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Three Corners AZ PP Applicationn MAYOR Tammy de Weerd CITY COUNCIL MEMBERS v�Keith Bird Joseph W. Borten Chanes M. Rountree Daum Zaremba CITY DEPARTMENTS City Attorney/HR 703 Main Street 898-15506 (City attorney) 898-5503 Fax 884-8723 Fire 540 E. Franklin Road 888-1234 fax 895-0390 Police 1401 E. Watertower Lane 888-6678 fax 846-7366 Public k (I 660 E. Watertower Lane Suite 200 898-5500 fax 898-9551 Building 660 E. Watertower Line Seita 1.50 887-221 fax 887-1297 Wastewater 3401 N. Ten Mile Road. 888-2191 fax 0744 Water 2235 N.W. 8th Street 888-5242 fax 884-1159 TRANSMITTALS TO AGENCIES FOR COMMENTS ON EVELOPMENT PROJECTS WITH THE CITY OF'MERIDIAN o insure that your comments and recommendations will be considered by the Meridian Planning and Zoning Commission please submit your comments and recommendations to Meridian City Hall Attn: Will Berg, City Clerk, by: November 8, 2007 Transmittal Date: October 16, 2007 File No.: AZ 07,017 & PP 07,021 Hearing Date: November 15, 2007 Request: Public Hearin - Annexation and Zonin of 40.4 acres from RUT to C -C zone ` (21.3 acres), R-8 zone (8.27 acres) and R-2 zone (12.87 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: 6380 N. Locust Grove Road Steve Siddoway (no FP) David Moe (no FP) Wendy Newton-Huckabay (No FP) Michael Rohm (No 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 Servlces(No VAR, VAC, FP) Building Department 1 Rich Greene Fire Department Police Department City Attorney City Engineer City Planner Parks Department Economic Dev. (CUP only) Your Concise Remarks: Meridian School District (No FP) Meridian Post Office(FP/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 (FP/PP only) Intermountain Gas (FP/PP only) Bureau of Reclamation (FP/PP 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: NW Pipeline New York Irrigation District ' Boise -Kung Irrigation District CITY HALL 33 T IDAHN AVEhiUE MERIDIAN,, IDAHo 83642 (208) 888-4433 I La ,,�, 1 FINANCE& UTILITY IL LIN FAX 887-4813 MAYOR'S OFFICI FA. 119 ,moi Printed on recycled paper 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) (21.3 acres), R-8 (Medium Density Residential) (6.27 acres) and R-2 (Low density Residential) (12.87 acres) by David Dean File No.: PP -07-021 Request: 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 by David Dean ■ iR h File No: ALT -07-015 `' .w a Request: Alternative Compliance forlthe 10 foot landscape buffer adjacent to local streets by David Dean. Location: 6380 N. Locust Grove Road, Section 29, Township 4 North, Range 1 East, B.M. I , el CITY CW � r 54 IDAM0 1� may: ' fM� L+J Planning Department COMIvMISSION & COUNCIL REVIEW APPLICATION c�iu►-�s Applicant Information Applicant nazne: A V i jA 4 • Ok phos; -13-1 0. 1 �3 Applicant address: 1!1 !4(e F=e 14" WaDEMcto Zip: 06 10 tf 4 20, Applicant's interest mi prop. : gOwn ❑ Rent ❑ Optioned ❑ Other Owner nan'fc: 1 Phonz: Owner address: Zip: Agdat name (fig., arghithct, tnginft, dtvdlopir, rtPib§ft&tativbb): A Idl1 KWA. Finn n-VOG'iv" f-%evk&A1_ to - Phone: 3 L3 Address: x1'11 � d'1/l1 o#2 4N �zip: �- 5100000 Primary contact is: ❑ Applicant ❑ Owner IYApnt ❑ Other Contact name: TAj*A MOKW^4.. E-mail: "F w� o�yLA Cd_ e 1n a r c_ n. Phony: 3 2A Fax: b Z3 !L31 Sub wt Property Information veel 4 1 1W Location/stL VOA address ■ As scar's pardel num s]: 5 015 2,J 2-7 21 t' �C. 7-1 Total acres ae.•Township, range, section.• - Ciurent land use: rl C untnt zoning district: CO or 600 E. Wate tower Lane, Suib%2& ■ Meridian, Idaho 83642 Phone: (208) 884-5533 ■ Facsimile: (208) 888-6854 ■ V*bsitu www�� tyT� 1 gip; Project Description Pro'ectlsubdivision name: llkree. Z6� Citneral description of ropospmfect/r - uvst: f 1• Ce Proposed zon-m*g district(s): Cv! Acre of each zone proposed: G �_ r HOLM L$ndr Awn I On I Le W) AA !Cif - . i t St goo tO FL-�b � V •Z'[ ac• �.-2 = to .3H TyrW of usb propo, d (check -all that apply): Iff/ Residentialommarctal C+�Dffica ❑ Industnal VOdw Amenities mvidcd with this dove/ meat if a licabl - 1 • • P oP � PP ). � Who will own dt m aintain ffe prtssudzbd irrigation systEm in this div loP rent? - d. s,44( Which inigatiop district docs this property lie within? 1,4, Primary trop source. 1 - �'WAkAoleo so vcvndary: +�`'L Squa faatag,8 of laadscap6d arias to b` (if P=Kyamcondwy point of cou ction irCity wahm dK Rebidential Project Summery cif appReable An Number of *sid'�tia1 omits: � � - &S " um - ' of ' ding lots: � �- Use 4,41st-6 � • Number of common and/or other lots: Propood number of dw0ifi,g units (for multi -family &mfi pments only): 1 BUroom: 141tt 2 or morn: Bldrooms: A Nfinimurn square footap of structure(s)() (mcl. 000 Proposed buildins he' t: S -� AA0 MiniMinimuln px- rty si& (s.f): Av"t propdrty size (s.f.): 7= VIP Gross density (DU4=-til lid): ��U v`&'/'tY (Di]mcre-excluding mdx& ai1ey:): Ai e.. 0 Parcen m of en ace rovidad. _ ` Acts of o ac+a: ' • � open sP P P� sP Pbrcen a of me -able: o2ft space: Chapter 3 Articlb G for 'fred op en space) Type of op& space providbd in acrks (i.e., landscaping, public, common, etc):1"cksa%Pc/%fhwj%,W, Typo of d lling(s) praFoeed: NrSi4v-family ❑ Townhomes ❑ Duplex= ❑ Multi -family r Non -re dentisd Project 5umn ry IF applicable) Number of building.lois: + Other lots: Gross floor area med: q01 MOM wa spFxi if a licablt : T( ) Hours of op6 ration (days and hours). 4 ding. Might: PercentagAf aita/project devoted to the following: LandscaP. IV Building; 0 Paving: • Total numl*r of employ s:• �� Maximum number of amploy�ee�s at any on* tima: Numlor and ages of students/children if a licab� :.� � 0a � � Z 4L Seatin c &U "go � � � ( PP ) _ � � � Number of tomPacts actprovided:TAU numbbr of parking g sP` ages mvid*d: l Z697 4 Wk 0 t � Authorization Print applicant name: v► d 04 - d . tUe ," - d* Applicant tutt:u r / I W: PP si � /660rlftower Lane, Suite 202 • 'than, daho 83642 Phone: (208) 854-553+ Fadliniild: (208) 888-6854 • W6blfite: www.meridiancity.org 2 9777 CHINDEN BOULEVARD BOIDAHO 83714-2i 88o FAX i r. boise@toeniirco.com City of Meridian City Planning Department 660 E. Watertower, Suite 202 Meridian, Idaho 83 642 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 Annexation/Rezone, 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 20/26), 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). Our 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 and/or 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, i City ri i Revised Three Comers SubdivisionApplication ativ October , 2007 Page 2o ingress -egress and shared parking in favor of the office/limited retail buildings. The proposed zone is conducive 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-8 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 proj ect. • 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 6.27 -acres. The R-8 Zone request is for a portion of the property requested for a Comprehensive Plan Designation of "Mixed Use -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 application. l - . 1 0*13'f I I I VICM � 1 � City of Meridian Revised Three Comers Subdivision ApplicationNarrative October 5, 2007 Page 3 of 4 We are identifying "specific use easements" for all common side lot lines for the lots in the R- 8 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, 1 0 -feet from the property line. This would allow for the 1 0 -foot separation as currently required in the R -S 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 be made of a one --hour fire rated wall construction. Additionally, the plat will indicate the proposed utility easement locatiops 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 Corners 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 close 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-8 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 8 -inch main along the proposed Three Corners Trail and stubbing to the south boundary for future extension through Lot 16 of the Dunwoody Subdivision, once/if 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: Documents and SettingslLPerkinslLocal Settings I Temporary Internet Files IOLK5C107121-annexation-rezoneletter- amended October 07.doc File: 07121-20-110 (fril I 116P 147) P4 (1);1i i k,194 10 D1 i''1111 I I , ; A- L N -: -4 OZ11,111 ip City f Meridian Revised Three Comers Subdivision Application Narrative October 5, 2007 Page 4 of 4 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. 9= Tim Mokwa I F'ro ect Managet j Mr. And Mrs. Dave Dean Brian Hauff Pat Dobie C - 0ocuments and Settings �LI`erkins ILocal Settingsl Temporary Internet Files IOLK500 7121 -annexation-rezoneletter- amended October 07.doc File - 0 7121-20-110 i* • - �+ ADA CDUHTPA' CCR�FR J. AYi RR4 old I l0 FEr---%q4DEPUT 1999 Sp 1kX D 99091922 DEED For VOua Recce B:uWw=-Smith LLP, as Idaho limited H*Mty pmtu=hip riikff rafarred to (3*ntoirj domh=W b io, aLaw aoovey tso s D*Ad J. DedWd Yai,� l��n, hgbod d wife harola r reformd to esuGvantea, eweatarddrert Ig r rj VG 6. 00 *Od41 • `' [�� db fiAy t rad p-manft to -W. y Lot 16 in Block 1 of DUN*MY SUBDIVISIM; xccord:Lng to they Official Plea thereof, h1ed in 'soak 56 of Plattit< at Page 54M and 54830 Official Records of Aft County. I fth. o . ,A 1 _ IIl�#h int t in Lot 29, M.oc]� 1 A To HAVE -AND TO HOLT] t�w- id pr=d9cs, Wkh their Sto the d � � hdtu 7d d �f rt var. A 4 �P � c� to sd vrith t1w add a4 that Orantm in } this corm is fisc dM* of MW p rCming that mrd era fm trona 98 an • exempt corm ft �0° + U.S. �- �W4 qg r�'a, ind r; to=, I Lkg% *d vide up= the prcm3 wd ttr Grantor vM owtvA sad defend this wms tram Wl cis; DMed: Saptemtrr ID, 1999. rclgkson- th LLP • OR Wd Hiro R. nrMazoon, Pj , n4kx St th r Pa rtn+er. STATE OF IDALHO 1AL COUNTY OF AJDA On I%$ VU of Sa anbar in this ` t3�r pt iteear 1999, be�tare me, r IliatarY Public m �d far rwid 5�c, � Y PP d Ha rd. d R. B� ran It 9tcit'aa C. Smith, iat t]r ati�d to me to , qp of tura rt is the p B LLF,, d tb�e r w ora of the put m who .� !_ ■ _ ` 1p n=a to rLB d to Ift s io irF ,F Nahk Fnlft cffl-12L- RaziftaA =o�= First American 27tle Company of Idaho O 7H&. =" FLIMdkED CoURTMY OF -1 r� ESCROW CANCE . & 14 61, 9 N R NAM 1000E THS LHR no V=077" DATA 327torder No.: 27069656 NO W DEED FOR VALUE RECEIVED SEE EXHIBIT " a " ATTACHED HE0 AND MADE A PART HEREOF GRANTOR(S), ado) hemby GRANT, BARGAIN, SELL and CONVEY unto DAVID J DEAN AND LUANZ I DEAN* HUSBAND AND WIFE G S), whom cut jma$q.add A is: the following descried real property in ADA. County, State of Idaho, more particularly dawibied at follows, to wit: `i`" " BY REFERENCE MADE SEE E�HI B IT A ATTAHCED HERETO AND EF A PART HEREOF TO HANE AM TO HOLD thit said prerniges, with their appurftnarcW unto tha said Grant*, ate Granted(s) heirs end assigns forever. AM the aWd r(3) doft(do) hefty covenant to anrd with tieitaid Gmntee(b), that Grantor(s) is/are the o (s) in f WrAp* of :&Wd prftias; that said premlAn are free from all emumbrames, EXCEPT thane to wb ich this convoy' ispexpress ly made subject and these made, suffered or dona by ft, Grantee(s); and subject to reswvafiogp,, restricQpns, dad ions, - rnonts, rights of way and agreements, (if any) of record, and gemral taxes and asse its, (including ireigation and utility assenments, if any) for the current year, which are not yet due and payable, sW that Grantors) gill warrrant and defend the. sane from all lawful claim 1 whatwever. Dated: September 11, 1997 �a STATE OF COUNTY OF IDAHO � A :2f.9 A .X{ 9. 1 29 1,12 % `07/17/,2007 1; 2083758580 0pjDER No. 970696563 WESTEFIN RECYCLING s 8XITIB IT ■ � PGE 0 rtear of the Northwest Quart*r of section 29, Tho Ko � these � t qua To*nghip 4 North, Range I East, Boise Me it f d i an , Ada:- County, x daho . EXCEPT to the State of Idaho by Right of WILY That portion conveyed Deed recorded SWtember 291 19 3 9. in Fobk 238 of heads of Page 171 ;�Lnd scribed as follows strIV of land 40 feet wide, b8img 40 feet on the f cs of the following lowing described venter line of Southerly � - n the �f�'i�iarl of Plat said Highway as surveyed and *hot o -- F. ,A� . S e 161-D jj) Highway Survey on f i l e in the Fr�lr�l in Road the office of the Department of Public Wort m of the State �' daho and lying over and acroiRv the Northwegt Quarter o � Y tiorth�et Quarter ofd Section 29, ToUnShig 4 forth Range I East r Boing Narid�an S = TIN t Station 770+74.7 of the said Highway Survey, k hick stat ton in an angle point of 00 dog r # 2 5 V. Right roxirnet� coincident with the Northwest co=er of SPP y Section 29, Township 4 North, g R e l East, Boise Meridian; th%nce ruri ning+43 . o of South 89 degrees 5 6' East 10328,3 f e9t to Stat ior� # 7 8 said Surv*y, wh1ch staiti.on is a point on tangent approximately l., 328.3 ftet East Irom the Northwoot corner of Stction 29, Township 4 North, Range 1 Ea9t , Poise M6ridian e t +� L R . 07/17 2007 21: 48 2083758588 WESTERN RECYCLING PAGE 0 ■ 97069656 " • ': OR-HIBI NAR ■ A e They Northw99t Quarter of the Northwreet rter of Section Townahip 4 North, Range 1 East, Boj" Meiridian, Ala County, Idaho . EXCEPT $ Thatp ortioz conveyecl to the State of Idaho by Right of Way Deed re cord � Sept einbe r 29, 19 3 9 in Book 238 of Deeds of Page 171 and daWcribadl as AA strip of land 40 feat xid%, being 40 feet on the Southdrly aide of the following described center line of: said Highway an surveyed anRl shorn on then Df filial Plat of the Frankl i n Road F. A. S. 161- D ( l) H i ghway S u rv&y on file in the office of the De rtz-ant of Public Works o:jV tht State of id�►ho, and lying_ over and acros■ the Northw t Quarter Northwest Quarter of Section 39, Township 4 North, RKnge I East, noise Meridian HHGINNING at Station 770+74.7 of the said Highs y Survey, which station is an Angles point of 00 degrees 25' Right . approximately coincident with the Northwest corner of Section 29, .Townshilo 4 North, Range 1 Bast, noise Meridian; thence rur ing ..•.: South 89 de9reee 561 East 1,328.3 feet to Station 784+03.0 of said Survey, *hich atAtion is a point on tangent approxi.ma t e ly 1, 3 2 8.3 'feet East from the No rthwe s t corner of Section �9, Township 4 North, Range 1 East , Bois* Meridian. ,A A W" ;r; t t CA 07V,; , 07 21:48 2083758588 WESTERIN RECYCLING PAS 04 ORDLPR K0.r *97069656 "-w) ., EXHIBIT w The Wortlrhwebt Quarter of the Northwegt Quarter of Stiction 29, 'i'owniship 4 North, RangW 1 Ea et , Boise Heridign, Ada Counter, zdaho . ,r• ERCXPT That portion conveyed to the State of Idaho by Right of W!y B Deed recarc�� S ept6mve-r 29, l939. in oak 238 of Deeds of Page 171 and deAcribed is follows; A strip of lAnd 40 reet wide, being 40 fgqt on the Southerly sift of the following dagcribed center line of said HighwAy U surveyed and shown an the Official PlAt of the Franklin Road F.A.S. 161-- D (1) Highway Survey on fit ■ in the Office of the Dep tmen�t of Public Works of the State of Idaho, and lying over and across the Northwest Quarter Northwest Quarter of section 29, Towashil; 4 North, Range I East, Bois& 9dridion BANNING at. Station 770+74.7 of the said Highway Survey, which Atktion is in angle point of 00 degrees 25' , Riht approximately coincident with the Northwq@t corner. a Section 29, Town"i.p 4 North, Range: l Eaat, Boise Meridian; thence rumoring South 89 degrolm 56' East 10328,3 Beet to Station ,�,784+❑3.0 of said Survey, which gtat ion is a point on tangent approxin#tely 1, 3 2 8.3 feet t from the Northwest corner of Section 29, Township 4 North,. Range: 1 East, Boise Meridian. , .. y ■ F M y x -x tY' Y ��I �C ire 0 I 3W. -A. V 7 2 1■ 4 El 208375858B ASTERN ACLi PAG E 05 rr ORDER NO* 97069656 -)/PD rti EXHIBIT "B r CLAUDE W BARRI CK AND M ELAINE BWXCK, HUSBAND AND WIFE AND JAS J COUGHLI H AND MARTHA H COUGHLIN , HUSBAND AND WIFE, AND C CLIFFORD JOHNSON (WHO ACQUIRED TITLE AS CLIFFORD C JOHNSON)AND RUTH D JOHMON s HUS BAKD AKD WIFE, AND JAMES H HAWLEY AND MARCR LLA R HAWL EY , HUSBAND AND WIFE, AND GLENN A COUGHLAN AND AURRE L L CGUG HL14N , HUSBAND AND W Z FE , AM I.UCY C DSII N NS , AS TRUSTRE OF THE DAI N E S TRUST ti L U t W BA K . L F K .' C C-LIFFORD - i � ■ 00V OU Iff a HM Y L 4ll-'*SIE a s ru sTO c- e of the Baines Trust ;rr � ti� f4i .; '0 1:48 2083758588 WESTERN RECYCLI43 PAGE 05 STATE OF AHO County dt ADA las On thi* 11th day of 5 e t e m b e r in the year of 19 9 7' ap — - lief ori me a un �r igned e a Notary Public in ind for d id State, personally appeared * the undersigned . thq pennon (s) vrhosa name(M) i are bubmo 140 o the within ins t rument F and aoknowljdg!qd that Yee / phel t executed the same S igen&tura Ndme; PAM -LA IR" ER (Type or Print) Relyiding At: Boise Idaho My Comrnistion expires; RUL2D03 P'.1 Barrick and M. Elaine Barrick and James J Coughl ' n Claude W� Ba and Martha H Coughlin and C Clifford Johnson and Ruth p Johnson an da�imes K Hawley and Marcella E Hawley and Glenn h Coughlan and Aurr+el L Coughlan and Lucy C Dai nes , as Trustee of the Daps nes Trust r % ■ ■ dim �, ` jp16 tj D 1,a ■ �® Zook �F;�S k 'tea; z ■ �w 'tea; z ■ Xl AFFIDAVIT OF LEGAL INTEREST STATE OF IDAHO } } COUNTY OF ADA } 13 bav 'I e am -yElf VJ Ovo (name) (address) W -- - - - �- 'OEM (city) i (state) 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: 40 T name (address) to submit the accompanying application(s) 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 application(s). 1 1,1 Dated this l2 day of SUBSCRIBED AND SWORN to re me the day and year f My Commission Expires- AFFIDAVIT OF LEGAL INTEREST STATE OF IDAHO } } COUNTY OF ADA } r, L ut :rw ci: (name) (address r ` (city) - - - - — — - (state) ' being first duty 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: Too to" Z6% - 2w" ill co 91. I t AA Ao(4wo.., aill � A06., ?;LVD. JHM61 � � A (address) ._ to submit the accompanying application(s) 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 application(s). Dated this � 2 day o _ _ _ — _ 20 � T .ti -`��. �Y • i � ■ SUBSCRIBED AND SWORN to before me the day and year first above written. x.. x x �x ■■ `` x _ ■ i 1 Idaho) Residing x CHAW.-My Commission Expires: x::xx x:: I x. x " to mom mom ............ ....... ON SIN WL M . ... ......... fl rbv� OIL �:��1111111//wr)Y�J Mf IN iab.: �11� W- A I TOOTHMAN-ORTON ENGINEERING COMPANY CONSUILUNCY ENGMERS, SURVEYORS AND PLANNERS 9777 CHINDEN BOULEVARD BOISE, IDAHO 83714-2008 208-323-2288 * FAX 208-323-2399 boise@toqrlgrco.com Project: 07121 LF.'ate: September 7, 2007= [-!evised: October 4 2007 F"'age: 1 of 1 r E B I T " B Land Descliption of Property for Annexation To the City of Meridian�,, Idaho A parcel of land located in the North Half of the Nortftwest 1/4 of Section 29, Township 4 North, Range 1 East, Boise Meridian, Ada County, Idaho, being more ry-,articularly described as follows: BEGINNING at the comer common to Sections 197 207 29 and 30; thence, along the northerly boundary of said Section 29, 1) S.89026"4197ions E, •1326.49 feet to W 1/16 comer common to Sect 3p 20 and 29; thence5 2) S.0003155919W'i� 1324.64 feet to the east -west centerline of the NW1/4 of said Section 291; thence, along said centerIffie, 3) N,89036`20"'W.� 1328.58 feet to theN 1/16 comer common to Sections 29 and 30,; thence,, along the westerly boundary of said Section 297 4) . .2 994.36 feet; thencel N00037')245)E a I SUBJECT TO all Covenants, Rights, Rights -of -Way, Easements of Record, and any Encumbrances. EXHIBIT "C" attached and by this reference, made a part hereof A LAND REA 42 V T map D F MERIDIM14 PUBLIC WORKS BERT. (This description is based on record survey data and is for Annexation purposes only. A field survey was not conducteq. H:\07121\WPfiIes\Survey\ExhB-NW Parcel-Annex.doc BOISE * COEUR d'ALENE a CALDWELL 1 R 5� W I - MMMIT IV" ANNM2YON MAP FOR PROPERTY LOCATED IN THE NW1/4 OF SECTION 29. TOWNSHIP f NORTH, RANGE 1 EAST B.M.. ADA COUNTY. IDAHO "on a" 1 ■ I�EGE11iD ANNEXATION BOUNDARY ' — — -- RIGHT--OF---WAY LINE SECTION LINE PROPERTY BOUNDARY r .B." POINT OF BEGINNING ■ N h M I W � I f 5 W3@"W E 132M — — c - M I I gk _ I I 30 c 1/4 WTR 1/4 �IVy MXlMMA rbc MMMMW AIM; 41YJNWA TO;7] MS 'I=W v__ b r ■ r .■ I I 0 200 400 800 1201 TOOTHMAN---ORTON ENGINEERING CO. ENGINEERS SURVEYORS PLANNERS 3777 CHINDEN BOULEVARD • BOISE, IDAHO 83714--2008 PHONE: 208-323-2288 • FAX: 208--323-2399 E-Fg: EXHO-AUX UPS9 WE: 10-4-01 0:07121 TOOTHMAN-ORTON ENGINEERING COMPANY . ' CONSUIMNG ENGINEERS, SURVEYORS AND PLANNERS F 9777 CHIN DEN BOULEVARD BOISE, IDAHO 8371 4-2QQ8 jU8-323-2288 0 FAX 208-323-2399 k.{ boiseotoengrco.com ,�l Project: 07121 Z' Date: September 7, 2007 Revised: October 4, 2007 Page: 1 of 1 C 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,.Boise Mefidian, Ada County, Idaho, being more particularly described as follows: ,i Ai 2. BEGINNING at the cornier common to Sections 19, 20, 29 and 30; thence, along the northerly boundary of said Section 29, 1 V� 1) S.89°26'41 "E., 1326.49 feet to W 1115 cdffier common to Sections 20 and..29; thence, 2) S.00°31'59"W., 1324.64 feet to the east -west centerline of the NW114 of said Section 29; thence, along said centerline, kv 3) N.89036'205)W., 132$.5$' feet to the N 1116 corner common to Sections 29 and 30; thence, along the westerly boundary of said Section 29, 4) N.00037'24"E., 994.36 feet; thence, F< 5) N.00137'24"E., 334.00 feet to the POINT OF BEG G. CONTAINING: 40.4 acre., more or less. SUBJECT TO all Covenants, Rights, Rights -of -Way, Easements of Record, and any r Encumbrances. #e eE LANG C 120 )71; 10 Vt% of s• (This description is based on record survey data and is for Preliminary Plat purposes only. A field survey was not conducted) H:\07121\WPfi1es\Survey\ExhA-3 Corners Sub Pre Plat.doc BOISE • COEUR d'ALENE • CALDWELL �Ij K 1} COMPANY N T , ENG , . S Yo PLANNERS ' rrl r 9 T R.- 9777 CHINDEN BOULEVARD TOISE, IDA 083714-2 8 8-3202288 • FAX 208`123-2399 C boil ' toe rco.com Proj ect: 0.'67121 Date: September 7,2007 Revised: October 4. 2007 �. * Page: 1 of 2 }� EXHIBIT.I.In" Land Description of?rop.erty ofezone to C -C Lone A # #t ; A parcel of land located in the.N4�alfiof the 4orthwest 114 of Section 29, Township 4 North, Range 1 East, Boise- Meridiani, Ada County, Idaho, being more particularly described as follows: BES G at the corner common to Sections 19, 20, 29 and 3 0; thence, along the iz,northerly boundary of said Section 29 V, .. 1 S.89°26'41 "E., 1'326.49et to W 1116 corner common to Sections 20 and 29• thence, 2} S.0003 1'59"W., 342-50 feet; thence,' 3)" S.58°11' 08_'W ., 240.00 feet; thence,, 4) N.24°02' 5 8"W., 39.52 feet; thence, R.FJ Fy 5 Northwesterlyaloe a curve to the left having a radius of 3 0@.00 feet an ar g g � c length of 342.45 feet, through a central angle of&65 024'11 ", and a chord .K bearing and distance of MW 45' 03 "W., 324.16 feet; the;ince, .4I 6) N.89027'0953W.5 187.49 feet; thence, tiK 7) Southwesterly along a curve to the left having wradius of 300.00 feet, an arc # length of 269.24 feet, -through a central angle of 51025'19", and a chord bearing and distance of S.64°50' 11" W., 260.30 feet; thence, 8) S.39007'3251W., 15.56 febt; thence, y xy 9) S.44026'45"E., 183.17 fe'et; thenw, 10) Southwesterly along a cuwe toxtl-lb left having a radius of 12 1. 00 feet, an arc length of 70.79 feet, through ,4 central an.gle'of 3 39 1'09", and a chord bearing and distance of S .17 ° 18' 49"W., .V . M feet; thence, 11) S.00°33' 15"W., 14.83 feet; thence; 12) S.99059' 56"W., 3.09 feet; thence, ti 13) S.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, ; H:\07121\WPfi1es\Survey\ExhD-NWParcel-Rezone C-N.doc L BOISE • COEUR. d' ENE • CALDWELL ■ r � TOO N-4RTON ENGINEERING COA PANY r� ■ 1 Project: 07121 L�ti Date: September 7, 2007 ' Revised: October 4, 2007 Page: 2 of 2 1; .L l ti 14} N.$91136'20"W.3 51 (T.'90 feet t ; e N 1116 corner common to Sections 29 and 3 0; thence, along the,;Westerly boundary, of saidoection 29, � 1328.3 feetto 1S N.00�37'2�, ,t he OINT OF B GI G .Fil1 1 2 V. ; + r. • ■ CONTAINING: 21.3 acres, mord or less. SUBJECT TO all Covenants, Rights, Rights -of -:Way, Easements of Record, and any Oncumbrances. 'M EXHIBIT "G" attached, and by this reference, made a part hereof. � Xd :- (This description is based on record survey data and is for rezoning purposes only. 14 W field survey was not conducted.) ,. 1 AL E ■ T H:\07121\WPfflC-.-o\Survey\ExhD-NW Pard! -Ruane C N.dvc I I TOOTHMAN-ORTON ENGINEERING COMPANY CONSULTING ENGINEERS, SLJRVEYORS AND PLANNERS 9777 CHINDEN BOULEVARD BOISE, IDAHO 83714-2008 208-323-2288 e FAX 208-323-2399 boise4ptoengrco.com Project: 07121 Date: September 7, 2007 Revised: October 4,, 2007 Page: 1 of 2 EXHIBIT "E99 Land Description of Property for Rezone to R-2 Zone A parcel of larid located in the North Half A the Northwest 1/4 of Section 29, Township 4 North, Range 1 East, Boise Meridian, Ada County, Idaho. beiniz more particularly described as follows: COMMEENCING at the comer common to Sections 19, 20, 29 and 30; thence, along the northerly boundary of said Section 29, Ic A) S.89026'41"E,50 1326-49 feet to the W 1/16 comer common to Sections 20 and 29; thence, B) S.0003 1'591W'.1 342.50 feet to the POINT OF BEGENNI[NG; thence, 1) S.00031`59'11W.,982.14 feet to the east -west centerline of the NW1/4 of said Section 29; thence, along said east -west centerline, 2) N-89036'20 $18.58 feet; thence, leaving said east -west centerline, ,Fall 3) N.0003712015E., 730.62 feet; thence, 614 R ) N -89059556)5E.5 3.09 feet�,thence, 5) S.00033'151)5w.3 24.55 feet; thence, 6� Southeasterly along a curve to the left having a radius of 221.61 feet, an qrc 9 length of 663.27 feet, through a central angle of 171 '29'0 1 ", and a chord bearing and distance of-v-S.89026"45"E., 442.00 feet; thence, 7) N.00033' 15"., 39.38 feet; thence, 8) Northwesterly along a curve to the left having a radius of 121.00 feet., an arc length of 18.48 feet, through a cetral angle of 08'45'07", and a chord bearing and distance of N.03'49'1 9'.'W.3 18.46 feet; thence, 2 9) S.87026930'39E,,5 169.18 feet; thence, 10) Northeasterly along a curve to the left having a radius of 125.00 feet, an arc length of 19.47 feet, through a ceptral angle of 08055'31", and a chord bearing F,i and distance of N -02009'59"E., 19.45 Feet; thence, 9 r. H:\07121\WPfi1es\Survey\ExhE-NW Parcel-RezoneM-2.doc BOISE * COEUR d'ALENE * CALDWELL �fk< L 1 Cy TUD N-ORTON ENGIN&RING COMPANY � y i/ Project: 07121 Date: September 7, 2007 F " Revised: October 4, 2007 Page: 2 of 2 a 14) Northwesterly along a curve to the left having a radius of 29.50 feet, an arc length of 14.48 feet through a central angle of 28007'02", and a chord bearing ` and distance of NJ 6°21' 18"W.�a14.33 feet;.thence, 12} N.30°24'49"W. 36._25 feet; thea ce, 4 ti =_ 13} N.24°02' 5 8"5W., 15.69 feet; thence, ' F< 14 N.58°1'08"E. 276.33 feet t the � o��POINT OF BEGENNING 16 w _S 1 Ell CONT G: 12.87 acres.1, nore or less. SUBJECT■TO all covenants, Rights, Rights -of --Way, Vasements of Record, and any Encumbrances. EXHIBIT "G" attached, and by this reference, made a part hereof. ■ U (This description is based on record survey data bndlsfor Rezoning purposes only. A s, field survey w.9s not conducted) Ll i ■ 1 Ll% d F a + ,w r■ + i ir a. -dm ID i rw r WORKS DEPT. Rof Ohl ■ ■ fk adz V. 1 M H A07121 \WPfilftIsurvey\ExhE-NW Parcel -Rezone R 2. doc ��Ir - I Z. &W! rin-dr%Jv% 11�1-HMAN-ORTON ENGINEERING COMPANY COMUILTING EMUNMERS, SURVEYORS AND PLANNERS 9777 CHINDEN BOULEVARD BOISE, IDAHO 83714-2008 .208-323-2288 * FAX 208-323-2399 bolsel@toengrco.com Project: 07121 Date: September 7, 2007 Revised: October 4,, 2007 Page: I of 2 EXMBIT "F" r Land Description of Property for Rezone to R-8 Zone A parcel of lalYd located in the North Half of the Northwest 1/4 of Section 29, Township 4 North, Range PEast, Boise Meridian, Ada County, Idaho, being more particularly described as follows: COMMIENCING at the comer common to Sections 19, 20, 29 and 30; thence, along the northerly boundary of said Section 29, !M 6 A) S.89°26'41 "E., 1326.49 f8'et to the W 1/16 comer common to Sections 20 and 29; thence, iltill B) S.00031'599V'!) 342.50 feet; thence, C) S.58011"0851w,!) 240.00 feet to the POINT OF BEGINNING; t4enci!, 1) S.58° 11'08"W., 36.33 feet; thence, 2) S.24002`58')'E,, 15.69 feet; thence, drd 3) S -30024'49')'E., 36.25 feet; thence, 4) Southeasterly along a curve to the right having a radius of 29.50&feet, an arc 29.50` feet, of 14.48 feet, through a central angle of 28'07'02", and a chord bearing and distance of S.16°21' 1 8`5W. 14.33 feet; thence, P 5) Southwesterly along a curve'to to the right having a radius of 125.00 feet, an arc length of 19.47 feet, through a central angle of 08"55'33", and a chord bearing and distance of S.02'09'59"W.,, 19.45 feet; thence, 6) N -87026'305W., 169.18 feet; tbencq, "0 7) Southeasterly along q curve to the right having a radius of 121.00 feet, an arc length of 18.48 feet, through a central angle of 08045'07", and a chord bearing and distance of S -03049'19"E., 18.46 feet; thence, 8) S.00°33' 15"W., 39.38 feet; thence, 9) Northwesterly along a curve to the right having a radius of 221.61 feet,, an arc length of 663.27 feet, throughma central angle of 171029'01", and a chord bearing and distance of N.89126'45"W., 442.00 feet; thence, H:\07121\WPfi1es\Survey\ExhF-NW Parcel -Rezone R-8.doc BOISE * COEUR d)ALENE # CAT -DWELL A SE TOO -ORTON ENGINEERING COMPANY 1 ;# Project: 07121 } D ate : September 7, 2007 Revised: October 4, 2007 ? Page: 2 of 2 10) N.00°33' 15"E., 39.38 feet; thence, Ri 11) Northwesterly along a curve to the right having a radius of 121.00 feet, an arc , length of 70.79 feet, through a central angle of 3303 F0tW, and a chord bearing and distance of N.17° 18'49"E., 69.78 feet; thence,` , 12) N.44°26'45"w., 183.17 feet; thence, .7i 13) N.39°07'32"E., 15.56 feet; thence, - ti 14) Northeasterly along a curve to the right having a radius of 3 00.00 feet, an arc length of 259.24 feet, through a central angle of 51'25'19". and a chord' bearing and distance 8f N-64050'1 1 "E., 250.30 feel; thence," LJ i 15) S.89027309"E., 187.49 feet; thence, 16) Southeasterly along a curve to the right having a radius of 300.00 feet, an arc length of 342.45 feet, through a central angle of 65024'11", and a chord bearing and distance of S.56041'03"E., 324.15 feet; thence, W) S . 24 ° 02' 5 8 "E,, 3 9.5 .feet to the POINT OYBEGINNING. Z pt less.CONTAINING: 6.27 acres, more or SUBJECT TO all Covenants, , . a Encumbrances. Rights -of -Way,, Easements of Record, and any ti� V2 a AR EXIEUBIT LL y attached., and by + rY C J' bmfield survey was not conducted.) 1 (This ilescription is based on record survey data and isfor Rezoning purposes only. A r[ REIM l Fy L L± Fy rn ' ;, :� 1 t_. F 1202 &bow -7 MERIDIAN It 0. i a �#ORKSIW5* M.� ■ .l H407121\WPfi1esxSurvey\ExhF-NWa cI- o • m -AMM- IT *G $#I REZOAW MAP FOR PROPERTY LOCATED IN THE NW1/4 OF SECTION 29, TOWNSHIP 4 NORTH, RANGE 1 EAST, B.M., ADA COUNTY IDAHO L3 S30'24'49"E 36.25 L4 N87'26'30"W 169.18 L5 S00'33' 15"W 39.38 L6 N00'33' 15"E 39.38 L7 N39'07'32"E 15.56 L8 S24`02'58' 39.52 CURVE LENGTH Cl 14.48 C2 19.47 C3 18.48 C4 663.27 C5 70.79 C6 269.24 C7 342.45 C~' 20 3.6." L�E'GEND 6E r REZONE BOUNDARY r r �+► - - --- RIGHT---OF-WAY LINE -- - SECTION LINE rail - - PROPERTY BOUNDARY "P.O.B," POINT OF BEGINNING r r N w b Ny r N sW31WE 13^ - - C -M. /* DUMW W SUWISAoM k s' a 14s•3a- E 1$4.33• M +3•2roa- E LOT 16 BLOCK 1, DUNWOODY SUBDIVISION 11%r w 45.3fl" w �. 2a7.�s '* S 43*2row w I � gg � 1 CURVE TABLE RADIUS DELTA TANGENT CHORD BEARING I 29.50 2807'02" 7.39 14.33 S 16'21'1 8"E 125.00 08'55'33" 9.76 19.45 S02'09'59"W f� a 121.00 08.45'07" 9.26 18.46 S03'49"19 "'E x 221.61 171'29'01 " 2976.36 442.00 N89'26'45"W I k 121.00 33.31'09" 36.44 69.78 N 17' 18'49"E I 300.00 51'25' 19" 144.45 260.30 N64'50' 1 1 "E 300.00 65"24"l 1 " 192.61 324.16 S56'45'03"E M ii45'32- w a0t.4T VIMMA robes SUA rlll MN A 0 200 400 800 1200 TOOTHMAN-ORTGN ENGINEERING CO. ENGINEERS 0 SURVEYORS PLANNERS 9777 CHINDEN BOULEVARD • BOISE, IDAHO 83714---2008 PHONE: 208-323-2288 • FAX: 208-323-2399 EAE: EXW- -REZONE iMP.dwg DATE: 10/d/07 M 07121 PRE PLAT CLOSURE.txt Parcel name: PRE PLAT CLOSURE (EXHIBIT "A") North: 723395.2167 Line course: S 00-31-59 w North: 723052.7315 Line course: S 00--31-59 0 North: 722070.6341 Line course: N 89-36-20 w North: 722076.2694 Line course: N 89-36-20 w North: 722079.7804 Line Course: N 00-37-24 E North: 723074.0816 Line course: N 00-37--24 E North: 723408.0618 Line course: S 89-26-41 E North: 723395.2064 East 2462574.9564 Length: 342.50 East : 2462571.7700 Length: 982.14 East : 2462562.6327 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: 5308.07 Area: 1,760,969 sq. ft. 40.43 acres Mapcheck closure -- (uses listed courses, radii, and deltas) Error closure: 0.0123 course: S 33--0328 E Error North: -0,01032 East 0.00671 Precision 1: 431,550.41 Page 1 �y ANNEX CLOSURE.txt Parc na N NNEX BOUNDARY CLOSUEXHIBIT "B"] North: 723 167 Eas 2462574.9564 Line Course: s-31-59 w Len : 342.56 North: 2.7315 East : 2462571.7700 Line Course: S 0 -59 w Le h: 982.14 North: 7220 41 East : 2462562.6327 Line Course: N 89-36 w Le the 815.58 North: 722076. East : 2461744.0721 Line Course: N 89-36-2 ngth: 510.00 North: 722079.78 East : 2461234.0842 Line Course: N 00--37-24 E ngth: 994.36 North: 723074.0816 East : 2461244.9019 Line course: N 00-37-24 E h: 334.00 North: 723408.0615 East : 2461248.5354 Line Course: 5 89-26-41 E Len '� 1326.49 North: 723395.2064 - East : 2462574.9631 Perimeter: 5308.07 Mapcheck closure -- (uses Error Closure: 0.0123 1 Error North: -0.010321 Precision 1: 431,550.41 r 9 -- Ba: 1, 760,. sq . ft. 40.43 acres fisted cours radii, and deltas) Co : S 33-03--28 E Ea : 0.00671 W 2y b. Page 1 11 3�p E�3 2y b. Page 1 11 3�p REZONE CLOSURES.txt PROJECT: THREE CORNERS SUBDIVISION DATE: SEPTEMBER 7, 2007 RE: CLOSURE SHEET FOR REZONE BOUNDARIES TOOTHiMAN-ORTON ENGINEERING COMPANY Parcel name: REZONE C -C (EXHIBIT D) North: 717340.0130 Line Course: S 00-31-59 w North: 716997.5278 Line course: S 58-11--08 w North: 716871.0070 Line course: N 24-02-58 w North: 716907.0964 Curve Len the 342.45 De ta: 65-24-11 Chord. 324.16 Course In: S 65-57-02 w RP North: 716784.8390 End North: 717084.8253 Line course: N 89-27-09 w North: 717086.6168 Curve Len the 269.24 De ta: 51-25-19 Chord: 260.30 Course In: S 00--32-51 w RP North: 716786.6305 End North: 716975.9371 Line course: S 39-07-32 lei North: 716963.8662 Line Course: S 44-26-45 E North: 716833.0988 Curve Length: 70.79 Delta: 33-31-09 chord: 69.78 Course In: S 55-55--36 E RP North: 716765.3081 End North: 716766.4784 Line Course: S 00-33-15 % North: 716751.6491 Line Course: S 89-59-56 w North: 716751.6490 Line Course: S 00-37-20 w North: 716021.0721 Line Course: N 89--36--20 w North: 716024.5831 Line course: N 00-37-24 E North: 717018.8843 Line Course: N 00-37-24 E North: 717352.8645 Line Course: S 89-26-41 E North: 717340.0091 Line course: S 83-42-34 w *. North: 717340.0091 East 2465162.2094 Length: 342.50 East : 2465159.0229 Length: 240.00 East : 2464955.0806 Length: 39.52 East : 2464938.9752 Radius: 300.00 Tangent: 192.61 Course: N 56-45-03 w Course out: N 00-32-51 E East : 2464665.0170 '%I East : 2464667.8836 Length: 187.49 East : 2464480.4022 Radius: 300.00 Tangent: 144.45 Course: S 64-50-11 w Course Out: N 50-52-28 w East : 2464477.5355 East : 2464244.8060 Length::115.56 East : 2464234.9873 Length: 183.17 East : 2464363.2493 Radius: 121.00 Tangent: 36.44 Course: S 17-18-49 w Course out: N 89-26-45 w East : 2464463.4762 East : 2464342.4818 Length: 14.83 East : 2464342.3384 Length: 3.09 East : 2464339.2484 Length: 730.62 East : 2464331.3141 Length: 510.00 East : 2463821.3262 Length: 994.36 East : 2463832.1439 Length: 334.00 East : 2463835.7775 Length: 1326.49 East : 2465162.2052 Length: 0.00 East : 2465162.2052 Perimeter: 5604.12 Area: 926,885 sq. ft. 21.28 acres ■ lMapcheck Closure - (uses listed courses, radii, and deltas) Error Closure: 0.0057 Course: S 47-35-43 w Errol North : --0.00384 East : -0.00421 Page 1 N a_ 11i -" F, REZONE CLOSURES.txt �Iprecision 1: 983,177.19 Parcel name: REZONE R-2 (EXHIBIT E) North: 727872.9040 Line Course: s 00-31-59 w North: 726890.8065 Line Course: N 89-36-20 North: 726896.4418 Line Course: N 00-37-20 E North: 727627.0187 Line course: N 89-59-56 E North: 727627.0188 Line Course: 5 00-33-15 w North: 727602.4699 curve Len the 663.27 De to: 171-29-01 Chord: 442.00 Course In: N 86-17--45 E RP North: 727616.7870 End North: 727598.1961 Line Course: N 00-33-15 E North: 727637.5742 curve Length: 18.48 Delta: 8-45-07 Chord: 18.46 course In: N 89-26-45 w RP North: 727638.7445 End North: 727655.9380 Line Course: 5 87-26-30 E North: 727648.4464 Curve Length: 19.47 Delta: 8-55-33 Chord: 19.45 course In: N 83-22-14 w RP North: 727662.8773 End North: 727667.8859 Curve Len the 14.48 De ta: 28-07-02 Chord: 14.33 course In: s 87-42-13 w RP North: 727666.7039 End North: 727681.6379 Line Course: N 30-24-49 w North: 727712.8997 Line Course: N 24--02--58 w North: 727727.2277 Line Course: N 58-11-08 E North: 727746.3798 Line course: N 58--11-08 E North: 727872.9006 East : 2461098.6007 Length: 982.14 East : 2461089.4635 Length: 818.58 East : 2460270.9029 Length: 730.62 East : 2460278.8371 Length: 3.09 East : 2460281.9271 Length: 24.55 East : 2460281.6897 Radius: 221.61 Tangent: 2976.36 Course: s 89-26-45 E Course out: s 85-11--16 E East : 2460502.8367 East : 2460723.6655 Length: 39.38 East : 2460724.0464 Radius: 121.00 Tangent: 9.26 course: N 03-49-19 w Course Out: N 81-48-08 E East : 2460603.0521 East : 2460722.8157 Length: 169.18 East : 2460891.8270 Radius: 125.00 Tangent: 9.76 Course: N 02-09-59 E Course out: N 87-42-13 E East : 2460767.6628 East : 2460892.5625 Radius: 29.50 Tangent: 7.39 Course: N 16-21-18 V# course out: N 59-35-11 E East : 2460863.0861 East 2460888.5267 Length: 36.25 East : 2460870.1756 Length: 15.69 East : 2460863.7815 Length: 36.33 East : 2460894.6533 Length: 240.00 East : 2461098.5957 Perimeter: 3811.51 Area: 560,819 sq. ft. 12.87 acres Mapcheck closure - (uses listed courses , radii, and deltas) Error Closure: 0.0061 Course: 5 56-40-24 W Error North: -0.00334 East -0.00508 Precision 1: 624,837.70 Page 2 9 y y I REZONE CLOSURES.tXt --------------------------------------------------------------------------- Parcel name: REZONE R-8 (EXHIBIT F) North: 727746.3852 Line Course: S 58-11-08 w North: 727727.2332 Line course: S 24-02-58 E North: 727712.9051 Line Course: S 30-24-49 E North: 727681.6434 Curve Len the 14.48 De ta: 28-07-02 Chord: 14.33 Course In: S 59-35-11 w RP North: 727666.7093 End North: 727667.8914 Curve Len the 19.47 De ta: 8-55-33 Chord: 19.45 course In: S 87-42-13 W RP North: 727662.8828 End North: 727648.4518 Line Course: N 87--26-30 w North: 727656.0034 Curve Length: 18.48 De ita: 8-45-07 Chord: 18.46 Course In: S 81-48-08 w RP North: 727638.7500 End North: 727637.5797 Line Course: S 00-33-15 W North: 727598.2015 curve Len the 663.27 De ta: 171--29--01 Chord: 442.00 Course In: N 85-11-16 w RP North: 727616.7925 End North: 727602.4754 Line Course: N 00-33-15 E North: 727627.0242 Line Course: N 00-33-15 E North: 727641.8535 Curve Len the 70.79 De ta: 33-31-09 Chord: 69.78 course In: S 89--26-45 E RP North: 727640.6832 End North: 727708.4739 Line course: N 44-26--45 W North: 727839.2413 Line Course: N 39-07-32 E North: 727851.3122 Curve Len the 269.24 De ta: 51--25--19 Chord: 260.30 Course In: S 50-52-28 E RP North: 727662.0056 End North: 727961.9919 Line course: S 89-27-09 E North: 727960.2004 Curve Len the 342.45 De ta: 65-24--11 East : 2460894.6622 Length: 36.33 East : 2460863.7905 Length: 15.69 East : 2460870.1845 Length: 36.25 East : 2460888.5357 Radius: 29.50 Tangent: 7.39 Course: S 16--21--18 E Course out: N 87-42-13 E East : 2460863.0951 East : 2460892.5714 Radius: 125.00 Tangent: 9.76 course: 5 02-09-59 w Course out: S 83-22-14 E East : 2460767.6718 East : 2460891.8360 Length: 169.18 East : 2460722.8246 Radius: 121.00 Tangent: 9.26 Course: S 03-49-19 E Course out: S 89-26-45 E East : 2460603.0610 East : 2460724.0553 Length: 39.38 East : 2460723.6745 Radius: 221.61 Tangent: 2976.36 Course: N 89-26-45 w Course out: 5 86r-17-45 w East 2460502.8456 East 2460281.6986 Length: 24.55 East 2460281.9360 Length: 14.83 East 2460282.0795 Radius: 121.00 Tangent: 36.44 Course: N 17-18-49 E Course" out: N 55-55--36 w East : 2460403.0738 East : 2460302.8470 Length: 183.17 East : 2460174.5850 Length: 15.56 East : 2460184.4037 Radius: 300.00 Tangent: 144.45 Course: N 64-50-11 E course out: N 00-32-51 E East : 2460417.1332 East : 2460419.9998 Length: 187.49 East : 2460607.4813 Radius: 300.00 Tangent: 192.61 Page 3 Ocl< Chord: 324.16 course In: S 00-32-51 w RP North: 727660.2141 End North: 727782.4715 Line Course: S 24-02-58 E North: 727746.3821 REZONE CLOSURES.txt Course: S 56-45-03 E Course out: N 65-57-02 E East : 2460604.6146 East : 2460878.5729 Length: 39.52 East : 2460894.6782 Perimeter: 2160.14 Area: 273,265 sq. ft. 6.27 acres Mapcheck closure - (Uses listed courses, radii, and deltas) Error closure: 0.0163 course: S 78-54--14 E Error North: -0.00314 East 0.01600 Precision 1: 132,523.31 --------------------- -r�------.-------------------------------------- - - - - - - Page 4 Q City ofMericiian lire -application Meeting Notes Date: ProfecVs�x iv mon Name: Dean Prover ,,4.pplicant/Contact: M r - ity Staff ift, Sca- 4 - -SE4,11 Lc atian: 2e LyC k, n (4z. 0 E�sting caning: Ur �-�� CoAOI ntiguous and Within [A only): Proposed Tania: Nu of U nits and/or Lots: Propey Sipe:Aac,,�es Dwe - Type if residential): Sunrou4ding Uses: -6.CaLn • Comp 've Plan Designation(s): �e � ,.- -d-PvS_+V- YAPS 1 '] a l x Street Buffers and/or laud Use Buffers: -3s ` - a,}�, �,i �� .Y 0' . y low Open � aCein Qp /A eniti- p es/Pathways: - - - Street S Stub S Access= Sewer ani Water Sm -vice: T0P09aphY/VYd ology/Floodp .Ism=: . CartLaivDltches/fn`igatign =&or TT§47..q : N ' msory: . Additional Meeting Dotes: a Ye � ,,5; Chfndala . gx4e i Other Agencie ents to Contact (drele): Hi way Distri Nampa and Merida ri Irriga`lion Parks Department ment o T r ortation ep t Settlers %Ti,gatron Public Works Department dP amtary Services Corpora�.on Fire Department Building Deparbment Central District with Police PMattmqwAt .er: C Ap Ycbt ions Required (circle ail that apply): Accessory Use ' - Design Review Short Plat A Aft 've Compliance. Fin aI PlatMo didcation Time Extension xten�an. e sti - Nfsc. (DA Modification) UDC Text Amendment Certificate o Toning Compliance Pied Unit Development Vacation. T�om__tp Pan m en eat 7)26r tPe PIZ Variance Co Plan Text endbment T� Private � �� z S Conditional Use P 05 g2��Ne 5� Additional Pre --.Application Co a circle one): Cth - RequftigQ F! a6#- Not Required q Anticipated Submission Date: ' I s - 01 a�- - Anticipated e . p aarmg Date. _ t per. ! S�- NOI ESS. ppli■ants are required to hold a n0ghborhood meeting, in accordance with UDC I1--5A-5C, prior to submittal of an application requiring a public hearbig. 2) Except for UDC Text Amendments, Comprehensive Plant Text Am6ndments and Vacation `applications, an other application& requiring a public hearing shall be posted in accordance with UDC 11-5A-5 A 3) Tire Wfoarmietxan provided during th meeting is based on current CIWCode and Comprehensive Mal Any subsequent changes to City Gide audlor tIn Comprehensive pian may affect your subnaftai and/or application. This pre -application meeting shaD be valid for 6 months. W& Neighborhood Meeting Sign -fn Sheet For Wednesday, July 18th, 2007, 7: 00 PM Meeting to Discuss the Proposed Dean Property Subdivision ram mil Neighborhood Meeting Sign -In Sheet For Wednesday, July 18th, 2007, 7:00 PM Meeting to Discuss the Proposed Dean Property Subdivision ii m Implill!1111 COMMITMENT OF PROPERTY POSTING Per Unified Development Code (UDC) 11 -5A -5D, the applicant for all applications requiring a public hearing (except for a UDC text amendment, a Comprehensive Plan text amendment and/or vacations) shall post the subject property not less than ten (10) days prior to the hearing. The applicant shall post a copy of the public hearing notice of the application(s) 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 sign(s) 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 Mokwa, Tim From: Jerry Hastings __ - Sent: Friday, August 31, !0. Davejdean@aol.com Subject: ! • August 31, 2007 Dave Dean RE: Subdivision Name Reservation: "Three Corners 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 287-79'12 From: Davejdean@aol.com [mailto:Davejdean@aol.com] Sent: Friday, August 17, 2007 2:13 PM To: Jerry Hastings Subject: subdivision name Jerry, We are in the process of obtaining entitlements on approximately 70 acres. Approximately forty (40)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 Tooth man -Orton engineering. I The name of the subdivision we are considering for your approval is ( 3 Corners } Please let me know if you need any additional information or if changes are nscessary. My cell number is 871-2190 and e-mail is davaidean ol.com Thanks, 9-5-2007 7 T r,n Or rn rn A oil Is m MAkY OF %OW-097ft MGQMNC CO. 9&Y &PW=M. ig(M OR WWOrM OF iM WMWW OR fM 0;" IQW SKM OAM pommo Of TOM&" -OWN MMWC Co is AV d THREE CORNERS SUBDMSION TOOTFOI.W-ORTON ENGINMING CO*FeO LORMIMp IMHO. ADAF COUNTY CGFOMW EMIMAM, WMOO MD PLAAWM m Exac PRELHAINARY MATCOEUR 4'zm� Wo Ai m m C) tv > 0 tz N c', AD c� -3 tz 0 *--4 :RRM> . 4M-m-mm"Ru, +, _ �� },.•.��_ } ti�Cr� fin ��•�a �iJ� ^ -: v�-riles. r, _ _ rvw ��n-ati��{�-�^ f�,',1 k _ �a' •:�- • +G � z•�,�L�C-'�•_i�K �� ! -- ._._... l.'n� x •I �T~ r "'� } }�t},1 i •+�r 'rtit• �_`�•�7 '�+:'= �•/�J�.`!J',. 5� _- - - y •.r5 �. 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Us$ �8 pq A 1 moil a 4 THRM CORNIORS SUBDMSION TOOTHMAN—ORTON INGIbigWING CGOMY A d 4 AERIDW, EDAHO. %DA COUNTY coma"Mm E�4& -h� SE GM PRELIKINARY ENGD&ERING I ONS 1 83714 2TX ISM 2 -2 3�2 - 2p cow I NOTES & ROAD FAX-!6fV3M M TOOTMM-am Awftw mNm MR&O is x AWOUIMMTib, )ff Ce 4S CM vown ®r . . ........................................ ............. . ........................... ... ... .. ........... TOOTHW—ORTON *GDTWRING COIPANY CQWATft iWWdW AA9 ftAM?IM orna Ll - cm FAX ip 3 ...................... ... ..... t; ENREENC CO. M SWTLY PWJYkD AM T Awl Took. %d 3MIL37 iia 7 AW64 4 ®r . . ........................................ ............. . ........................... ... ... .. ........... TOOTHW—ORTON *GDTWRING COIPANY CQWATft iWWdW AA9 ftAM?IM orna Ll - cm FAX ip 3 ...................... ... ..... t; ENREENC CO. 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V. 90 CA C) CO 0 cn cn 00 0 0 "*4 cr) 0) cn j� / ►■ l�rj��iii��ii�i�i�i�� t 4h, 4s F IP .2170 1 :c� 14 m3l. cc: 0 bmcD> If >0m za cp�z 59i5*00 ip- co 0 ilu co 0 0 Tozz 0 CD o A n Date ON 0 AA D3 Applicant "—L.— Ln 0 Address 7zi/ hone C4 Mi. Er3-% NAME OWCHM DIFFERENT THAN 13APPLICANT 3 ru OUAN. DESCRIPTiON Alk"OUNT or rLj t z c m 0 z 46 cyl Mail 1p pdl E: 7 P'.d al ■ ■ sf ■ QA7 /)VIZ .......... rw .......................... PAYMENT DOES NOT INDICATE ACCEPTANCE OF APPLICATION TAX ff m .A% — — --------- ................... 'r Recei /To 4 5 N TOTAL By _ Vvi W52 z •d 9r P'.d P'.d 116� 0 Or b; Z■: GEOTECHWICAL ENGINEERING & mATERIALSTESTING August 31, 2007 File: DEADAV B07178A Dave and Luane Dean 1746 E. Dunwoody Court Meridian, ID 83646 RE: DRAFT REPORT Geotechnical Engineering Evaluation Dean 70 -Acre Development Locust Grove and Chinden Boulevard "Meridian,- Idaho Dear W. and Mrs. Dean: STRATA, Inc. is pleased to provide this draft geotechnical engineering evaluation to assist with civil engineering infrastructure design and planning for the proposed 70 - acre development to be located southeast of the intersection of Locust Grove and Chinden Boulevard in Meridian, Idaho. our services were performed referencing our proposal dated July 26, 2007. 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 to verify the recommendations contained in this report are accomplished. If we do not perform the above -recommended services, we cannot be responsible for design and construction -related errors or omissions. The project site encompasses soil conditions including uncontrolled fill near canal ditches and, su rficial lean clay. In general, after uncontrolled fill remediation near canals and ditches the site soil conditions are generally good. STRATA did not identify 1i 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 16 feet of the soil 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 26, 2007, this geotechnical engineering evaluation is of a preliminary nature and will be likely used to assist the design team in preliminary planning and design. Once 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 MONTANAIDAHO EVADA OREGON UTAH WASHINGTONY www.stratagootach.com 8653 W. 1*ckimoak Dr. Bo*49,, Idaho 83709 P. 208.37%.8200 F.208.376.8201 Dean 70 -Acre Development File: DEADAV B07187A Page 2 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 site- specific 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 geotechnical - related project plans and specifications are followed, which helps protect the development team's investment. We appreciate the opportunity to assist you on this project. Please contact us if you have any questions or concerns. Sincerely, Y Br , is E. LT jest Engineer i Chris M. Comstock, P.E., P.G. Project Manager BN/nm Cc: Mr. Tim Mokwa, P.E., Toothman-Orton Engineering IBJ IDAHO A A NEVADA OREGON UTAH WASHINGTON WYOMING TABLE OF CONTENTS IDAHO A A NEVADA OREGONUTAH WASHINGTONWYOMING �, PAGE INTRODUCTION................................................................................................................. 2 PROJECT UNDERSTANDING AND SITE DESCRIPTION .................................................. 2 FIELD EVALUATION........................................................................................................... 4 FieldExploration.............................................................................................................. 4 Subsurface Conditions..................................................................................................... 4 LaboratoryTesting........................................................................................................... 5 GEOTECHNICAL OPINIONS AND RECOMMENDATIONS................................................ 5 Earthwork........................................................................................................................ 6 Wet Weather/Wet Soil Conditions.................................................................................... 7 Foundation and Slab Design Criteria................................................................................8 Pavement Areas ........... ........................................................ 9 StormwaterDisposal......................................................................................................12 Pond Excavations ................................................. ......13 ADDITIONAL RECOMMENDED SERVICES.....................................................................13 Plans and Specifications Review...................................................................................13 Construction Observation and Testing...........................................................................14 EVALUATION LIMITATIONS.............................................................................................14 IDAHO A A NEVADA OREGONUTAH WASHINGTONWYOMING �, REPORT Geotechnical Engineering Evaluation Proposed Dean 70 -Acre Development ro Locust Grove and Chinden Boulevard Meridian, Idaho INTRODUCTION STRATA, Inc. has accomplished the geotechnical engineering evaluation for the proposed Dean 70 -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, 2007. The purpose of this initial evaluation was to obtain site soil and groundwater information and to provide geotechnical recommendations for earthwork, stormwater 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 foundation design criteria • Preliminary concrete slab -on -grade design criteria • Allowable stormwater 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 recommendations, evaluation limitations, and additional recommended services. PROJECT UNDERSTANDING AND SITE DESCRIPTION The project is located southeast of the intersection of Locust Grove and Chinden Boulevard in Meridian, 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 70 acres of mixed residential and commercial development with asphalt paved parking, individual retail and office pads, and 2 to 3 large ponds for stormwater detention and water features. Specifically we understand approximately up to 36 residential single --family lots, 19 town homes/patio homes, 9 office buildings and one commercial/retail lot may be planned for this development. The main project access will extend from Locust Grove Proposed Dean 70 -Acre Developr'ient File: DEADAV B07178A Page No. 3 to the commercial and multi -family portion of the project, and then extend south toward the single-family residential lots. We understand the nortt prn portion of the site may be elevated with on-site structural fill on the order of 1 to 3 feet. Based on discussions with you and Nk. 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 or multi -family lot plans and specifications and provide final geotechnical recommendations specific to each parcel. We 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 with this approach. We understand preliminary planning for the roadways allows for local residential roads and a designated commercial section of road. We preliminarily assume the designated traffic loading will be equal to a traffic index (TI) of 6.0 for local roads and a TI of 8.0 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 (CMU) construction. The office 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. We understand a school site may be planned along North Locust Grove; however, you specifically requested we exclude this portion of the project from our evaluation. IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING FIELD EVALUATION Field Exploration Proposed Dean 70 -Acre Development File: DEADAV B07178A Page No. 4 On August 1, 2007, STRATA observed the excavation of 8 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 two of the test pits to help verify the absence of groundwater at the site. Approximate test pit locations are provided on Plate 1, Test Pit Location Plan. The subsurface conditions encountered were described and classified referencing ASTM D 2487 W. FF and ASTM 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 backfilled level with the existing ground surface. Test pits were staked prior to their advancement and were later surveyed by Toothman-Orton Engineering. The survey information provided by Toothman- Orton 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. IDAHO 119ONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.strgthg%otech.com Proposed Dean 74 -Acre Development File: DEADAV B07178A 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 well logs, groundwater is anticipated to remain at depths of greater than 15 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 requested by you or Toothman-Orton Engineering. Laboratory Testing We 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. GEOTECHNICAL OPINIONS AND RECOMMENDATIONS 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. We 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 or multi -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 or a licensed geotechnical engineer to provide final geotechnical recommendations for strucutres, STRATA is not responsible for foundation -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 C4 - IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratagiioteLch.com Proposed Dean 70 -Acre Development File: DEADAV B07178A Page No. 5 plans and/or costs. Given the above understanding, the following paragraphs provide our geotechnical opinions and recommendations. Earthwork We recommend test pit backfill 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- Grton 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. We 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. In addition, any uncontrolled fill should be completely removed to undisturbed native soil. Uncontrolled fill was encountered in TP -5 to a depth of about 2 feet. We 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 fill 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 598 (Standard Proctor) as required by the most current edition of IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.st rite g ootach.CO m Proposed Dean 70 -Acre Development File: DEADAV B07178A Page No. 7 the Idaho Standards for Public Works Construction (ISF9"NC). 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 (SP, SW, SM, GP, GW, GM or ML) in accordance with the USCS. Structural fill should not contain particles greater than 6 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 10 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 the soil, as determined by ASTM D 598 (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 and/or lighter compaction equipment is used. We recommend STRATA be retained to perform field density testing of structural fill to verify contractor compliance with the above minimum compaction criteria. Wet Weather/Wet Soil Conditions We recommend site construction be undertaken during dry weather conditions. If site construction, particularly grading, is undertaken during wet 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. Wet weather earthwork should be 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 fill requirements. Compaction should be sufficient to preclude pumping of the underlying IDAHO N A NEVADA OREGON UTAH WASHINGTON WYOMING L, Proposed Dean 70 -Acre Development File: DEADAV B07178A 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 soils 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, or multi -family structures. 1. Footings should hear 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 packet penetrometer reading of greater than 2 tsf. 2. Exterior footings should be located at least 24 inches below final, exterior grade to reduce frost effects. 3. Minimum strip footing widths should be consistent with the International Building Code (IBC). An IBC Soil Site Class D can be 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. 5. If STRATA is not retained to verify foundations are constructed according to the following recommendations, we cannot be responsible for foundation performance. IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOWING Proposed Dean 70 -Acre Development File: DEADAV B07178A Page No. 9 If 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. We 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 and/or 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, 15PWC standards require pavement subgrades be compacted to the structural fill criteria provided in the Earthwork section. The pavement subgrade& anticipated to be at a depth of approximately 16 to 30 inches below planned grades depending upon the final 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 subgrade, 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 IDAHO44 AA NEVADA OREGON UTAH WASHINGTON WYWING www.striitagootech.com Proposed Dean 70 -Acre Development File: DEADAV B07178A 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 portion of the project may identify structural fill 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 (ACHID). If ACHD 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. Vire used a "design" R -value of 36 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. We 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 (TI=6.0) 2.5% class III asphalt concrete top course 5.0% 3/ -inch -minus, crushed sand and gravel base course 12.0% Pit -run sand and gravel subbase course Silty Sand Sub -grade (assumed R -value = 30) Local Roadways - Flexible Pavement (TI=6.0) 2.5"- class III asphalt concrete top course 4.0" -3A -inch -minus, crushed sand and gravel base course 9.0"- Pit -run sand and gravel subbase course* Granular Structural Fill Subggrade (assumed R -value = 60} Local Roadways - Flexible Pavement (TI=6.0) 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* IDAHO MONTANA NEVADA OREGON UTAH WASHINGTONI www.strht6geotqch.com Proposed Dean 70 -Acre Development File: DEADAV B07178A Page No. 11 *Note: Nine inches of subbase assumes a 6 -inch maximum aggregate size for subbase. ACHD requires a mir*num subbase thickness of 1.5 times maximum subbase particle size. Commercial Roadways Clay Subgrade assumed R -value = 51 Commercial Roadways - Flexible Pavement (TI=8.0) 3 -EP- Class III asphalt concrete top course 5.0"- 3/ -inch -minus, crushed sand and gravel base course 15.0% Pit -run sand and gravel subbase course Silty Sand or Sandy, Silt Subarade assumed R -value = 30} Commercial Roadways - Flexible Pavement (TI=8.0) 2.5"- Class III 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 (TI=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 6 -inch maximum aggregate size for subbase. ACHD requires a minipum subbase thickness of 1.5 tines maximum subbase particle size. Vire 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 50 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. Vire 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 ISPWC Section 801 and with less than 10 percent passing the No. 200 sieve. The base 6 IDAHO MONTANA NEVADA OREGONUTAH WASHINGTON WYOMING www.stratageotech.com Proposed Dean 70 -Acre DeveVopment File: DEADAV B07178A 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 ISPWC Section 802. The subbase and base course should be compacted in accordance with the Earthwork 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 ISPWC Sections 809 and 810. We 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 We 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 8 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 1 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. We 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. We 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. IDAHO XONTANA NEVADA OREGON UTAH WASHINGTON WYOMING Proposed Dean 70 -Acre Development File: DEADAV B07178A Page No. 13 As discussed in the Subsurface Conditions section, groundwater was not encountered at the time of excavation on August 1, 2007. Groundwater is anticipated below 15 feet. STRATA verified the absence of groundwater in TP -2 and TP -6 prior to publication of this report. We 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 or Toothman-Orton Engineering. Pond Excavations We understand up to three small ponds may be excavated to generate structural fill for the site as well 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:1 V (horizontal to vertical) 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:1 V (horizontal to vertical) side slopes for long-term pond slope design. This assumes the pond liner will not leak. While 2H:1 V side slopes are predicted to be stable, the civil designer and owner should recognize that isolated sloughing and spalling of the soil can occur prior to 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 RECOMiI'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 IDAHO MONTANAEVA OREGON UTAH WASHINGTONWYOMING www. st rata otec h.co m Proposed Dean 70 -Acre Development File: DEADAV B07178A Page No. 14 important for STRATA to maintain geotechnical continuity through foundation design for each individual commercial or multi -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 70 -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. Our 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. ib IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageot�th.com Proposed Dean 70 -Acre Development File: DEADAV B07178A 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 later time, 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 USDS Explanation Appendix B: R -Value Test Results IDAHO MONTANA NEVADA OREGONUTAH OASHINGTON a a 4 !] 0 r -* F,111 J 2;, REMARKS ■ ■ USDS Description � LE W U U) m J Q. �' in N > �tr7 > _ N ^ C w o a 0? o " Note: BGS = Below Ground H CL O E Surface Lean CLAY Native — brown, CL +4.5 Moderate vegetation and hard, moist. organics observed to BG 86 9.4 3 inches BGS. 1 Atterberg limits: ' +4.5 Test Performed at 0.5-1 feet BGS BK ' (LL=32 VV 1 19) Moderate cementation TiIty SA — tan, medium SM dense, moist. BK obsary d from 2 to 3 feet BGS. 3 Weak cementation observed from 3 to 4 feet BGS. 4 Moderate cementation obsarved f rom 4 to 6 f eet BGS. 5 ■ ■ Cobbles observed up 2qArlyra ed GRAVE niith _ _ ,a� and■ and obbles mkan, ■ to six inches in __ dense, moist. s s s diameter. ■ 07 ■ *. :;m 11 ■ ■ �11111 ■ 8 ■ am a 9 " @ a ■ ea 10 a:a ■ w ■jg Test pit terminated at 10.5 feet BGS due to caving 11 conditions. 12 13 1* 15 1 1 Client: DEADAV Test Pit Number: TP -1 EXPLORATORY I TEST PIT LOG V" , �� TEAS T 04 r _% r �� v Sheet's of 6 Project: B07178A Date Excavated: 8/01/07 Backhoe: CASE 550 Bucket Width: 2' Depth to Groundwater: N.E. Lagged By: BN F,111 P ME Description USCSU W J M Wo� C1 (n N 7 ��, �-' �-• o a o f REMARKS Note: BGS = Below Ground S u rf a c e eon CLAY-Vertivel brown, CL 2.5 Moderate vegetation and stiff to har, , moish. organics observed to 3 inches BGS. 1 +4.5 i 2+4.5 Atterberg limits: BG 9.9 Test Performed at — 2--2.5 feet BGS iI - — an, medium Sal ■ ■ , _ (LL=32, P1=19) dense, moist.' -3 ■ , • • ■ r i rL r / ■ weak cementation t r r observed f rom 4 to ■ _ r ■ 0 6 feet BGS. ■ r i r • t / r ■ ■ r r I • • ■ r • r i ti Poorly—Graded UNAVLL'w� GP—GM Silt and Sand — brown, . dense, moist. GP Sand and Cobbles — tan, dense, moist. I ; Percolation test performed a 8.5 feet BGS. Infiltration rate = X40 ■ A � �' °�a. in/hr measured. m a 10 Cobbles observed up �� , ■ ■'F■ �■ to six inches in ■ �,� "77 I diameter. T 11 Test pit terminate at 12 Standpipe piezometer feet BGS due to caving installed to 12 feet conditions. BGS. 13 14 15 Client: DEADAV Test Pit Number: TP -2 r:__ EXPLORATORY Project: B07178A Date Excavated: 8/01/07 TEST PIT LOG Backhoe: CASE 550 Bucket Width: 2' 15 Ir FR &Ir GEOTECHNICAL ENOINEMI%4 # MATEnw.S:EST"G Depth to Groundwater: N.E. Logged By: BN r* -hs rzfx frog, �.� r�rcc4Kd up Sheet 2 of 6 USCS Description W Uj V) Ln C.) C> M a- CL ai C)� C4 CiN V 2 o a. oa CL n_ E REMARKS Note: BGS = Below Ground Surface Lmn - C'LAY WIthSo a rrM7I CL 3.0Moderate vege a ion an brown, very stiff, moist. organics observed to 2 inches BGS. +4.5 2 SM dense, it. 4 Moderate cementation observed f rom 4 to 5 feet BGS. 5 0 0 ■ oory—Graded GRAVLL with GP—GM,y Silt and Sand — brown, Weak cementation dense, moist. observed f rom 6 to 7.5 feet BGS. GP Sand and Cobbles tan, dense, moist. Cobbles observed up to six inches in diameter. 10 'Test Sp -Pt terming .5F feet BGS due to caving 11 conditions. 12 13 ■ 14 15 Client: DEADAV Test Pit Number: TP -3 EXPLORATORY Project: B07178A Date Excavated: 8/01/07 TEST PIT LOG Backhoe: CASE 550 Bucket Width: 2' T F air CN0JN1!M1W4 A 14ATCRIA4r. T"T*4G Depth to Groundwater: N. E. Logged By: BN gram 4� �rcwtd Up Sheet 3 of 6 h REMARKS W USCS Description L:& V) L10 V) U 0 _j M C1. 0. o 4-j = W E2 w 3.De L_ n Ground Note: BGS = Below Ground ld',, Vol Surface e a n T 3 k r --Ma `iv 'e7 P�___ brown C L 3.0 to tan, stiff tohard, moist. organics observed to 3 inches BGS. +4.5 2.0 ML 2.0 SILT WILIP Sand -'—brown, very; stiff, moist. 3 BG 25 4.0 4 Silty SAND — tan, medium SM 0 0 dense, moist. 5 Poorly—Graded GRAVEL with GP—GM Silt and Sand brown, 6 dense, moist. Cobbles observed up Sand and Cobbles tan, 7 to six inches in densa4 moist. C L diameter. I a:• . 9 10 Ld W Z*C-r.�Jjm. WPI111111UNCIA UM a feet BGS due to caving conditions. 12 13 14 15, Client: DEADAV Test Pit Number: TP -4 EXPLORATORY TEST PIT LOG S T FT GF.07rCHNICAL ENMNEEMUG A MATERALS TFST"G Trt4-&�r,F4/.4'1-o*q 4-lLe �remptd Or Sheet 4 of 6 Project: B07178A Date Excavated: 8/01/07 Backhoe: CASE 550 Bucket Width: 2' Depth to Groundwater: N.E. Logged By: BN USES Description =r- L2 M CL IMP C CD .55 C� C; -0-0 C 'S2 0 (J 32 0 a) 4) 8- (D c- E REMARKS Note: BGS = Below Ground Surface CL Trac-"67egetati7n and brown to ton, very stiff, organics observed to most. 4 inches BGS. 4.0 ,..)ILI *M*M S)c3nd ativ Z ML brown, stiff moist. 2.0 2.0 BG Dory— Graded GRAVEL w7h _T GP -GM Silt and Sand - brown, dense, moist. Sand and Cobbles ton, dense, moist. 6• ercolation test performed a 6 feet BGS. • Infiltration rate = 740 in/hr measured. Cobbles observed up to six inches in 8 diameter. 9 t C> ti p7i termin—dt-6T dt- - ,Nest feet BGS due to caving conditions. 12 13 14 15 Client: DEADAV Test Pit Number: TP -5 EXPLORATORY Project: B07178A Date Excavated: 8/01/07 TEST PIT LOG Backhoe: CASE 550 Bucket Width: 2' s T air GF! 0 1 IMHN ICAL ENOW'st M. NG & MATC MAk'S TEST NG Depth to Groundwater: N.E. Logged By: BN J1111111111111 I ;zr j-.#0Wqr14y rP-Om 414�- e7FCL4Kd Up Sheet 5 of 6 ->N USDS Description p L o � �' _ � J W m �- �� Co N � o •ai Vol z � -� _ .o +,CL o U � _ I ^ to °' o Q- E REMARKS Note: BGS = Below Ground Surface rown, CL - , +4.b Trace vegetation and very hard,moist. I organics observed to 4 inches BGS. SM � Moderate cementation dense, moist. ' s � observed from 2 to 2 + 2.5 f eet BGS. Moderate cementation s observed from 2.5 to ' 3 r ' 3.5 feet BGS. BG 28 3.5 * ARMs Sand and Cobbles — tan, dense, moist. 4 • ' Percolation test performed at • . ' - 4 feet BGS. - • ' Infiltration rate ' - 40 in/hr measured. 5 • - ' Cobbles observed up ' to six inches in • diameter. 8 g RR- IL pest11 I Standpipe piezometer feet BGS due to caving ' ' I I I installed to 10 feet conditions. BGS. 11 F 12 13 ' II 14 15 Client: DEADAV Test Pit Number: TP-6 - EXPLORATORY Project: B07178A Date Excavated: 8/01/07 TEST PIT LOG Backhoe: CASE 550 Bucket Width: 2' Ir air �eov cHH:c u ENOINEERNG A MA,'MFtvtia'TFST"G Depth to Groundwater: N.E. Logged By: BN 4`�C`7rcuKdUp Sheet 6 of 6 UNIFIED SOIL CLA_76-SSIFICATION SYSTEM I'll MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL TYPICAL NAMES j : " ". .�• GW Well --Graded Gravel, CLEAN . .. . • Reading Gravel—Sand Mixtures. GRAVELS "�-. GP Poorly—Graded Gravel, GRAVELS .. .. " : Shelby Tube 3—Inch OD Gravel --Sand Mixtures. GM Silty Gravel, Gravel --- GRAVELS Sand—Silt Mixtures. WITH FINES GC Clayey Gravel, Gravel— - Sand—Clay Mixtures. GRAINED GRAINED SOILS o 0 o a o v 0 0 0°° 0 SW Well ---Graded Sand, l CLEAN o 4 C o 0 o Graven Sand. y * * Poorly—Graded Sand, SANDS# ■ s ■ s ■ ■ SID Gravelly Sand. SANDS ■■■■■ ■ 0 ■ SM Sand—Silt Mixtures. SANDS WITH, I FINES . ■ i ■ . SC Cla a Sand y y ' .*,� • an Sd-Clay Mixtures. Inorganic Silt, Sandy ML or Clayey Silt. SILTS AND CLAYS Inorganic Clay of Low LIQUID LIMIT � CL to Medium Plasticity, LESS THAN 50% Sandy or Silty Clay. I I 1 Organic Silt and Clay I I I I I OL of Low Plasticity. ' FINE _ k GRAINED Inorganic Silt Mica— SOILS Sol LS l MH ceous Silt, Plastic I Silt. SILTS AND CLAYS Enorganic Clay of High l CH Plasticity, Fat Clay. LIQUID LOMIT � l GREATER THAN 50% ` � OH Organic Clay of Medium g y to High Plasticity. ' PT Peat, Muck and Other — Highly Organic Soils. BORING LOG SYMBOLS GROUNDWATER SYMBOLS TEST PIT LOG SYMBOLS I Standard 2—Inch OD Split—Spoon Sample - Groundwater B� Baggie Sample - After 24 Hours10 California Modified 3—Inch OD Split—Spoon Sample (7_3-07) Indicates Date of Bulk Sample S Reading IIRock 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 FAi I a w IL a a Oli!l DIICAL I 1� M0 TMA R1. J Project: Dave Dean 70 -Acre Property C.,lient: Mr. Dave Dean Sample ID: Subgrade Soil Location: TP -1 @ 2.0'- 2.5' Soil Description: Silty Sand R VALUE DATA Percolation: None Point I Point 2 Point 3 Exudation, PSI 179 213 328 Dry Density, PCF 102.0 104.4 104.6 Moisture Content, % 20.1 19.5 18.5 Exp. Pressure, PSI 0.55 1 0.68 0.83 —0 W k-1 9 5 I Lab Number: B7L2239F File Name: DEADAV B07178A Date Sampled:8/18/07 Sampled by: BN/Strata Date Received: 8/18/07 Tested by: CAK/Strata [40]] W -K. 01*1 R VALUE: IrCREN AS RECEIVED AS TESTED SIZE %PASS11C *PASSING F4' 4 311 P. 211 3 If /4 1/2 No. 4 No. 8 No. 16 No. 30 NID. 60 No. I CQkO No. 200 Ili All ................ 6 0 0 0 0 CD 0 0 0 Co r*- CO U) 1W 0 C%4 R v4pe Note: This report covers only material as represinfbd by this sample and does not necessarily cover 0 soil from this layer or source. Reviewed by: -4joetu _lot, IrFR&lr (IMOTECHWAL EMNAFRAIG WTEMALS IMTEG 'rP%4v!'q rl4-X 4 -AA *vou sd IVF Project: Dave Dean 70 -Acre Property Client: Mr. Dave Dean Sample ID: Subgrade Soil Location: TP -3 @ 2.01. 2.51 Soil Descron: Lean Clay with San,,-& R VALUE DATA Percolation: None Point 1 Point 2 Point 3 Exudation, PSI 149 257 421 Dry Density, PCF 105.2 105.4 107.5 Moisture Content, % 19.3 18.1 16.9 Exp. Pressure, PSI 0.25 1 0.74 1017 9 5 0 cqi MIN W610, W� I A 5 I Lab Number: B7L2239G File Name: DEADAV B07178A Date Sampled: 8/18/07 Sampled by: BN/Strata Date Received: 8/18/07 Tested by: CAK/Strata R VALUE: 12 I SCREEN S CEIVED AS TESTFEDfi—�-. L SZE SSING JPI 310 211 3/400 3/811 No. 4 No. 8 A M. 16 No. 30 No. 50 NID. 100 ti 200 0 0 0 C) 0 0 0 0 0 Ir - CO r- CO to IV 0 N IT- R v466 Note: This report cover's only material as rapiosifnted by this sampli and does not rawessarily cover ah soil from this layer or source. Reviewed mir R amir CROTEC4WAL IMWJME�ff & 16bKEKALS TESTOG -fK4i�r9r14-y om 4-A%e 4:*rrou#Ld Or t 4 .09—C. 0-1 r T+iREE CORNMS SUBDIVISIOR. M i T I AfflQ STUDY I r i L � r I i i f r i VIC 1� tol t• � � -` ht t} i SEPTEMBER 13, 2007 SUBMITTED i ; II i CITY OF �I F MERIDIANI 33 r E. IDAHO AVE. 7 i MERIDIAN, ID 83642IDAHO TRANSPORTATION DEPARTMENT P.O. BOX 8028i BOISE, ADA COUNTY HIGHWAY DISTRICT 3775 N. ADA64S ST. ry BOISE, ID 83713 Y 1 I •— � SIE ENGINEERING, INC.. BOISE, ID 83702 (208),345-3290 L OWNS �. •; i _ __reW6-- ?F. o SUMMARY OFPNI)INGS- RECOMmENDA110N$ THREE CORNERS SUBDIVISION TRAFFIC IMPACT STUDY BRIEF PROJECT DESCRIPTION The proposed Three Corners Subdivision is a 70 -acre mixed-use development and school site located at the southeast corner of the Chinden Boulevard/Locust Grove Road intersection in Meridian, Idaho. SUMMARY OF FINDINGS 1. At full buildout the site development will produce a total drivewff6W. volume of 2,610 vehicles per day with a PM peak hour loading of 230 vehicles per 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 20126, 4. The proposed site access will conform to acceptable traffic capacity standards. The average queue for vehicles exiting the site will be less than 1 vehicle and theq ueue back-up extending south from the Chinden signal will not block either of the site accesses. 5. The site access will not generate sufficient turning traffic to warrant a right -turn deceleration lane on Locust Grove Road. The left -turn lane warrants are met for the business park and the school site. 6. The Chinden/Locust Grove intersection will exceed the capacity of the existing lane geometry by 2016, and through lane improvements will be needed to accommodate regional traffic growth as identified in the COA4PASS Long Range Transportation Plan. RECOMMENDATIONS ; 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 projected traffic. The existing northbound LT lane should be extended as a TWLTL to south of the school entrance. 1�;Oxl Study prepvred by. Dobie Eng ee jn9, bac. 777 H*wth&tcwe Or. Bo�;, !D 83702 208--345-3290 Ph. 208-388*0309 Fox dobie_de*rgLn.corn Three comers Subdivision Traffic Impact Stud PROPOSED DEVELOPMENT Study objectives This study was prepared to assess the traffic impacts and access management g meat issues resulting at buildout of the Three Corners Subdivision and to evaluate the capacity of the road system to accommodate the site -generated traffic. Dobie Engineering, g ung, Inc. DEI} was retained by the site developer to perform this traffic stud in y accordance with ACHD, ITD and City of Meridian policy for transportation impact studies. On -Site Development The proposed development plan for the Three Corners Subdivision Includes 42 single family residential lots, 20 townhome units and a professional business park complex on a 70 -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 Boulevard (SH 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 fully p Y developed b 2015. roads. Illustrated in Figure 1 is a site map showing the development Ian and the p p adjacent :2 ,:e: Prepared by Dobie Engineering, Inc. Page 1 0738 Pell ■ I N FIGURE 1 THREE CORNERS SUBDIV9S1UN PTE DEVELOPMENT PLAN JLCHINDEN BOULEVARD (US 20-26) a CA_ H, h'� Troffic Study Prepared By. T::Dx I El DOME ENGINEERING, INC. 777 How jisiVe or. MM, M W702 34, -i, -3X4 i C Three Corners Subdivision Traffic Impact Study PROJECTED TRAFFIC Existing Traffic and Circulation Chinden Boulevard (SH 20/26) is a standard principal arterial under the jurisdiction 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. y� Locust Grove Road is`"an ADHD minor arterial with a 2 -lane rural section and a 50mph posted speed limit. The Chinden Bou levard/Locust Grove Road intersection has atraffic-actuated signal with left -turn lanes on all approaches. The Chinden approaches have protected phasing and the Locust Grove approaches have protected/permitted phasing. Average daily traffic counts were made by ACHD during June 2005. Recent peak hour turning movements and ADT counts were measured by DEI in September 2007. 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. ;QO:, -p_ -. by DobieEngineering, Page 2 t THREE CORNERS SUBDIVISION FIGURE 2 LOCATION: LOCUST GROVE ROAD AND CHINDEN BOULEVARD CONDITION: EXISTING CONDITIONS DATE: SEPTEMBER 2007 1 r d 127` 74 53 I a r 1 r �• ti 1 F y i { To'D 1167 r W 1947 789 1 1 M R Table I Existing Traffic Volumes Location: Vehicles Der Da)L Date of Count Chinden Blvd. East of Locust Grove Road 24,556 6/05 Chinden Blvd. East of Locust Grove Road 24,317 9/07 Locust Grove Road North of Chinden Blvd. 5,820 6/05 Locust Grove Road South of Chinden Blvd. 5,951 9/07 An assessment was made of the current capacity at the adjacent arterial intersection. The results are summarized in Table 2 below, and details of the calculations are located in Appendix A for review. Table 2 Existim Intersection Car)acit Approach LOS Northbound E Southbound E Eastbound C Westbound D Intersection D Prepared by Dobie Engineering, Inc. Page 3 0738 Three Corners Subdivision Traffic Impact Study On average the existing signalized intersection has adequate capacity to accommodate additional traffic as indicated by the current service levels. The 3 -lane highway section on Chinden Boulevard east of Locust Grove Road already exceeds the COMPASS capacity guidelines for a typical 3 -lane arterial section. The Destination 2030 Long Range Transportation Plan includes the reconstruction of SH 20/26 to a 5 -lane section between Locust Grove Road and Canyon County. Project construction is not scheduled at this time. However, it was assumed in this traffic study that Chinden would be reconstructed by year 2015 due to the current capacity constraints. No improvements to Locust Grove Road south of Chinden areproposed at this time in the ACRD Capital Improvements Plan (ORD #202). 61 U �9 Prepared by Dobie Engineering, Inc. Sk Page 4 IN 0738 Baseline conditions The capacities of the arteria • p l roadways were calculated for the year �0� 5 prior to p inclusion of the site -generated traffic from the proposed develb ment. These calculations alculations were made to establish baseline conditions from which to atsess site traffic impacts. Appendix B contains a copy of the current COMPASS model projections for year 2015 traffic. Since existing traffic now exceeds model projections, baseline Volumes were estimated using a 3% annual growth rate. The projected baseline capacities of the adjacent arterials are shown in Table 3. Table Location: Chinden Blvd. East of Locust Grove Road ADT Volume No. Lanes Vol./Cap. LOS 30,300 5 0.78 C 71400 2 0.45 A Assumed in this analysis is a raid -range Los "D" capacity of 1 4 000 v d on p Y a p a 2-1ane arterial and 33,000 vpd on a 5 -lane highway. (Source: COMPASS RTP Speed Capacity Matrix.) 9X Prepared by Dobie Engineering, Inc. Page K 0738 V - Three Corners Subdivision Traffic lmvact Study The baseline capacity of the project intersection is summarized in Table 4. Service levels were calculated for both the existing lane configuration and an improved intersection with 2 through lanes on the east and west approaches. These findings indicate that existing lane capacity is not adequate to accommodate projected tragic. Intersection improvements will be required to accommodate projected traffic growth. (Ref. Appendix B.) Table 4 Baseline Intersection Cavacitv Chinden Boulevard/Locust-Grove Road Approach 3 -Lane 5 -Lane Northbound F ■ D Southbound F D Eastbound D D Westbound F D Intersection F D I A 6i. Prepared by Dobie Engineering, Inc. Page 6 0738 Z!P. 00 on .1 fl -I ray, M I O!T 1 rp Trip Generation The following trip rates are recommended in the latest edition of the ITE Trip Generation Manual (Seventh Edition) for a Business Park (#770) land use and Single V. Family Residential (#210) and Private School (K-12) (#536). A floor area ratio of 0.18 was assumed for the building area of the Business Park. It was estimated that the 7.8 -acre commercial tract could support 60,000 square feet of gross building area. :6 K2 W Pre parectby Dobie Engineering, inc. Page 7 0738 Table 5 Trip Generation Rates Trip Occurrence Business Park Residential School (Per KSF) (Per Lot) (Per Student) Weekday End Trips 12.76 9.57 2.48 Peak AM Hour 1.43 0.75 0.79 Enter (84%) (25%) (61%) Exit (16%) (75%) (39%) Peak PM Hour 1.29 1.01 0.17 Enter (23%) (64%) (43%) Exit (77%) (36%) (57%) A floor area ratio of 0.18 was assumed for the building area of the Business Park. It was estimated that the 7.8 -acre commercial tract could support 60,000 square feet of gross building area. :6 K2 W Pre parectby Dobie Engineering, inc. Page 7 0738 i Three Corners Subdivision Traffic Impact Stud Future site -generated traffic at full buildout of the residential lots and the Three ree Corners Business Park is shown in Table 6. Table 6 Site -Generated Traffic (Rounded) Land Use No. Units Total ADT AM Tris PM. Trips Business Park 60 KSF 755 85 80 Residential 63 Lots 505 45 65 School 500 Students 1240 395 85 Total Traffic 2610 525 230 At full buildout the site will produce a total driveway volume of 2610 vehicles per day with a PATI peak hour loading of 230 vehicles per hour. Since the system y roadway traffic reaches its peak during the PM hour, the AMeak was evaluated separately parately only at the school entrance. LE' ;V Prepared by Dobie Engineering, Inc. Page 8 , 0738 K. W Site Access The proposed access plan for the Three Corners Subdivision includes one ali-movement median -divided approach to Locust Grove Roadlus i • p interconnections with two residential streets east of the site. The new approach is located Pp approximately 500 feet south of the curb line of Chinden Boulevard. Access to the school site for student pick- uIdro -off needs will p p [l be from the Three Corners Subdivision main access street. The school parking entrance will directly access Locust Grove Road. A copy of the schoolIan is attached in A e ' P pp nd[x A. Future trips full buildout of the e Three Corners Subdivision development and school site were estimated and assigned to the proposed project entrance (Figure 3). 3e Figure 4 illustrates the turning movements at the site intersections for the PISA peak hour period in the year 2015. Included in this traffic forecast are baseline traffic volumes plus the new site -generated traffic. Prepared by Dobie Enginellring, Inc. 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Y'i ��'' i� a Y � �\,ljL`•�+��"��t _ter �y,A,, �..,.�rL �aJ� 9 rr. X'vl T� P, FL� zq� I neral Information nalyst agency or Co. ate Performed Mme Perio& Volume and Tim!n P. DOB1E DEf • 9/11/2007 PA411 nit)) SHORT REPORT 1ite Information ntersection LOCUST GROVE I 0 0 CHINDEN krea"Type All other areas lurisdietion lTD 1A CHD knalysis Year _ _ _ _ 2007 EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT um. of Lanes 1 0 0 0 1 1 0 1 1 D 1 1 0 ane group L TR - - 08 L TR 10.0 G=- G- 10.0 L TR 1174 L TR Y= Y+ 4 alums v h 16 585 69 155 995 17 103 29 ane Group Ca acs 21 35 18 % /o H ea veh 0 3 0 0 3 0 0 2 0 0 2 9 HF 0.90 9.90 0.90 0.90 0.99 0.90 0.90 0.900. 90 0.90 0.90 D. 90 ctuated PIA A A A A A A A 58.5 29.1 61.1 A A A elay factor k tartu lost time 2.9 2.0 0.11 2.0 2.0 0.3 3.1 2.0 2.0 0.4 2.0 2.0 1. we 1.000 eff. 2reen 2.0 2.0 1.000 2. 2.0 61.8 53.5 70 5 2.0 2.0 55.3 2.0 20 E �R D E rrival type 3 3 pprch. delay 3 3 74.1 3 3 pproach LOS 3 3 E i� nit Extension 3 0 3.0 - 4 3.0 3.0 3.0 3.0 3.0 3.0 edlBike/RTOR Volume 70 10 30 10 14 15 10 10 30 10 10 75 . ane Width 12.0 12.0 12.0 1Z 0 12.0 12.0 T2.0 12.0 arkinglGradelParking N 0 N N 0 N N 0 N N D 111 arkinglhr us stopOr 0 0 0 0 0 0 0 nit Extension 3.0 3.0 3.0 3.0 3.0 3.4 3.0 3.0 Khasi n7TGCl.Left ru n l 04 Excl. Left N S Perm ru & RT - - 08 Emin 14.0-= 9 770 G� FG 10.0 G=- G- 10.0 G- 5D = 180 kY= G= 4 _ 4 Y� Y= Y+ 4 Y - 4 Y= uration of Analysis hrs = 0.25 �; _ cle Length C = 150.0 ane Group Ca acs ,Contro1 Delay,and LOS Determination - EB ws NB SB d . flow rate 18 593 172 1108 114182 123 42 ane group cap. 168 938 289 1779 171 234 171 289 Ic ratio 0.11 0.74 0 60 4.99 0 67 0.78 0.13 015 ree n ratio 0.09 0.51 0.16 0.61 0.13 0.15 0.13 0.15 nif. delay dl 62.3 28.6 58.5 29.1 61.1 61.0 58.4 55.0 elay factor k 0.11 0.30 0.18 0.49 0.24 0 33 0.11 0.11 ncre m. delay d2 0.3 3.1 3.3 ' 24.4 9.5 15.3 0.4 0 2 F factor 1. we 1.000 1.000 1.400 1.009 1.0w 1.0 ,00 1.000 ontrol delay 62.6 31.7 61.8 53.5 70 5 76.3 . 5S 4 55.3 ane group LOS "` E C E �R D E E E E pprch. delay 32.5 54.6 74.1 56.4 pproach LOS C D E E to rsec. delay - 4 Intersection LOS D CS20WTU Copyright 0 2000 University of Flriridd, All R�Shts Reserved Version 4. file://C:1Documents%2Oand%2OSetti��gs1DOBIE\Localo/o2OSettings\Templs2kI 3.t n p 9111I��4 y d.. �j APPENDIX B .51 PA R 4 OOLZ 5 OOLZ _ ___ !r Wk Ct I F- Zo? hum, CD CD CD ,AU Locust Grove Rd. 2600 2500 0 MaM Iry Zr fi CD C> CO Locust Grove Rd. 00 2600 � I - - - - ; [I * i Jj I 006Z 2900 ti CD� CD C) CD CN CD m V6,. pl, I(XI z z SUM P8 al6e3 �V. 4800 GDOP .000 �fl ------ iY3- "4a CIVs 53K) atgv 4500 OOCO d) C�� CV3 Cn P8 &]!V4 BAI 40 0 4300 V) r cc rw i Oo CZ - 4000 1000 009 C) w LO 9500 0109(3 0061 00i0i wl-Ammm#ftmwm�- �q - 0 cc PM eJBPJ8AOjO 009 1- 77-T CUt it C) Ln QD C'4 0 CN: 04 0006 L COS)C, 09 9 1 23700 009 �z 0099 L 22200 CIMIZ 10 8 C%4 PH 816eg tn Cj 101% Co Locust Grove Rd. cc o clq 5 C, 0 C. 6 7 009Z goo 4600 ON z PH aAOJE) Isnoo- w z Ui 0 z :D 0 6 CY) rZ 00C 1, 5 2 010' UD�9 57W 21 IOL9 OOE I 0OZ9 Lj%jevq 'pa UelpmaiN 009S PH WINVen CO CN m S 0 C-$ (0 ■ 6100 0099 008,9 6200 OM CN CN ev C\I 04 pt CIQ C14 006L ar� V 0 L i ' p�j e� Me 3 CN %J ■ CL 0 (n Locust Grove Rd. CD 40,00 U 00gz x 1,. 10 0 0 U 46 �m P� E E 0 9r 0 C\j )9 Met Nrl, 11 wgcj INNS 0061? ,P8 uelp!jqkvq 0 hL C%j C4,4 w CC C -- c- 0 CD 0OZ9 .0 C,?. ACK (3 0 0 . :.I r °WO."K L) CN le 64 *t C� C) C� C) 0000 L C� Cloverdele Rd. CV) MA 0 C) CN 65 -OV 001L C) C\j 0-01ri ispul-1 Linder Rd %00 WOOL 006V I OOC9 OOC9 P-8 U &CWO OWH CD Cloverdale Rd 0 CY) loverdele Rd. cc:> w (n CO C) 64 - CO M V Cf C� C> P?3.japull 006L 0-8QG 7300 ■ CQ 9 0-00, . 7000 7 500 a ~�. Pb Japut-i 'R n 9, R. CD .2 Ln PH a U 'n '19.800 0096 r N-602 0017 -L 00r V' i9700 0()z6;r C -060Z PIJ albe3 11 wgcj INNS 0061? ,P8 uelp!jqkvq i oil 0 0 C% -j CD 0OZ9 .0 C,?. ACK (3 0 0 . :.I r °WO."K L) CN P8 8AOJE) Isnoo-1 C� C) C� C) 0 C\j m 00 CV) MA 0 C) CN 65 -OV C) C\j 0-01ri ispul-1 Linder Rd i oil D 0099 0OZ9 .0 C,?. ACK 0 0 . :.I r °WO."K is i P8 8AOJE) Isnoo-1 C� C� LLJ z CV) P8 UBIPPqN C) CN A S C) C\j 0-01ri 006V LIJ P-8 U z 00 CD 0 CY) cc:> w (n CO 64 - CO V Cf C� C> P?3.japull 006L 0-8QG 7300 CQ 9 0-00, . 7000 7 500 a ~�. Pb Japut-i 'R n 9, 0 A 0: I .A.PMfK-ow .8 THREE COAt"S SUBDIVI$lON PW BASE414 A I C CONDi Tj oN$ %ArAR IA- -0 2 Traffic Study Prrpor*d By. DOME ENGINEERING, INC. 777 Nponhatont Dr 0 �P702 345-320 J.� ti 4� Traffic Study Prrpor*d By. DOME ENGINEERING, INC. 777 Nponhatont Dr 0 �P702 345-320 J.� Volume and Timing input - - EB SB Vve TH RT SHORT REPORT TH RT un*ral lnformatlon ❑ [to Information WB 0 1 nalyst P. DOB1E rsection LOCUST GRCVEI RT 40ency or Co. DE1 RT Cf�11N3EN Perfom-ed 9/112007 ar Type All offer areas ,)ate rime Period 2 sd$ction 1TD/ACRD ane group _l sis Year 2015 BASELINE Volume and Timing input - - EB SB Vve TH RT LT TH RT EB ❑ 144 WB 0 1 TR 1457 LT TH RT LT TH RT LT urn. of Lanes 1 2 ❑ 1 2 0.90 1 ane group L TR A L TR A L olume v h � 20 734 85 195 1245 20 130 o /fl Heavy veh 0 3 0 0 3 ❑ 0 m HF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 uated PIA A A A A A A A to rtu lost fi me rbd. eff. green 2.0 2.0 2.0 2.0 D 2.0 2.6"' 2. ❑ 2.4 34.5 2.0 2.0 N rival a*! 3 3 pproach LOS 3 3 3 nit Extension 3.0 3.0 30 3.0 IntersecWn LDS 3.0 ed/BiRWRTOR Volume TO 14 60 10 10 20 10 ane VWth 12.0 12.0 12.0 12.4 12.0 ri . arking/Grade/Parking N 0 N 111 0 N N arkin9 !hr us stopsth r ❑ 0 0 ■ nit Extension 3.0 13.0 13.0 3. ❑ hasing Excl. Left Thru & RT Only04 Excl. Left G 14.0 G= 63.0 G= 10.0 G= G= 10.0 Timing Y= 4 Y= 4 Y= - Y- Y= 4 uration of Analvsis Mrs) = 0.25 ne Group Capacinf, Control Delay,and LOS Determination MB - - EB SB Vve TH RT LT TH RT l ❑ 144 0 1 TR 1457 L TR 294 25 215 25 45 25 2 0 0 2 0 0.90 0.90 0.90 0.90 0" 90 A A A A A 2.0 48.7 2.0 2.0 0.17 2. 4 0.32 2.0 2.0 ' ncrem. delay d2 3 0.5 3 3 1.3 30 F fa _or 3.0 3.0 1.000 10 60 10 10 25 12.0 70.8 12.0 12. ❑ 49.9 0 N N 0 N 0 0 0 0 3.0-- 3.0 w 3.0 3.0 Ns Perm ru ' T - 0 - 19.0fYK=. 1&0 G_ Y = 4 Y= cle Length C =150.0 ffie:llC:\f)ncuments°/o2Oand%2OSettings\DOBIE\Local°/v2OSettigs\Temp\s2k 15.tmp SB 28 50 191 460 0.15 0.11 ❑.22 0.25 47.0 43.7 0.11 0.11 0.4 0.1 1.00❑ 1.0w 47.4 43.8 D D 45.1 D D Vion 4. X 9113/200 EB Vve NB dj. flow rate 22 839 217 1383 144 200 Lane group cap. 158 1457 289 1803 294 391 Ic ratio .0.13 0.57 0.75 0.77 0.49 0.51 reen ratio 0.00 0.42 0.16 0.51 4.22 0` 25 nif. delay dl 62.4 33.2 60.1 29.3 54.8 48.7 lay factor k 011 0.17 0.31 0.32 011 012 ' ncrem. delay d2 0.4 0.5 10.5 2.1 1.3 1.1 F fa _or 1.004 1.000 1.000 1.000 1.400 1.000 ontrol delay 62.8 33.7 70.8 31.4 51.9 49.9 ane group LOS E C E C D D pprch. delay 34.5 36-7 now 50.7 pproach LOS C D D ntersec. delay 37.9 IntersecWn LDS WS2VOTM copyright 2OW Univw*y of Florida, All Riffs Rmrved ffie:llC:\f)ncuments°/o2Oand%2OSettings\DOBIE\Local°/v2OSettigs\Temp\s2k 15.tmp SB 28 50 191 460 0.15 0.11 ❑.22 0.25 47.0 43.7 0.11 0.11 0.4 0.1 1.00❑ 1.0w 47.4 43.8 D D 45.1 D D Vion 4. X 9113/200 Volume and Timing input um. of Lanes ane group plume (vph) o/o Heavy veh HF ctuated PIA tartup lost time 7d. eft`. green rrival type nit Extension ed/Bike/RTOR Volume ane Width Parking/G rad e1Pa rki ng TH RT 00� 1 0 SHORT REPORT TR General Information 195 lte information 27 Analyst P. DOBIE tersection LOCUST GROVE I 'agency or Co. DBI 9, DOM CHINDEN Date Perrorrrsed 9/112007 ea Type All other areas Time Period Ptd urisdiction ITD /ACHD L h 3 0.09 alysis Year 2015 BASELINE" Volume and Timing input um. of Lanes ane group plume (vph) o/o Heavy veh HF ctuated PIA tartup lost time 7d. eft`. green rrival type nit Extension ed/Bike/RTOR Volume ane Width Parking/G rad e1Pa rki ng LT TH RT 00� 1 0 vv� TR Ohasin Excl. LefttGG 195 12#5 27 a 3 0 vvo Y= 4- 0.90 9, DOM A A vvo 2.0 093 2.0 2.0 0.84 3 3 0.09 vv� 3.0 0.61 10 10 15 12.0 112.0 60.1 N I0 N aso 4.11 F 0.45 LT TH RT 1 1 0 L TR Ohasin Excl. LefttGG 195 12#5 27 a 3 0 4.900.90 Y= 4- 0.90 A A A 2.0 2.0 093 2.0 2.0 0.84 3 3 0.09 3. 3.0 0.61 10 10 15 12.0 112.0 60.1 N I0 N SB 0 0 00� nit Extension 3.0 3.0 _ 00� 3.0 Ohasin Excl. LefttGG dvo Perm Excl. Lett9Y. Tbru & RT IG = 14.0 iming = 77.0 G= 10.0 ly= OEM =G= 100 5.0 vvo Y= 4- 4 Y= 4 171 234 voo 0.13 093 0.75 1.24 0.84 1.00 v� 0.09 vv� 0.16 0.61 0.13 8.15 Unif. delay dl Room= 34.0 60.1 00m 63.0 63.5 aso 4.11 F 0.45 SB �r ti i l sis h rs = 0.25 bane Group Ca aci Control Delay,and LOS Determination �tcle Length C_=, 1W.0_ 0 0 00� nit Extension 3.0 3.0 _ 3.0 _3.0 __ �3. 3.0 3.0 Ohasin Excl. LefttGG dvo Perm Excl. Lett9Y. Tbru & RT IG = 14.0 iming = 77.0 G= 10.0 ly= OEM =G= 100 5.0 G- 180 iy=7' Y= 4- 4 Y= 4 171 234 Ic ratio 0.13 093 0.75 1.24 0.84 1.00 v� 0.09 0.51 0.16 0.61 0.13 8.15 Unif. delay dl Room= 34.0 60.1 00m 63.0 63.5 �r ti i l sis h rs = 0.25 bane Group Ca aci Control Delay,and LOS Determination �tcle Length C_=, 1W.0_ 0 0 0 nit Extension 3.0 3.0 _ 3.0 _3.0 __ �3. 3.0 3.0 Ohasin Excl. LefttGG hru & RT Only__0!mw�:::IY= Perm Excl. Lett9Y. Tbru & RT IG = 14.0 iming = 77.0 G= 10.0 ly= OEM =G= 100 5.0 G- 180 iy=7' Y= 4- 4 Y= 4 171 �r ti i l sis h rs = 0.25 bane Group Ca aci Control Delay,and LOS Determination �tcle Length C_=, 1W.0_ R. file :1/C:\Documents/a20and°/o2OSettings\DOBIE\Local%2OSettings\Temp\s2k13 .ttnp T� 0 :73:.0 88 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 9.00b 58.6 56g�4 E E 56.9 r F Verb* 4. 9/11/200 EB VkAB NB d. flow rate 22 872 217 1389 144 234 ane group cap. 168 936 289 1118 171 234 Ic ratio 0.13 093 0.75 1.24 0.84 1.00 reen ratio 0.09 0.51 0.16 0.61 0.13 8.15 Unif. delay dl 62.4 34.0 60.1 29.5 63.0 63.5 elay factor k 4.11 F 0.45 0.31 0.50 0.38 0.50 ncrem. delay d2 0.4 15.5 10.5 116.8 29.8 ;8'.8 F factor 1.000 1.000 1.040 1.000 1.000 1.000 ontrol delay 62.8 49.6 70.6 146.3 92.8 122.3 arse group LOS B D E F F F perch. delay 49.9 136.1 111.1 pproach LOS D F F ntersec. delay 104.6 Intersection LOS ICS200dm CopyriWASD 2* Univenity of Florida, All Ri* Reserved R. file :1/C:\Documents/a20and°/o2OSettings\DOBIE\Local%2OSettings\Temp\s2k13 .ttnp T� 0 :73:.0 88 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 9.00b 58.6 56g�4 E E 56.9 r F Verb* 4. 9/11/200 APPENDIX C 3eneral Information Analyst P. DOBIE kgency or Co. DEI Date Performed 9/11007 r time Period PU Volume and Timing Input SHORT REPORT Information ntersection rea Type urisdiction na lysis Year LOCUST GROVE I CHINDEN All other areas I TD / ACHD 2915 BASE +SITE 'arkinglhr Sus stops/hr 0 0 0 0 )nit Extension 3.0 3.0 3. a 3.0 �hasin Excl. Left PG: u & RT Only 04 - c . e O= 14.0 53.0 O= 10.0 O- G= 100 iming Y= 4 4 Y= Y- Y- 4 uration of Anal sisMsi= 0.25 -P"MROW -.. ane Group ca act control Delay,, and LOS Determination 0 0 0 EB 3. d 3.0 3.0 W13 rserm Th ru & RT NB O= 19.4 G= 180 iY= SB Fy- 4 LT TH RT LT TH RT LT TH RT LT TH RT um. of Lanes 1 2 0 1 2 0 1 1 4 1 1 1 0.37 ane group L TR ncrem. delay d2 L TR 17.7 L TR 27 L TR 1.6w Olume_(vphl 20 734 145 215 1245 20 155 35 240 25 ONE 55 25 /o Heayyveh 0 3 0 0 3 4 0 2 0 0 2 H F - 0.90 0.90 9.99 0.99 0.90 090 0.99 0.90 9.90 9.90 0 90 woft0 ON 9.90 ctuated T UA A A A A A A A A A A A A ta rtu lost time 2.0 2.0 2.4 2.0 2.0 2.0 2.0 2.0 pct. eff. ree n 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 arrival tyE 3 3 3 3 3 3 3 3 anit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 'ed/BikeIRTOR Volume 10 10 60 10 10 20 10 10 60 10 14 25 .an e VWlth 12.0 12.0 12.0 12. D 12.0 112.0 12.0 12.4 'arkinglradelParking IV 0 1U N 0 N N 0 N `' N1 0 N 'arkinglhr Sus stops/hr 0 0 0 0 )nit Extension 3.0 3.0 3. a 3.0 �hasin Excl. Left PG: u & RT Only 04 - c . e O= 14.0 53.0 O= 10.0 O- G= 100 iming Y= 4 4 Y= Y- Y- 4 uration of Anal sisMsi= 0.25 -P"MROW -.. ane Group ca act control Delay,, and LOS Determination 0 0 0 0 3. d 3.0 3.0 3.0 rserm Th ru & RT 08 O= 19.4 G= 180 iY= G= Fy- 4 Y= cle Len th C = 150. _ 0.83 w � i d# . flow rate 22 881 239 1383 1172 239 ■ ane group cap. 188 1461 289 1803 293 393 Ic ratio 4.13 0.59 0.83 0 77 0.59 0.61 ree n rano 0.09 0.42 4.15 0.51 0.22 0.25 n if. delay d1 82.4 33.5 81.0 29.3 52.5 501 elay factor k 411 0.18 0.37 0.32 018 4.19 ncrem. delay d2 0.4 0.6 17.7 2.1 3.1 27 F factor 1.000 1.6w 1.040 1.000 1.000 1.000 vntrol delay 82.8 34.2 78.7 31.4 155.6 52.8 ane group LOS E C E D E D ppreh. delay 34.9 38.3 54.0 pproach LOS C D D ntersec. delay 39.7 Intersection LOS ICS2MOTM Ccffright O 2000 University of F#■rida, All Rights Reid file:IIC:\Documents%2Oand°lo2OSettings\DOBIE\Local0lo2OSettings\Templs2k9.tmp SB 28 81 171 460 0~ 16 0.13 0.22 0.25 47.4 44.4 0.11 0.11 4.5 10.1 1.004 1.000 47.8 44.7 D D 45.3 D D Version 4. 9/13/200 s� file:IIC:\I)oc ments%2OandOlo2OSettilgs\DOBIE\Local%2OSettulgs\Templs2kB.tmp 9113/200 i BACK-OF-QUEUE WORKSHEET eneral Information Iroject Description THREE CORNERS SUBDIVISION OWN 1 -- - - - EB IVB NB LT TH RT LT TH RT LT TH RT LT TH _ Lane group L TR L TR L TR L TR nit. queueAane 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 low rate/lane 22 861 239 1383 172 239- 28 -- 61 atflow per lane 1805 1827 1605 1844 1332 1594 777 1863 w apacityllane 168 1461 289 1803 293 393 171 480 low ratio 0.01 0.25 0.13 0.39 0.1.3 0.15 0.04 ' 0.03 Ic ratio 0.13 0.59 0.83 0.77 0.59 0.61 016 0.13 # factor 1 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 rriva l type 3 3 3 3 3 3 3 3 -� Platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 - PF factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 f 0.8 14.5 9.6 24.3 5.8 8.8 0.9 2.0 1. 0.3 0.8 0.4 0.9 0.4 0.5 0.3 0.6 0.0 1.1 1.7 2.7 0.6 0.8 0.1 0.1 avg. 0.9 15.6 11.3 27.0 6.4 9.6 1.0 2.1 centile Ba kof ue:(95th percentile) r _ 2.1 1.8 1.8 1.6 1.9 1.9 117.8 21 2.0BOQ_ _ Q% 1.8 27.4 20.8 44.1 12.3 Z 0 - V 14.2 eWs _ Stara _ 1 spacing 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 storage 0 0 0 0 0 0 0 0 vg. Q 50 RQ% JVC.,3 MOTM Tt Copyright 0 2040 University of Floris, F11 Ridp Reamed � Version 4. s� file:IIC:\I)oc ments%2OandOlo2OSettilgs\DOBIE\Local%2OSettulgs\Templs2kB.tmp 9113/200 TWO-WAY STOP CONTROL SU 1�i�ARY . eneral. Information nt . matron lyst VencylCo. _ DE1 ��'� _ w. - n ersect�On LOCUST G - risdttion A CHD e Performed 911412007 lysis Year 2015 BASELINE + SITE a is Time PedelfW, EastWest Street: SCHOOL ACCESSU41Q- i - - ntersection Orientation: North-South - - w --- _ s'tMents _ a or Street Northbound oun ovement 1 2 3 4 -- L T R L i T --- dlurne D 405 l5 15 370 Peak -Hour Factor, PHF 0.95 0i 95 0.95 0.95 y 0.95 Hou rl Flow Rate, H FR 0 425 15 15 4 389 11 ercent Heavy Vehicles 2 2 a Median Type - - - -1J//+ -- -- - _ RT Channelized p fi - - D 1 figuration TR L T - U stream Signal p 1 inor Street Westbound --1 - - ovement 7 g g D 1 _ � - �• 1RG ti L T R L - _ Y• T R olurne 15 0 15 0 0 - ea - our Factor 0.95 0.95 0.95 a95 _ 0.95 _ e, H 15 0 15 D , p - ercent Heavy Vehicles 2 2 2 2 2 y ercent Grade ❑ 0-3 - - -- Flared Approach N - - N - - — torage ❑ 0 RT Channelized ❑ 0 Lanes 0 p 0 0 0 onfiguration LR -_ ueue �and1e'vil'ofudivice- - pproach NB SB Westbound _ - Eastbound - r Movement 1 4 7 8 9 Flo 11 12 ane Configuration LT LR (vph) 15 30 (m) (Vph) 1100 412 _ Vc 0.01 0.07 . 5% queue length 0.04 0.23 - ontrol Delay 8.3 14.4 LDS A B _ - - pproach Delay -- 14.4 pproach LOS -- $ - r - v A Zights Reserved - - - HCS208OTM CoWriSk 0 2003 Univaro ty of Fid,Ada, All Rigs Remved VwWrn 4. VeRMnn 4. 1 d file:/1C:\Documents%2Oand°/o2OSettin s\DOBIE\L � � oea� ��2DSettlngslTemp\u2k . l f ,imp 9/13/200 k L' 7r TWO-WAY STOP CONTROL SURY kna nerar�formaton its Information lyst P. DOBIE ntersection LOCUST GROVE/SCH050 agency/Co. DE1 urisdiction ACRD ate Performed 8/14/2007 nal sis Year 2015 $ y BASELINE + SITE nal sis Time Period A '�. ro-ect Descri tion THREE CORNERS/FOUNDATIONS ACADEMY LR astMest Street: MC�HOOL ACCESS lSouth Street. LOCUST GROVE tersection Orientation: ftrth-South Westbound BtuPeriod hrs : 0.25 7 y 8 9 10 ehMs Volumes and Adjustments LT LR (Vph) 68 a or Street Northbound 1156 437 Southbound ovement "i 2 3 4 7.31 L T R L T olume 0 300 65 65 300 eak-Hour Factor, PH F 0- 95 0.9455 0.95 0.95 0.95 ourly Flow Rate, HFR 0 31 5 fib 3? 5 ercent Heavy Vehicles 2 -- -- 2 than TZpe Undivided T Channelized ❑ ones 0 1 0 0 1 onf uration TR LT ��} str am 0 7 Inor street Westbound Eastbound vement 7 8 9 10 11 L T R L T olume 55 0 55 0 0 eak Hour Factor, PHF 0.95 0.95 0.95 0.95 4.95 Hourl Flow Rate, HFR 58 0 68 0 0 ercent Heavy Vehicles 2 2 2 2 2 ercent Grade (%) p 0 fared Approach N N torage 0 ❑ T Channelized ❑ ones 0 0 0 0 ❑ on uration LR elay, Queue Length, and Level of Service -J pproxh NB SB Westbound vement 1 4 7 y 8 9 10 ane Configuration LT LR (Vph) 68 736 (m) (vph) 1156 437 /c 0.06 0.31 queue length 0.79 7.31 ontrol Delay 8.3 76.9 OS A C RproqpkDelay pproach LOS Rights Reserved HCS20MTM" Copyrj&j) 2063i 3 Univem of Floridm� All Rights Red Vd�i�lh V d fele://C:\Documents%2Oand�/o2OSettins\DOB\Local°/v2OSettin s\Tem \u2kl C.t n 8 R 0 0.95 0 0 0 12 R 0 0.95 0 2 Eastbound 11 12 Ry V*sion 4. 9/13/200 - -r " TWOMAY STOP CONTROL SUMMARY enerai Information ---_ . -- - - Malyst P. DDBIE S C _ , Ngency/Co. DEI risdiction A CHID e Perfomued 3114/2007 i lys s Year ja 2015 BASELINE + SITE a is Time Period L - 0 asVWest Street: SITE ACCESS Jetrsection out _ r orientation: North-South Y ry - Ma or street Northbound ovement 2 3 4 = - L T R L T plume 0 385 35 35 340 _ - eak-Hour Factor, PHF 0.95 0.95 0.95 0.95 J 0.95 - Hourly Flow Rate, HFR 0 405 36 36 357 .0 _ Percent Heavy Vehicles 2 -- -- 2 Median Types .re' Y ti . n ' a RT Channelized 0 Lanes 0 1 0 0 onfiguration TR LT -7- -7stream stream-Signal 0 Mor Street Westbound -.M�s=� -: - as aun- - ovement 7 8 9 10 _ L T R L T _ - pmom lume 45 0 45 0 0 -...- • -O- a h= our a or 0.95 4.95 0.95 0.95 0.95 - _ 1=347 0 47 0 0 Percent Heavy Vehicles 2 2 2 2 2 - - ercent Grade t°/off 0 Flared Approach N N - torage 0 0 - RT Channelized 0 - - Lanes 4 0 4 0 0 - -- onfi uration i LR - - - - t IN i► o • enr1ce- -- - - Pproach NB SB Westhound 9- astboun _ - ovement 4 7 8 9 10 1 1 .- ane Configuration LT LR - (vph) 38 94 - (m) (vph) 1100 409 - lc 0.03 0.23 5% queue length 0-10 0.88 - ontrol Delay 8.4 16.4 t - . LOS A C proach Delay -- -- 16.4 - pp roach LOS -- - C - lights Reserved- HCS208 Corfr*�& 2003 Univm ty of F1wi(* All Rights Remved i*rf.on 4. Ve*.dh 4-1d R` file 0-1//Co-\I)ocuments%20and%2OSettis\DO$IE\LotalO/o2OSetfings\Temp%2kI f .tmp 9/13/200 - + APPENDIX D rti li. )9