parking in favor of the officellimited retail buildings. The proposed zone is conduci~~ to the proposed Comprehensive Plan Designation of "Mixed Use -Community". The purpose of the CC zone request is to allow the office, school and some limited retail with the flexibility of a future drive-thru. The CC zone also has a "0-Setback" from the proposed Three Corners Trail, which is conducive to the concept for the CC area in that the buildings would be located close to the back of the sidewalk and the landscaping would be located in the center medians of Three Corners Trail. we are also proposing a band of common area on the south side of Three Corners Trail to provide additional landscape buffering for the R-$ lots south of the proposed roadway. with our application we are submitting for an "Alternative Compliance" for the required landscape buffer along the road, since the buffer landscaping is incorporated into the median and the common area south of the road. we don't anticipate any uses which would approach the maximum building size of 60,000 SF allowed in the CC Zone, and as such, would accept a restriction to a lesser maximum square footage, in the Development Agreement that will be required for this project. • This application requests a rezone to R-8 for the area south of the office portion and east of the proposed school site. This area will contain a loop street, which will provide access to the proposed detached patio home community. The area is proposed to be pedestrian oriented with all of the homes oriented towards a center common area with pathways and other amenities such as gazebos, tot-lots and picnic shelters. The area proposed for rezone to R-8 consists of approximately 6.Z7-acres. The R-S Zone request is for a portion of the property requested for a Comprehensive Plan Designation of "Mixed LTse-Community" • Lastly, we are requesting rezone of approximately 11.4-acres South of the R-8 area to R-2. This area is proposed to contain lower density estate lots averaging approximately 3/4-acres in size, which will be compatible with the current Comprehensive Plan designation of "Low Density". The subdivision as proposed, would contain ~ 13 } of these "estate" type lots with extensive pathways and a pond, which will serve a dual function of aesthetics and irrigation storage. An existing barn is intended to remain on Lot 17, Block 1, No variances to the City's Uniform Development Code standards are proposed with this app lcation. ti ocu e i an ei ~ er isl ocl etin Lenz as ter e iesl 1 7121- e ia-reoneler- a e co er 7. oc ile: 7121- - w iy ri i eise T e o ers ivsi lic do five to r a e of We are identifying "specific use easements" far all common side lot lines for the lots in the R- $area. The purpose of this is to allow homes to stagger the difference between the adjacent home, in which on one lot a home could be on the property line while the adjacent home is setback, with a patio, l ~-feet from the property line. This would allow for the 10-foot separation as currently required in the R-$ zone, but again, this would be staggered to allow for more landscaping on every other lot. So the landscaping adjacent to the patio areas would be private and would be the maintenance responsibility of the adjacent lot owner. The home set on the property line would not have openings and would bemade of aone-hour fire rated wall construction. Additionally, the plat will indicate the proposed utility easement Iocatio~s so that the 5-foot utility easements, typically required along lot lines, will be accommodated. As mentioned earlier, this application also include an "Alternative Compliance" request to permit the C-C zoned portion fronting on the proposed East Three Garners Trail to have a zero street landscape buffer from the proposed East Three Corners Trail}. The design intent here is to have the landscaping street trees} within the center medians and the office fronts up ciase to the street for an urban feel in this section of the community. By having the buildings more dense in this area, it will enhance the mixed-use features of this subdivision. The concept is to create an urban neighborhood edge with contrasting adjacent open green spaces such as the landscape buffered walking path. Having the buildings close to the pedestrian edge of the city sidewalks allows the parking to be located behind the buildings further screening the parking from the proposed R-$ residential area. The landscape buffer reduction requested on the interior areas of the property will have no negative effect on existing surrounding properties. We are not proposing a reduction in the required landscape buffer along Chinden or Locust Grove. We have also met and communicated with the Meridian Public Works Department on sewer and water service to serve the development. While the adjacent sewer and water facilities contain the capacity required to serve this subdivision the depth of the adjacent sewer in Locust Grove is such that limiting sewer in the roadways would not provide the required depth needed to serve the entire site by gravity sewer, without extensive fill in the northwest corner of the property. As such, we are proposing sewer along the eastern property line and southern property line of the school site to allow the connection to the Locust Grove sewer further south, where we can gain two-additional feet of sewer depth. This also allows for the potential of approximately ~ 11 } of the existing lots in the Dunwoody Subdivision access to City Sewer. For the domestic water and fire protection water for the subdivision we are proposing an $-inch main along the proposed Three Corners Trail and stubbing to the south boundary for future extension through Lot 16 of the Dunwoody Subdivision, oncelif that property is developed. If the Lot 16 portion is developed, the water main would complete a large loop with the existing water main stubbed to the property at the north end of the existing Dvorak Ave. C:1Documents and SettingslLFerkinslLocal Settings~Tenzporary Internet Fides1OLK5C107121-annexation-rezoneletter- amended October 07.doc File: 07121-~0-110 qty f erg ~ vise e o e ivisio lic do tine ct er , o We have made every effort to address all the requirements of the City of Meridian Subdivision Ordinance for the design of this development and the content of the application. We thank you in advance for your consideration of and the timely processing of the attached applications. Sincerely, TD{~ - N N E C Tim owa Project ner Mr. And Mrs. Dave Dean ._ Brian Hauff Pat Dobie ti acu ants and etti st erinslacl etti sll'e parry Internet ilesti L S~0711-annexation-rezoneletter- ended ctaer 07.ac ite.• 07121-2-110 ti , ~, ~~ ? C- I~cC 1* i' - ., '' ~ ~ ~ ~~ ~ .~., ~, ~1DA CDUHT CCR~~R ~+ ., J, AYr ~ ARRQ ~ ~ ~'~1~~.1 Alf ~ F~ DEALIT ~s~95P~~y~ ~ 99D5~9~Z . - F f - EED _~_~ Far V~t~ Recci'~d Hw~pxa~~mitb LZ~P~ ~ Idaho limited ~~ity p~lsp ~rper rafarnd tv .(3~to~~ doe~hereb~ bia, ~,~~ a~v~y tea s nod ~. named ~~ ~- h wife ~r~=tea ~ ~o~r.~ ~ ~~~ ~ ~ ~ y £. ~~ ~~~ ~ C-~. `' md~dso~r ~d 6 ~ ~36~2. ~~a~~~~: y Lot 16 fir! glaak Y of DUN~QDY 3~BDM8I~~ ~accard~.n9 ~a ~h~ ~t~iclax P~~t th~r.~af, ~il~i in 'book 5B Of Pl~t~~ ~t P:~ 5~p end 5~3, Of`#ici~I ~at~ p~ CauntXj Ir~i~ha. ,~ ~ ~ #~ ~ ~n~ c ~ ~ ~, a~ r ~ n~ mar. To HAVS~~ND TD HDLt3 t~cE prami~~, fifith thar ~ipurtc, eta tha l Ctea, h~ hd~u ~ d ~~. ~ ~4 ~ ~ ~ to ~ lriih t~ ~d ~ tit ~r~atac i~ ~~ ft t}id ~~mr in free mpie od mid peam~e~ that ~d ~~ra free fray ~ en~ cxoa~t curreat mcuts vile upm tha prcmi~ ~d t1#~c 4r+~to~ ~ rpt ad dcfagd tha Mme tram dI cl~ :newt. Dated Saptem~ ~, ~. 1 t F~xtn+~r ~: ST~i'['E DF ID~EHQ ~ ~, ~~ OD[JN7"Y DF ~ Da'~iK fi~ ~ 5a aabr Ia ~ ' ' - ~ A~ I499, befan me, ~ I Puhl~c m ~ ftit ~ 51~r~ 1~~Y ~F~ ~ R. Bt~~aa ~ 9tc~ C, Smith, Yana ~ ti~bd to ma to ~ a~ ~ P~~ m ~ ~p ~ H~4d~op-~ ~,~~ ~a ~rtiaGr or a~a ~f tha p~rtaan ~fio ~Ci6~c1 p~hip n~ma to the ter iwbvm~e~C, ~nd~~~lei~rd ta,alb t ~ atoll ~c ~t F~ ~~ irF ~~ * x ~ ~. ~~~ RWI~ ~ ~lI~J iA~~ .r~A Ao ~~ ~ CammW~gp ~~ .~ ~~ ~~ ~ ~~ ;~ -_ First American TYtle Company of Idaho ~ c~r~~on- th I~LP A ~i H~ta A. ~cnr P~ , n~~r ~- i ,- ~~t 3t ~h ` i riy ~l I'I~ +~ lJ L~ iY ~ ~ ' ~ ~ ~ ~ TH1~P~ ~8D G~UA'I'~Y ~!-; '~ ESCROW C~.OR . & ~~ sgi~1~,lISOM1rB 7'F~ LII~1~ A0~ ~CaRD~ flATA ~~7~' Dr~~er~No. ; 9769656 1~ } , ~,, ~~ DET~D FC~R WALIJE RECSNE~ SEH HKHZBI'~ ~B" A~ACHBD HER~'I'4 ANA MADLY A~ PART H~REDF GRANT~R~S), ~d~) h~e~by GR~N'I', B~-RGAIN, SELL aid CANVEY unto DAVID J DEAN A~4'>a LUAN$ x DSAN~ H[xS~ AI~17 ~IIF$ G S~, ~rhoe~ curra adder ~: t fol~a~ring descrl6~ed real ptop~r[y in ADA County, 5t~t~ o~ Idat~a, math p~~ti~ularly des~ri~d ~ faiior~s, to wit: `~`" BY R ERENCE MADE SEE EXHIBIT A ATTAHCED HERETO AliO EF APART HEREOF ~~ ~{~~ . {~ TO HAVE AND TO HDLD the said prern~es, with th~r ap~u~~rc~~ unto the said Gr~n(~, ash Grantees) hers end assigns farevar, A~ the said Grar~vr(s) dc~s+~da) h~~by cuv~nant to end with tlt~~atd Crantee~~~, that Grantors) islare the awr~er~~~ In # slr~pl~ Qf :mid pr~rnis~s; that sad pr~mis~ art fry from alI ~ncumbrance~, CEPS' thane tv which this conv~yaa' i~~c~cpr~siy rnade subject and thq~e rr~d~, suffer! apt doh by t~ Grant~~s); and ~ub,~ct to res~tva~ia, restrict~pns, d~dians, e~em~nts, rights of svay and ~gre~mC~tS, (if any of r~caxd, end ~tal taxi! and a~3e~~t~, ~inc~udin$ irrigation and utility assessments, if any for the current yr, which are not y~ dui and p~yabl+~, ~s~d that Gxantox~s~ ~ui1! ~varrrant and defend ~~ same from ail ]awful clairna~ w#t~t~ev~r, Dated: September 11, 1997 ~~ ~a bf ~~ ~I~~ ~ ~ rip ~~~ ~ G ~~ CaUNTY' ~F IDAHO ) ~~ x{ ^ ~ P ~ ~t~ ~~~ near n~ the i~orth~reet Quarter of 5~ctian ~ riv~thwe~t qua meridian, ~id~ To~-ra~hiP '~ North, Range ~. East, Bofee 29, bounty, xda~o. EXCEPT nve ed to the State of Idaho by Right of '~~y That portion co Y k ~ 3 8 0~ deeds of Deg recoxded s.~pt~mb er z ~ , ~ 9 3 ~ , i ~ ~o Page 771 end t~cribed ae fvllov~9: ri o~ land ~0 feet wide, being 40 feet on the ~ ~~ $ fd~ a~ Che following de~cr~.bed enter line of South~'ly ~ - n the Of~'i~Yarl Plat of said Highway a~ su~reyed and ~hot~n o , -- F . A . 5. 161- ~ ~ ~. ~ H~9'hwaY Suev'ey on f i 1 e in the Fr~ln~lin Road ~ f th State the of f icy off' the De~~rtment of Public ~tvrl~e a ~ ~' dabo and 1 ing over and acroAV the Northwc~pt ~u~rter of~ ~ ~ Y ~ 4 forth Red ~ ~. Northst Quarter off' ~ectlon 29 ~ Tor~~hip ~ g ~i~O~ r ~~~~~ ~ridiaA BI~iINNING ~C Stat~,cn 770+74.7 of the paid Highr~y Surrey, hick ~t~-t ~ar~ i~ an angle point of 4 0 d~gr 2 5'' ~ Right r~ roxirnat~3, ca~naident with the NQrth~eet Corner a~ APP ~ r R~ e 1 Eaer, Bai~ee Meridian; Seotiion 29~ To~ehip 4 No th, g t~nGe rur~aning ~~' +03.0 of South 89 degreeie 56' Bae;t 1, ~~8.3 felt to St~tion~ 78~ said SUr~r ~ Nhich st~~tion is a paint ova tangent approximately ~.,3~8.3 ~~et goat from the Nvrth~it earAer of S~cti.on 29 , To-rnehip 4 North, Range 1 East, Boise M~ridi~n. r ,~,~ ~~~ ~~, ~._ . ~ ;;~ y~ i9! ~3 7~ ` {~ They No~'thw~c~t Quarter v~` the Narthwe~t Quarter ~f Sec~ian ~~, Town hi ~ North Range 1 Saet~ Boil Maridiaa, Ada ~~, ~ p County ~ ~da~iQ. ~ ~, sxcs~T {~ '~~t ortiQx~ evnveye~ to the State of Td~~o by Right of y P in soak ~3B of Deese of Deed` r~car~ed s~pte~ber 2 9 , 1934 Page 1'l1 and cxib~d~ as ~0110~~ ; A strip a~~ ~.e.nd ~~ feet xid~,, being ~0 feet on the Svuth~rly ~ ide o~ the follv~ring ~eecxib~d' center l~.ne of~ skid High~y ae eux~eyed and shown a~. the 0l~~.~ial Plat of t h~ P~r~unk t i n Road ~' . A, B. l 6 l- ti{ 1}~ ~. ghwray S u rv~y on f i L e i n Chi Deice of the Department of Public Wore Q~~ the State of I~~ho, end lying _ over and aCroe~ the Northwest Que~rt~r Northwest Quartar of Section ~9 ~ Towaehip 4 North, R~ng~ ~. sat, H4iee Meridian BB~INNIN~ at 8tatian 7?D+74.7 of the eai.d Highry Suzvey a~hiCh Bta~tion ie ~ri ~ngl~ point of Do degrees Z5' Right aFpr~ximat~ly coincident Frith the Northwest eazn~r of S~ctivn ~~ ~ .Tawnohip 4 North, Range 1 H~iet ~ Bosse Meridian; Chance xuing ....~ Sauth ~~ dec~reae 56' ~~et 1, 38.3 ~Qet to St~-tion 7A4+03.0 of said Survey ~ ~-hich et~tf an is a point on tangent approximately L~3~9.3 'feet Beet from the Nvrthweet earner of Section ~9, Torroehip 4 North, Rage 1 East, Soi~# Mexidi~n. ,~ ~,~~ F~ ~~ -i} ~~ { { i~.w ~ ' I* r{ hYI ~~ 1 j1~ ~r~ x9!~ ~5 ...,,~7~,~, 7 1: X083758580 T ~ RECD IG P 4 #. ,, ,:, The I~orthwe~t Quarter of the Northr~ee~t Quarter o~ Section 2g, To~m~h~.p 4 North, Rangy ]. East, Boise ~eridi~ln, Add ~ounty ~ zd~hQ . ~~r'~ $~C~~ That ~rtion conveyQd to the ~C~te Of Idaho by Right a~ ~~iY ~ n 8 k~ 3 8 of Deeds of Deed rECOxd~ ~e~t~mbe~r 29r 193h, i o0 Page 171 ar~d de~crit~d ~^ dal iawe A ~txip of band 4Q ~~et ~ridt, being ~0 ~t on thi Southerly ei o~ tn~ i~llor~ing d~~cribed center lire of said Highly ~o $~rv~yed ~,nd ~ho~rn on the Off ~,~ial P~.~it o~ the ~rankl.iri Road F.A.S. 16~~D ~~.} Highway Survey on f i1• ~n the Q~~ice a~ the ~eptment o~ Public ~Taxk~ of the state pt Idaho, and lying av'e~ end aox~e~ the Northwest Quarter Northwest Quarter of Sectfan ~9, ~~mdhi~ 4 Nort~a, Range 1 ~~et, Bo~.e~ ridi~r~ BNNYN~r at. Station X70+74.7 a~ the e~id Highw~ Survey, a~hiCh ~t~tion ie an angle point o~ ~0 degree 25'.Ri ht ap~raxitely coincident with the Northw~et eorn~r o Section Z9 , ~'ow~,hip 4 North, Ra~~n~e~ l Eaet, Haiae ~eri~i~-n; thence runm~ng south 89 dsgr8 56' Raa~ 1, 3~8 . ~ ~~et to Station,,h,784t~3.0 4~ paid Survey, which ~tatiQn ie a paint on ,tangant ap~rQxitely 1, 32~ , 3 feet t f rom the Narthrre~t corner at secta,on fig, Tawnehip 4 North,, R~nge~ 1 Bast, Ho~.ge 14eridian. ~~. ~~~ ~uY~ .y ~~ F ~` ~ ~ ~ ~ ~ 4 / 5 N ~'5 `~ ~~ ~{ i~} m 4 ~ i~ ~~ Ire ~~I ~[ n ERHIHIT "B" *fi ~ :~ CLAVDH w BARRICK AND M ELAINE aAR~;x~K~ HUSBl~ND ANU WIFE AND JAM~9 J COU~HLIN All~"D MARTHA I~1 CDUG~iTazN ~ HUSBAND ~ WTFE r AND C CLIFFaRI] JOHNSCl~ (wH~ ACQUIRED 'TITLE AS CLIFP4RD C J4HNSON~ AND RUTH D JgHN~ON, HUSBAND ANU WIFE ~ AND .JAMS H HA~AL$Y AND MARC~LLA B HAWLSY, HCTSHAN'D AND WIFB ~ A,Np GLENN A COUGHLAN 14ND ACTRR~~ L C~t~GHLAN, HU9BAND ANb wZ FH ~ AND LU~"~ C DAIN~ ~ AS TRUBTBH 0~' THB UAINES TRUST ~~ ~ ~~~ ti~ ~ ~ ~. L U BA K ~ ~ ~~ ~ EI. B` ~ ~ K .~ ~ , + _ A~ ~ ^ S~• , ~ '~ u a ~M ~~ l Y NE as rus ~e~ of the D~ine~ Trust ~~ :r ~ ~. ~, ,~ '~. ~ ~, ., 'F ~, ~~, ~, 1 ?C ti °/, 2~83~5B5B8 WESTERN YL I PAGE ~® _ . ~ , ~TATg 0~' AHO , bounty a'~ Ada l ~s. On thi~~e' t h day of S e te~nbe r in tn~ gear of 19 97 ' - ~ef`~r~ me , ~ e under igned, a Notary €ubl ie in end far ~~id state, pereana~lY appeared * tMe ~ndersfi ned . the per~o~ ~'~~ vrhoee came fie} ig a~e,_,~ubs~~~~ a the w~.Gh~.n isetxument, and ~~knowl~dga~ ,~~..,rne that h~/~1ne./t executsd .,, th• ge~rne ,~~ ~r'~ ~ -...~ ~,~-.-...,.....~.~...-r- 9ign~ture; Name ; P ~~, L ~I ..~._._.r. ~ .~...,.,,~_ Z'y'pe or ~a~int) Red i.~ing At ; p o i s~ I d a h o Camtnis~ion expires ; ~ G ~ 0 ~ F * rri ck and M ~ Ei a~ ne Barn ck dnd James ~ Coughl i n Claude W~ Bpi h p Johnson and Martha H Ccughi~n and G C1~fford Johnson and Rut dJ~rnes H H~iwl a end ~lar~e~ 1 a E Havel ey and G.1 enn h Coughlan an Y d ~lurrel L Cou hi~n and Lucy C Danes, as T~ru~te't 4f the Da~~nes an 9 Trust ~ ~ ~ ~. r ~tt~ `~ ~®~ `~ ~ ® `~i ~' ~ ~ ~i ~ ~ ~ ~ ~ r i ~ ~ i r~ ~~ .r ~ ~ k~ «, rw rk7~ ~~~ ~# ~1 ~~ :~! ,- ~ . ~~ !~ ^ ~i ~ AFFIDAVIT OF LEGAL INTEREST STATE 4F xDAHU } } CUUNTY QF ADA } ~ ~~ ;: ,~ I, , _~.r ~ .. ~ x.-., ~..r- name} ~ address} ,. W ' ' ~ a city} i estate} being first duly sworn upon, oath, depose and say: 1. That I am the record owner of the property described on the attached, and I grant my permission to: ~~ ~; ~,, - ~~ ~~ - - - ~ .~. name - _ ~- .~- - -address} ~ - - .-+ to submit the accompanying applications} pertaining to that property. I agree to indemnify, defend and hold the City of Meridian and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herein or as to the ownership of the property which is the subject of the application. AFFIDAVIT OF LEGAL INTEREST STATE OF IDAHO } } COUNTY OF ADA } ~. , -r _ name} ~ address i'I 1 / ~1 = - - - - - - - r h - city} - .- - - - - - - - estate} being first duly sworn upon, oath, depose and say: 1. That I am the record owner of the property described on the attached, and I grant my permission to: --a E ! ~ .. =s.r~ ~ ~ ~~t# ~~~ ilk ~ :, .,~ ~ - ~ ~ - -~..... . ~. address - .. name } to submit the accompanying applications} pertaining to that property. :: I agree to indemnify, defend and hold the City of Meridian and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herein or as to the ownership of the property which is the subject of the application. I hereby grant permission to City of Meridian staff to enter the subject property for the purpose of site inspections related to processing said applications}, . a Dated this day of ~~ ~~~ .. _ _ 20 _ ~ ~- - - n- .-- - - --- , , .. ~ Signature} My Commission Expires: ~ ~~~ ®~.~ # r r l ~~ ~ `~ r . ~ _a .~: 1~5. ,f G .._,.~i;.; i, fd li~! '~.._~ , ' '' „41 _ b',~ ® 111®, :1; . -r ~r ® L. t 4 ~ 1 r y 4i 1 , +~ ~ 1 s a i ~ ~ ' 1 ~2'his description is based on record survey data and is for Annexation purposes only. A f erd survey was not conducted. ~_~ ~~ H:1a71211WPfil`slSurucylExhB-NW Parcel-Anne~;.~ac+ BOISE • C4EUR d'ALENE ~ CALDWELL 1 ~. ~.s W r ~~ ~~ W ~~ 2 W F--- C.~ Cl1 r '~y 'S ~fB~ ~~ .9NNEX.47?ON ~4P FOR PROPERTY LOCATED IN THE NW1/4 OF SECTION 29. TOWNSHIP f NORTH, RANGE 1 EAST B.M.. ADA COUNTY. IDAHO "o n E~ " b .. :I I I t~ w i r- ~-. p U W l.aJ ~S 1 ~,I ~~~ ^ ~i# ~;i ~`~ ~~ 1 i/4 2! LEGEND ~- ANNEXATION BOUNDARY ' - - -- RIGHT-pF--WAY LINE SECTION LINE PROPERTY BOUNDARY r .8.'• POINT QF BEGINNING ~ N h k I w ~ I t I 5 Ii~Je`~O' E 1~:~ _ _ C _ M fdi I I DUIVYGGtI' f~IfS111E ~,OCK !, !OT' I~ i N n g g~ I I JO C t/w w - ~ 1 ~ T ...~ LYy M ~4S'32' ~ ~ . . ~~, ~i M1rMNA Y~ l~Yl~1 ~ ~ Yl~VA MOSS 7A~1 JIB. 0 200 400 800 1200 TOOTHIyiAN-ORTON ENGINEERING CO. ENGINEERS SURVEYpRS PLANNERS 9777 CHINDEN BOUIEVARa • BOISE, IaAHo $3714--200$ PHONE: 208-323-2288 FAX: 208--323-2399 E-F~~: EXHO-IQII~X II~+P.~rg ~IiE:10-4-0] ~,l48:07121 T~THMAN-URTQN ENGINEERING CQMPANY ~~ . ' ~ CoNSiJ~TING ENGINEERS, SURVEYQR5 AND PLANNERS 9777 CHINDEN 64UL~VARD ~~~ 80ES~,1DAH0 83X 4-208 ~. ~~8-323-2288 +~~ SAX 2Q8-323-2399 r~ boise~toengrco.corn ~~ ,~ Project: 07121 ~~ Date: September 7, 2007 Revised: October 4, 2007 Page:1 of 1 ~~; EXHIBIT "A" Three Corners Subdivision Preliminary Plat Description ~; :~ A parcel of land located in the North Half of the Northwest 114 of Section 29, Township 4 North, Range 1 East,:~oise Meridian, Ada County, Idaho, being more particularly described as follows: ,i ~~ ~~+~ BEGINNING at the corner common to Sections 19, 20, 29 and 30; thence, along the northerly boundary of said Section 29, ~ ~* 1} S.S9°26'41"E.,1326.49 feet to W 1116 cdrner common to Sections 20 and.29; Y~ thence, 2} 5.00°31'59"W.,1324.64 feet to the east-west centerline of the NW114 of said Section 29; thence, along said centerline, 3} N.89°36'20"W.,1328.58'feet to the N 1116 corner common to Sections 29 and 30; thence, along the westerly boundary of said Section ~9, 4} N.00°37'24"E., 994.36 feet; thence, F{ 5} N.00°37'24"E., 334.D0 feet to the PAINT OF BEGINNING. CONTAINING: 40.4 acre, more or Tess. ~~ SUBJECT TO all Covenants, Rights, Rights-of-Way, Easements of Record, and any *. Encumbrances. r~ L~ ~{ #e ~, ~t~ ~, r•. fr ~ ~N ~~~' ~ ~~ :~ ~-~1gT~R~ r ti ~ ~. ~ ~'~ `~~~li ;~ ~ ~~ _~ f,, (This description is based on record survey data and is for Preliminary Plat purposes only. Afield survey was not conducted) H:IO71211WPf leslSurveylExhA-3 Corners Sub Pre Plat.doc ,~ BOISE ~ COEUR d'ALENE ~ CALDVVELL . ~ , ~ -~~ ~ -~ 1 ~~.~4.0 7 a l ~ ~. ~ ~~~ ~F ~Q~ ~~ . ~! ~ S,,IC~ ~~~ Y~ h. y}~~ Y~ a~ F+. 1 LL h'7 ~~ ~~ ~; escrrtlon of~ ropey or~~ ezoe to C-C Lone .~ y *~'fy x x ~ ~ ~'~ ~' t I'T ~ # #, ~,~ ;~ A parcel of land located in heFN~~ialf~af the Northwest 114 of Section 29, ~~ Township 4 Nor1~, Range 1 East, Boise Meridian, Ada County, Idaho, being mare particularly described as follows: V ~ _~{ ~~ ~ '~ ~~ ~, ~,~; ~~~ ~, BEGINNING at the corner common to Sections 19, 20, 29 and 30; thence, along the northerly boundary of said Section 29 E; , .., ~, :Y v ^ i; 1 5.89°26'41 "E.,1'326.49eet to ~V' 1116 corner common to Sections 20 and 29~ } ..ti. ~: thence, 2} 5.00°31' S9"W., 342.50 feet; thence, ~} 3 } ~ 5.5 8 ° 11' 0 &'yL1'., 240.00 feet; thence, ~, ~a .. ~ ,., ~_ 4} N.24°02' S 8"W., 3 9.52 feet; then5c-~7e~ , FJ 5 Northwesterl alon a curve ~o the left Navin a radius of 30.00 feet an ar ~ Y g g ~ ~ length of X42.45 feet, thlrou~h a central angle~of~~65 °24' 11 ", and a chord .~ bearing and distance of ISM°45'03"W., 34.16 feet; the;once, ~~ ~~ 6} N.S9°27'09"W.,157.49 feet; thence, ~~~ RS 5r ^ 7} Southwesterly along u curve to the Left having a~radius of 300.00 feet, an arc ~~ length of 269.24 feet,~throu~h a central ankle of 51 °25' 19", and a chord bearing and distance of 5.64°50' 11 "~V., 260.30 feet; thence, ~~ ~~ 8} 5.39°07'32"W.,15.56 feet; thence,. z, _y ~~~ i5 9} 5.44°26'45"E.,153.17 feet; them, 10} Southwesterly along a cube tv~th°~e left having a radius of 121.00 feet, an arc length of 70.79 feet, through ~. ce~txal angle'of 33°31'09", and a chord bearing ~;~ and distance of 5.17°18'49"~V.,.f~9.7~8 feet; thence, 11} 5.00°33' 15"W.,14.53 feet; thence; „ ~° 12} 5.~~9°59'56"W., 3.09 feet; thence, ~~ ° ~ ;~ ~~ 13} 5.00 37 20 W., 730.62 feet to the east-west centerline of the NW114 of said Section 29; thence, along skid east-west centerline, * ,, i~ ~ ~ ;•. ~: :1471211 fileslSurvcylE Parcel-Rezone C N,doc ~~:; BOISE • EU d' ENE . f~ ~ h r ~ TU~OTHMAN-ORTQN ENGINEERING CON~PANY ~, ''' , '_' .~ ;;~ ' ~~ t ^ Project: 07 ~ 21 ~' ~~ Date: September 7, 2007 ~ ' Revised: October 4, 2007 Page: 2 of 2 `~.. faT r1~i'. 1~ w iii iii Y ti~ 14} N.89'3b'20"~.,~ 51 .. 0 feet t ~ e N Ali b corer common ~o Sections 29 and 30; thence, alonthe~;west~rly boundary of saidSection 29, w 15}N.00°37'2~+~~., ~328.3~~feet to~the~ 4INT OF B GI .G. ~ ~ ~,f~. ~ ~s 1 ~," n ~ :~ ~# ~~ ~,+ ~ .~ CONTAINING: 2I.3 acres, more or less. ~~ ~~ SUBJECT TO all Covenants, Rights, Rights-of :~Vay, Easements of Record, and any ~~ ncumbrances. y; ~ i i±i EXHIBIT "G" attached, and by this reference, made a part hereof. - :~ ~I'his description is based on record survey data and is for ~ezonin~ purposes onl . ~4 y :~ f erd survey was not conducted.) , ~. ~,~ ~, .. ~~ ;~ f~ 3f ~~ _, T, ~+ ~ 1 5~~: *. ~~ I: ~.~ i~. ~ ' F'S V ~ ~' r. ^ ~~ R~ l11 ~' ~;Nx T H.107I211WPfi~~SlSurweylExhD NW Pa~c~-Rezone C N.dac 'Ill ~~ 7: ., ~~ 4 ~'~ 4 ~~ ~~ R~ f~if. - r r. '~ .~ ~C ~: ~ M Project: 07121 ate: Sete er 7, 2007 evise: Uctoer 4, 2007 ~'~ e:1 of ~~ '~ L escri do o rape for eone to - Zone } °26'41" .,1326.49 feet to e 1116 co er co onto Sections 20 d ; ece, ~.~ w H:10'11211 fileslSurveylE - Parcel-Rezone -2.doc • CUED ; C ~~ :# ~x 1 ii ~~ *3 1 ii x !i..*~ H:107I211WPfi1~ISurveylExh~NW Parcel-Rezone R 2.doc x~i ~J ~? 4~ ki A parcel of la~.'d located in the North Half of the Northwest 114 of Section 29, A Township 4 North, Range 1 ~±East, Boise Meridian, Ada County, Ydaho, being more ~ ~ + particularly described as follows: COMMENCING at the corner common to Sections 19, 20, 29 and 30; thence, ~ ~~ along the northerly boundary of sand Section 29, A) S.S9°26'41"E.,1326.49 feet to the W 1116 corner common to Sections 20 and 29; thence, B} 5.00°31'59"~V., 342.50 feet; thence, ~r C} S.5$°11'08"W., 240.00 feet to the PUINT GF BEGINNING; tllenc~, _~_ 1) 5.58°11'08"VV., 36.33 feet; thence, 2} 5.24°02'58"E.,15.69 feet; thence, ~~ 3} 5.30°24'49"E., 36.25 feet; thence, 4) Southeasterly along a curve to the right having a radius of 29.SO~eet, an arc length of 14.48 feet, through a central angle of 28°07'02", and a chord bearing and distance of 5.16°21' 18"W.,14.33 feet; thence, ~~ w 5} Southwesterly along a curveTto the right having a radius of 125.00 feet, an arc length of 19.47 feet, through a antral angle of 08°55'33", and a chord bearing and distance of 5.02°09'59"'VLr.,19.45 feet; thence, 6) N.87°26'30"'VL~.,169.1 S feet; thence, ,~ 7} Southeasterly along a curve to the right having a radius of 121.00 feet, an arc .y length of 18.48 feet, through a central angle of 08°45'07", and a chord bearing and distance of 5.03 °49' 19"E.,18.46 feet; thence, 8) 5.00°33' 15"~V., 39.38 feet; thence, F 9) Northwesterly along a curve to the right having a radius of 221.61 feet, an arc length of 663.27 feet, througha central angle of 171 °29' 01 ", and a chard bearing and distance of N.$9°26'45"W., 442.00 feet; thence, H:1071211 fi~eslSurveylExhF- parcel-Rezone -.doc ~.~~ Cat E • y sE TQQTFIlHA.N-URT4N ENGINEERING CUMP~kNY ~ ;# ~107I21 files u ey ` cel- ezoe - . ~• ~'~ ~r ~~~~'~ nl D W Q '5 a W 4 2 ~_ 2 W F~-~ U {~ Q R W 4J ~~.~ R ~l ~ . ~ ~~~ ` t• ~ ~, T ~~ ~ *~ ~i'~i ON~i' 11~~sp FOR PROPERTY LOCATED IN THE NW1/4 OF SECTION 29. TOWNSHIP 4 NORTH, RANGE 1 EAST. B.~1., AQA COUNTY IDAHO ~': ;,~ ~.e." LE'GF11 D ~E I REZONE BDUNOARY ~ -~~ - - --- RIGHT-OF-WAY LINE -- - sECT~oN LINE rM - - PROPERTY 80UNDARY "P,0,8," PDINT OF BEGINNING ~ '.~ ~ ~~ i~ N w h Ni ~ .I. I W ,,, I * ~ I N ~ ~ ~ ~ y - - "' aR 3;20' E U - - ~ M. /~ ~o , ~ ~ i ar-r+roo~- srr~rvrsrar ~ ~ S' ~'4S'30' E 15;.33' k 43~roo• E LOT 16 BLOCK 1, DUNIVOODY SUBDIVISION ~~ ~ '4530" w ~ ~. zA~.~~ ,~'~~ s 437roo• rr ~ I ~ ernt' ~ L3 S30'24'49"E 36.25 L4 N87'26'30"W 169.18 LS S00'33' 15"W 39.38 L6 N00'33' 15"E 39.38 L7 N39'07'32"E 15.5fi L8 S24'02'58"E 39.52 CURVE 14 LENGTH ~~ C1 14.48 C2 19.47 C3 18.48 C4 663.27 C5 70.79 C6 269.24 C7 342.45 ~i: ~ PRE PLAT CLOSURE.txt Parcel name: PRE PLAT CL~sURE (EXHIBIT "A"} North: 723395.2161 Line Course: 5 00-31-59 w North: 123052.1315 Line Course: 5 40--31-59 ~rt North: 122070.6341 Line Course: N 89-36-20 w North: 122016.2694 Line Course: N 89-36-2D w North: 122019.1804 Line Course: N 00-31-24 E North: 123014.0816 Line Course: N 00-31-24 E North: 123408.0618 Line Course: 5 89-26-41 E North: 123395.2064 East 2462514.9564 Length: 342.50 East : 2462511.7700 Length: 982.14 East 2462562.6321 Length: 818.58 East : 2461744.0721 Length: 510.00 East : 2461234.0842 Length: 994.36 East : 2461244.9019 Length: 334.00 East 2461248.5354 Length: 1326.49 East : 2462574.9631 Perimeter: 5308.01 Area: 1,760,969 sq. ft. 40.43 acres Mapcheck Closure -- fuses listed courses, radii, and deltas} Error Closure: 0.0123 Course; 5 33--03-28 E Error North: -0.01032 East 0.00611 Precision 1: 431,550.41 ,,, ~~ Page 1 .~ t~ ~, ~:~ sr i, Parc •na ~ NNEX BOUNDARY CLOSU "B") . North: l23 167 Eas ~ 2462514.9564 Line Course: ~31-59 w Len ~~: 342.50 North: 2.1315 East 2462511.1100 Line Course : 5 D ~ - 59 w Le h : 982.14 North: 1220 41 ~ East 2462562.6327 Line course: N 89-36 w Le the 818.58 North: 122076. East : 2461144.0721 Line Course: N 89-36-2 ngth: 510.00 North: l2ZOl9.l8 East : 2461234.0842 Line Course: N OD--37-24 E ngth; 994.36 North: 723014.0816 East : 2461244.9019 Line Course: N 00-31-24 E h: 334.00 North: 723408.0618 East : 2461248.5354 Line Course: 5 89-Zfi-41 E Len '~ 1326.49 North: 723395.2064 ~- East : 2462514.9631 Perimeter: 5308.01 a: 1,760, 5q. ft. 40.43 acres ~lapcheck C1 osu re - fuses ' sted cou rs radii , and deltas) ;~ Error Closure: D.D123 Co s 33-03-28 E Error North: -0.01032 ~ Ea :0.00611 w Preci lion l: 431, 550.4 4Ti w 'I ~ it <1 ~~ al f ~ ~ ~ ~~ ~~ ~{ ANNEX CLOSURE.txt EXHIBIT Page 1 REZONE CLOSURES.tXt PROJECT: THREE CORNERS SUBDIVISION DATE: SEPTEMBER 1, 2001 RE: CLOSURE SHEET FOR REZONE BOUNDARIES TOOTHMAN-ORTON ENGINEERING COMPANY Parcel name: REZONE C-C (EXHIBIT D) North: 117340.0130 Line Course: 5 00-31-59 w North : 71699? .5278 Line Course: 5 58-11-08 w North: 116871,0070 Line Course: N 24-02-58 w North : 116901, 0964 Curve Len the 342.45 De ta: 65-24-11 Chord: 324.16 Course In: 5 65-51-02 w RP North: 716154,8390 End North: 111084,8253 Line Course: N 59-2?-09 w North : 717086, 6168 Curve Len the 269.24 De ta: 51-25-19 Chord: 260.30 Course In: 5 00-32-51 w RP North: 116186.6305 End North: 716915.9371 Line Course: 5 39-07-32 ~ North: 116963.8662 Line Course: 5 44-26-45 E North: 116833.0988 Curve Len the 10.19 De ta: 33-31-09 Chord: 69.18 Course In: 5 55-55--36 E RP North : 116765.3081 End North: 116766.4184 Line Course: 5 00-33-15 ~ North: 116751.6491 Line Course: s 59-59-56 w North: 116751.6490 Line Course: 5 00-3?-20 w North: 116021.0121 Line Course: N 8936-2D w North: 116024.5831 Line Course: N 00-3?-24 E North: 717018.8843 Line Course: N 00-31-24 E North: ?11352,8645 Line Course : 5 89-26-41 E North: 717340.0091 Line Course: 5 83-42-34 w ~. North: 711340.0091 East 246516 Length: 342.50 East Length: 240,00 East Length: 39.52 East : Radius: Tangent: Course: Course out: East "' East . Length: 181,49 East • Radius: Tangent: Course: Course Out East : East Length::+lS.56 East : Length: 183.17 East Radius Tangent: Course: Course Out: East East Length. 14.83 East : Length: 3.09 East ; Length: 730.62 East : Length: 510.00 East Length: 994.36 East Length: 334.00 East Length: 1326.49 East Length: 0.00 East : x.2094 2465159.0229 2464955,0806 2464938.9152 300.00 192.61 N 56-45-03 w N 00-32-51 E 2464665.0110 2464661.8836 2464480.4022 300.00 144.45 s 64-50-ii w N 50-52-28 w 2464417.5355 2464244.8060 2464234.9873 2464363.2493 121.00 36.44 s 17-i8-49 w N 89-26-45 w 2464463.4762 2464342.4818 2464342.33$4 2464339.2484 2464331.3141 2463821.3262 2463$32.1439 2463835.1175 2465162.2052 2465162.2052 Perimeter: 5604.12 Area: 926,885 sq. ft. 21.28 acres Mapcheck Closure - fuses listed cour3es, radii , and deltas) Error Closure: 0.0051 Course: 5 47-35-43 w Errors North: -0.00384 East -0.00421 Page 1 ~~~ ~~~: ~r ~~~s ti -~~ ~ _ ` t~ F~ 3 ~~eci si on 1: 983 ,177.19 REZONE CLOSURES.txt Parcel name: REZONE R-2 (EXHIBIT E) North: 727872.9040 Line Course: 5 00-31-59 w North: 726890.8065 Line Course: N 89-36-20 ~ North: 726896.4418 Line Course; N 00-31-20 E North: 727621.0187 Line Course: N 89-59-56 E North: 721621.0185 Line Course: 5 00-33-15 w North: 121602.4699 Curve Len the 663.27 De ta: lll-~Z9-O1 Chord: 442.00 Course In: N 86-11-45 E RP North: 721616.7810 End North: 121598.1961 Line Course: N 00-33-15 E North: 121631.5742 Curve Len the 18.48 ~e ta; 8-45-O1 Chord: 18.46 Course In: N 89-26-45 w RP North: 72763$.7445 End North: 721655.980 Line Course: 5 81-26-30 E North: 727648.4464 Curve Len th; 19.41 ~e ta: 8-55-33 Chord: 19.45 Course In; N 83--ZZ-14 w RP North: 127662.8713 End North: 727661.8859 Curve Len the 14.48 ~e ta: 28-07-02 Chord: 14.33 Course In: 5 81-42-13 w RP North: 121666.7039 End North: 127681.6319 Line Course: N 30-24-49 w North: 121112.8991 Line Course: N 24-02--58 w North: l2l1Z7.2Z71 Line Course: N 58-11-08 E North: 127146.3198 Line Course: N 58--11-D8 E North: 121812.9006 East : 246109 Length: 982.14 East Length; 818.58 East : Length: 130.62 East Length: 3.09 East : Length: 24.55 East Radius Tangent: Course : Course out: East East Length: 39.38 East : Radius Tangent: Course Course Out; East : East : Length : 169.18 East Radius: Tangent: Course: Course Out: East East Radius: Tangent: Course: Course out: East East Length; 36.25 East : Length: 15.69 East : Length: 36.33 East Length: 240.00 East : 8.6007 2461089.4635 ~~ 2460210.9029 2460218.8311 2460281.9271 2460281,6891 221.61 2916.36 5 89-26-45 E 5 85-11--16 E 2460502.8361 2460123.665 5 2460724.0464 121.00 9.26 N 0349-19 w N 81-4S-OS E 2460603.0521 2460122.8151 2460891.8270 125 . Da 9.16 N 02-09-59 E N 81-42-13 E 2460161.6628 2460892.5625 29.5D 7.39 N 16-21-18 ~ N 59-35-11 E 2460863.0861 2460888.5267 2460870.1756 2460863.1815 2460894.6533 2461098.5957 Perimeter: 3811.51 Area: 560,819 sq. ft. 12.87 acres Mapcheck Closure - fuses listed courses, radii, and deltas) Errar Closure: 0.0061 Course: 5 56-40-24 W Error North: -0.00334 East -0.0050$ Precision 1: 624, 837 . l0 Page 2 f' ~'~ I i ~ y F REZONE CLOSURES.tXt Parcel name: REZONE R-8 (EXHIBIT F) North: 727146.3852 Line Course: 5 58-11-48 w North: 121121.2332 Line Course : 5 24-02-- 58 E North: 121112.9451 Line Course: 5 30-24-49 E North: 121681.6434 Curve Len the 14,48 oe to : 28-O1-02 Chord: 14,33 Course 1n: S 59-35-11 w RP North: 127666.7093 End Nvrth: 121661.8914 Curve Len the 19.41 De ta: 8-55-33 Chord: 19.45 Course zn: 5 81-42-13 w RP North: 721662.8828 End North: 727648.4518 Line Course: N 81--26-30 w North: 727656.0034 Curve Len the 18.48 De ~a: 8-45-01 Chord: 15.46 Course In: 5 81-48-08 w RP North: 127638,1500 End North: 127637.5191 Line Course: 5 00-33-15 w North: 127598.2015 Curve Len the 663.27 De ta: 171--29--01 Chord: 442.00 Course In: N 85-11-16 w RP North: 121616.1925 End North: 127602.4154 Line Course: N 40-33-15 E North: 121621.4242 Line Course: N 00-33-15 E North: 121641.8535 Curve Len the 10.19 De ta: 33-31-09 Chord: 69.78 Course In : 5 89--26-45 E RP North: 721640.6832 End North: 721708.4139 Line Course: N 44-26--45 W North: 121839.2413 Line Caurse: N 39-01-32 E North: 127851.3122 Curve Len the 269.24 De ta: 51-25-19 Chord: 260,30 Course In: s 50-52-28 E RP North: 127662.0056 End North: 121961.9919 Line Course: 5 89-21-49 E North: 121960.2004 Curve Len the 342.45 ~e ta: 65-24w11 East :246089 Length: 36.33 East Length: 15.69 East : Length: 36.25 East : Radius: Tangent: Course: Course Out: East : East : Radius: Tangent: Course: Course out: East : East Length : l69.18 East Radius: Tangent: Course: Course out: East : East Length: 39.38 East Radius Tangent: Course: Course Out: East East Length: 24.55 East Length: 14.83 East Radius: Tangent: Course: Course" out: East r East : Length: 183.17 East Length: 15.56 East : Radius Tangent: Course: Course Out: East East : Length: 181.49 East Radius: Tangent: Page ,~,. 4.6622 2460863.7905 2460810.1845 2460888.5351 29.50 1.39 5 16-21--18 E N 81-42-13 E 246D863.4951 2460892.5114 125.00 9.76 5 02-09-59 ~ 5 83-22-14 E 2460161.6718 2460891.8360 2460122.8246 121.00 9.26 5 03-49-19 E s 89-26-45 E 2464603.0610 2460124.0553 2460723.6145 221.61 2916.36 N 89-26-45 w 5 86-11-45 W 2460502.8456 2460281.6986 2460281.9360 2460282.0195 121.00 36.44 N 11-18-49 E N 55-55-36 ~ 2460403.0138 2460302.8410 2460114.5854 2460184.4037 3 00.00 144.45 N 64-50-11 E N 00-32-51 E 2460411.1332 2460419.9998 2460601.4813 304.00 192.61 3 ~~ ~~ ~- ~~.~~ Chord: Course In: RP North: End North: Line Course: North: 324.16 s 00-32-51 W 1276fi0.2141 121182.4715 5 24-OZ-58 E 127146.3821 REZONE CL4sURES.txt Course: s 56-45-03 E Course out: N 65-5?-02 E East : 2460604,6146 East : 2460878.5129 Length: 39.52 East : Z4fi0894.6782 Perimeter: 2160.14 Area: 213,265 sq. ft. 6.21 acres Mapcheck Closure -fuses listed courses, radii, and deltas) Error Closure: O.Olfi3 Course: 5 78-54-14 E Error North: -0.40314 East 0.01600 Precision 1: 132, 523.31 M Page 4 (~' k~ L City o~Meric~ian lire-application 1V.~eeting Notes Dat~• ia-o-~ ..: Prajec~lS~ibdiv~sio~ dame: pan prv~er ~p~~YLi;Li~/ COn~ct. . ` ~ ~ s-1r1,1 ...+++... ~ ~ ~. ~ ~~ - r /1 ~Gt~r~ ~ . ty ~~ ~ ~~ Lo~ca~on: 5~ ~- ,- h; ~, d,an . F~istiu~ Zoning: ~ T ~~a ~ ~ Co - ~ ~~~ n~.guaus and with7n .AEI PAZ oz~y}: ~ Proposed T_,oning: ~ Nu~aber o~Unzts andlor Lots: . Prop~y SIZe: ~(~ I~GrS ..~..,..,. Dwe~ Type cif res~den~a~}. Surrounding Uses: ~ n ; ~ . Compre,~ae~.ive Plan. Designat<o s : ~r M ; ~~ - hSi Y`PS I ~ ~~ x Street Buffers andlar Laud U'se Buffexs; 3S` ' o~l~ 1~~ d.Qrt 3~' ~ .r a~l ~ s ~ro ~' ert S aceJAm ' 4p P , e~esfPathways: - - - -. Street Syst~m~lStub StrlAccess: ~evrex and ~"ater Servpce: ~~ Topo~rapbyf~ydrologylk~oodplau~.Issues: . CanalsDitchesll~rigation a:ndlor hazards: ,~ ~, ;~ ~~~ . A.ddi~onal Meeting Notes: ~ _ w ~ r a n ~ ~ `~ nSi~ ~hi J~ ,~ _ r.. .~x~c ;, . .y '. `~ x~ i at~er Agenc~e ~rhnaen~ to Contact ~aa~c~e}: ... ~ may ~ Nampa and Mendin. Itnga`~on Parks D atfi~ent o T r orta#~on ep t Settlers Trri,ga.~on Public Warks~ D anent . ~ an~tary Services Corpora~.on k`~re Department Buxldin.~ D ar~ment . ~ Central D~stnct I-~alth Police D~pattment Qt~ier: . ~; Ap~lic~faons ~egraired ~~rc1e a~C that aFF~r}: Accessory Use ~ ~ Design, Review Aft 've Compliance, !~ Pinal P~a~Mod~ca~on e~ ~ l1~sc. FDA Modi~~a~on} Ce~.f cafe o Toning Camrpliance Played Unit Development om Pan ~ ~ en ent ~r . e _ Pi Co Plan Text end~ment ~~ P~vate~ mF ~ ~S z S Condxt~onal Use P ~ ~~~~Pe~ }~± Additional Pre~,A~pplication Co a circle one}: S~or~ Plat ~~~ Tune Extension: UDC Text Amendment Vacat[an. Variance ~ ~ - . ~:, ~ . Required w1 ~~~ Not Re aired q Anticipated Submission Date: ~ q ' ~ ~ ~ ~ ~ a-~- ~ Anrtici ated e . . p artng Date. _ ~pv, ! S~ NOTES. ~ ppu e.nts are re~mred to hold a aexgbbvrhood meeting, m accordance with t~C tX~5A-5C, prior to snbutxt~ of aa~ application ~quiriutg ~ pubb`c heariing. ~~ ~cegt for'~]DC'rezt A~ueartdn~en~s, Comprebe~ve PZa~t Veit Am~ndmenfs and V'acatxon ~ppucatxon~, all other appucai~an~ requitenag a public hearing shaIl be posted ip~ accordance wxthUDC X1-5~~5 D. 3~ The rafoarmatxan provided during this meeting is based ~on cnrreart Code and CompreheusiFe ~ia~. Anp subsequent changes to City Cede and~or t~ Comprekeaasive plan nay affect your subm~tal andlar app~icatrou. This pze-app~icat~oaa m~ee~ng s~a~ be valid for ~ months. ~. ~~5~ lam: y ~I 4jj~' t- ~ ~~' ~ ~ +RK `akti 4+~. „ FF o e i - set r e , ; satin ise ss t o s a roe iii ;~ 7 1l les1 ei rvo o#xce 741. c P I / ro ti141~ fs1 i oroo erica 7 41. oc r*~, COMMITMENT OF PROPERTY POSTING Per Unif ed Development Code UDC} 11-SA-SD, the applicant for all applications requiring a public hearing except for a UDC text amendment, a Comprehensive Plan text amendment andlor vacations) shall post the subject property not less than ten X10} days prior to the hearing. The applicant shall post a copy of the public hearing notice of the applications} on the property under consideration. The applicant shall submit proof of property posting in the form of a notarized statement and a photograph of the posting to the City no later than seven (7} days prior to the public hearing attesting to where and when the signs} were posted. Unless such Certificate is received by the required date, the hearing will be continued. The sign(s) shall be removed no later than three (3) days after the end of the public hearing for which the sign(s) had been posted. I am aware of the above requirements and will comply with the posting requirements as stated in UDC 11-5A-5. ;~ ~ ~ ~~ Appl n ent signature ~~ -~ Date ~~~~ Page 1 of 2 I Fro : Jr Hastings [hstjl de.et] e: Friday, August 1, 20012;09 T : Davejdean ol.co subdivision *. August 31, 2001 Dave Dean RE: Subdivision Name Reservation: "Three Carners Subdivision" Dear Dave, At your request, I will reserve the name "Three Corners Subdivision" for your project. I can honor this reservation only as long as your project is in the approval process. Final approval can only take place when the final plat is recorded. ~k Sincerely, Jerry Hastings, P.L.S. Acting County Surveyor Ada County, Idaho 281-1912 From: Davejdean@aol.com [mailto:Davejdean@aol.com] Sent: Friday, August 17, 2007 2:13 PM To: ferry Hastings Subject: subdivision name Jerry, We are in the process of obtaining entitlements on approximately 7D acres. Approximately forty X40}acres are at the southeast corner of Chinden and Locust Grove Road and the other 30 acres are contiguous to the southeast bordered to the east by Bristol Heights, to the south by Vienna Woods, to the west by Dunwoody Subdivision and to the north by Fuller Estates. The remainder of the surveying will be done by Toothman-4rton engineering. The name of the subdivision we are considering foryour approval is ~ 3 Corners } Please let me know if you need any additional information or if changes are nscessary. >uly cell number is 811-2190 and a-mail is d~vQjde~n ol.com Thanks, 9-5-200? ~=~ - 1~M1 I .-~ .,, i ,~ ~ ~~I ' ~~ [I E~i~ 4_. ~ ~f i 1~~ .: t~ r* ! 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CD {{ 'f~ ~ rrr r ~i ?~' f' ~ ~ a [ ~~ V '~ ~ i ~ } ~ ~I ~ ` y o~ r. n .. . y s~ Z A~ - I V r r C7 ~' ~r a ~~ 0 m c~ o ~ ~; ~N I~~ ~~ ~f'}' FF~ifr 4 #~ I' v~ ~y. ~_~ I . fr' ~' r ~~~ h f Y 7 i{ {. , ~. ~ ~5 i.{ r r~~ .~ Y ~ r r ~~ h r .5' r-r ~~ ~~ ~ I { I~ _' ~o a ~~ a o ~_~ ~~ ~~ mnm m~ pm c~ m~ mm ~m z ~ ~ ~ ~ 0 o ~ o O N ~ v -~ z z ~ 4 .a ! .4' ~~ ~ r \~ O ~~ ~~ ~~ ~\ `\ a O \ 9 ~ O \. \ i ~ / -~ ` g ~ ~~ ~ ~ ~~ ~ ~ ~r ~O O c~i~ ~ ~ -~ ~ ~ j n ~ ~ ~' m ~ ~~ ~ \ ~ ~ - ~ ~ ~ _y n cn j~ / r \ ~ ~ ~~ n ~ ~ / ~ . . .~ ~~ CD CD n 0 m 4 `l T r ~~ ~' t4~ ~' ~~ i~i ~ i F~ J ^# i~ 1 F ~ ~ k ~ ~ . ~fi~1 ~: ti Dave and Luane Dean ~ l45 E. Dunwoody Court Meridian, ID 83546 Dear Mr. and hllrs. Dean: August 31, 2001 File: DEADAV Bol1l$A RE: DRr4FTREPORT Geotechnical Engineering Evaluation Dean l0-Acre Development Locust Grove and Chinden Boulevard ~~N~eridian~_[daho_ STRATA, Inc. is pleased to provide this draft geotechnical engineering evaluation to assist with civil engineering Infrastructure design and planning for the proposed lo~ acre development to be located southeast of the intersection of Locust Grove and Chinden Boulevard in Meridian, Idaho. Gur services were performed referencing our proposal dated July 26, 2001, The accompanying report summarizes the results of our field evaluation, laboratory testing, and presents our geotechnical engineering opinions and recommendations. Based on our findings, our opinion is the site is suitable from a geotechnical standpoint for the proposed development, provided the recommendations in this report are accomplished. We recommend STRATA be retained to review the plans and specifications for the project as well as provide construction consultation, observation, and material testing services #o verify the recommendations contained in #his report are accomplished. If we do not perform the above-recommended services, we cannot be responsible fordesignand construction~related errors or omissions. The project site encompasses soil conditions including uncontrolled fill near canal ditches and, surficial lean clay. In general, after uncontrolled fill remediation near canals and ditches the site soil conditions are generally good. STRATA did not identify soil conditions That would require remediation prior to constructing infrastructure or structures. We did not encounter groundwater during exploration, and we do not anticipate groundwater will be encountered within the upper ~5 feet of the soi[ profile. Infiltration rates measured below cemented soil are relatively high which may help reduce the size of stormwater infiltration facilities. As we discussed in our proposal dated July 25, 2001, this geotechnical engineering evaluation is of a preliminary nature and will be likely used to assist the design team in preliminary planning and design. Gnce the final building configurations are known, we have been authorized to provide a final geotechnical engineering evaluation that will include additional exploration and one exploratory boring. We urw~vstratagQOt~ch.com i} ~ ~ t Dean 7D-Acre Development File: DEADAV BO?181A Page Z strongly recommend STRATA be retained to provide geotechnical continuity from design to construction. In addition, the preliminary geotechnical recommendations for foundations provided herein are based on an assumption of potential structural loads and foundation configurations for the proposed residential or commercial structures. STRATA must be retained to review our geotechnical recommendations relative to sife- s~ecific residential or commercial structure design and provide final geotechnical recommendations to assist structural design. Providing geotechnical continuity through construction provides the design and ownership team with verification that geotechnicai- related project plans and specifications are followed, which helps protect the development team's investment. Vlle appreciate the opportunity to assist you on this project. Please contact us if you have any questions or concerns. Sincerely, 'y ~ . - ..~,..: ~. Y Br ~ ~ ~ is E.I.T ject Engineer Fir.. i :-.~ - ~~ Chris ~M~. Comstock, P.E., P.G. Project Manager BNlnm Cc: hllr. Tim Mokwa, P.E., Toothman-~rton Engineering ~ ~'~ ~ , TABLE OF CONTENTS PAGE INTRGDUCTI4N ............................................................................................................... ..2 PROJECT UNDERSTANDING AND SITE DESCRIPTION ................................................ ..2 FIELD EVALUATIaN ......................................................................................................... ..4 Field Exploration ............................................................................................................ ..4 Subsurface Conditions ................................................................................................... ..4 Laboratory Testing ......................................................................................................... .. 5 GEGTECHNICAL ~PINIGNS AND RECOIII~ENDATICNS .............................................. .. 5 Earthwork ...................................................................................................................... .. 6 UVet WeatherlVllet Soil Conditions .................................................................................. .. l Foundation and Slab Design Criteria .............................................................................. ..8 Pavement Areas ............................................................................................................ .. 9 Stormwater Disposal ................................................................................. 12 Pond Excavations .......................................................................................................... 13 ADDITIONAL RECOMMENDED SERVICES ..................................................................... 13 Plans and Specifications Review ................................................................................... 13 Construction Gbservation and Testing ........................................................................... 14 EVALUATION LIMITATIDNS ............................................................................................. 14 ~: ., ~L . ~ ._, REPORT Geotechnical Engineering Evaluation Proposed Dean to-Acre Development Locust Grove and Chinden Boulevard Meridian, Idaho INTR4DUCTIDN STRATA, Inc. has accomplished the geotechnical engineering evaluation for the proposed Dean l0-Acre Development to be located southeast of the intersection of Locust Grove and Chinden Boulevard in Meridian, Idaho. This geotechnical engineering evaluation constitutes Phase 1 of our proposed scope of services described in our proposal dated July 26, 2001. The purpose of this initial evaluation was to obtain site soil and groundwater information and to provide geotechnical recommendations for earthwork, stvrmwater disposal, preliminary pavement design, and preliminary foundation and slab design criteria. Specifically, we provided geotechnical recommendations for: • Earthwork • Reusability of on-site soil • Site preparation • Structural fill and compaction criteria ~~ • Preliminary foundatian design criteria • Preliminary concrete slab-on-grade design criteria • Allowable stvrmwater infiltration rates • Recommended seasonal high groundwater levels • Preliminary flexible pavement design • Additional recommended services The following sections present the site description, our project understanding, field exploration, subsurface conditions, laboratory testing, engineering opinions and recammendations, evaluation limitations, and additional recommended services. PRaJECT UNDERSTANDING AND SITE DESCRIPTIGN The project is located sautheast of the intersection of Locust Grove and Chinden Boulevard in f~leridian, Idaho. The site is located in a relatively flat area adjacent to several large residential developments. Based on our discussions with you, we understand the project will consist of approximately to acres of mixed residential and commercial development with asphalt paved parking, individual retail and office pads, and 2 to 3 large ponds for stvrmwater detention and water features. Specifically we understand approximately up to 35 residential single-family lots, 19 town homeslpatio homes, 9 office buildings and one commerciaflretail !ot may be planned for this development. The main project access will extend from Locust Grove -~ s . a www.stret~gootach.cam Proposed Dean 70-Acre Developr~ient File: DEADAV BO1178A Page No. 3 to the commercial and multi-family portion of the project, and then extend south toward the single-family residential lots. VVe understand the northern portion of the site may be elevated with on-site structural fill on the order of ~ to 3 feet. Based on discussions with you and ilJly~. Mokwa, we feel that it is difficult to provide specific geotechnical recommendations for foundations and slabs without reviewing actual foundation details or structural loads. Accordingly, we discussed that STRATA would provide preliminary recommendations for foundation and slab construction herein, with the recommendation that STRATA review individual office, commercial ormulti-family lot plans and specifications and provide final geotechnical recommendations specific to each parcel. Vile do not propose to provide preliminary recommendations for the single-family residences located on the south portion of the project. As indicated by your authorization for our services, we understand you agree wi#h this approach. VVe understand preliminary planning for the roadways allows for local residential roads and a designated commercial section of road. VVe preliminarily assume the designated traffic loading will be equal to a traffic index DTI} of 6.4 for local roads and a TI of 8.g for commercial roads. Based on our experience with residential developments of this nature and discussions with you, we anticipate the retail structure will be single-story with wood-frame or concrete masonry unit ~C11~U} construction. The off ce buildings will likely wood-frame construction with relatively light structural loads. While the multi-family structures are anticipated to be one to two stories, the structures are anticipated to have conventional foundations with light structural loads. Stormwater will likely be disposed via subsurface seepage beds, swales, or ponds adjacent to East Chinden Boulevard. The proposed ponds will likely be lined; however, the project team has not established whether synthetic liner or a clay liner will be used. Soil excavated from the ponds will likely be used to generate structural fill to elevate the site, specifically to the north along East Chinden Boulevard. VVe understand a school site may be planned along North Locust Grove; however, yvu specifically requested we exclude this portion of the project from our evaluation. ~~ ~~ __ ~,;. ...~ _e: Proposed Dean 70-Acre Development File: DEADAV BOl1l8A Page No. 4 FIELD EVALUATION Field Exploration an August ~, 2001, STRATA observed the excavation of 6 test pits at the project site. We coordinated the test pit locations with you and with 'Mr. Weiser, who is currently farming portions of the project. We attempted to locate test pits outside active farming areas. A standpipe piezometer was installed trio of the test pits to help verify the absence of groundwater at the site. Approximate test pit locations are provided on Plate ~ , Test Pit Location Plan. The subsurface conditions encountered were described and classified referencing AST~1 D 248?' *. Fr and AST~I D 2488, Unified Soil Classification System ~USCS~. A brief explanation of the USCS is presented in Appendix A and should be used to interpret the terms used on the exploratory logs, which are also provided in Appendix A. Select soils were retained for laboratory testing. At the conclusion of our subsurface evaluation, test pits were loosely back~lled level with the existing ground surface. Test pits were staked prior to their advancement and were later surveyed by Toothman-4rton Engineering. The survey information provided by Toothman- ~rton is presented below in Table 1. Test pit locations are identified in the field with labeled stakes or standpipe piezometers. We recommend loose test pit backfill be completely removed to undisturbed native soil and backfilled with structural fill according to the structural fill requirements presented herein. Table 1. Test Pit Survey Data Subsurface Conditions The soil encountered in the test pits generally consisted of lean clay overlying silty sand underlain by poorly graded gravel with depth. At the locations of TP-4, and TP-5 we encountered silt with sand underlying the clay to a depth of 4 to 4.5 feet below existing grade. Uncontrolled fill was encountered at the ground surface to a depth of 2 feet below existing grade in TP-5, which is likely associated with construction of the adjacent ditch. Specific subsurface conditions, soil descriptions, and sample locations can be referenced on the exploratory logs provided in Appendix A. ~~ 1'I m www.stret~g~otech.com Proposed Dean 70-Acre Development File: DEADAV B07118A Page No. 5 Groundwater was not encountered within the depths of exploration at the time of excavation. Based on our knowledge of the area and review of we11 logs, groundwater is anticipated to remain at depths of greater than ~ 5 feet below existing ground surface throughout the year. STRATA is available to monitor groundwater levels throughout irrigation season to verify the absence of groundwater as r~uested by you or Toothman-Orton Engineering. Laboratory Testing Vlle performed laboratory testing on select soil samples obtained from our field exploration. Laboratory testing was accomplished referencing ASTM procedures, and included grain-size distributions, moisture content, R-value, and Atterberg limits determinations. Laboratory index test results are provided on the individual test pit logs. R-value test results are provided in Appendix B. GEGTECHNICAL GPiN10NS AND RECO'MM`ENDATIONS Our opinion is the site is suitable from a geotechnical standpoint for the proposed project, provided the recommendations in this report are accomplished. Our geotechnical recommendations are generally limited to infrastructure improvements with respect to pavement, stormwater, and earthwork considerations for the proposed development. UVe are also providing preliminary foundation and slab recommendations to provide preliminary design criteria to assist individual pad development. However, STRATA is not providing final geotechnical recommendations for individual commercial ormulti-family development. STRATA can review the plans and specifications for individual structures to verify the preliminary design criteria provided herein is suitable for the proposed building construction. We recommend individual commercial developers be informed of our recommendations to accomplish individual geotechnical evaluation of each structure. However, if STRATA is retained to provide geotechnical continuity via earthwork testing, additional exploration may not be required to allow us to review individual project plans and provide geotechnical recommendations. Accordingly, if the commercial or multi-family developer does not retain STRATA ar a licensed geotechnical engineer to provide final geotechnical recommendations for strucutres, STRATA is not responsible for founda#ion-related construction errors or omissions that have the potential to negatively impact each structure. The subsurface conditions may vary at the project site and the variation may not be known until construction. Variations in soil and groundwater conditions may impact construction ~,r s, www.stratag~otach.com Proposed Dean 70-Acre Development File: DEADAV B07178A Page No. fi plans andlor costs. Given the above understanding, the following paragraphs provide our geotechnical opinions and recommendations. Earthwork UVe recommend test pit backtt[[ located beneath future structures or pavement, sidewalk, or proposed structural fill areas be completely re-excavated to undisturbed native soil and backfilled with structural fill placed and compacted in accordance with this report. Toothman- nrton surveyed test pit locations following their excavation and their coordinates are provided in Table 1, which will allow the test pits to be accurately relocated prior to mass grading or after site stripping, Vlle recommend the upper soil with vegetation and organics ~topsoil~ be stripped to a minimum depth of 4 inches beneath all planned pavement, sidewalk, and structural fill areas. Isolated thicker areas of topsoil may be encountered. [n addition, any uncontrolled fi[I should be completely removed to undisturbed native soil. Uncontrolled fill was encountered in TP-5 to a depth of about 2 feet. Vlfe anticipate several irrigation laterals in the southeast and northwest portions of the project site may be re-routed or piped. We anticipate these laterals may contain soft or loose soil or uncontrolled fll in and adjacent to the channels. If the ditches will be re-routed, piped, or if structural fill will be placed over the ditches, we recommend the base of any ditch be overexcavated to firm or medium dense native soil and structural fill be placed in the overexcavation in accordance with this report. The base of this overexcavation may incorporate extremely wet and soft soil conditions. STRATA should be consulted if these difficult excavation and fill placement conditions are encountered during construction. Following removal of uncontrolled fill and topsoil, the stripped subgrade in structural fill areas should be proofrolled with a minimum of 5 passes of a vibratory roller having a drum weight greater than 10 tons or other equivalent heavy construction equipment as approved during or prior to construction by the geotechnical engineer's representative. Prior to structural fill placement, if any weaving or pumping is observed during compaction, those areas should be removed to firm or medium dense native soil and replaced with structural fill or, alternatively, recompacted in place to structural fill requirements. After the above soil stripping, fill removal, and proofrolling operations have been observed by the geotechnical engineer's representative, structural fill placement may commence to site grades. In roadway subgrade areas, the subgrade must be compacted to a minimum of 95 percent of the maximum dry density of the soil as determined by ASTM D 698 Standard Proctors as required by the most current edition of Ali ~ ~ ~ ~~~ ~ w~w.str~t~g~ot~h.com Proposed Dean l0-Acre Development File: DEADAV Bo7178A Page No. l the Idaho Standards for Public Works Construction (ISF~WC). All fill placed to support structures should consist of structural fill. Structural fill should be free from vegetation or organics and be moisture conditioned sufficiently to achieve compaction requirements. All structural fill should be classified as silt, sand, or gravel ASP, SVIl, SM, GP, GIN, GM or ML} in accordance with the USCS. Structural fill should not contain particles greater than fi inches in diameter. The on-site silty sand, sandy silt, and poorly-graded gravel soils may be used for structural fill. However, soil containing more than about 1 o percent silt may be moisture sensitive and may experience difficulty when moisture conditioning the soil. During periods of extended wet or cold weather, silty soils may be difficult to utilize as structural fill. We do not recommend the on-site clay be reused as structural fill. The native clay can remain on the site in its current undisturbed conditions and does not require overexcavation, but will be extremely difficult to reuse as structural fill. If it is excavated as part of site development, clay soil can be used as landscape fill away from settlement-sensitive structures or be removed from the project site if it is excavated as part of site development. Structural fill should be placed to the subgrade elevation in uniform, maximum 12-inch- thick, loose lifts, and compacted to a minimum of 95 percent of the maximum dry density of tl~ soil, as determined by AST~i D fi9S Standard Proctor}. This assumes heavy compaction equipment, such as rollers, with a minimum drum weight of 5 tons is used. The maximum loose lift thickness should be reduced where smaller andlvr lighter compaction equipment is used. VIle recommend STRATA be retained to perform field density testing of structural fill to verify contractor compliance with tfie above minimum compaction criteria. Wet weatherlwQt Soil Conditions VIle recommend site construction be undertaken during dry weather conditions. If site construction, particularly grading, is undertaken during rvet periods of the year, the on-site soil may be susceptible to pumping or rutting when subjected to heavy loads from rubber-tired equipment or vehicles, which exert a point load. VIlet weather earthwork should b~ performed by low pressure, track-mounted equipment that spread and reduce the vehicle load. Earthwork should not be performed immediately after rainfall or until soil has dried sufficiently to allow construction traffic. All loose or disturbed areas should be excavated to undisturbed soil or recompacted in-place to structural ~Il requirements. Compaction should ~ sufficient to preclude pumping of the underlying :~ } - _ -- t~ --~• ~---~ C Proposed Dean 70-Acre Development File: DEADAV B07118A Page No. 8 soil. In summary, careful construction procedures are paramount to the successful grading operation if the on-site soil is wet. Additional precautions should be taken if subgrade sails are to be exposed to freezing temperatures. STRATA should be contacted to provide recommendations prior to initiating or delaying construction during wet or cold weather to improve earthwork efficiency, achieve a stable subgrade and to help mitigate frost conditions. Preliminary Foundation and Slab Design Criteria The following preliminary recommendations should be accomplished for all foundations for the office, retail, commercial, ormulti-family structures. 1. Footings should gear only on the following: • Undisturbed silty sand • Undisturbed silt with sand • Undisturbed lean clay • Native soil recompacted in-place to structural fill criteria • Approval structural fill placed over the above soils ~~+~ In no case should foundations bear on lean clay or silt with sand that has a pocket penetrometer reading of less than 2 tons per square foot ~tsf~ at the time of concrete placement. If soil with a pocket penetrometer reading with less than 2 tsf is encountered at the foundation subgrade, the foundation subgrade must be excavated to undisturbed native soil with a pocket penetrometer reading of greater than 2 tsf. 2. Exterior footings should be located at least 24 inches belor~ final, exterior grade to reduce frost effects. 3. Minimum strip footing widths should be consistent with the lntematlorral Bulla~ing Code ~1BC~. An IBC Soil Site Class D can bye preliminarily used for structural design. 4. All loose soil, frozen soil or standing water at foundation and slab subgrades should be removed. Following removal, the footing bearing surface should be prepared as described above. 5. Structural fill placed beneath structures should extend a minimum of 1 foot horizontally for each 2 feet of thickness placed beneath the structure. The horizontal dimension is measured from the edge of the structure. 6. If STRATA is not retained to verify foundations are constructed according to the following recommendations, we cannot be responsible for foundation performance. =r • BL M ,~~ ' . t Proposed Dean to-Acre Development File: DEADAV BOl~ l8A Page No. 9 !f the above recommendations are accomplished, an allowable bearing pressure range of 2,000 to 2,500 pounds per square foot ~psf} could be preliminarily used for foundation design depending on the type of structure, structural loading, final bearing elevation, and our assessment of subsurface conditions at the pertinent structure. Based on the above bearing pressure range, we preliminarily estimate total and differential settlement will be less than 1-inch and 112-inch, respectively. Vile recommend concrete slabs-on-grade bear directly on an appropriately designed aggregate layer placed over soil prepared as described in Items 1 through 6 above. The architect andlor structural engineer should evaluate the need for moisture protection beneath slabs. Moisture protection could include several moisture reducing systems such as puncture resistant vapor barriers, clean sand blotter layers, or other methods to reduce moisture below slabs. The owner should carefully evaluate the type of structure and susceptibility of equipment or assets placed within the interior buildings that may be susceptible to moisture damage. Floor coverings should be carefully selected. Pavement Areas Recommendations outlined in the Earthwork section of this report should be accomplished in all pavement areas. As we previously indicated, ISPVUC standards require pavement subgrades be compacted to the s#ructural fill criteria provided in the Earthwork section. The pavement subgrade~is anticipated to be at a depth of approximately 16 to 30 inches below planned grades depending upon the fnal grading plan and bearing soil. Accordingly, it appears the majority of the pavement subgrade will exist in silty sand. However, in some portions of the project, lean clay with sand may be encountered at the subgrade. Furthermore, based on conversations with Mr. Tim Mokwa, we understand on-site sand and gravel derived from pond excavations may be used as structural fill to elevate the north portion of the site. Given the above assumptions, it appears the majority of pavement subgrade will consist of silty sand and portions of the subgrade will consist of native lean clay or structural fill. Because site grades and the traffic loading conditions are not completely developed at this time, we preliminarily recommend the civil designer assume the subgrade will be comprised of silty sand. The following sections provide pavement section alternatives for varying subgrades and road designations. If roads are designed assuming a silty sand suk~grade, pavement section is anticipated to be placed at approximately 20 to 28 inches below-grade for the local and commercial roadways, respectively assuming a 3 to 4-inch topsoil stripping depth. Based on our current test Ili ~~ www.str~t~g~.otech.com Proposed Dean l0-Acre Development File: DEADAV BO1178A Page No. 10 pit explorations, it is possible a thin layer of lean clay may exist at the subgrade directly overlying silty sand. Instead of redesigning the pavement section thickness during construction to account for the clay, it appears reasonable to require the contractor to remove the clay at the subgrade to the underlying silty sand. In addition, the roadway excavated at the north porfion of the project may identify structural 1'~II sand and gravel at the pavement subgrade. Structural fill sand and gravel will likely realize an R-value of greater than 60, which will reduce the required subbase section assuming silty sand subgrades. At that time, STRATA can accomplish R-value testing of the structural fill and submit a revised pavement section to the civil engineer of record for submittal to the Ada County Highway District ~ACHD}. If ACRD approves the change, the pavement subgrade can be elevated slightly using on-site sand and gravel as structural fill to reduce the required amount of imported subbase. We conducted R-value testing on the silty sand and lean clay with sand, Laboratory test results are provided in Appendix B. We used a "design" R-value of 30 for a silty sand subgrade, a design R-value of 5 for pavement design with a lean clay subgrade, and a design R-value of 60 assumed}for granular structural fill derived from the on-site ponds. Vlre provide the following three pavement sections for either a silty sand, granular structural fill, or lean clay subgrade for residential and commercial roads. Local Residential Roadways Clay subgrade assumed R-value = 5} Local Roadways -Flexible Pavement DTI=fi.0} 2.5"-Class Ill asphalt concrete top course 5.0"- ~/-inch-minus, crushed sand and gravel base course 12.0"- Pit-run sand and gravel subbase course Siltv Sand SubQrade (assumed R-value = 30) Local Roadways -Flexible Pavement ~Tl=fi.O~ 2.5"-Class III asphalt concrete top course 4.0"- ~/-inch-minus, crushed sand and gravel base course 9.0"-Pit-run sand and gravel subbase course* Granular Structural Fill Sub, r-ac~_de assumed R-value = 60} Local Roadways -Flexible Pavement DTI=fi.0~ 2.5"-Class III asphalt concrete top course 4.0"- 3~-inch-minus, crushed sand and gravel base course 9.0"-Pit-run sand and gravel subbase course* ~.~ Nww.str~tegeo~a~h.com Proposed Dean 70-Acre Development File: DEADAV BOl1l8A Page No. 11 *Note: Nine inches of subbase assumes a fi-inch maximum aggregate size for subbase. ACHD requires a minimum subbase thickness of 9.5 times maximum subbase particle size. Commercial Roadways Clav SubQrade (assumed R-value = 5) Commercial Roadways -Flexible Pavement DTI=8.0~ 3.5~-Class III asphalt concrete tap course 6.0"- 3~-inch-minus, crushed sand and gravel base course 16.0"-Pit-run sand and gravel subbase course Silty Sand or Sandy,Silt~~ rade assumed R-value ~~ Commercial Roadways -Flexible Pavement DTI=8.0~ 2.5"-Class 111 asphalt concrete top course 5.0"- 3/-inch-minus, crushed sand and gravel base course 12.0"-Pit-run sand and gravel subbase course Granular Structural ,Fill subgrade assumed R-value -_60} Commercial Roadways -Flexible Pavement ~T1=8.0~ 2.5"-Class III asphalt concrete top course 4.0"- 3/-inch-minus, crushed sand and gravel base course 9.0"- Pit-run sand and gravel subbase course* *Note: Nine inches of subbase assumes a fi-inch maximum aggregate size for subbase. ACHD requires a minj~um subbase thickness of 1.5 tines maximum subbase particle size. 1Ne recommend STRATA traverse and observe the final road alignment subgrade after excavation. As we previously discussed, because the northern portion of the site must be elevated, and onsite granular structural fill from the pond excavations is anticipated to be used as fill, we assumed an R-value of 60 for preliminary design. The actual R-value of the material excavated during pond excavation will be tested by STRATA to verify this assumption or provide alternative pavement sections. The granular structural fill placement must be accomplished in a manner that allows the roadway pavement subgrade to consist of granular structural fill, as opposed to other soil fill that may be derived on the project. UVe recommend you consult STRATA during structural fill placement to allow such project economies to become realized. The above-recommended flexible pavement sections are based on a maximum 20-year design life and a TI of 6.0 for "local residential" roadways and a TI of 8.0 for "commercial" roadways. The subbase should consist of 6-inch-minus, well-graded sand and gravel consistent with ISPVIIC Section 801 and with less than 10 percent passing the No. 200 sieve. The base www.str~tageotech.com Proposed Dean to-Acre Deve~bpment File: DEADAV Bol1l8A Page No. 12 course should consist of 314-inch-minus, well-graded, crushed sand and gravel with less than 9 percent passing the No. 200 sieve and consistent with ISPVIIC Section 802. The subbase and base course should be compacted in accordance with the Farfhwork section of this report. The asphalt concrete for the flexible pavement area should have material properties as specified in ASTM D 3515 and have a mix design with a maximum aggregate size between 314 and 318 inch. The asphalt concrete should consist of Class III asphalt concrete top course and should be compacted as required by 1SP'WC Sections 809 and 810. Vlle recommend crack maintenance or surface soils be accomplished in all pavement areas as needed and at least every three to five years to reduce the potential for surface water infiltration into the pavement section and underlying subgrade. Stormwater Disposal V1le understand on-site stormwater may be retained using retention ponds, swales, or subsurface seepage beds. We performed infiltration tests within native gravel encountered at depth across the site. Infiltration rates were observed to be greater than 40 inches per hour. The on-site lean clay is not suitable to accept subsurface stormwater. The on-site silty sand contained weak to moderate cementation from approximately 2 feet to as deep as 6 feet below the existing ground surface. We do not recommend stormwater be disposed of in or above any cemented layer. Accordingly, we recommend infiltration facilities extend below cemented soil. We recommend all infiltration facilities be extended a minimum of ~ foot into native poorly graded gravel or sand with less than 20 percent fines. Excavation depths of up to approximately 8 feet should be anticipated to expose native poorly-graded sand or gravel soils, depending on location. We recommend an allowable infiltration rate of 8 inches per hour be used for stormwater facilities constructed as discussed above. Mlle suspect the project may incorporate shallow stormwater swales excavated 2 to 3 feet below-grade. The base of these swales may consist of weakly cemented silty sand, silt, or structural fill, depending upon location. Vlle recommend STRATA assist stormwater design by excavating additional test pits in exact pond or swale locations as part of our Phase 2, Final Geotechnical Evaluation, Depending upon the degree of cementation, infiltration rates between 1 and 2 inches per hour could be preliminarily assumed for sandy silt or weakly cemented silty sand. Stormwater swales can designed for an allowable infiltration rate of 8 inches per hour if the swale will be overexcavated to the underlying poorly-graded gravel as discussed above. .r ICI !~ A Proposed Dean l0-Acre Development Fife: DEADAV BOl1lSA Page No. 13 As discussed in the Subsurface Conditions section, groundwater was not encountered at the time of excavation on August 1, 2001. Groundwater is anticipated below 15 feet. STRATA verified the absence of groundwater in TP-2 and TP-6 prior to publication of this report. V11e recommend the civil designer assume a seasonal high groundwater depth of 15 feet for stormwater design. We remain available to verify the absence groundwater as requested by you orToothman-4rton Engineering. Pond Excavations We understand up to three small ponds may be excavated to generate structural fill for the site as urell as for water features and stormwater purposes. Depending upon groundwater depths and pond configurations, the base of the ponds may exist below the groundwater table. Based on the test pit excavations, we estimate the sidewalls of the ponds will consist of medium dense to dense, native, poorly-graded gravel. The upper 4 to 8 feet of the ponds may consist of lean clay, sandy silt, or silty sand. We recommend the pond slopes constructed in these soil types be excavated at 2H:1V horizontal to verticals assuming the ponds will be lined. In general, medium dense to dense, poorly-graded gravel with sand in the Boise area can be excavated below the groundwater table at 2H:1V horizontal to verticals side slopes for long-term pond slope design. This assumes the pond liner will not leak. Vllhile 2H:1V side slopes are predicted to be stable, the civil designer and owner should recognize that isolated sloughing and spalling of the soil can occur priorto liner placement. If a synthetic liner will be used to line the ponds, it is feasible that the ponds could be excavated steeper than 2H:1 V. However, at this time, STRATA was not retained to accomplish a geotechnical boring or slope stability analyses for pond configurations. As part of our Phase 2 services, STRATA can utilize our boring data and accomplish geotechnical analyses to evaluate steeper pond side slopes. ADDITIONAL RECO~iI'ENDED SERVICES Plan and Specification Review We recommend STRATA be retained to review earthwork, pavement, and stormwater portions of the plans and specifications prior to bidding. Having us review the construction documents reduces the potential for geotechnical-related construction errors and omissions. In addition, as discussed in our July 26, 2007, proposal and throughout this report, it will be www.strat~~,ot~ch.tom Proposed Dean 70-Acre Development File: DEADAV BQ7178A Page No. 14 important for STRATA to maintain geotechnical continuity through foundation design for each individual commercial ormulti-family structure. We strongly recommend STRATA review plans and specifications for individual structures and provide specific geotechnical recommendations as necessary. If we are not retained to review plans and specifications for proposed structures relative to geotechnical aspects, we cannot be responsible for the performance of any foundation or slab structure at the site. We recommend STRATA contract directly with individual lot developers to provide final geotechnical recommendations specific to the proposed development. If STRATA is not retained to review plans and specifications and provide specific geotechnical recommendations, at a minimum, we recommend the lot developers retain a licensed qualified geotechnical engineer to assist planning, design, and construction. Construction Observation and Testing We recommend STRATA be retained to observe mass grading, earthwork, stormwater facility construction, and pavement section construction to verify our geotechnical recommendations presented throughout this report are followed. Providing geotechnical continuity throughout construction provides the owner with verification that earthwork and geotechnical aspects have been constructed as designed and recommended. STRATA can also provide construction materials testing and special inspection of concrete, reinforcement, steel, masonry, and asphalt. If we are not retained to perform the recommended services, we cannot be responsible for geotechnical related construction errors or omissions. EVALUATION LIMITATIONS This report has been prepared to provide a geotechnical engineering evaluation primarily to assist earthwork, pavement, and stormwater aspects of the proposed l0-Acre Development to be located southeast of the intersection of Locust Grove and Chinden Boulevard in Mbridian, Idaho. In addition, we are providing preliminary geotechnical recommendations to assist preliminary design for individual structures. STRATA is not providing final geotechnical recommendations which can be relied upon for final design criteria. fur opinions and recommendations are based on our preliminary understanding of the project development. The above recommendations assume an adequate program of tests, observations, and geotechnical consultation during construction is accomplished by STRATA. Construction observation is an important part of the geotechnical design process. ~~ J www.str~t~geot~th.tom Proposed Dean l0-Acre Development File: DEADAV BD7118A Page No. 15 Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices as they exist in southwest Idaho at the time of the report. This acknowledgement is in lieu of all express or implied warranties. The opinions and recommendations contained herein are based on the findings and observations made at the time of our exploration. If, at a latertime, conditions are exposed which appear to be different from those encountered during our field exploration, STRATA should be notified to consider the need for modifications to the geotechnical recommendations presented herein, This report has been prepared exclusively for the use of Dave and Luane Dean and Toothman-Orton Engineering as described for this specific project. The following plates accompany and complete this report: Plate 1: Test Pit Location Plan Appendix A: Exploratory Logs and USCS Explanation Appendix B: R-value Test Results r 'w ~~~ .. ~, 0 O r h a c~ 0 .~ 0 d 4 u u c u u u Kr.Si~`2"~~{i{~--~.GV ~ iYL~~.~h~~~~~+~ }.'/~~~~}~SEJ'll~a~'}t1.•G 41~~N'~{' Yl APPENDIX A ^ -. - ~+ ~e ^ ^ J ~ N ~ RE#ARKS ^ USCS d@SC1'1~~10l1 ~ ~ w N U ~ ? ~ J OOd d a, ~ ~, g ~ N > .N a L > N ~ ~ c ,~ o ~ ~ o a? o ~ ~; Note: BGS =Below Ground c ~ ~ cn ~ o ., z ~ ~ ~ ~ ~, o n. ~ ~ Surface Lean LAY Native -brown, CL +4.5 Moderate vegetation and hard, moist. organics observed to BG 8fi 9 4 3 inches BGS. 1 Atterberg limit: ' +4.5 Test Performed at 0.5-1 feet BGS ~~ BK ~~, ~LL=32 119} ~Ity SA -tan, medium SM Moderate cementation dense, moist. BK obs~ru~d from 2 to 3 f eet BGS. 3 Weak cem ~tation ~ observed from 3 to ~ ~ 4 feet BGS. 4 Moderate cementation observed from 4 to fi feet BGS. 5 ly#Gra ed GRAVE4 ~viitl~ _ _ ~a ~e e ~ ~ ~ ~ Cobbles observed up and~and obbles Stan, _ ~_ ~ ' to six inches in dense, moist. ~ s . diameter. ~. ~;# 8 ,.~ am . 9 s as .a 10 s aia ., ^ ~ w ~ ^ a ~ ~* Test pit terminated at 10.5 feet BGS due to caving 11 conditions. 12 13 1~ 15 Client: DEADAV Test Pit Number: TP-1 EXPL~RAT~RY Project: B07178A Date Excavated: 8/01 /D7 TEST PIT LAG Backhoe: CASE 55o Bucket Width: 2' ~ T ~ ~T Depth to Groundwater: N.E. Logged By: BN ~_~~ ~ Sheet 1 of 6 ~^ ~,~ ^~~.~ i ^ ~~ ~ ;~~ .: ~~ ,r:: '~ ~~ ~ ~ REMARKS C D ~ ^ escr~pt~on +~ _ ~ W ~ J (~~ U U m ~ ~ ~ W J ~ ~a ~, _ 0~ .~ ~N~ d1 > G^ ~ ~~ NNE ~-' ~+~ ~ .~ N ~ o a o ~ ~ Note: BGS =Below Ground _•- ~' ~ ~, Z ~ ~ o a a E Surface can LAY e~kive , - ra , CL 2,5 Moderate vegetation and stiff to har , mi organics observed to 3 inches BGS. 1 +4.5 ~ ^. ^ .. Atterberg limits: 2 BG +4.5 r- ~~ g,g Test Performed at - 2-2.5 feet BGS i1~- ~ - an, me Eum Syi ~ r ~ ~ _ (LL=32, P1=19} dense moist. ' , -3 ~ ~ • , • M • • i ` ~ ~ 1 • • ` • s ~ ~ ~ • ` • Weak cementation ~ t • ~ • observed from 4 to ^ ~ ~ • r ~ 6 feet BGS. ~ ~ ~ r ~ _ ~ • . r f r ~ r ` • 7 • • • • ~ • • r ' r • ~ - ti i • i t oory- ra a ~w~ GP-GM . Silt and Sand -brown, dense, moist. ~ ' GP Sand and Cobbles -tan, dense, moist. ~ ; ,II. Percolation test performed a e • 8.5 feet BGS. 9 ~ Infiltration rate = >4D ^ ~~ `~ ~'°~a.• . in/hr measured. 10 Cobbles observed up ^ ^'^~^ ~^ ~ to six inches in ^ ~ ~ diameter. ;~ ~ ~ 11 Test pit terminate at 12 S andp~pe p~ezome er feet BGS due to caving installed to 12 feet conditions. BGS. 13 14 15 Client: DEADAV Test Pit Number: TP-2 ',~=,-__ EXPL~RAT~RY Project: BD7178A Date Excavated: 8/01/D7 TEST PIT LAG Backhoe: CASE 55D Bucket Width; 2' ~ T ~ ~Ta Depth to Groundwater; N.E. I. ceoTecx~K:ck enp~nE~eKc ~ ~~renw~ Tesf~c Logged By; BN ;~~Icc~r,:f~•r'ro~J-:e~~rcuKdU~ Sheet 2 of 6 co REMARKS ,~ ^ r USCS Description = ~ H a~ w ~ w NN ~ U in ~ v, ~ ~ w J ~ fl. a ~ ~, ~yo ~ N N E ~ ~ a~~. N .r+ V! L C^ ~ ~~ ? +r y ~ x ~. ~, N ~ v a o ~ ~ Note: BGS =Below Ground ~- ~' ~ Z . ~ ~ o °' a E Surface ~L ih CL 3,p Moderate vegetation and ~ - ro n, ve stiff, Dist, organics observed to ~ 2 inches BGS. C 1 ~ +4.5 ' 2 BK _~ SM r~• ease, Dist. ~ • i • • • 4 • ~.i ' . ' Moderate cementation { ~*r ~ observed from 4 to ~ ~ • ~ 5 f eet BGS. 5 '~` ~ . •~• • • • ~r~ •~r oor y- ra a wi GP-GM Silt and Sand -brown, Weak cementation dense, moist. observed from 6 to 7.5 feet BGS. 7 - A GP ~ ~ Sand and Cobbles -tan, ,dense, moist. ~ 8 .0 ~ ~: ~ Cobbles observed up . >, d: to six inches in 9 ~ ~. ~~ diameter. a •.~. 4 10 ~. est ~t terming feet BGS due to caving 11 ~ conditions. ~ ~ 12 _ ~ ti ~ 13 ~ I~ ^ 14 ~ , ti ~~ 15 client: DEADAV Test Pit Number: TP-3 ~-r EXPLaRAT~RY Project: 8o7178A Date Excavated: 8/01 /07 TEST PIT LDG Backhoe; CASE 55o Bucket Width: 2' ~ T R 2-T ~ k ~ Depth to Groundwater: N.E. Logged By: BN G£OT~GiNlCAL Eh~111L ~ G 1 MATCKIA~G TC3TIKG ~~~~~r,{~~ra~,~:~~,GU~~Ur Sheet 3 of fi i~ ~ o ~ N ,~ REMARKS USCS Descri nton r 2 ~ ~ ~ {n (%j N v J W J ~ ~ a '' p .O N ~ ' ~ ~ vim- ~ ~ p v ~ y O~ v ~ ~ Note: BGS =Below Ground o ~ ~- = ~ ~ ~ ~' a o ~ ~ ~ 'o ~ ~ ~ o o ~ ~ ~ ~ E Surface U e - `ive ' - '"ran CL 3.0 - e - ro to tan, stiff to rd, Dist, ~ ~ ar ics abs ed to inches G . 1 ~ +4.5 ' 2 2.0 4 1 2.0 S1LT~ Sand =brown, verb; ML stiff, moist. 3 ~ ~ BG 25 4.0 4 Silty SAND -tan, medium SM • • dense, moist. 5 • • ~ • • • • Poorly-Graded GRAVEL with GP-GM ~ Silt and Sand -brown, 6 dense, moist. ~.Y .~ ~ .. ~ • ' Cobbles observed up Sand and Cobbles -tan, ~ 0', .. to six inches in densa~, moist. D: diameter. 8 .~ :o ~ ~ ~ ~ ~ ~ ~ o:~ . 9 ' ~~~: ~~ ~• . i .0• i ~ 10 •. • s ~ ~ ~.' . . ~ ~ ~~. ~: ~ feet BGS due to caving conditions. ~ 12 f 13 i 14 15 I ~ Client: DEADAV Test Pit Number: TP-4 EXPL~RAT~RY Project: 807178A Date Excavated: $/01/07 - TEST PST LAG Backhoe: CASE 550 Bucket Width: 2' S T R ~T ~ a Depth to Groundwater: N.E. Logged By: BN GCOiCCHNICAt CtWIhCEi "NG ~ MAFCRVLL iESTd~G ~Kdc~r,ar~ro~~YccCfrcuK4U~ Sheet 4 of 6 :~ c o ~~ ~ ~ REMARKS SCS Description _ °3 W ~- ~ ~ v, `~ ..~ w ~ •~ m ~ ~ ~ .m o ~ ~ ~ ~ a~ ... sn +r ~ L c ^ a~ ~ ~ ~ v a o ~ ~ ote: BGS =Below Ground o c ~=- o U r ~~ ~' N a o ~ z . o ~ `-' a a~ n~ ~ o ~ E Surface ~ -e - .. - CL - - - r ract v to ran and o br wn to tan, ve stiff, or nits o s o most. ~ ~ is es S. 1 4.0 C and ~ ativ ML brown, stiff moist. 2•D C 3 2.D I~ I 8G oor y- ra a wi GP-GM k Silt and Sand -~ brown, dense, moist. I Sand and Cobbles -tan, I ti : • I dense, moist. I ~. ~ • ~ ~ •. . • ercolation test performed a .4 - fi feet BGS. • Infiltration rate -- >40 . k r ~• • •• in/hr measured. ~ ~ •p: • ' ~ Cobbles observed up • • • ~ ' ~~ to six inches in 8 .4 • ~ • diameter. ~ ~:: ~ ~ 9 t • ~: ti •' ~ . ; - .0 . } es p~ erm~na e a ~ ~ - - ~~ - feet BGS due to caving conditions. i 11 ~ ~i 12 ~ ~~ ' 13 ~~ ~ ~~ ~~ 14 k ~~ 15 Client: DEADAV Test Pit Number: TP-5 EXPLORATGRY Project: B07178A Date Excavated: 8/01 /07 TEST PIT LOG Backhoe: CASE 55D Bucket Width: 2' S T R C-T c'~ r Depth to Groundwater: N.E. Logged By: BN ucarec~+NCcu er.o~~~rra,~a s ~e rnuus Ycss~c 1-~f~~r-~rrrp.~~<~C`~rcuK~U~ Sheef 5 of 6 ~o ~ N ~ ~ REMARKS USCS Descri tion p H a~i a ~ J Ln ~ ~ N m W `~ y ~ a ~ •rn ~ a~ ~" ~ •N a ~ ~ ~ ~ _ ~ _^.. ~ ~ ~ °' ~ ~` Note: BGS =Below Ground ~ o = ,_- ~ ~ ~ ~ ~ ~ o ~ Z .o ~ ~ o ~ ~ ~ ~ o a E Surface U ' " - ~ rown, CL - ~ ~ , + . Trace vegetation and ve har , Dist. I ~ organics observed to 4 inches BGS. 1 '~' Moderate cementation r dense moist SM • ~ • observed from 2 to , . 2 ~ 2.5 feet BGS. ~ ~ • ~ ~ Moderate cementation r ~ ~ observed from 2.5 to 3 ~ ~ ' 3.5 feet BGS. ..ee f.~/ ~~77{ F.:y ~- ~. ~. ~~ BG 28 3.5 •. Sand and Cobbles -tan, ~: +- ~ dense, moist. ~ 4 • ' .O' I 'r ~. 5 .' o: ~ . ;~ ' •~ .• h ~1 I 6 ~~ .0 : . 7 ~:•~~ ~.' 8 , •p . ~ •. ~ o: • . g : '~~ . _ ~ .p . --- - - '~ I Percolation test performed at 4 f eet BGS. Infiltration rata > 40 in/hr measured. Cobbles observed up to six inches in ;, diameter. s p~ erm~na e a ~ i~- ~ - ~ ~ an pipe piezome er feet BGS due to caving installed to 10 feet conditions. ~ BGS. 11 ~ F ~w ~ 12 ti 13 ' II 14 ~ ~ 15 ~ Client: DEADAV Test Pit Number: TP-fi EXPLORATORY Project: B07178A Date Excavated: 8/01/D7 TEST PIT LGG Backhoe: CASE 550 Bucket Width: 2' ~ T R2~Tc~ ergineert~MG ~ rn~renutiia ifsr~~ u ~evTec++n:c Depth to Groundwater: N.E. - - Logged By: BN , . :r.~,~~r,~y ~r°M ~`~ ~~°uK~ ~,, - Sheet 6 of 6 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL TYPICAL NAMES - ~ : ~~, ..~• GW Well-Graded Gravel, CLEAN ~ ~ ~~~ Gravel-Sand Mixtures. GRAVELS .. ~ ~~~~. GP Poorly-Graded Gravel, ELS GR . ...: Gravel--Sand Mixtures. AV GRAVELS GM Silty Gravel, Gravel- Sand-Silt Mixtures. COARSE WITH FINES GC Clayey Gravel, Gravel- ~ _ Sand-Clay Mixtures. GRAINED SOILS Q o a a o a o o a o o a SW Well~-Graded Sand, I CLEAN aocoao Gravell Sand. y SANDS ~ ~ ~ ~ ~ ` Poorly-Graded Sand, S P Gravelly Sand SANDS ••r••• . SANDS T ~ • . , ~ • . ; ~ SM Silty Sand, Sand-Silt Mixtures, I WI H FINES . ~ •~ . • • . SC Cla a Sand y y ' . , • Sand-Clay Mixtures. inorganic Silt, Sandy ML or Clayey Silt. SILTS AND CLAYS Inorganic Clay of Low LI UID LIMIT ~ CL to Medium Plasticity, LESS THAN 50% Sandy or Silty Clay. I 1 Organic S~It and Clay I I I I I OL of Low Plasticity. FINE kGRAINED _ Inor anic Silt Mica- g SOILS I MH ceous S~It, Plastic I S~It. SILTS AND CLAYS inorganic Clay of High I CH Plasticity Fat Clay. LIQUID LINT ~ , I GREATER THAN 50~ ~ ~ ~ ~ ` OH Or anic Cla of Medium g y ~ ~ • • to High Plast~c~ty. Peat, Muck and Other PT - Highly Organic Soils . i! BORING LOG SYMBOLS ~ GR~UNDII~ATER SYMBOLS TEST PIT LOG SYMBOLS I Standard 2-Inch OD S lit-S S l - Groundwater B~ Baggie Sample p poon amp e - After 24 Hours California Wodified 3-Inch OD Split-Spoon Sample ~~_3-07) Indicates Date of gK Bulk Sample Readin 9 II Rock Core Q Groundwater RG Ring Sample at Time of Drilling Shelby Tube 3-Inch OD Undisturbed Sample Shorthand Notation: BGS =Below Existing Ground Surface N.E. =None Encountered ~~ APPENDIX B ~ ®' ~. .' ~ ~ - - . R VALUE DATA Percolation: None Point 1 Point 2 Palnt 3 Exudation, PSI 179 213 328 Dry Density, PCF 102.0 ~ 04.4 104.fi Moisture Content, °/0 20.1 19.5 18.5 Exp. Pressure, PSI 0.55 O.fiB 0.83 ~. r ~,f 1 f` ~ ,~'tila Ic,. l ~'~ r t ~ T Tw11, TT ~ ~~ r. v of : i r I ri I r r ~n ti I n n ril c v r II ilr t i l r r r. ,, ~ `~ ~, r. . . 1 ; : _ ^ . _-~e J IDAHO T-8 J r. ~' ~' I 1 1 - - . R VALUE DATA Percolation: None Point 1 Point 2 Point 3 Exudation, PSI 149 257' 421 Dry Density, PCF 105.2 105.4 101.5 Moisture Content, °/0 19.3 ~ 8.1 16.9 Exp. Pressure, PSI 0.25 O.14 1,11 ni , t ~ w~ a ^, , t ', ~,' ° '~~r1 {`, ~`F'~ T r- L ..r ~ .--_-~. .i.-= T v t;i r acv l ril r ti I" t ril yr II it ti l r ^ ^ r- ~- ~~' '~ ~ 1l' - - e J_. ;', ~i ~'~', _ ~^ x - I~. ,F I., {I }, ,. i' 'k~iREE CORMS SUBDIYISIdN 'TR 'IG IMPACT S'tIJ~Y [E• 1 r" c r ~. ~k1kIMI~F2X OF NQING'~ RECAE'N~ATION!$ THREE CORNERS SUBDIVISION TRAFFIC IMPACT STUDY BRIEF PROJECT DESCRIPTION The proposed Three Corners Subdivision is a 70-acre mixed-use deveio ment p and school side located at the southeast corner of the Chinden BoulevardlLocustGrOve Road intersection in Meridian, Idaho. SUI~IMARY of FINDINGS ~ . At full buildout the site development will produce a total drivewa volume of 2 610 vehicles per day with a PM peak hour loading of 230 vehicles er our, p 2. The proposed site access plan includes 2all-movement accesses to Locust Grove Road. No direct access to Chinden (US 20/26) is proposed. 3. The US 20126 intersection with Locust Grove Road now operates with moderate traffic congestion and ADT volumes are approaching the highway capacity of US 24126. 4. The proposed site access will conform to accep#able traffic capacit standards. The Y average queue for vehicles exiting the site will be less than 1 vehicle and the ueue q back-up extending south from the Chinden signal will not block eitherof the site accesses. 5. The site access will not generate sufficient turning traffic to warrant a ri ht-turn 9 deceleration lane on Locust Grove Road. The left-turn lane warrants are met fvr the business park and the schoo[ site. 6. The ChindenlLocust Grove intersection will exceed the capaci of the existin lane tY g geometry by 2415, and through lane improvements will be needed to accommodate regional traffic growth as identified in the ColU1'PASS Long Range Trams ovation Plan. A RECIf~ENDATIQNS 1. A two-way left-turn lane will be needed on Locust Grove Road at the main subdivision entrance East Three Corners Trail} and at the school site to accommodate ro'ected p1 traffic. The existing northbound LT lane should be extended as a TVIILTL to south of the school entrance. ~~~~ Study prepared by. Dobie~ Engi~eq~~ng, hc, 777 H~orth~tdlo ~-. Bo~~, Ib 83702 208-3~5-3Y90 Ph. 208-38l~0309 Fax dobia_dai0tn~n.caom I. ~~ PROPOSED DEVELOPMENT Study objectives Three Corners Subdivision Traffic Im act Stud ~tl This study was prepared to assess the traffic impacts and access mana e g meet issues resulting at buildout of the Three Corners Subdivision and to evaluat ' e the capacity '. of the road system to accommodate the site-generated traffic. Dobie En ineer' g Ong, Inc. ~DEI}was retained by the site developer to perform this traffic stud in accor ' y dance with ACRD, ITD and City of Meridian policy for transportation im act studies. p on-Site Development The proposed development plan for the Three Corners Subdivision include s 42 single family residential lots, 20 townhorne units and a rofessional busi p Hess park complex on a 74-acre tract. Also included is a private K-12 school Foundations Academy} on an 8-acre parcel on Locust Grove Road, The site is located at the southeast corner of the intersection of Locust Grove Road and Chinden Boulevar d ASH 20/26.) Access to the site will be from Locust Grove Road. No direct access to Chinden Boulevard is proposed. This project is expected to be full develo ed b 2015. y p Y Illustrated in Figure 1 is a site map showing the develo meat Ian and the a ' p p d~acent roads. }1~ i:~; Prepared by Dobie Engineering, ir~c. Page 1 ~; 0738 ~I lI *~ ~f i 1 f .I i ~~~ r r. i4 a 1 i I i ~I ,. ,~ .. .. ,. -- - -_ ~ - - , .. rn ~i a _ ~ ! ~tt ~ i - ° ~ _ u r ~~ J F ~` a i M' r Y*~ , r` ~ ~~ lja 4 rA I- ~ r i1 f ~~ .~~ ~; f~ PROJECTED TRAFFIC Existing Traffic and Circulation Three Corners Subdivision Traffic lmpacf,.St dy_ Chinden Boulevard ASH 20126} is a standard principal arterial under the Jurisdiction 'J of the Idaho Transportation Department ~ITD}, Currently it is improved with a 3-lane rural ~-~ road section and 4-ft. paved shoulders. The posted speed Limit is 55 mph adjacent to the ,~ site . ~~ s~ ~~ Locust Grove Road is`~'an ACHD minor arterial with a 2-lane rural section and a ~~ 54mph posted speed limit. i The Chinden BoulevardlLocustGrooe Road intersection has atraffic-actuated signal with !eft-turn lanes on all approaches. The Chinden a roaches have rote pp p cted phasing and the Locust Grove approaches have protectedlpermitted phasing. Average daily traffic counts were made by ACHD during June 2045. Recent peak hour turning movements and ADT counts were measured by DE! in September 2401. Figure 2 presents summaries of those turning movement counts for the PM peak period, Shown in Table 1 are the daily traffic counts on the arterial streets. .. ~:, Prepared by vbie Engineering, inc. Page 2 0138 w THREE CORNERS SUBDIVISION FIGURE 2 LOCATIQN: LOCUST GROVE RQAD AND CHINDEN BQULEVARD ~` CONDITIQN: EXISTING C4NDITIaNS .. DATE: SEPTEMBER X447 I .~ ~i nJ :~ ~~ I. - i ~ 4 R }~ ~ ~ rF.~ :~ ^ :{ I ~~ h 1116 I I - - - I ~ s ,~. .~ 1786 5 I . +. .+ r 4~ 61 Y II ~L i~~ll j . ,.. _ o- ~~ w• I ~ ~. ~I } ~~I I w - ,~ .. I ~ ,~ ~~~ ...s: rSi !, 127 ~` r~ ~ ~ 74 53 ~~ ~ r ~ ,~~.{ ,. .. r I ~• ti ~y ~ y ~~ _ J. I r ~h. F {~ { II I~ i SA i~, ~ ~~~ ~ 1167 ~,. .. ~ s --~ I+f ~y, RS Y . .. r _ 1947 `j F ~- f ~ / V ~/ 1 ' ~ ' ~~ s ~ .. ~, I ~~ F 5 x ~, s ~ !'~ R 3~'~ Three Corners Subdivision Traffic l act Stud Table 7 Existing Traffic Volumes Location: Vehicles er Da : Date of Count Chinden Blvd, East of Locust Grove Road 24,556 fi105 Chinden Blvd. East of Locust Grove Rvad 24,37 9107 Locust Grove Road North of Chinden Blvd. 5,820 6145 Locust Grove Rvad South of Chinden Blvd. 5,95 9107 An assessment was made of the current ca acit at the ad'a p Y ~ cent arterial intersection. the results are summarized in Table 2 below and de ' tails of the calculations ~. are located in Appendix A for review. Table 2 '' Existin Intersection Capacit A roach LAS Northbound E Southbound E Eastbound C Westbound Q Intersection p ~~ ~~ r pare b obis n ieerin ,inc. a e3 073$ ;,~ ~~ ~~ ~,~ ~ +~ ~, Three Comers Subdivision Traffic Im act Stud ~I'J On average the existing signalized intersection has adequate ca acit to p Y ~~ accommodate additional traffic as indicated b the Curren y t service levels. The 3-lane highway section on Chinden Boulevard east of Locust Grove Road alread exceeds the Y CGM~PASS capacity guidelines for a typical 3-lane arterial section. The Desfirrafiorr 203 Long range Transporfafion Plan includes the reconstruction of SH 2O12~ to a 5-lane section between Locust Grave Road and Can on Count . Pro'ect Y Y ] F{ construction is not scheduled at this time. However, it was assumed in this traffic stud Y that Chinden would be reconstructed by year 2015 due to the current ca acit p Y constraints. No improvements to Locust Grove Road south of Chinden are ro osed at this pp time in the ACRD Capital Improvements Plan ~GRD #202}. ~~ w Prepared by oie Engineering, Inc. Page *~ OT8 Three Corners uivisian Traffic Impact Stud .; w '~ Baseline Conditions The capacities of the arterial roadways were calculated for the ear 2415 rior Y p to inclusion of the site-generated traffic from the proposed develb meet. These c ' p alculat~ons were made to establish baseline conditions from which to a`~sess site traffic irn acts. p Appendix B contains a copy of the current COMPASS model ro'ections for ear p 1 y 2015 traffic. Since existing traffic now exceeds model projections, baseline volumes we re estimated using a 3°/° annual growth rate. The projected baseline capacities of the adjacent arterials are shown in Table 3. Table Assumed in this analysis is a mid-range LflS "d" ca acit of 14 Oo0 v d on p Y a p a 2-lane arterial and 33,040 vpd on a 5-lane highway. Source: COMPASS RTP S peed Capacity Matrix. ~.] ~~ ~, Prepared by abie ~gir~eerEng, inc. ~, Page 5 K 0138 ~y C~ t Three Corners Subdivision Traffic lm acttud~y -~- ,.~~~ ~, The baseline capacity of the project intersection is summarised in ' Table ~. Service levels were calculated for both the existing lane confi uration and g an improved intersection with 2 through lanes on the east and west a roache ' pp s. These findings indicate that existing lane capacity is not ade uate to accommod ' q ate protected #raffic, Intersection improvements will be required to accommodate ro' ' p tected traffic growth, Ref. Appendix B.} Table 4 Baseline Intersection Ca aci Chinden BoulevardlLocust_Grove Road A roach 3-Lane -~ - 5-Lane Northbound F . D Southbound F D Eastbound D C Vllestbound F D Intersection F D .i ~5' ~~ Prepared by Dvbie Engineering, Inc. Page fi ~ 0738 ~~ Three Corners udivisian Traffic I act Stud, :~ Trip Generation The following trip rates are recommended in the latest edition of the iTE Tri Generation Manual Seventh Edition} for a Business Park #ll0 land use and Sin ! ~. ~ ~ g e Family Residential ~#210} and Private School ~k-12} ~#536. . } l Tri r ti t Tri ccrrence usiness Park esintil A ci Per ~ Per Lot} Per Student} eeay End Trips ~ 2.76 ~ 9.57 2. Peak Hour ~ . 0.75 0.79 Enter X84%} X25%} ~~ °/®} xit X16%} X75%} X39%} e ®ur x.29 1.~ .~7 ntr X23°/®} X64%} X43%} xit X77°I°} X36®I°} S7°I°} A floor area ratio of 0.18 was assumed for the building area of the Business Park. It was estimated that the l.8-acre commercial tract could su art 60,004 s uare feet of pp q gross building area. ~; ~~ ~~ reared~y vle nEneering, lnc. Page 7 0738 :, ,~~ x.: r~ w 4 4~ ~~ Three Corners Subdivision Traffic Im act Stud Future site-generated traffic at full buildout of the residential Pots and the T hree Corners Business Park is shown in Table 6. Table 6 Site-Generated Traffic ~Rounded~ Land Use No, Units Total ADT AID Trams PM Tri s Business Park 64 KSF 765 S5 80 Residential 63 Lots 605 45 fi5 School 54o Students 124Q 395 85 Total Traffic 261 D 525 230 At full buildout the site will produce a total drivewa volume of 261 o vehicle Y s per day with a PM peak hour loading of 230 vehicles per hour. Since the s stem y roadway traffic reaches its peak during the PM hour, the A~1 eak eras evaluated se p parately only at the school entrance, Y y~r Prepared by Dobre nlneering, Inc. Page $ ~~,~ 0738 w 3# Three Corners Subdivision Tr is i act Stud Srte Access The proposed access plan for the Three Corners Subdivision inc Ludes one all-movement median-divided approach tv Locust Grove Road lus i p nterconnectionswhh two residential streets east of the site. The new a roach is located ' pp approximately 500 feet south of the curb line ofi Chinden Boulevard. Access to the school site for student pick-u Idro -off needs wi p p it be from the Three Corners Subdivision main access street. The school arkin entr p g ance will directly access Locust Grove Road, A copy of the school Ian is attached in A e ' p pp ndix A. Future trips at full buiidout of the Three Corners Subdivision development and school site were estimated and assigned to the ro osed ro'ec p p p i t entrance ~F~gure 3}. Figure 4 illustrates the turnip mov g ements at the site intersections for the PfW peak hour period in the year 205. Included in this traffic forecast are baseii ne traffic volumes plus the new site-generated traffic. r.~. Prepared by obie Engineering, Inc. Page 9 0738 ~: i i ~~ r~ ~~~ ~ - ,~ k~ r ~! B ^ '~.~ ~ !TK -~R~ - 'NOCK F Y -~ x~ ~ ~'~ A ~~~ CHCTECT® 51. Amb C~ ' S • I !h!! YM OYIV, NiMBstl 5~ FMrM V ~~ ` Swll YvskaW, L60aN•Sl a qy~ . r _ . ~~ w w ~'-'.~i. i ~t f ~x r- r~ 4~ '~ ii ~~ r~i ~~I ifs ~` ~. i 4~' neral lnformatton nalyst agency or Co. ate Performed Mme Period Votumg and T~mina nqu~ ~~ ~~~~ ~ V ~1~ ite InformatEOn ntersecdon L OCClS T GRO VF CNlNDFN ~rea"Type A!I other areas lurisdi~tion !TD /A CHD ~na#ysis Year - 2007 - -- - _. EB V~ NB SB LT TH RT LT TH RT LT TH RT LT TH RT um. of Lanes ~ ~ 0 ~ f ~ ~ 1 0 9 9 0 ane group L TR L fR L TR L TR plume v h 96 585 fig 155 995 ~ l 903 20 ~ l4 29 35 18 °/o Hea veh 0 3 0 0 3 0 0 2 0 0 2 0 HF 0 9D 0.90 4.90 4.94 0.90 ~ 90 0.90 0.94 0.94 0, 90 0 90 0.90 ctua#ed PIA A A ,~ A ,~ q A A A A A A tartu lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.4 2,0 eff. reen 2.0 2.0 2.0 2.0 2.0 ~ 0 2.0 2. ~ rrival 3 3 3 3 3 3 3 3 nit Extension 3 0 3.0 3.0 3 0 3.U 3.0 3.0 3.0 edlBikeIRTGR Vvlun~e 9D 90 30 90 90 95 90 90 30 90 90 15 ane Vlydth 92.0 92.0 12.0 92.0 92.0 92.0 12.0 12.0 arkingfGradelParking N 0 N N p N N 0 N N 0 N F ~~ ._ arking~r u5 stop~lnr o 0 0 0 0 0 ~~ nit Extension - 3.0 3.0 . 3.0 3.0 3.0 3.0 °hasin Excl. Left Thru nl 04 Excl. Lela NS Perm Emirs g G = 94.0 G ~ 17.4 G = 9d 4 G =- G = 90.0 G = 5.0 Y= 4 Y= 4 Y~ Y= Y+ 4 Y uration of Anal sis hrs ~ ~ 25 ~,~ _ ~ cie len i ane Grog ~a aCi , ~Contro! Dena and LOS Determination EB WB NB dj. flow rate 98 G93 972 9108 914 982 ane group cap. 9fi8 93S 289 9999 979 234 Ic rativ D. 99 0.74 0 60 0.99 0.67 p 78 reen ratio 0.4e 0.59 0.96 0. fig 0.93 0.95 nif. delay d~ 62.3 28.6 58 5 29.9 69.9 69.0 elay factor k 0 9 9 4 30 4.98 0.49 0.24 0 33 nerem. delay d2 4 3 3.9 3.3 ' 24.4 9.5 95.3 F factor 9. Q00 1.060 9.000 1.040 9. U~QO ~. lt00 ontroldelay 62.6 39.7 69.5 53.5 10.fi 76.3 ane group LGS "` E C F D ~-, E F Perch. delay 32.5 54.6 74.9 pproach LOS C p E #ersec. delay .4 Intersection LGS CS~Ia~dOT~ Copyright ®20~ UNVersity of Flc~tid~i, A,1~ Rl Reserved . . fide:l/~:IDocuments%20ar~d°/a20SettingslD~BIE1Loca~°~o24Sett~ngslTempis2~~ 3.fm p P. DQBlE D~Ei 9~91~1007 Pl~~ SHORT REPORT 0 0 3.0 3.0 Thru&RT --0$ G= 980 G= Y= 4 Y= h C = x50.0 SB 23 42 9 79 289 0.93 D 95 0.13 4 95 58.0 55.0 419 0.19 0.4 0.2 9.00 9.~4 ~; 55.4 55.3 F F 56.4 F D Version 4. }~ `' 911 ll~a4 r~ r. ... w ~~~ .~ APPENDIX B ~~ I ,~ OOLZ 5 OOLZ ~ -__ ~r i~ F"~ w i ~~ ~' .-, ~~ !R` V ~r- Locust Grove Rd. 2600 2500 ~~ ~~ a o ~ ~ ~ r ~ ~~ ~ y4 x ' ~r I F W y~~ •~ ''1 i 4 ~ ' ~ f, e~' Locust Grove Rd. 0082 2600 ... 0062 ~. ,_ 2900 4 y ~.~ r r Y+~ ^ ~, I OUt£Z wr~£Z ^ r~' • ,,. -C ~ }Z ~r')~ , Lev :,, r ~, "' 4i?~ ". ~~' ~'~y~ "_ ;L1;~ Dpi "~ _- ~` '~ ;: - ~ c f' r g '.M+~ ~' f _ ~ 6 ~° ~' . c . ~ ,~ ~. ~ ryry +1Uil r+t ... ~ r ~~, .J tBU} ~ ~ NC.'SI$1 ~' S°'y ~} try ~~ v~ +~c, /~ I kfU7 Y dF ~ r Y` ~+ i ` 1 ~, yr,, -. ~' r ' ""' '~ t~ r.. ' ,,~ ~-- r r 1 ~ r c'~.j=67°°S ~ll] ~y/~ ..... • 1~~ :V F Y~° a v `' o r ;v ~. o ro ;~ ~; _` `'`' ~, =~ '~' ;~ .~ ;~ tAf gdS {tii s d ~ Cta n~i :fi ;_ I l`~ L _ ~~ ~ Locust Grove tT 4~ ~7 (~~~ OGt L ?:~tr' `1 ,~ V~ .. ~ a ~i. y V ~ ® ~ ~ ~ ~~pp 4) T^ r 4 i~ r . C II $$ E ~ N ~- +,,r ~;A c- ~~y ` _'~ I '~ -.. - ~ G . _ .._ C"` C ~ w ,;, L i~ ' ' ~~ {~ 1 ~ ~ ' • ~ r. ~ ~ 1 L.. '_______ ~ . ;~9 1®. rY ass + W BY1 f rr y~y' f~ • '~.". t %F }~ , y~ j i yS 1 j; 5 --,. .r rt ~ - ~ . s ~ r fN V -~ r r _~ .~ ~ 'ry w / t~T r h' ~ 61~7c~ ``,~~ CQ~U~ a° ~ ®~iove, ~Eie ~ _' DOS, ~QL~ ~ ~~ ~ ~L .~. Ciovc n ,' _ , ~~'~veru+i R. ° -~ t!J ray ~ r . s~ a ~ - "° ~, *°- , v v w~ "' ~ .~ ~ ~_ ~,~ _ .~ a `•' ~ ~_ '. .p +w 5 ., ..r -. -- ~ ~Q~~1 4,rL'r~ v(1~.~~ JJ~~L 'i~?J~~ t~~~lr '~~L'G i LL~~~ ~' to 1 .~ ~ ~ r p C] r . I!} ®S7 r t- M p 1 H r ~,_ ~ ,µ r ~~- ~ ~ C7 ~vcust Grove R, r .~ ~. ? c i. ® ~ s~8 .,yr .i~! 7 L~lBC ~ ~i~'93 ~ ~JSr 4. v't'L m .+ G ~ ~° t1."s r tY} N :,, ~ I •- rd U7 r r .. C B i ' 1 1 '~ ®` ("r ~_ CL•.q i e 'i :__~r ~~ L I p~G~ ~ ~ - fir. °+~ :;.. f ilVV ~Yl- Mr °p ~a urn Linder d p ~~prar~ c, r_,- ~'_ ~-_ ~~ F f~ f rr `I 4 i 4 yf P [!S A i ~w ~fl 4 III :~~ ;F 1. 4 k ~{ I L fraf#ic Study r~,p Y I ~ 1,I. ~a~• ,fin ~ ~o a s ~~~ ~~ I ,± s ~+ _ -~ SHORT REPORT •nora! lnforma#ion !#e lnfo~rna#!nn nalyst P. DQBIE ntersection LOCUST GROVF/ 4gency or Co. DEI CHIIUDFAI date Perfom~ed 9/111007 ea Type Al! other areas -, ~ ime Period unsd~ct~on r~a! sus Year 1 TD / ACRD 2015 BASE'LINF _ ~ ~~ ~~~~~ ^ _ _ _ _ _ _ _ _, ~ ~ Volume and Tmmin !n u# _ - ~ - -- EB V~B hlB 5B LT TH RT LT TH RT LT TH RT LT TH RT um. of Lanes 1 2 0 1 2 4 1 1 0 1 9 0 one group L TR L TR L TR L TR olume v h 2p 734 85 195 X245 20 130 25 215 25 45 25 °/a Hea veh D 3 0 0 3 0 0 2 0 0 2 p ~ P H F o. 90 0.9~ 0.94 4 90 0.94 4 90 4 90 0.90 4 90 0.90 4.90 ~ 90 uated PIA A A A A A A A A A A A A _ tar~u !~~ ~ln~ . eff. reen 2.V 2.0 2.Y 2.0 ' LrrY 2.0 ~ f.ro 2.0 L.V 2.0 ~.O 2. D 2.V 2. D LrV Z. 4 ~ rival e~ 3 3 3 3 3 3 3 3 nit Extension 3.0 3 4 3.0 3.4 3.0 3 4 3 .0 3.0 edlBikelRTGR Volume 10 1D fi0 10 90 20 10 94 fi0 9D 14 25 ~. ane Vl~dth 12.0 12.4 52.0 12.4 12.0 12.0 12.0 12.4 `~~ , arkingiGradelParking !~ 0 N IY 0 N N p N >U 0 N arkin 1hr 9 us stopsJhr 0 D 4 0 ^ ~ nit Extension 3.0 3 4 3.4 3.0 hasin Excl. Leff Thru & RT Gn! d4 Excl. Left G-= 14.0 G= 63.0 G= 10.0 G= G= 90.4 Timing Y= 4 Y= 4 Y= Y- ~- Y- 4 uration of Analysis (hrsl = 0 25 ne ~rou Ca acl Control Dala and L4S D~t~rminatlon 0 0 0 a 3.0 __ 3.a w 3.0 3.0 N~Perm ru ~~ T - 0 G= 99.0 G= 180 G= Y= Y= 4 Y= EB ~V"B NB d~. flow rate 22 839 21l 1353 944 2D4 ane group cap. 1fi8 1487 289 1843 294 391 Ic ratio 413 0.57 O.15 4 77 0.49 0.59 reen ratio 0. G19 0.42 0.16 0.51 0.22 ~ 25 nib delay d~ fi2.4 33.2 fi0.1 29.3 50.6 48.1 lay factor k 0.19 0.17 0.31 0.32 0 99 0.92 ' ncrem. delay d2 0.4 0 5 14.5 2.1 1.3 1. ~ F fa .or 9.004 1. (~00 1.04 1.004 1.400 1. ontrol delay 62.8 33.7 70. fi 31.4 59, 9 ~ 49.9 ane group LCS ~ C ~ ~ C D D Perch. delay 3~.5 3G.7 54 7 PPraach LCB C D D ntersec. delay 31.9 lntersec~on LAS ~CS1i~74T~ Ca~yri~t ZO p@ Umva~.y of Flaid~, !~1 Rim R~rved ,~ ~e:11~:lnocuments%2~and%20Sett~ngslU~I3IElLocal°~o2oSett~ngslTempls~kl5.tmp SB 28 54 999 4fi4 0.15 0.11 0.22 4.25 47.0 43.7 0.11 411 4 4 0.1 1. ao4 ~. aDo 41.4 43.8 D D ~, 45.9 D D V~~on 4. x 91~31~40 F ' { i ~r ~ •Y 1 -~ ~enerai lnfonmation analyst P, DaB1E 'agency or Co. DEl Sate Pe~fom~d 9/11007 time Period Pfd Volume and Tlminq Inaut SHORT REPORT lnfonri~ttan ntersecflon ea Type urisdiction _ alysis Year LaCUST GROVE/ CNINDEfV Alf other areas ITD /ACNU 2095 BASELINE EB 1f1~ NB SB LT TH RT LT Tl~ RT LT TH RT LT TH RT um. of Lanes ~ ~ 0 ~ ~ 4 ~ ~ 0 ~ ~ 0 one group L TR t TR L TR L TR olume v h 20 730 $5 195 9245 24 930 25 295 25 45 25 °/~ Hea veh D 3 0 0 3 4 0 2 4 0 2 0 HF 0.94 0.94 0.90 0.90 0.90 090 D.90 0.90 0.90 0 90 0.90 0.9D ctuated PlA A A A A A A A A A A A A tar#u Iost time 2.0 2.0 2.0 2.4 Z.4 2.Q 2.0 2.Q . eft. reen 2.0 2.0 2.4 2.D 2.4 2.0 2.0 2.D rrival e 3 3 3 3 3 3 3 3 nit Extension 3.0 3.0 3.4 3.0 3.0 3.0 3 0 3.0 edlBikeIRTOR Vofume 10 10 30 10 94 15 14 10 30 90 90 15 one Vlfldth 12.0 92.0 12 0 92. D 12.0 12.0 92. D 12.0 ParkinglGradelParlung N D N N 0 N N 4 N N 4 ~ w .~ arkinglhr us stopslhr 0 0 D 0 0 0 0 nit Extension 3.0 3.0 _ _ 3.0 _3.0 __ ~3. D 3. D 3.0 °hasin Excl. Left Thru & RT Onl D4 Excl. Leek Perm ~ T~ru & RT imin G= 14.0 G~ 17.0 G= 10.0 G= G= 10.0 Gw 50 G= 98.0 g Y _ 4 _ 4 Y = Y= Y= 4 Y= Y= 4 ~tion._.. €~ al sis hrs = 0.25 bane ~rou ~a aci Control D~~a and l~~S De~er~ninat~on cy le Length G_ ~, ~ ~p.0_ EB U~B NB d~. flav rate 22 872 29l 1389 144 234 one group cap. 16S 938 289 9118 9 71 234 !c ratio 413 0 93 ~ 75 1.24 0.84 1,04 reen ratio 0.09 0.51 D.9fi 0.61 0.93 0.15 Unit. delay d~ 62.4 34.0 60.1 29.5 63.0 83.5 elay f~tor k 0.19 F 0.45 0.31 0.50 0.38 050 ncrem. delay d2 ~ 4 15 5 10.5 19fi.8 29.8 58 S F factor 1.OOD 1.444 1.040 9.000 1.04 1.OD0 ontrol delay fit. S 49.8 70.6 146 3 92. S 122.3 one group LOS E D E F F F ~ perch. delay 49.9 .f 936.9 999.9 pproach LOS D F F ntersec. delay 144. fi Intersoction tOS ;~_ ~CS20~TM Co~yri~~C 20~ Urriv~e~ity of Florida, All Rl~ht~~R~t~crv~ ~1e:11C :IT~ocuments~l©2Qand%2 a Sett~gslD ~BIE1Laca~%2~Settt~ingsl~`empls2k 13 .tmp ~~ ~ ~~~~~~~ 0 3.0 OS Y= SB 28 61 177 275 0.16 0.22 0.13 0.15 58.2 55.7 0.77 0.91 0.5 0.4 1.000 9.OOb 58.6 5f~ E E 56.9 E F 1~e~it~ ~. ~i 91~ 11Z~~ APPENDIX C 4. ~~. _ _.. SHDRT R~PDRT ~~ eneral Information ate. information ~~~ ~' naiyst P. DQBIE nterseotion agency or Co. DEI ~~. ate Performed 9111~Q47 ~ rea Type ~, ime Period p~ . unsd~ction al:~ _ nalysis Year ~~ Volume and Tlmin In ut ~~ LOCUST GRaVEI CHIND~~I Ali otherareas ITD/ACRD 2015 BASF+SI7~ ~~~ EB WB NB LT TH RT LT TH RT LT TH ~~* 4~ , um. of Lanes 1 2 0 1 2 0 ~ 1 '~ ane group L TR L TR L TR plume v h 20 730 105 215 1245 20 155 35 F~ °lo Hea veh 0 3 0 4 3 0 0 2 t~- F' PHF - 4 94 0.90 0.90 0.90 0 90 0.90 ~ 94 0 90 ''~ ~~ ctuat®d PIA A A A A A A A A ;~~ tartu lost time 2.0 2.4 2,0 2, 0 2.0 2.0 ,. ~'~~ . eff. reen 2.0 2.0 2.0 2.0 2.0 2. D ., rival 3 3 3 3 3 3 a nit Extension 3.0 3.0 3.0 3.0 3 4 3.0 edlBikeIRTOR Volume 10 90 fi0 l0 10 20 10 10 ~~~ ane Wldtn 12.4 1z o 12.0 12.0 12.0 12.0 arkinglGradelParking N 0 N N 0 N N 0 arkinglhr us stopslhr o a o 0 0 0 nit Extension 3.0 3.0~ 3.0 3.0 3.d 3.0 '~ °hasin Excl. Left Thru & RT On! D4 - c . e berm G= 14.0 G= fi3.0 G~= 10.0 G= G= 10.0 G= 19 0 F iming Y= 4 Y= 4 Y= Y= Y= . 4 Y= i ~~ uration of Ana! sis hrs _ _ ~ = 0.25 cle Lenc - ane Cron Ca acs Control Dela and LDS Determination EB Vv8 NB dj. fl~r rate 22 861 239 1383 972 239 ane group cap. 168 14fi1 289 1803 293 393 ~. . Ic ratio 4 93 0.59 0 83 0.77 0.59 0.69 reen ratio 0.09 0.42 0.16 0.5f 0.22 0.25 nif. delay d1 62.4 33.5 61.0 29.3 52.5 501 elay factor k 419 0.18 0.37 0.32 018 0.19 ncrem, delay d2 0.4 0.6 17.7 2.1 3.1 Z.7 F factor 1. Q04 1. Qa4 1.040 9.000 1.004 1.000 vntrol delay 62. S 34.2 78.7 39. ~ 55. fi 52.8 ane group LOS E C F C E D ,Perch. delay 34.9 38.3 54. D pprvach LOS C D p t~tersec. delay 39.7 Intersection LOS ~CSZOOUTM Cq~ri~t 0 2000 U~ve~sity ofFl.r~da, A~1 R.~ghaRed fide:llC:lDocuments%20and%20Settu~gslD~BIE1LaCa~°~o20Sett~gslTempls~k9.tmp SB RT LT TH RT 0 9 1 0 L 7R 240 25 55 25 0 0 2 0 490 0.90 4 90 0.90 A A A A za Z.o 2.0 2.0 3 3 3.0 3 0 so 10 10 25 12.0 12.0 N `' N 0 N 0 0 3.0 3.0 Thru & RT D8 G = 18.0 G = Y= 4 Y= ~C~ 95a. _ SB 28 fit 1 ~1 460 0.1fi 0.13 0.22 0.25 47, 4 44.0 0.11 0.19 0.5 0.9 9.004 1.044 41.8 44.1 D D 45 3 D D ~~~ Version ~. 9I13120Q V s#S v s r~ r - BACK~~F-QUEUE I~Ii~RKSHEET Qnara~ ~nformat~an ~ro~ect Description 7f4RE~ COR~VFRS SUBDlVlSlQ1~ - - - - - --f iYii . era - ~ ;,~ . . ~ ~. _t , - EB WB - - ~NB ,- - .. . LT TH RT LT TH RT LT TH RT LT TH ~ - Lane group L TR L TR L TR ~. TR nit. queueliane 0.0 0.0 0.4 0.0 0.0 0.4 4.0 0 0 #ow rateliane 22 869 239 9383 9lZ 239 28 - -- fig atflow per lane 9805 9821 9845 9844 9332 ?594 111 9863 ~ ~ - -~~ u apacityllane 968 94fi9 289 9803 293 393 ~ ~ 9l9 . .~ .. .. 4fi0 _,,. iow ratio 4 09 0.25 0.93 0.39 D.9~3 0.95 0 04 ~ ., . ~- . 0.03 _ 5 Ic ratio 0.93 ~ 59 0 83 4 7l ~ 59 0 61 0 96 0.13 ~~ # factor 9.000 1.000 1.000 9, aoo 9.000 9.000 1.400 9. D00 rrivai type 3 3 3 3 3 3 3 3 '~ Platoon ratio 1.00 9. DO 9.00 9.00 9.00 9.00 9.04 9, DO ~ - . ~ , PF factor ~ 9.00 9.00 1.00 1.00 9.00 9.DD 9.00 ~.{ 9.40 . ~ 08 94.5 9.fi 24.3 5.8 8.8 0.9 2.0 t. . _ 0.3 D.8 0.4 0.9 ~ 4 D.5 0.3 0.fi 0.0 9.9 9.7 2.l 0.6 D.8 0.9 0.9 avg. D. 9 15.6 9 ~. 3 27.0 6 4 9. fi 9. D 2.9 -- - Gentile Ba .,k of ue:~9~th percenti~e1/^ ~ - • / - ~ ~ -~ ~ - - ~~ ~~ ~ - - -- ~ - ~ ~ ~ J - I - ~- l ~ -~ k 2.9 9.8 9.8 9.6 9.9 9.9 2.9 - 2.0 - --. Q°~° 9.8 27,4 20.6 44.9 92.3 97.8 2.0 - 4 4.2 ~~~ eus Stora R _ ~ - ..~ - -ti - - - -. - k - - - - x' spacing 25.0 25.0 25 4 25.0 25 0 25 0 25 0 i Z5.0 --.. . , - storage 0 0 D D 0 0 4 ~ 0 r vg. RQ ~, 5°/v RQ°/° HC-4,210~7TM Copyri~t 0 2040 Ut~~ersifiy of FIori~, Ali Rim R~ecrved T} ~ _ ~ Version 4. s~ ~~eJIC:IDocumen~s%2~and°~o~oSettingslD~B~E1Loca~%2aSettin~slTempls~kB.tm 91131200 p ~ ~ f M ~' Y « _ - _i i _ _ _ ... _ ... _. T1~IC~YVAY STCp CCNTRC~L SUi~ARY r+ ~ - ~ti eneral ~n~ormat~on - of . matron - {. ~. - -~ ~ -~ ~ -~ ~ ~~ "~ lyst ~ ~gencylCo - DEI ~~ ~ - n ersectron ~ ~ ~ ~~ - k _ -, .~ LQCUST G --- ' ~ . ri sd~t~on ~ CND e Performed 8/14/Z007 lys~s Year 2015 BASELINE + SITS a is Time Peri __ _ _ ~ r:f'4. '4 ~~+~ - - ~ ~ _ ~ _ _ - _ ' ~L ~ ~ - _ _ ,~ ti ~7~ 7J _ EastlVllest Street: 5CH~O L ACCESS • i - - - . - - ~. ntersec~ion ~rlentation: 1~orth-South _ ~ - - ---- stments ~ ~ .. ~ ~ ~ . _ - - - - _~ ~ - .. . a or Street Northbound ~ v. ~ ~'° r __ ~ou oun - ovemen 1 2 3 4 - • ~ - - -- 5~ ._~_ , L T R L T --- oturne 0 405 15 l5 370 - r~ Peak-Hour Factor, PHF 4.95 Q 95 0.95 0.95 _ 5 0.95 Hourl Flow Rate, HFR 0 4~fi 15 15 4 38g ~~ ercent Heavy Vehicles 2 ~- 2 ~ ~ ` a Median Type ~ - - .- - - - - - -- - ~ . -- - _s RT Channelized - - 0 ~~ t! - - - - ~ -.. 0 1 D 0 ~ - on~guration TR LT ~; - U stream Si nal 0 - ~:~ ~ ~ ~ f 1 • ~nor Street vllestbound --- -- - - - ovement ~' g g ~ 0 _~ 11 ,_ ~. L T R L - . Y. T k.. R, ~ olurne 15 D 15 D 0 - - ea - our Fac#ar 0.95 0.95 0.95 0.95 --~- 0.95 ~ .. ~ _ e, H 15 0 15 0 . ~ ~ 0 - . ercent Hea Vehicles 2 Z 2 2 ~. ; ~ ercent Grade ~%~ 0 ~ 0 ~ ~ ~.-~ - - -- Flared Approach N - - ~ ~ - ~ -~ - r - torage 4 0 .. - -~ - r- RT Channelized 0 0 ~ . ~~~ anes 0 4 0 0 - - . -, Q onfiguration LR - - t ~~ ~--_ ueue ~ ~ a nd ev o ~ ervice ~ ~ ~ ~ ~- ~~~ ~ - ~ - ~~~ ~ - ~ - - - ~ ~ - pproach NB SB Westbound _ __ ~ ~ Eastbound Movement 1 4 7 8 9 10 _ 11 1Z f ane Configuration LT LR ~vPh~ 15 30 ... . ~m3 4vph~ 1100 41~Z ~ - Ic 4.01 4.D7 .~ 5% queue length 0, 04 0,~3 - ~ F s ontrol Delay 8.3 14.4 V ' - LAS ~ A g ,. _-_ ~, pproach Delay -- -~ 14.4 ~ - ~: . PProach LaS ~ .- -- B - ~- r - s .~~_~ - ~gh~s Reserved _ .. .. ti - - - -- ... . - HCS2q~OTM Crpiyri~t ~ 2003 U~renrt3- of Ftd~d~i-, Alt Rim rtired Von 4. Vt~4ion ~.td fide:ll~;ODvc~rnents%2Uand%20Sct~~n s1~~BIE1~ ° ~ a~a~ ro2 . 0Settx~gsl~'emp~u2k ~ ~.ttnp 91~ 3124 k ,~ 1r T~V~-INAY STEP CONTROL SUGARY eneral Infarmatlon its Information nalyst P. DOBlE ntersecfion LOCCIST GROVE/SCNOp~ ~gencylCo. iDEI un~icfion ACHD ate Perfom~d ~~4/2007 nal sis Year Z0~5 B + y ASELlNE 5lTE nai sis Time Period A~~~ ro ect Desch ion THREE CORNERS/ FOUI~DA f1OlVS ACADEA~Y ast111Vest Street: SCfYOOL ACCESS orthlSouth Street: LOCUST GR4Vf tersection Orientation: Nbr#fi-Sau#h tud Period hrs : 4.25 ehicla Volumes and Ad'ustments a or stre~ Nor#hbound Southbound ovement ~ 2 3 4 5 L T R L T olume D 300 B5 65 300 eak-Hour Factor, PHP 0 95 4 95 0.95 Q 95 0.95 ourly Flow Rate, HFR 0 315 68 68 3~5 ercent Heavy Vehicles 2 -- -- 2 dian T pe Ilndrvlded - T Channelized 0 anes D 1 D 0 ~ onf uration TR LT str am ~, ~ - 1 ~ inor S#reet Westbound Eastbound vement 7 8 9 10 11 L T R L T alume fi5 D fi5 0 0 eak-Hour Factor, PHF 4 95 0.95 0.95 0.95 0.95 Hourl Flow Rate, HFR 58 0 68 0 0 ercent Heavy Vehicles 2 2 2 2 2 ercent Grade ~°~b~ 0 0 Eared Approach ~ ~ torage p 0 T Channelized 0 anes D 0 0 o v on uration LR ela Queue Len th and Level of Service pproach NB SB Westbound vement ~ 4 7 y 8 9 10 ane Configuration LT LR t~~~ s$ -~ ~3s 4m3 ~vph} ~ X56 437 Ic D.Ofi 4 3~ 5°!~ queue length D.99 ~.3~ ontrol Delay 8.3 ~ fi 9 O5 ~ A C Rpro~t~Delay pproach LOS Rights Reserved 1-_ C HCSZO~T~" Copyr~i~ ?A~3 Unive~(o#`~#orid~ A## Right Reran VdtsiAh ~6.1~ f~~e;11~:IDaeume~~s°/a2~a~nd°~o~flSettu~ sID4$ ~ ~ILoca~%2~Set~:n slTe~ 1u2k~~,#m ~ ~ ~ p Eastbound 11 6 R 0 .~. 0.95 0 _.... 0 0 _.~._... 1~ R _..__._r 0 D. 59 0 ~~ 2 0 0 12 F~ Vltsion 4. ~1~ 31~OU ~ - `r P TWq-IIVaY STgP CgNTRgL SU~~IRY _ ti , - - - eneral information --- - --- ~ tiY r.~ ~ •,°_ ~ ~ -- ~ - R ~ _. ~ - . nalys P. DOB~E }ri ~ • S G` _ . . •- ~,gency~Co. flE~ '• risdiction ACt~D e Perfom~ed 814/2441 a i lys s Year 2D~5 BASELINE + Sl~'E a is Time Period PJUI~ ast~IVest Street: Sf TE A CCESS _ out tree - - _ - C ~ ~ i1 T ~ ~- • ntersection Orientation: _ North-South _ ~ p ..' ~- Y 5 ~T -- • Ma orStreet -~ Northbound -• - _ it r~ ~ ~ ~ ~ _ ~4~ ovement ~ 2 3 4 5 = -~ • ' L T R L T ----~- - olume 0 385 35 35 340 ~ _ - •' eak-Hour Factor, PHF 0.95 4.95 0.95 4.95 0 95 J - Hourl Flow Rate, HFR 0 445 3fi 35 . 35l _ _ .~ _ Percent Heavy Vehicles 2 -- -. 2 ~ - _ ,r ^ 7 Median Type .rr• r ti '~ ~~~ . n 'rv~ a _~ - .. .-- . - _- - - - .~ k ~ ti RT Channelized p Lanes 0 ~ 0 Q ~ - ~- onfigurafion ~ TR LT iho-• . _. ~._ri~ U stream Si nal 4 1 • ~ • • inor Street Westbound -....~ ~~ • - as oun - ovement 7 8 g ~ p ~ ~ •.+. _ _ _ L -~ R L T _ _ olume 45 D 45 0 n .. - ~..,-,. _ _ .., a ~~ our a or ~ 4 95 4.95 4.95 4.95 0.95 •- .' S- ~ ~ • ' ~ ~ 47 0 4l D 0 ._ . _ Percent Heavy Vehicles 2 2 2 2 2 -•- -- ercentGrade ~%} a F_ a, _ . _ Y Flared Approach N ~ y +t- ~Cr - ti forage 4 p ~~, _ r -.~. RT Channelized p - - - • Lanes 4 0 0 d 0 ~•~ ----- f onfi uration i Lf~ - ~ - •pproach NB SB Westbound - as~boun - ~` ~ ovement ~ ~ 4 7 g g 1 p ~ ~ , - ane Configuration I.T LR ~ - +- i ~vph} 3fi 94 - ~m} tvph} ~ 104 449 - 1c D.03 4.23 5°l~ queue length 0 ~4 ~ 4.88 _ . ontrol delay 8.4 16 4 t - .~ LOS A ~ C .. :~ • proach delay -- -- ~ 6.4 - - ~` - ~- ~ - . , - pproach LOS -- -~ C - - ~-. - _ _ .~~~ fights Reserved _ _ ~ `~ HCS2U~~ Cow 203 U~v~sity of F~rid~ AID Rights Itaerved V~r~[on 4. ~ V~. EEC! ~.1 d ~ ~ ~` f ~e:1/C:~Dacuments%20and°~o~OSet~r~gst~BIEI~,o~a~°~o2~~SettingslTempu2k ~ fi.tmp 9l~ 3120