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CITY CLERK FILE CHECKLIST Project Name: Three Corners File No. Contact Name: Tim MokWa Phone: Date Received from Planning and Zoning Department: Planning and Zoning Level: Transmittals to agencies and others: Notice to newspaper with publish dates: ❑ Certifieds to property owners: Hearing Date: 29-Oct-07 AZ 07-017 323-2288 October 15, 2007 November 15, 2007 October 16, 2007 and 12-Nov-07 ❑ Planning and Zoning Commission Recommendation: 13;?T Approve ❑❑ Deny Notes: City Council Level: Hearing Date: - ❑ Transmittals to agencies and others: ❑ Notice to newspaper with publish dates: a and / C) ❑ Certifieds to property owners: Lb City Council Action: Approve ❑ Deny Findings / Conclusions / Order received from attorney on: Findings / Conclusions / Order: Approved by Council: Copies Disbursed: Findings Recorded Development Agreement: Sent for signatures: Signed by all parties: 1-31- Approved by Council: Recorded: Z Z Copies Disbursed: I Ordinance No. 0�_ 650 Resolution No. ZApproved by Council: 2-19-01� Recorded: Deadline: 10 days Published in newspaper: E' Copies Disbursed: Notes: RasW.U.ns: Cnginal Res/Copy Cert Minutabook Copy Res/Copy Cert Ciy Clark Ciy Engineer CiyPl. - Citygnomey Sterling C.dfiers Pr.j-t File Deputy Caen Copy Res / Original Cart Ad. County (CPAs) Appficant(non-CPAs) RecorE d Ordnances. Cnginal. Minutebook Copiesro Ciy I'm Shte Tat Comm. Sbte Treasurer, A"Mr. ADO! Sterling Co the Ciy Aft—y City Ero,n..r COY Planner Project ilia Applicant (if appl.) Deputy Clerk Flndnps / Ortl m Onginal: Minulebook Copt es N: Applicant Prgect file Ciy Engineer Ciy Planner Ciy Att rr.y Depuy Clerk "Record Vacation Flndnps •• Recor W d Development Ay ..... nts: Q'iginal.FireproO/File COpies to APplicent Project file Ciy Engineer Ciy Plenner Ciy A0O,n y Oepury Clerk f d CITY OF ... TRANSMITTALS TO AGENCIES FOR COMMENTS ON ID,1-aH0 ))EVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN �c j�V'N�o insure that your comments and recommendations will be considered by tOR he Meridian Planning and Zoning Commission please submit your mmy de Weerd I comments and recommendations to Meridian City Hall m MAY Ta y CITY COUNCIL MEMBERS Keith Bird Joseph W. Borton Charles M. Rountree David Zaremba CITY DEPARTMENTS City Attorney/HR 703 Main Street 898-5506 (City Attorney) 898-5503 (HR) Fax 884-8723 Fire 540 E. Franklin Road 888-1234/fax 895-0390 Parks & Recreation 11 W. Bower Street 888-3579/fax 898-5501 Planning 660 E. Watertower Lane Suite 202 884-5533/fax 888-6854 Police 1401 E. Watertower Lane 888-6678/fax 846-7366 Public Works 660 E. Watertower Lane Suite 200 898-5500/fax 898-9551 - Building 660 E. Watertower Lane Suite 150 887-2211 / fax 887-1297 Wastewater 3401 N. Ten Mile Road 888-2191/fax 884-0744 Water 2235 N.W. 8th Street 888-5242/fax 884-1159 Attn: Will Berg, City Clerk, by: November 8, 2007 Transmittal Date: October 16, 2007 File No.: Hearing Date: November 15, 2007 AZ 07-017 & PP 07.021 Request: Public Hearing - Annexation and Zoning of 40.4 acres from RUT to C-C zone (21.3 acres), R-8 zone (6.27 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 Steve Siddoway (no FP) 6380 N. Locust Grove Road David Moe (no FPS Wendy Newton-Huckabay (No FP) Michael Rohm (No FP) Tom O'Brien (No FP) Tammy de Weerd, Mayor Charlie Rountree, C/C Joe Borton, C/C Keith Bird, C/C David Zaremba C/C Water Department Sewer Department Sanitary Services(No VAR, VAC, FP) Building Department / 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 / SW Meridian: NW Pipeline New York Irrigation District Boise-Kuna Irrigation District CITY MALL 33 EAST IDAHO AVENUE MERIDIAN, IDAHO 83642 CITY CLERK - FAX 888-4218 FINANCE &UTILITY BILLING -FAX 887-4813 (208) 888-4433 MAYOR'S OFFICE -FAX 884-8119 Printed on recycled paper IUJJ•10 1 Planning Department COMMISSION & COUNCIL REVIEW APPLICATION Ty//pe of Review Requested (check all that apply) QAnnexation and Zoning R`Eomprehensive Plan Map Amendment (SAvi.AOOA ❑ Comprehensive Plan Text Amendment JuMt ❑ Conditional Use Permit ❑ Conditional Use Permit Modification ❑ Final Plat ❑ Final Plat Modification ❑ Planned Unit Development B Preliminary Plat ErRezone ❑ Time Extension (Commission or Council) ❑ UDC Text Amendment ❑ Vacation (Council) ❑ Variance /gyp 4�Other�` 1JAcT1VE Co1gL10—MEt_ Information Applicant name: J]q V I e% J . (—)kQ,y`_ Phone: 13- i Applicant address:. 1 !qti F_• LuNt U)oncM Zip: �b-2 l Z Applicant's interest in property: ;.Own ElRent [I Optioned ❑ Other Owner name: JM� AS " t'I C.6A ' Phone: Owner address: Zip: Agent name (e.g., architect, engineer, developer, representative): [ ,� O� Firm name: 10 Mti►1 �1Y1 Ptyi Y\q Phone: 'Jill-6T.Zt3S Address: CI111 a Ih " blyb- rR,.,C_. Zip: Primary contact is: ❑ Applicant ❑ Owner F Agent ❑ Other Contact name: E-mail: 06L�r�m Phone:32,5 ZZ$$ Fax: 3 -LS q9 Subject Property Information �Cj ✓u l -4 1 Location/street address: G 5" N - W 6K4 F �o rt (P-A Assessor's parcel number(s): 5 01 2.2 3 2-1 (� Township, range, section: f ' ►J I EG 2� e Total acreage: T7P��ta1,L . 3$�'j G Current land use: 4! C ( � Current zoning district: C-4 LVA (,i r 660 E. Watertower Lane, Suite 202 • Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.me_ridiancl , or 1 Project/subdivision name: JlkreG C.O:m rMiy's to 1 vie, (p+•� General description of proposedproject/request: Uep- - mWV�,yt s tk Proposed zoning district(s): G' G - 06 1, -2-I 0 Acres of each zone proposed: C G a Z- .3 aL �$ 0.24 p G Type of use proposed (check all that apply): J, t / � � Pp Y)� 19 Residential Ii'Commercial C/Office ❑ Industrial Other PN1 V&tc I Amenities provided with this development (if applicable): aFgdn ��, ►► ft.. jrtt . (IV. P!� r j Ws�fLr Who will own & maintain the pressurized irrigation system in this development? ti.e. A. r(S Which irrigation district does this property lie within? 5k(4 (Q rs o Primary irrigation source: VY1 q - WAey r+t-- Secondary:.. Me n k2s, WAee- Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water): 0 Residential Project Summary (if Number ofresidential units: Number of common and/or other lots: :O Proposed number of dwelling units (for multi -family developments only): 1 Bedroom: IJ1A 2 or more Bedrooms lots: F-e.Si -I- I i-zish tb gemaL,- Iv/ A Minimum square footage of structure(s) (excl. garage): i �� Proposed building height: Z S W 4 Aov. Minimum property size (s.f): $m Average property size (s.f.): t 2 �� Gross density (DU/acre-total land): N` i4 O%G• Net densityt Z. $ / (DU/acre-excluding roads & alleys): VK' / acm- Percentage of open space provided: = !S Acreage of open space Z . I G • !!! Percentage of useable open space: f (3 �� (See Chapter 3, Article G, for qualified open space) Type of open space provided in acres (i.e., landscaping, public, common, etc): O(M�S Cm pC /Po fhwa1, Type of dwelling(s) proposed: ErSingle-family Non-residential Project Summ ❑ Townhomes ❑ Duplexes ❑ Multi -family S Number of building lots: 10't ( S C'ko01 Other lots: Gross floor area proposed: ti0 060 — 060 00O'* Existing (if applicable): N Hours of operation (days and hours): 4 19tt-1 �l - 10FM Building height: Percentage of site/project devoted to the following: i Landscaping: �/►,0� - �I/b Building: _ 3 S Vp Paving: , .2 S 1. Total number of employees: . 2So Maximum number of employees at any one time: Number and ages of students/children (if applicable): + 3 oQ 1< - I Z v "-T- � �• Seating capacity: �T Total number of parking spaces provided: l Z S-0 Number of compact spaces provided: - Yl 0 Authorization Print applicant name: V t ot e � Applicant signature: 660 atertower Lane, Suite 202 • 7 Phone: 208 884-553 eridian, daho 83642 ( ) Facsimile: (208) 2 888-6854 - Website: www.meridiancity.org U TOOTHMAN-ORTON ENGINEERING COMPANY CONSULTING ENGINEERS, SURVEYORS AND PLANNERS 9777 CHINDEN BOULEVARD BOISE, IDAHO 83714-2008 208-323-2288 • FAX 208-323-2399 October 5, 2007 Boise@toengrco.com City of Meridian City Planning Department 660 E. Watertower, Suite 202 Meridian, Idaho 83642 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, BOISE • COEUR d'ALENE • CALDWF.LL TOOTHMAN-ORTON ENGINEERING COMPANY City of Meridian Revised Three Corners Subdivision Application Narrative October 5, 2007 Page 2 of 4 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 %-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. C: ended October 07. doc ments and ttingslLPerkinslLocal SettingslTemporar amended Internet Files IOLKSCI07121-annexation-rezoneletter- 7. File: 07121-20-110 TOOTHMAN-ORTON ENGINEERING COMPANY City of Meridian Revised Three Corners Subdivision Application Narrative 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, 10-feet from the property line. This would allow for the 10-foot separation as currently required in the R-8 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 locations 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 SettingsILPerkinslLocal SettingslTemporary Internet FilesIOLK5007121-annexation-rezoneletter- amended October 07.doc File: 07121-20-110 u �J TOOTHMAN-ORTON ENGINEERING COMPANY City of Meridian Revised Three Corners 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. Sincerely, TOOTHMAN-ORTON ENGINEERING COMPANY Tim Mokwa Project Manager cc. Mr. And Mrs. Dave Dean Brian Hauff Pat Dobie C: (Documents and cgslLPerkinslLocal Settings'T amended October 07.d7.dooc emporaryInternet FilesIOLKSC107121-annexation-rezoneletter- File: 07121-20-110 0 U O 300 600 ,.1800 PROPOSED THREE CORNERS SUBDIVISION VICINITY MAP TOOTHMAN-ORTON ENGINEERING CO. ENGINEERS SURVEYORS 9777 CHINDEN BOULEVARD PLANNERS • BOISE, IDAHO 83714-2008 PHONE: 208-323-2288 FAX: 208-323-2399 E—FILE: h:\07121\PPlat Vicinity MGP.DWG DATE: 10/08/07 JOB:07121-30-100 will 1111 � ;; § � �a v gam i62 X go o g g, fl_ € `s 1 Fst $Ap `Sg fi§6g I �5�2 Qii $ogS �m Jig 4 ilk THREE CORNERS SUBDIVISION MERIDIAN, IDAHO. ADA COUNTY PRELIMINARY PLAT i tip§ s � � I TOOTHMAN—ORTON ENGINEERING COMPANY CONSULTING ENGINEERS, SURVEYORS AND PLANNERS L27 CMNDEN BOULEVARD SE, IDAHO B3)16-2009 OFVICE IN: PHONE (2087 J23-2288 CHDWELL,O fAN: (2 E) )23-2399 COEUR E'ALENE, IDyq �+ THREE:14AR: S SUBDIVISION TOOTHMAN—ORTON ENGINEERING COMP ^' MERIDIO. ADA COUNTYPRELENG coNsuEnNc EM11NEERS, SURVEYORS AND PWiNE65ANY VIE MEERING 9»> C„INS N R UZMD PHONE: 1(�1pg) J23-2289� MICE IN: fA%: (208) J23-2399 COEUR���' OAHC NFNE, Ipyip u Al !Yli if; Nji R " &a 1 " `e ll gp - I$ €€gyp € m � � �mm Fag a 4 �a � [[.R Z`Q_ k F R a ,R3 � 3A Rq��� ,A ��R dgAc y ag €2.DP 7 il , �s .q Aas 10 Aa€RA All R y y P o �,a n €E d 4' € f s RRpp� �3 e d THREE CORNERS SUBDIVISION TOOTHMAN—ORTON ENGINEERING COMPANY "° MERIDIAN, IDAHO, RE SONS !gin GIN COUNTY CONSULTING ENGINEERS, SURVEYORS AND PLANNERS wrt PRELIMINARY ENGINEERING '-'—` NOTES & ROAD SECTIONSONEO'H1]2d'zza FAX' (LOB) a23-TJRB COEUR d'ALFN[, IOVq O!4 CO. THIS INSTRUWW IS THE PROPERTY OF TOOTHM N_ORTON ENOINEMNG CO. ANY 8 E =Pgolf THREE CORNERS SUBDIVISION MERIDIAN, IDAHO. ADA COUNTY TOOTxMAN_ORTON ENGINEERING COMPANY ;+ PRELIMINARY ENGINEERING "I"SDLn"D E"WMERS, SURVE M AND PLMMEM ROAD CENTERLINE PROFILES easE.`I"N ,J�Mg O FCE IN PHONE: (2pp) 32J-22Bg 1.: (20T) YJ-2]99 -UR AAE Ijj �2007 TOOTHNNI-ORTON ENGINEERING CO. THIS INSTRUMENT IS THE PROPERtt OF i00TNWN-ORiON ENGINEERING C( N» `/ �1t 8 ,�D s a %s, 5ME ' 3A. nnrc y ,.9 suue zsse.n x a N JSE OR MODIFICATION OF THIS INSTRUMENT OR ITS CONTENTS WRNOUT SPECIFIC WRITTEN PEflWSSION OF T,,,,MW_ORTON ENGINEERN �_ -.r- zw z.m �ai"�vias jlgg A �d I s l 8r soup zsvz s, s, nve rss..s2 a m. uH_a _T � zso9b Rw zso>,o THREE CORNERS SUBDIVISION MERIDIAN, IDAHO. 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ADA COUNTYPRELIMINARY TOOTHMAN_ORTO�ENGJNEERIN�GCOMPANy PLAT CONSULTING ENGINEM AND PUNNERS LANDSCAPE PLAN `G PNONG 20!) ]P3-I2Ba �KOM'ELL, E'er ���) ) -2JYY UUEUR d'ALFNE, DAM AD .- oI I yq d,Pgppg� n R IR! ➢jai EEEE�$k �Ey p6 d 3 z Es3 pgag A a A L z r. a m I^ v O o 0 0 _0 €� l lit I A m Mm '• �j l' _ Nag t A � r 5 tl� THREE CORNERS SUBDMSION MERIDIAN, IDAHO. ADA COUNTY PRELIMINARY PLAT 3 LANDSCAPE PLAN TOOTHMAN_ORTON ENGINEERING COMPANY CONSULTING ENGINEERS, SURVEYORS AND PLANNERS iav wx Lr�Lo�w mEs oaE �rs 10.11-N ?0?I® I/yq 9TTT CNINDEN wlULEVAw) W � Pam; ewsE. iDulo a»Ia-zootl omcE PNGNc: ((zoeJJ .Tza-zzetl rAx: (zo!) Yza-z»s CGEUR e' IG�wpp ueam �~`-sit %� I IS THE PROPERTY N TOOTIWAI-ORTON ENGWEERJW CO. N, KpWi REUSE OR W""To, OF TM MRIMM M n _ _'oA SK 01 fm 1- a 4- n 1* , 0 11 ina ii - — 1 -. - it H HN IM w- ti W 0 i R IWIN > z X X Z T Wx- Jog MA �J _ I+R 1 8 4. 6,3' THREE CORNERS SUBDIVISION TOOTHRAN—ORTON ENGINEERING CoMpMy MERIDIAN, IDAHO. 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A CD ``\' J ^7 / O ,. yB m S?o m r ` Cn p O coO \ 0 x o00 N, \\ r-rCD 8 N \ \ \ N \ a \ S ` CD 0 r 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 File No: ALT-07-015 Request: Alternative Compliance for the 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. RECEIVED OCT 15 2007 City Ol Meridian City C T. S A ht r..R, j t t� . FLLC For Value Received ADA CDUNT�000RDER J. AR -O SE, IDAHORO Flibf9b DEPUT 1999 SP I �AR>iZAI DEED 99091922 Bundersonsmith LLP, an Idaho limited liability partnership hereinafter referred to as Grantor, does hereby grant, bargain, sell, and convey unto David J. Dean and Luane Dean, husband and wife hereinafter referred to as Grantee, whose current address is I7 `/6 £. p0 NW00, , C{• 1„eilitlo1, 40 $36,12, the following described premises, to -wit: Lot 16 in Block 1 of DUNWOODY SUBDIVISION, according to the Official plat thereof, filed in Book 58 of Plats at Page 5482 and 5483, Official Records of Ada County, Idaho. TD[;F R WIM gn undivided 1/14th Internet in Lot 29, Hiock 1 of M&IOCM S[ID1iI jnM. To HAVE AND TO HOLD the said premises, with their appurtenances unto the said Grantee, his heirs and assigns forever. And the said Grantor does hereby covenant to and with the said Grantee, that Grantor is the owner in fee simple of said premises; that said promises arm free from all encumbrances except current years taxes, levies, and assessments, and except US. Patent reservations, restrictions, easements of record, and easements visible upon the premises, and that Grantor will warrant and defend the same rrom all claims whatsoever. Dated: September 10, 1999, B Berson- th LLP BY: Hare R. B nderson, Par ner BY: St th, Partner STATE OF IDAHO ) ss. COUNTY OF ADA 1 On This-130. day of September, in the year 1999, before me, a Notary Public in and for said State, pea personally apred Harold R. Bunderson & Steven C, Smith, )mown or identified to me to be. one of the partners in the partnership of Btmderson-Smith LLP, and the partner or one of the partners who subscribed said partnership name to the foregoing imstrument, and ackoowledged to me that he executed the same in said Partnership name. �2AL t� Ito Notary Notary Public of Idaho Residingat m«1d,A0#, Z1060 sJ► Commission expires: First American Title Company of Idaho THIS PORM FUUMSSHED COURTESY OF: ALLIANCE TITLE & ESCROW CORP. READ & APPROVED BY GRANTRIR(S): '� 3275 FOR VALUE RECEIVED HEREOF ABOVE TMS LINE FOR RECORDM DATA Order No.: 97069656 WO WAPJUNW DEED SEE EXHIBIT "B" ATTACHED HERETO A= MADE A PART GRANTOR(S), does(do) hereby GRANT, BARGAIN, SELL and CONVEY unto DAVID J DEAN AND LUANB I DEAN, HUSBAND AND WIFE GRANTBE(S), whose current address is: the following described real property in ADA County, State of Idaho, more particularly described as follows, to wit: SEE EXHIBIT "A" ATTAHCED HERETO AND BY REFERENCE MADE A PART HEREOF TO HAVE AND TO HOLD the said premises, with. their appurtenances unto the said Grantee(s), and Grantee(s) heirs and assigns forever. And the said Grantor(s) does(do) hereby covenant to and with the said Grantee(s), that Grantor(s) is/are the owner(s) in fee simple of said premises; that said premises are free from all encumbrances, EXCEPT those to which this conveyance is expressly made subject and those made, suffered or done by the Grantee(s); and subject to reservations, restrictions, dedications, easements, rights of way and agreements, (if any) of record, and general taxes and assessments, (including ireigation and utility assessments, if any) for the current year., which are not yet due and payable, and that Grantor(s) will warrrant and defend the same from all .lawful claims whatsoever. Dated; September 11, 1997 STATE OF COUNTY OF IDAHO 07/1712007_21_48 2083758E WESTERN RECYCLING PAGE 02 ORDER NO. 97069656 SXHIBIT "A" The Northwest Quarter of the Northwest Quarter of Section 29, Township 4 North, Range 1 East, Boise Meridian, Ada County, xdaho. EXCEPT That portion conveyed to the State of Idaho by Right of Way Deed recorded September 29, 1939, in Book 238 of Deeds of Page 171 and described as follows; A strip of land 40 feet wide, being 40 feet on the Southerly Bide of the following described center line of said Highway as surveyed and shown on the Official Plat of the Franklin Road F.A.S. 161-D (1) Highway Survey on file in the Office of the Department of Public Works of the State of Idaho, and lying over and across the Northwest Quarter Northwest Quarter of Section 29, Township 4 North, Range I East, Boise Meridian BEGI1vNING at Station 770+74.7 of the said Highway Survey, which station is an angle point Of 00 degrees 25' Right approximately coincident with the Northwest corner of Section 29, Township 4 North, Range 1 East, Boise Meridian; thence running South 89 degrees 56' East 1,328.3 feet to station,'784+03.0 of said Survey, which station is a point on tangent approximately 1,328.3 feet East from the Northwest corner of Section 29, Township 4 North, Range 1 East, Boise Meridian. 07/17/2007 21:4B 20837585' WESTERN RECYCLING= PAGE 03 ORDER NO. 97069656 .0 EXHIBIT "Am The Northwest Quarter of the Northwest Quarter of Section 29, Township 4 North, Range 1 East, Boise Meridian, Ada County, Idaho. EXCEPT That portion conveyed to the State of Idaho by Right of Way Deed recorded September 29, 1939, in Book 238 of Deeds of Page 171 and described as follows; A strip of land 40 feet wide, being 40 feet on the Southerly side of the following described center line of said Highway as surveyed and shown on the Offidial Plat of the Franklin Road F.A.S. 161-D (1) Highway Survey on file in the Office of the Department of Public Works of the State of Idaho, and lying over and across the Northwest Quarter Northwest Quarter of Section 29, Township 4 North, Range 1 East, Boise Meridian BEGINNING at Station 770+74.7 of the said Highway Survey, which station is an angle point of 00 degrees 25' Right approximately coincident with the Northwest corner of Section 29, Township 4 North, Range 1 East, Boise Meridian; thence running South 89 degrees 561 East 1,328.3 feet to Station'784+03.0 of said Survey, which station is a point on tangent approximately 1,328.3 feet East from the Northwest corner of Section 29, Township 4 North, Range 1 East, Boise Meridian. 07/,1,7./2007 21:4B 20837585r^ WESTERN RECYCLING PAGE 04 ORDER NO. 97069656 "7— FXHIBIT "A" Fj The Northwest Quarter of the Northwest Quarter of Section 29, Township 4 North, Range 1 East, Boise Meridian, Ada County, Idaho. EXCEPT That portion conveyed to the State of Idaho by Right of Way Deed recorded September 29, 1939, in Book 238 of Deeds of Page 171 and described as follows: A strip of land 40 feet wide, being 40 feet on the Southerly side of the following described center line of said Highway as surveyed and shown on the Official Plat of the Franklin Road F.A.S. 161-D (1) Highway Survey on file in the Office of the Department of Public Works of the State of Idaho, and lying over and across the Northwest Quarter Northwest Quarter of Section 29, Township 4 North, Range 1 East, Boise Meridian BEGINNING at.Station 770+74.7 of the said Highway Survey, which station is an angle point of 00 degrees 25' Right approximately coincident with the Northwest corner of Section 29, Township 4 North, Range 1 East, Boise Meridian; thence running South 89 degrees 56, East 1,328.3 feet to Station 784+03.0 of said Survey, which station is a point on tangent approximately 1,328.3 feet East from the Northwest corner of Section 29, Township 4 North, Range 1 East, Boise Meridian. 07/17/2007 21:4B 20837585'" WESTERN RECYCLING PAGE 05 ORDER NO. 97069656 )/PD Ll EXHIBIT "B" CLAUDE W BARRICK AND M ELAINE BARRXCK, HUSBAND AND WIFE AND JAME9 J COUGHLIN AND MARTHA H COUGHLIN, HUSBAND AND WIFE, AND C CLIFFORD JOHNSON (WHO ACQUIRED TITLE AS CLIFFORD C JOHNSON)AND RUTH D JOHNSON, HUSBAND AND WIFE, AND JAMES H HAWLEY AND MARCELLA R HAWLEY, HUSBAND AND WIFE, AND GLENN A COUGHLAN AND AURREL L COUGHLAN, HUSBAND AND WIFE, AND LUCY C DAINES, AS TRUSTEE OF THE DAINES TRUST CLAUDE W BARRI K �,. ��cA M ELAINE BARRICK a c Ns N r e4- RUT D JOHNSON/ LUCY C INE �asTrustee of the Daines Trust 07/17i2007 21:48 20837585" WESTERN RECYCLINi PAGE 06 STATE OF IDAHO , County of ADA , ss. On this ____1_I.th day of September in the year of 1997 , before me, the undersigned, a Notary Public in and for said State, personally appeared * the undersigned the person (s) whose name (s) is are._subssr-ibed-j�o the within instrument, and acknowledged t:o"me that he/she/t executed the same. Signature: -- _.-- Name: PAMELA DRAPER (Type or Print) Residing At: Boise, Idaho My Commission expires: 4/16/2003 * Claude W,, Barrick and M. Elaine Barrick and James J Coughlin and Martha H Coughlin and C Clifford Johnson and Ruth D Johnson andJames H Hawley and Marcella E Hawley and Glenn A Coughlan and Aurrel L Coughlan and Lucy C Daines, as Trustee of the Daines Trust AFFIDAVIT OF LEGAL INTEREST STATE OF IDAHO ) COUNTY OF ADA ) I, 1�avi d lJea,nn I -I q t. E. O-41 V.Ja ,-r, (name) (address) (city) (state) being first duly sworn upon, oath, depose and say: That I am the record owner of the property described on the attached, and I grant my permission to: I A M.o �- W c, ct 11'1 C� h c�,-• �L-v � tiC D a3q l q (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). Dated this 12 day of �r"e'L- 20 d1" SUBSCRIBED AND SWORN to before me the day and year firs above written. 41 G� O A R Public for Idaho) A •�G Residing at: UB0 My Commission Expires: 23- 25�1 'ATE of W� AFFIDAVIT OF LEGAL INTEREST STATE OF IDAHO ) COUNTY OF ADA ) I, L u ct,n.e. •1. oe anal, , I'1 c� F.. bttnW00DV C+ (name) (address) Me,,(4" 43gz (city) (state) being first duly sworn upon, oath, depose and say: That I am the record owner of the property described on the attached, and I grant my permission to: �(ao'f'knM ivy. - G✓tr-, &-q i n ecr; ►•5 Co. Ti N. Mo KW 0,- a111 C&M--d.1.., kV0 go Esc UJD 063'1 I � (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). y e Zo 0 Dated this da ofS_ (Signature) SUBSCRIBED AND SWORN to before me the day and year first above written. �GY D O 1 V �O A R� tary Public for Idaho) (/S '0`• G Residing at: L� �rE OF i0►�� My Commission Expires: 23" 2C1� TOOIVMAN-ORTON ENGINEERING COMPANY CONSULTING ENGINEERS, SURVEYORS AND PLANNERS 9777 CHINDEN BOULEVARD BOISE, IDAHO 83714-2008 208-323-2288 • FAX 208-323-2399 boise@toengrco.com Project: 07121 Date: September 7, 2007 Revised: October 4, 2007 Page: 1 of 1 EXHIBIT "B" Land Description of Property for Annexation To the City of Meridian, Idaho A parcel of land located in the North Half of the Northwest 1/4 of Section 29, Township 4 North, Range 1 East, Boise Meridian, Ada County, Idaho, being more particularly described as follows: BEGINNING at the corner common to Sections 19, 20, 29 and 30; thence, along the northerly boundary of said Section 29, 1) S.89°26'41"E., 1326.49 feet to W 1/16 corner common to Sections 20 and 29; thence, 2) S.00°31'59"W., 1324.64 feet to the east -west centerline of the NW1/4 of said Section 29; thence, along said centerline, 3) N.89°36'20"W., 1328.58 feet to the N 1/16 corner common to Sections 29 and 30; thence, along the westerly boundary of said Section 29, 4) N.00°37'24"E., 994.36 feet; thence, 5) N.00°37'24"E., 334.00 feet to the POINT OF BEGINNING. CONTAINING: 40.4 acres, more or less. 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. LAN OS kl ISTEgF G9 S' 1 YEVIE PP VAL d 120 .4 OF MERIDIAN PUBLIC WORKS DEPT. (This description is based on record survey data and is for Annexation purposes only. A field survey was not conducted.) H:\07121\WPfiles\Survey\ExhB-NW Parcel-Annex.doc 1 BOISE • COEUR d'ALENE • CALDWELL 0 z 0 1 I JO 29 1/4 COR. EXHIBIT �C'" ANNEX4TION AMP FOR PROPERTY LOCATED IN THE NW1/4 OF SECTION 29, TOWNSHIP 4 NORTH, RANGE 1 EAST, B.M., ADA COUNTY, IDAHO "P.O.B." E.h. 0 S 89'26-1 E us — x/. 1326 •g' 1 20 _ w 1/16 CORNER DUM9'OODY SUMMON MERIDIAN PUBLIC WORKS OEPT. - - i/. CORNER 29 LEGEND I ANNEXATION BOUNDARY I I RIGHT—OF—WAY LINE — — — SECTION LINE — — PROPERTY BOUNDARY "P.O.B." POINT OF BEGINNING ^I I In ;I i m y � N « g k S 0976'20' E 1326.98' — — — — — — — C — N I / 16 I C I I 69'4S'JO" E DUNKDODr SUBDIrsION t�'� BLOCK 1. LOT 16 I n gl I I 306p --- —— 1/4 CORNER N 69Y3'32 w —� --Cl/4 601.9r r/6MNA IOODS SUBDIVISION M0. 4 VIENNA WOODS SU I /S/ON MO. B Y Q S TOOTHMAN-ORTON ENGINEERING CO. ENGINEERS SURVEYORS PLANNERS 9777 CHINDEN BOULEVARD • BOISE, IDAHO 83714-2008 PHONE: 208-323-2288 • FAX: 208-323-2399 E-FILE:EXHC-ANNEX MAP.dwg DATE:10-4-07 JOB:07121 TOOMMAN-ORTON ENGINEERING COVPANY CONSULTING ENGINEERS, SURVEYORS AND PLANNERS Project: 07121 Date: September 7, 2007 Revised: October 4, 2007 Page: 1 of 1 9777 CHINDEN BOULEVARD BOISE, IDAHO 83714-2008 208-323-2288 9 FAX 208-323-2399 boise@toengrco.com EXHIBIT "A" Three Corners Subdivision Preliminary Plat Description A parcel of land located in the North Half of the Northwest 1/4 of Section 29, Township 4 North, Range 1 East, Boise Meridian, Ada County, Idaho, being more particularly described as follows: BEGINNING at the corner common to Sections 19, 20, 29 and 30; thence, along the northerly boundary of said Section 29, 1) S.89°26'41"E., 1326.49 feet to W 1/16 corner common to Sections 20 and 29; thence, 2) S.00°31'59"W., 1324.64 feet to the east -west centerline of the NWIA of said Section 29; thence, along said centerline, 3) N.89°36'20"W., 1328.58 feet to the N 1/16 corner common to Sections 29 and 30; thence, along the westerly boundary of said Section 29, 4) N.00°37'24"E., 994.36 feet; thence, 5) N.00037'24"E., 334.00 feet to the POINT OF BEGINNING. CONTAINING: 40.4 acres, more or less. SUBJECT TO all Covenants, Rights, Rights -of -Way, Easements of Record, and any Encumbrances. REVI �PRAL G/ 0�1^" LAN&S, BY `rf 10' G\STEq� 120 MERIDIAN PUBLIC �o_ WORKS DEPT. �p� 4 - 07 q ; 4 OF (This description is based on record survey data and is for Preliminary Plat purposes only. Afield survey was not conducted) H:\07121\WPfiles\Survey\ExhA-3 Corners Sub -Pre Plat.doc BOISE - COEUR d'ALENE - CALDWELL TOOTAMAN-ORTON ENGINEERING COVPANY CONSULTING ENGINEERS, SURVEYORS AND PLANNERS 9777 CHINDEN BOULEVARD BOISE, IDAHO 83714-2008 208-323-2288 • FAX 208-323-2399 boise@toengrco.com Project: 07121 Date: September 7, 2007 Revised: October 4, 2007 Page: 1 of 2 EXHIBIT "D" Land Description of Property for Rezone to C-C Lone A parcel of land located in the North Half of the Northwest 1/4 of Section 29, Township 4 North, Range 1 East, Boise Meridian, Ada County, Idaho, being more particularly described as follows: BEGINNING at the corner common to Sections 19, 20, 29 and 30; thence, along the northerly boundary of said Section 29, 1) S.89026'41"E., 1326.49 feet to W 1/16 corner common to Sections 20 and 29; thence, 2) S.00°31'59"W., 342.50 feet; thence, 3) S.58011'08"W., 240.00 feet; thence, 4) N.24002'58"W., 39.52 feet; thence, 5) Northwesterly along a curve to the left having a radius of 300.00 feet, an arc length of 342.45 feet, through a central angle of 65'24' 11 ", and a chord bearing and distance of N.56045'03"W., 324.16 feet; th,,;nce, 6) N.89°27'09"W., 187.49 feet; thence, 7) Southwesterly along a curve to the left having a radius of 300.00 feet, an arc length of 269.24 feet, through a central angle of 51'25' 19", and a chord bearing and distance of S.64°50' 11 "W., 260.30 feet; thence, 8) S.39007'32"W., 15.56 feet; thence, 9) S.44°26'45"E., 183.17 feet; thence, 10) Southwesterly along a curve to the left having a radius of 12 1. 00 feet, an arc length of 70.79 feet, through a central angle of 33°31'09", and a chord bearing and distance of S.17°18'49"W., 69.78 feet; thence, 11) S.00.33' 15"W., 14.83 feet; thence, 12) S.89°59'56"W., 3.09 feet; thence, 13) S.00°37'20"W., 730.62 feet to the east -west centerline of the NW1/4 of said Section 29; thence, along said east -west centerline, H:\07121\WPfiles\Survey\ExhD-NW Parcel -Rezone C-N.doc BOISE - COEUR d'ALENE • CALDWELL TOOTHMAN-ORTON ENGINEERITM COMPANY Project: 07121 Date: September 7, 2007 Revised: October 4, 2007 Page: 2 of 2 14)N.89°36'20"W., 510.00 feet to the N 1/16 corner common to Sections 29 and 30; thence, along the westerly boundary of said Section 29, 15)N.00°37'24"E., 1328.36 feet -to the POINT OF BEGINNING. CONTAINING: 21.3 acres, more or less. SUBJECT TO all Covenants, Rights, Rights -of -Way, Easements of Record, and any Encumbrances. EXHIBIT "G" attached, and by this reference, made a part hereof. (This description is based on record survey data and is for Rezoning purposes only. A field survey was not conducted.) PR V IL RED IE gY ueLIc M WORKS HA07121\WPfiles\Survey\ExhD-NW Parcel -Rezone C-N.doc ,WV_n 2 TOO'I'FIMAN-ORTON ENGINEERING COMPANY CONSULTING ENGINEERS, SURVEYORS AND PLANNERS 9777 CHINDEN BOULEVARD BOISE, IDAHO 83714-2008 208-323-2288 • FAX 208-323-2399 boise@toengrco.com Project: 07121 Date: September 7, 2007 Revised: October 4, 2007 Page: 1 of 2 EXHIBIT "E" Land Description of Property for Rezone to R-2 Zone A parcel of land located in the North Half of the Northwest 1/4 of Section 29, Township 4 North, Range 1 East, Boise Meridian, Ada County, Idaho, being more particularly described as follows: COMMENCING at the corner common to Sections 19, 20, 29 and 30; thence, along the northerly boundary of said Section 29, A) S.89°26'41"E., 1326.49 feet to the W 1/16 corner common to Sections 20 and 29; thence, B) S.00031'59"W., 342.50 feet to the POINT OF BEGINNING; thence, 1) S.00031'59"W., 982.14 feet to the east -west centerline Uf the NW1/4 of said Section 29; thence, along said east -west centerline, 2) N.89036'20"W., 818.58 feet; thence, leaving said east -west centerline, 3) N.00037'20"E., 730.62 feet; thence, 4) N.89059'56"E., 3.09 feet; thence, 5) S.00°33' 15"W., 24.55 feet; thence, 6) Southeasterly along a curve to the left having a radius of 221.61 feet, an arc length of 663.27 feet, through a central angle of 171 °29' 01 ", and a chord bearing and distance of S.89026'45"E., 442.00 feet; thence, 7) N.00033'15"E., 39.38 feet; thence, 8) Northwesterly along a curve to the left having a radius of 12 1. 00 feet, an arc length of 18.48 feet, through a central angle of 08045'07", and a chord bearing and distance of N.03 °49' 19"W., 18.46 feet; thence, 9) S.87°26'30"E., 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 central angle of 08055'33", and a chord bearing and distance ofN.02°09'59"E., 19.45 feet; thence, H:\07121 \WPfiles\Survey\ExhE-NW Parcel -Rezone R-2.doc 1 BOISE • COEUR d'ALENE • CALDWELL TOOTHMAN-ORTON ENGINEERM COMPANY `.,W Project: 07121 Date: September 7, 2007 Revised: October 4, 2007 Page: 2 of 2 11) 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 28°07'02", and a chord bearing and distance of N.16°21' 18"W., ,14.33 feet; thence, 12)N.30°24'49"W., 36.25 feet; thence, 13)N.24°02'58"W., 15.69 feet; thence, 14)N.58°11'08"E., 276.33 feet to the POINT OF BEGINNING CONTAINING: 12.87 acres, more or less. SUBJECT TO all Covenants, Rights, Rights -of -Way, Easements of Record, and any Encumbrances. EXHIBIT "G" attached, and by this reference, made a part hereof. (This description is based on record survey data and is for Rezoning purposes only. A field survey was not conducted.) 14VIJEA R AL C^? 2 2n2 MPRIDIAN WORKS DEPT.iC HA07121 \WPfiles\Survey\ExhE-NW Parcel -Rezone R-2.doc =1 CL �2021 d$ to-q_o7 Qq��oF`a 2 TOO11 MAN-ORTON ENGINEERING COMPANY CONSULTING ENGINEERS, SURVEYORS AND PLANNERS 9777 CHINDEN BOULEVARD BOISE, IDAHO 83714-2008 208-323-2288 • FAX 208-323-2399 boise@toengrco.com Project: 07121 Date: September 7, 2007 Revised: October 4, 2007 Page: 1 of 2 EXHIBIT "F" Land Description of Property for Rezone to R-8 Zone A parcel of land located in the North Half of the Northwest 1/4 of Section 29, Township 4 North, Range 1 East, Boise Meridian, Ada County, Idaho, being more particularly described as follows: COMMENCING at the corner common to Sections 19, 20, 29 and 30; thence, along the northerly boundary of said Section 29, A) S.89°26'41"E., 1326.49 feet to the W 1/16 corner common to Sections 20 and 29; thence, B) S.00°31'59"W., 342.50 feet; thence, C) S.58°11'08"W., 240.00 feet to the POINT OF BEGINNING; thence, 1) S.58°11'08"W., 36.33 feet; thence, 2) S.24°02'58"E., 15.69 feet; thence, 3) S.30°24'49"E., 36.25 feet; thence, 4) Southeasterly along a curve to the right having a radius of 29.50 feet, an arc length of 14.48 feet, through a central angle of 28°07'02", and a chord bearing and distance of S.16021' 18"W., 14.33 feet; thence, 5) Southwesterly along a curve 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.87°26'30"W., 169.18 feet; thence, 7) Southeasterly along a curve to the right having a radius of 121.00 feet, an are length of 18.48 feet, through a central angle of 08°45'07", and a chord bearing and distance of S.03°49' 19"E., 18.46 feet; thence, 8) S.00033' 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, through a central angle of 171 °29'01 ", and a chord bearing and distance of N.89°26'45"W., 442.00 feet; thence, H:\07121\WPfiles\Survey\ExhF-NW Parcel -Rezone R-8.doc BOISE • COEUR d'ALENE - CALDWELL TOOTHMAN-ORTON ENGINEERlI r ' COMPANY Project: 07121 Date: September 7, 2007 Revised: October 4, 2007 Page: 2 of 2 10) N.00°33' 15"E., 3 9.3 8 feet; thence, 11) Northwesterly along a curve to the right having a radius of 12 1. 00 feet, an arc length of 70.79 feet, through a central angle of 33°3I V.)", 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, 13) N.39°07'32"E., 15.56 feet; thence, 14) Northeasterly along a curve to the right having a radius of 3 00. 00 feet, an arc length of 269.24 feet, through a central angle of 51025' 19", and a chord bearing and distance of N.64°50' 11 "E., 260.30 feet; thence, 15) S.89°27'09"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.56°45'03"E., 324.16 feet; thence, 17) S.24002'58"E., 39.52 feet to the POINT OF BEGINNING. CONTAINING: 6.27 acres, more or less. SUBJECT TO all Covenants, Rights, Rights -of -Way, Easements of Record, and any Encumbrances. EXHIBIT "G" attached, and by this reference, made a part hereof (This description is based on record survey data and is for Rezoning purposes only. A field survey was not conducted.) REViEW BY OCT 122007 MERIDIAN WORKS DEFT, H:\07121\WPfiles\Survey\ExliF-NW Parcel -Rezone R-8.doc D� ptSTEq�sG� S- 0. 1202 to— Of��P��C� , g, y4J 2 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 w 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 Perimeter: 5308.07 Mapcheck Closure - (uses Error Closure: 0.0123 Error North:-0.01032 Precision 1: 431,550.41 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 Area: 1,760,969 sq. ft. 40.43 acres listed courses, radii, and deltas) Course: S 33-03-28 E East : 0.00671 Page 1 ANNEX CLOSURE.txt ------------------------------------------------------------------------- Parcel name: ANNEX BOUNDARY CLOSURE (EXHIBIT "B") North: 723395.2167 Line Course: S'00-31-59 w North: 723052.7315 Line Course: S 00231-59 w North: 722076,6341 Line Course: N 89-36-40 W North: 722076.2694 Line Course: N 89-36-20'°.( 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 ti East 2461248.5354 Leng* 1326.49 East : 2462574.9631 Perimeter: 5308.07 Area: 1,760,569 sq. ft. 40.43 acres Mapcheck closure - (uses listed courses, radii, and deltas) Error Closure: 0.0123 Course: S 33-03-28 E Error North:-0.01032 East : 0.00671 Precision 1: 431,550.41 Cr� fie, 1l. Page 1 REZONE CLOSURES.tXt PROJECT: THREE CORNERS SUBDIVISION DATE: SEPTEMBER 7, 2007 RE: CLOSURE SHEET FOR REZONE BOUNDARIES TOOTHMAN-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 Length: 342.45 Delta: 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 Length: 269.24 Delta: 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 w 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 W 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 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: 15.56 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 Mapcheck closure - (uses listed courses, radii, and deltas) Error Closure: 0.0057 Course: S 47-35-43 w Error North:-0.00384 East :-0.00421 Page 1 Precision 1: 983,177.19 REZONE CLOSURES.tXt Parcel name: REZONE R-2 (EXHIBIT E) North: 727872.9040 East : 2461098.6007 Line Course: S 00-31-59 w Length: 982.14 North: 726890.8065 East 2461089.4635 Line Course: N 89-36-20 w Length: 818.58 North: 726896.4418 East 2460270.9029 Line Course: N 00-37-20 E Length: 730.62 North: 727627.0187 East 2460278.8371 Line Course: N 89-59-56 E Length: 3.09 North: 727627.0188 East 2460281.9271 Line Course: S 00-33-15 W Length: 24.55 North: 727602.4699 East 2460281.6897 Curve Length: 663.27 Radius: 221.61 Delta: 171-29-01 Tangent: 2976.36 Chord: 442.00 Course: S 89-26-45 E Course In: N 86-17-45 E Course out: S 85-11-16 E RP North: 727616.7870 East 2460502.8367 End North: 727598.1961 East 2460723.6655 Line Course: N 00-33-15 E Length: 39.38 North: 727637.5742 East 2460724.0464 curve Length: 18.48 Radius: 121.00 Delta: 8-45-07 Tangent: 9.26 chord: 18.46 Course: N 03-49-19 w Course In: N 89-26-45 w Course out: N 81-48-08 E RP North: 727638.7445 East 2460603.0521 End North: 727655.9980 East 2460722.8157 Line Course: S 87-26-30 E Length: 169.18 North: 727648.4464 East 2460891.8270 Curve Length: 19.47 Radius: 125.00 Delta: 8-55-33 Tangent: 9.76 Chord: 19.45 Course: N 02-09-59 E Course In: N 83-22-14 w Course out: N 87-42-13 E RP North: 727662.8773 East 2460767.6628 End North: 727667.8859 East 2460892.5625 Curve Length: 14.48 Radius: 29.50 Delta: 28-07-02 Tangent: 7.39 Chord: 14.33 Course: N 16-21-18 w Course In: S 87-42-13 W Course out: N 59-35-11 E RP North: 727666.7039 East 2460863.0861 End North: 727681.6379 East 2460888.5267 Line Course: N 30-24-49 W Length: 36.25 North: 727712.8997 East 2460870.1756 Line Course: N 24-02-58 W Length: 15.69 North: 727727.2277 East 2460863.7815 Line Course: N 58-11-08 E Length: 36.33 North: 727746.3798 East 2460894.6533 Line Course: N 58-11-08 E Length: 240.00 North: 727872.9006 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: S 56-40-24 w Error North:-0.00334 East :-0.00508 Precision 1: 624,837.70 Page 2 REZONE CLOSURES.txt ------------------------------------------ Parcel name: REZONE R-8 (EXHIBIT F) North: 727746.3852 East : 2460894.6622 Line Course: S 58-11--08 W Length: 36.33 North: 727727.2332 East 2460863.7905 Line Course: S 24-02-58 E Length: 15.69 North: 727712.9051 East 2460870.1845 Line Course: S 30-24-49 E Length: 36.25 North: 727681.6434 East 2460888.5357 Curve Length: 14.48 Radius: 29.50 Delta: 28-07-02 Tangent: 7.39 Chord: 14.33 Course: S 16-21-18 E Course In: S 59-35-11 W Course out: N 87-42-13 E RP North: 727666.7093 East 2460863.0951 End North: 727667.8914 East 2460892.5714 Curve Length: 19.47 Radius: 125.00 Delta: 8-55-33 Tangent: 9.76 Chord: 19.45 Course: S 02-09-59 w Course In: S 87-42-13 w Course out: S 83-22-14 E RP North: 727662.8828 East 2460767.6718 End North: 727648.4518 East 2460891.8360 Line Course: N 87-26-30 W Length: 169.18 North: 727656.0034 East 2460722.8246 Curve Length: 18.48 Radius: 121.00 Delta: 8-45-07 Tangent: 9.26 Chord: 18.46 Course: S 03-49-19 E Course In: S 81-48-08 w Course Out: S 89-26-45 E RP North: 727638.7500 East 2460603.0610 End North: 727637.5797 East 2460724.0553 Line Course: S 00-33-15 W Length: 39.38 North: 727598.2015 East 2460723.6745 Curve Length: 663.27 Radius: 221.61 Delta: 171-29-01 Tangent: 2976.36 Chord: 442.00 Course: N 89-26-45 w Course In: N 85-11-16 w Course out: S 86-17-45 w RP North: 727616.7925 East 2460502.8456 End North: 727602.4754 East 2460281.6986 Line Course: N 00-33-15 E Length: 24.55 North: 727627.0242 East 2460281.9360 Line Course: N 00-33-15 E Length: 14.83 North: 727641.8535 East 2460282.0795 Curve Length: 70.79 Radius: 121.00 Delta: 33-31-09 Tangent: 36.44 Chord: 69.78 Course: N 17-18-49 E course In: S 89-26-45 E Course out: N 55-55-36 w RP North: 727640.6832 East 2460403.0738 End North: 727708.4739 East 2460302.8470 Line Course: N 44-26-45 W Length: 183.17 North: 727839.2413 East 2460174.5850 Line Course: N 39-07-32 E Length: 15.56 North: Curve Length: 727851.3122 269.24 East : 2460184.4037 Radius: 300.00 Delta: Chord: 51-25-19 260.30 Tangent: 144.45 Course In: S 50-52-28 E Course: Course out: N 64-50-11 E N 00-32-51 E RP North: 727662.0056 End North: 727961.9919 East 2460417.1332 Line Course: S East 89-27-09 E Length: 187.49 2460419.9998 North: 727960.2004 Curve Length: 342.45 East 2460607.4813 Delta: 65-24-11 Radius: Tangent: 300.00 192.61 Page 3 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 Page 4 City of Meridian Pre-a- lication M Project/Subdivision Name: - ta n Prop-eY Nnf -.c -n0+v- i Applicant/Contact:_ pave i rar, M rf_ City Staff: got -let „o �;a; ICY Ali Mn�h '.�On „a', a1 {, , R ! l , Sco+-}- Location: Ste` C, �- C W n den Existing Zoning. _R j -T da c`t`J) Proposed Zoning: Contiguous and 'Within AOI (AZ only): -e S Number of Units and/or Lots: Property Size: -70 X-acres . Dwelling Type (ifresidential): Surrounding Uses: h Comprehensive Plan Designation(s): (., 9w a Me I s; {,L res ►der, f;c' I Street Buffers and/or Land Use Buffers: 35' bv� a�lm� a C'h,-ndEn 3�� b:�pr al �wI-t 6M� Open Space/Amenities/Pathways: Street System/Sft b Streets/Access: Sewer and Water Service: Topography/HydrologyMoodplain Issues: Canals/Ditches/Irrigation and/or Hazards: N A History: Additional Meeting Notes: ,Chi wl =-ft> nG Ci1inrlD n rPaaraTol an-& n-r r:-F KPw nep ed :9>,- 4j,yQ cxpansToj 4 Other Agencies artments to Contact (circle): da Coun Hi way Distri t Nampa and Meridian. Irrigation Parks Department daho Tr ortation epartme t Settlers Irrigation Public Works Department Sanitary Services Corporation Fire Department Building Department Central District Health Police Department Other: Applications Required (circle all that apply): Accessory Use Design Review Alternative Compliance. Final Plat Modification ML� Misc. (DA Modification) ning Compliance Planned Unit Development en ent - -r . X re arv. Ply Comp Plan Text Conditional Use Additional Pre -Application Short Plat Time Extension UDC Text Amendment Vacation Variance ,0;0er;e6-(Qjrcle zotsPeerr et Other — r�2� one • )• Required % P Not Required Anticipated Submission Date: q' IS -0 1 a4-Anticipated _ Nov_ / S�- NOTES: 1) Applicants are required to hold a neighborhood meeting, in accordance with UDC 11-5A-5C, prior to submittal of an application requiring a public hearing 2) Except for UDC Text Amendments, Comprehensive Plan Text Amendments and Vacation applications, all other applications requiring a public hearing shall be posted in accordance with UDC 11-SA-5 D. 3) The information provided during this meeting is based on current City Code and Comprehensive PIan. Any subsequent changes to City Code and/or the Comprehensive PIan may affect your submittal and/or application. This pre -application meeting shall be valid for 6 months. Neighborhood Meeting Sign -In Sheet For Wednesday, July 18th, 2007, 7:00 PM Meeting to Discuss the Proposed Dean Property Subdivision NAME ADDRESS ' tt1 %C-) L 1 ' r /. r uX \ (nk,. I lY • C ,LL'� 1.-C..a% !J CL C CV (ylt,til()� l /4ZiF_ ��5�3 ,✓, �'ENSINC77rJN C%• ge7��� r �> �.•� v p — I—r H. 070411WPfilesWeighborhood Notice 07041.doc Neighborhood Meeting Sign -In Sheet For Wednesday, July 18th, 2007, 7:00 PM Meeting to Discuss the Proposed Dean Property Subdivision NAME ADDRESS d�v. v' ev.cXr- 3 i0 e- CI,,.. C c, C" 3 (; Vlo E. i I - 1 �t Ck -) L2 ,L aq4L c H:1070411 WPfilesWeighborhood Notice 07041.doc 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. � l2 v1 Apple nt gent signature Date Page 1 of 2 N... Mokwa, Tim From: Jerry Hastings [dshastjl@adaweb.net] Sent: Friday, August 31, 2007 2:09 PM To: Davejdean@aol.com Subject: RE: subdivision name 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. Sincerely, Jerry Hastings, P.L.S. Acting County Surveyor Ada County, Idaho 287-7912 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 Toothman-Orton engineering. 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 davejdean(a)aol.com Thanks, 9-5-2007 0 r O O l3 Ln O ru Ep ti r ti I ob I i o ry m.cC �770'D. oyoZ—v izZ c C �o�v v m C,OTM wo D o m pOZZ z m z G) to 0 ic�wCITY OF cridldn 33 E. Idaho Ave. i Meridian, ID 83642 �c 4, TREASURE \1A`T^j/SINCE " 1993 Date Applicant r Address; 2dy hone CASH CHECK # NAME ON CHEC DIFFERENT THAN APPLICANT DESCRIPTION � I I K212 2 0 &D I I I 1 I T I V � I 1 i PAYMENT DOES NOT INDICATE ACCEPTANCE OF APPLICATION TAX I 11465 Byceiv TOTAL 94352 STRaTa GEOTECHNICAL ENGINEERING 8, MATERIALS TESTING Zst-hX From -YLc< (*1rouhG Up 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 Mr. 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, surficial lean clay. In general, after uncontrolled fill remediation near canals and ditches the site soil conditions are generally good. STRATA did not identify soil conditions that would require remediation prior to constructing infrastructure or structures. We did not encounter groundwater during exploration, and we do not anticipate groundwater will be encountered within the upper 15 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 IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com 8653 W. Hackamore Dr. Boise, Idaho 83709 P. 208.376.8200 F.208.376. 201 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, STD- LqVpnc. BN/nm Cc: Mr. Tim Mokwa, P.E., Toothman-Orton Engineering 04 IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com Ift..' TABLE OF CONTENTS PAGE INTRODUCTION................................................................................................................. 2 PROJECT UNDERSTANDING AND SITE DESCRIPTION..................................................2 FIELD EVALUATION...........................................................................................................4 FieldExploration.............................................................................................................. 4 SubsurfaceConditions.....................................................................................................4 LaboratoryTesting........................................................................................................... 5 GEOTECHNICAL OPINIONS AND RECOMMENDATIONS................................................ 5 Earthwork........................................................................................................................6 Wet Weather/Wet Soil Conditions.................................................................................... 7 Foundation and Slab Design Criteria................................................................................8 PavementAreas.............................................................................................................. 9 StormwaterDisposal...................................................................................................... 12 PondExcavations..........................................................................................................13 ADDITIONAL RECOMMENDED SERVICES.....................................................................13 Plans and Specifications Review...................................................................................13 Construction Observation and Testing...........................................................................14 EVALUATION LIMITATIONS.............................................................................................14 �4 IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com REPORT Geotechnical Engineering Evaluation Proposed Dean 70-Acre Development 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 35 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 �0 IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com Proposed Dean 70-Acre Development File: DEADAV BO7178A 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 northern 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 Mr. 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 www.stratageotech.com FIELD EVALUATION Field Exploration Proposed Dean 70-Acre Development File: DEADAV B07178A Page No. 4 On August 1, 2007, STRATA observed the excavation of 6 test pits at the project site. We coordinated the test pit locations with you and with Mr. Weiser, who is currently farming portions of the project. We attempted to locate test pits outside active farming areas. A standpipe piezometer was installed 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 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 TP-1 I TP- Northing 726221.95 725690.23 726795.67 726942.36 728146.97 728142.12 Easting 2461644.64 246097.02 2461017.71 2460318.32 2459966.39 2460909.67 Ground 2610.30 2609.95 2607.38 2604.14 2600.39 2602.82 Elevation 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. 4- IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com Prorosed Dean 70-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 �4 IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com Prorased Dean 70-Acre Development File: DEADAV B07178A Page No. 6 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- Orton 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 698 (Standard Proctor) as required by the most current edition of �J IDAHO MONTANA NFVADA ORFGON UTAH WASHINGTON WYOMING www.stratageotech.com Proposed Dean 70-Acre Development File: DEADAV B07178A Page No. 7 the Idaho Standards for Public Works Construction (ISPWC). 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 MIL) 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 698 (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 MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com 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 bear only on the following: • Undisturbed silty sand • Undisturbed silt with sand • Undisturbed lean clay • Native soil recompacted in -place to structural fill criteria • Approval structural fill placed over the above soils In no case should foundations bear on lean clay or silt with sand that has a pocket penetrometer reading of less than 2 tons per square foot (tsf) at the time of concrete placement. If soil with a pocket penetrometer reading with less than 2 tsf is encountered at the foundation subgrade, the foundation subgrade must be excavated to undisturbed native soil with a pocket penetrometer reading of greater than 2 tsf. 2. Exterior footings should be located at least 24 inches 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. 6. 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 WYOMING www.stratageotech.com ProFosed 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 1/2-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, ISPWC standards require pavement subgrades be compacted to the structural fill criteria provided in the Earthwork section. The pavement subgrade is anticipated to be at a depth of approximately 16 to 30 inches below planned grades depending upon the 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 IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.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 (ACHD). 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. We used a "design" R-value of 30 for a silty sand subgrade, a design R-value of 5 for pavement design with a lean clay subgrade, and a design R-value of 60 (assumed) for granular structural fill derived from the on -site ponds. 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"- %-inch-minus, crushed sand and gravel base course 12.0"- Pit -run sand and gravel subbase course Silty Sand Subgrade (assumed R-value = 30) Local Roadways - Flexible Pavement (TI=6.0) 2.5"- Class III asphalt concrete top course 4.0"- 3/4-inch-minus, crushed sand and gravel base course 9.0% Pit -run sand and gravel subbase course* Granular Structural Fill Subgrade (assumed R-value = 60) Local Roadways - Flexible Pavement (TI=6.0) 2.5- Class III asphalt concrete top course 4.0% 3/4-inch-minus, crushed sand and gravel base course 9.0% Pit -run sand and gravel subbase course* 04 IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com Propased 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 minimum subbase thickness of 1.5 times maximum subbase particle size. Commercial Roadways Clay Subgrade (assumed R-value = 5) Commercial Roadways - Flexible Pavement (TI=8.0) 3.5"- Class III asphalt concrete top course 6.0"- %-inch-minus, crushed sand and gravel base course 16.0"- Pit -run sand and gravel subbase course Silty Sand or Sandy Silt Subgrade (assumed R-value = 30) Commercial Roadways - Flexible Pavement (TI=8.0) 2.5"- Class III asphalt concrete top course 5.0"- %-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"- %-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 minimum subbase thickness of 1.5 times maximum subbase particle size. We recommend STRATA traverse and observe the final road alignment subgrade after excavation. As we previously discussed, because the northern portion of the site must be elevated, and onsite granular structural fill from the pond excavations is anticipated to be used as fill, we assumed an R-value of 60 for preliminary design. The actual R-value of the material excavated during pond excavation will be tested by STRATA to verify this assumption or provide alternative pavement sections. The granular structural fill placement must be accomplished in a manner that allows the roadway pavement subgrade to consist of granular structural fill, as opposed to other soil fill that may be derived on the project. We 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 oq� IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com Proposed Dean 70-Acre Development File: DEADAV B07178A Page No. 12 course should consist of 3/4-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 3/4 and 3/8 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 6 feet below the existing ground surface. We do not recommend stormwater be disposed of in or above any cemented layer. Accordingly, we recommend infiltration facilities extend below cemented soil. We recommend all infiltration facilities be extended a minimum of 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. 4 IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com 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:1V (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:1V (horizontal to vertical) side slopes for long-term pond slope design. This assumes the pond liner will not leak. While 2H:1V side slopes are predicted to be stable, the civil designer and owner should recognize that isolated sloughing and spalling of the soil can occur 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 RECOMMENDED 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 0;� IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com 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 Meridian, 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. 0�0 IDAHO MONTANA NEVADA OREGON HTA.H WASHINGTON WYOMING www.stratageotech.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 USCS Explanation Appendix B: R-value Test Results �4 IDAHO MONTANA NEVADA OREGON UTAH WASHINGTON WYOMING www.stratageotech.com L APPENDIX A USCS Description D_ LT Ln N C. m Ll a a- N N „ � > 4 , -- Y 2 +N+ ”' — REMARKS o N s c� , o o �, N C o U v Note: BGS = Below Ground Z o a 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, P1=19) Moderate cementation Silty SAND — tan, medium SM dense, moist. • • BK observed from 2 to • 3 feet BGS. 3 Weak cementation • • • i observed from 3 to • • ei 4 feet BGS. 4 • • '" • • j Moderate cementation • • observed from 4 to • • 1 6 feet BGS. 5 • • • Cobbles observed up Poorly —Graded GRAVEL with GP Sand and Cobbles — tan, to six inches in dense, moist. diameter. 7 O: ' D: s p.. s D. .D 10 Test pit terminated at 10.5 feet BGS due to caving conditions. 11 12 13 14 15 Client: DEADAV Test Pit Number: TP-1 EXPLORATORY TEST PIT LOG s T R aT a Ftk Sheet1of6 Project: B07178A Date Excavated: 8/01/07 Backhoe: CASE 550 Bucket Width: 2' Depth to Groundwater: N.E. Logged By: BN USCS Description w N g J 2n w �o oCD _ N N Y- REMARKS o c> a a o "N .o 2 o a Note: BGS = Below Ground Z U � 0- E Surface Lean CLAY Native — brown, CL stiff to hard, moist. 2.5 Moderate vegetation and organics observed to 3 inches BGS. 1 +4.5 2 +4.5 Atterberg limits: gG 92 9.9 Test Performed at 2-2.5 feet BGS Silty SAND — tan, medium SM • dense, moist. • ` (LL=32, PI=19) 3 • • • • • s 4 '•` • • • Weak cementation • • observed from 4 to • • 6 feet BGS. 5 • • 6 .•. • • • e Poorly —Graded GRAVELwith GP —GM Silt and Sand — brown, dense, moist. Poorly —Graded GRAVEL with GP Sand and Cobbles — tan, dense, moist. Percolation test performed at 9 8.5 feet BGS. Infiltration rate = >40 in/hr measured. 10 Cobbles observed up to six inches in diameter. D" 1 Test pit terminated at 12 feet BGS due to caving Standpipe piezometer conditions. installed to 12 feet BGS. 13 14 15 Client: DEADAV Test Pit Number: TP-2 EXPLORATORY Project: B07178A Date Excavated: 8/01 /07 � TEST PIT LOG Backhoe: CASE 550 Bucket Width: 2' s T R & - a rM�� �r '-��_� -Key, Sheet 2 of 6 Depth to Groundwater: N.E. Logged By: BN USCS Description U N �' J C. �o , -- °' REMARKS W o N S c, N T O N N a .N In C 0 U U N o g !: Note: BGS = Below Ground z n E Surface Lean CLAY with Sand (Native) CL 3.0 Moderate vegetation and — brown, very stiff, moist. organics observed to 2 inches BGS. 1 +4.5 I �N�o �)iiry JANU — tan, medium SM • • • dense, moist. • • • • • 4 `•` 5 �•� Poorly —Graded GRAVELwith GP —GM Silt and Sand — brown, dense, moist. 7 roony—Graded GRAVEL with GP Sand and Cobbles — tan, dense, moist. $ 0 .j O:j 9 D. 10 .0 c Test pit terminated at 10.5 feet BGS due to caving 11 conditions. 12 13 14 15 Client: DEADAV Test Pit Number: TP-3 Project: 807178A Date Excavated: 8/01/07 Backhoe: CASE 550 Bucket Width: 2' Depth to Groundwater: N.E. Logged By: BN Moderate cementation observed from 4 to 5 feet BGS. Weak cementation observed from 6 to 7.5 feet BGS. Cobbles observed up to six inches in diameter. EXPLORATORY O;jr TEST PIT LOG STRe�Ta °Up Sheet 3 of 6 USCS Description W N g J w T �o o c Y REMARKS a o .N .o 2 o a o 2 Note: BGS = Below Ground Z U z � a E Surface Lean CLAY (Native) — brown CL 3.0 Moderate vegetation and to tan, stiff to hard, moist. organics observed to 3 inches BGS. 1 +4.5 2 2.0 2.0 SILT with Sand — brown, very MIL stiff, moist. 3 BG 78 25 4.0 4 Silty SAND — tan, medium SM • • dense, moist. • • • 5 f° • • • Poorly —Graded GRAVEL with GP —GM Silt and Sand — brown, dense, moist. 6 Poorly —Graded GRAVEL with GP Sand and Cobbles — tan, Cobbles observed up dense, moist. to six inches in D: diameter. 8 Q:=. 9 D: 10 .4 est pit terminateda feet BGS due to caving conditions. 12 13 14 15 Client: DEADAV Test Pit Number: TP-4 EXPLORATORY Project: B07178A Date Excavated: 8/01/07ORO TEST PIT LOG Backhoe: CASE 550 Bucket Width: 2' s T R aT a s N<� ., ,�k, 71 „,. Sheet 4 Of 6 Depth to Groundwater: N.E. Logged By: BN USCS Description N m REMARKS N > v =) N n o .N o ° a o ' � Note: BGS = Below Ground Z o i � Surface Lean CLAY with Sand (Fill) — CL brown to tan, very stiff, Trace vegetation and moist. organics observed to 4 inches BGS. 1 4.0 SILT with Sand (Native) — ML brown, stiff moist. 2.0 3 2.0 BG 74 23 oory— ro e wi GP —GM Silt and Sand — brown, dense, moist. Poorly— ra e L wi GP Sand and Cobbles — tan, O• dense, moist. 6 Percolation test performed a 6 feet BGS. Infiltration rate = >40 7 O_ in/hr measured. .D Cobbles observed up 8 to six inches in diameter. O: 9 D. . Test pit terminated at 10 feet BGS due to caving conditions. 11 12 13 14 15 EXPLORATORY Client: DEADAV Test Pit Number: TP-5 Project: 807178A Date Excavated: 8/01/07 TEST PIT LOG Backhoe: CASE 550 Bucket Width: 2' S T R aT a sN�94yF�„, c�, „�;P Sheet 5 of 6 Depth to Groundwater: N.E. Logged By: BN USCS Description W L„ N �, Fo o_ �, y , -� Y REMARKS o s c> Ln d'� o v Note: BGS = Below Ground Z o U z � E Surface Lean CLAY (Native) — brown, CL very hard, moist. +4.5 Trace vegetation and organics observed to 1 4 inches BGS. Moderate cementation Silty — tan, medium SM • dense, moist. 2 • ` • • observed from 2 to • 2.5 feet BGS. • • • Moderate cementation • • • observed from 2.5 to 3 • 3.5 feet BGS. • • • QG 28 3.5 Poorly —Graded GRAVELwith G Sand and Cobbles — tan, dense, moist. 4 Percolation test performed at 4 4 feet BGS. Infiltration rate > 5 40 in/hr measured. O: 6 :p. Cobbles observed up to six inches in diameter. 7 O: 8 p.. s D.. Test pit terminated at 10 feet BGS due to caving Standpipe piezometer conditions. installed to 10 feet BGS. 11 12 13 14 15 EXPLORATORY Client: DEADAV Test Pit Number: TP-6 Project: B07178A Date Excavated: 8/01/07 TEST PIT LOG Backhoe: CASE 550 Bucket Width: 2' s T R aT a Sheet 6 of 6 Depth to Groundwater: N.E. Logged By: BN UNIFIED SOIL CLASSIFICATION SvcTPRA MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL TYPICAL NAMES GRAVELS CLEAN GRAVELS O. GW Well —Graded Gravel, Gravel —Sand Mixtures. O GP Poorly —Graded Gravel, Gravel —Sand Mixtures. GRAVELS WITH FINES GM Silty Gravel, Gravel — Sand —Silt Mixtures. COARSE GRAINED GC Clayey Gravel, Gravel — Sand —Clay Mixtures. CLEAN SW Well —Graded Sand, Gravelly Sand. SOILS SANDS SANDS SIP Poorly —Graded Sand, Gravelly Sand. SANDS WITH FINES SM Silty Sand, Sand —Silt Mixtures. Sc Clayey Sand, Sand —Clay Mixtures. SILTS AND CLAYS ML Inorganic Silt, Sandy or Clayey Silt. Inorganic Clay of Low LIQUID LIMIT LESS THAN 50% CL to Medium Plasticity, Sandy or Silty Clay. I I I I OL Organic Silt and Clay of Low Plasticity. FINE Inorganic Silt, Mica — GRAINED SOILS MH ceous Silt, Plastic SILTS AND CLAYS LIQUID LIMIT Silt. CH Inorganic Clay of High Plasticity, Fat Clay, OH Organic Clay of Medium to High Plasticity. GREATER THAN 50% PT Peat, Muck and Other Highly Organic Soils. 11'4U LUV JTIVIOULJ GKOUNDWATER SYMBOLS TEST PIT LOG SYMBOLS Standard 2—Inch OD Split —Spoon Sample - — Groundwater FG] Boggie Sample After 24 Hours 'California Modified 3—Inch OD Split —Spoon Sample (7-3-07) Indicates Date of [BK Bulk Sample Reading IIRock Core Groundwater [RG Ring Sample a Shelby Tube 3—Inch OD - at Time of Drilling Undisturbed Sample Shorthand Notation: BGS = Below Existing Ground Surface N.E. = None Encountered APPENDIX B R-VALUE IDAHO T-8 Project: Dave Dean 70-Acre Property Client: Mr. Dave Dean Sample ID: Subgrade Soil Location: TP-1 @ 2.0' - 2.5' Soil Description: Silty Sand R VALUE DATA Percolation: None Point 1 Point 2 Point 3 Exudation, PSI 179 213 328 Dry Density, PCF 102.0 104.4 104.6 Moisture Content, % 20.1 0.55 19.5 0.68 18.5 0.83 Exp. Pressure, PSI 0 Cn O O O 00 O O n 0 c m M o 0 0 0 In 0 m o 0 0 ,It 0 0 0 co 0 0 0 N Lab Number: 1371_2239F File Name: DEADAV B07178A Date Sampled:8/18/07 Sampled by: BN/Strata Date Received: 8/18/07 Tested by: CAK/Strata SOIL CONSTANTS R VALUE: 35 G DATION: AASHTO T-11, T27 MSEN AS RECEIVED AS TESTED SIZE % PASSING % PASSING 4" 3" 2" 1 3/4" 1/2" 3/8" No. 4 100 100 No. 8 No. 16 No.30 No.50 No. 100 No. 200 Co�O O O O O CD tt M N e- R value Note: This report covers only material as represented by this sample and does not necessarily cover all soil from this layer or source. GECTECHNICAL ENGINEERING & MATERIALS TESTI'a : TitF��rr fy Frowi f/� c�row.CG uf. Reviewed by: �G�' R-VALUE Project: Dave Dean 70-Acre Property Client: Mr. Dave Dean Sample ID: Subgrade Soil Location: TP-3 @ 2.0' - 2.5' Soil Description: Lean Clay with Sand 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 i 0.74 1.17 c N u7 CIO 6 a- N IDAHO T-8 0 0 0 rn 0 0 0 0 0 0 0 t 0 0 o _a (D J N N o 0 o d 0 O 7 o 0 v 0 0 0 co 0 0 0 N 0 0 0 rn 00 o co (o 0 0 0 0 0 R value Note: This report covers only material as represented by this sample and does not necessarily cover al soil from this layer or source. Lab Number: B71_2239G File Name: DEADAV B07178A Date Sampled: 8/18/07 Sampled by: BN/Strata Date Received: 8/18/07 Tested by: CAK/Strata SOIL CONSTANTS R VALUE: 12 GRADATION: AASHTO T-11, T27 SCREEN AS RECEIVED AS TESTED SIZE % PASSING % PASSING 4" 3" 2" V, 3/4" 1/2" 3/8" No. 4 100 100 No. 8 No. 16 No.30 No. 50 No. 100 No. 200 Reviewed by: �)4=` STRaTa Gl'--Ei.HNICAL ENGINEERING IS MATERIALS TESTING "�rttcgrik_. `row( ./-Ae'471 'U"' Vv DOBIE ENGINEERING, INC. THREE CORNERS SUBDIASION TRAFFIC IMPACT STUDY ✓o 05 SEPTEMBER 13, 2007 SUBMITTED TO: CITY OF MERIDIAN 33 E. IDAHO AVE. MERIDIAN, ID 83642 IDAHO TRANSPORTATION DEPARTMENT P.O. BOX 8028 BOISE, ID 83707-2028 ADA COUNTY HIGHWAY DISTRICT 3775 N. ADAMS ST. BOISE, ID 83713 777 HEARTHSTONE DR., BOISE, ID 83702 (208)345-3290 SUMMARY OF FINDINGS REOOMMENDAMNS 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 driveway volume of 2,610 vehicles per day with a PM peak hour loading of 230 vehicles per hour. 2. The proposed site access plan includes 2 all -movement accesses to Locust Grove Road. No direct access to Chinden (US 20/26) is proposed. 3. The US 20/26 intersection with Locust Grove Road now operates with moderate traffic congestion and ADT volumes are approaching the highway capacity of US 20/26. 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 the queue 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 2015, and through lane improvements will be needed to accommodate regional traffic growth as identified in the COMPASS Long Range Transportation Plan. RECOMMENDATIONS 1. A two-way left -turn lane will be needed on Locust Grove Road at the main subdivision Projected entrance (East Three Corners Trail) and at the school site to accommodate traffic. The existing northbound LT lane should be extended as a TWLTL touthof school entrance. south of the Study prepared by. Dobie Engineering, Inc. 777 Hearthstone Dr, Boise, ID 83702 208-345-3290 Ph. 208-388-0309 Fax doble—deiOnsn.com Three Corners S f 'ivision Traffic Impact Study PROPOSED DEVELOPMENT Study Objectives This study was prepared to assess the traffic impacts and access management 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, Inc. (DEI) was retained by the site developer to perform this traffic study in accordance ACHD, ITD and City of Meridian policy for transportation impact studies. with 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 S 20/26.) Access to the site will be from Locust Grove Road. No direct access( H Boulevard is proposed. This project is expected to be fully developed to Chlnden p by 2015. Illustrated in Figure 1 is a site map showing the development plan and the adjacent djacent Prepared by Dobie Engineering, Inc. Page 1 0738 N FIGURE 1 THREE CORNERS SUBDIVISION SITE DEVELOPMENT PLAN CHINDEN BOULEVARD (US 20-26) VIENNA WOODS Traffic Study Prepared By. . DOBIE ENGINEERING, INC. 777 Hoorthatons Or. eo'M 83702 315-3290 Three Corners S 'ivision 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. Locust Grove Road is an ACHD minor arterial with a 2-lane rural section and a 50mph posted speed limit. The Chinden Boulevard/Locust Grove Road intersection has a traffic -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. Prepared by Dobie Engineering, Inc. Page 2 0738 CHINDEN BLVD FILE: 0738PM 69 35 155 ' � I I-------------- i 103 20 174 LOCUST GROVE RD Source. DEI Three Corners S, vision Traffic Im act Stud Table Existing Traffic Volumes Location - Vehicle Vehicles per Day. Date of Count Chinden Blvd. East of Locust Grove Road 24,556 6/OS 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 art intersection. The results are summarized in Table 2 below, and details ecal of th are located in Appendix A for e calculations review. Table 2 .Existing Intersection Capacity Approach Los Northbound E Southbound E Eastbound C Westbound D Intersection D Prepared by Dobie Engineering, Inc. Page 3 0738 _ Three Corners S vision Traffic Im act Stud 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 he COMPASS capacity y 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. Pro' construction is not scheduled at this time. However, it was assumed in this trafficsect that Chinden would be reconstructed b study y year 2015 due to the current capacity constraints. No improvements to Locust Grove Road south of Chinden are proposed at this time In the ACHD Capital Improvements Plan (ORD #202). Prepared by Dobie Engineering, Inc. Page 4 0738 Three Corners S Ivision Traffic Impact Study Baseline Conditions The capacities of the arterial roadways were calculated for the year 2015 prior to inclusion of the site -generated traffic from the proposed development. These calculations were made to establish baseline conditions from which to assess 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 3 Roadway Capacities - Baseline Conditions (Year2015) Location: ADT Volume No. Lanes Vol./Cap. LOS Chinden Blvd. East of Locust Grove Road 30,300 5 0.78 C Locust Grove Road South of Chinden Blvd. 7,400 2 0.45 q Assumed in this analysis is a mid -range LOS "D" capacity of 14,000 vpd on a 2-lane arterial and 33,000 vpd on a 5-lane highway. (Source: COMPASS RTP Speed Capacity Matrix.) Prepared by Dobie Engineering, Inc, Page 5 0738 Three Corners S vision Traffic Im act Stud 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 traffic. Intersection improvements will be required to accommodate projected traffic growth. Appendix B.) g h. (Ref. Table 4 Baseline Intersection Ca acit Chinden Boulevard/Locust Grove Road Approach 3-Lane 5-Lane Northbound F D Southbound F D Eastbound D C Westbound F D Intersection F D Prepared by Dobie Engineering, Inc. Page 6 0738 Three Corners S ivision Traffic I.. Stud 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 Family Residential (#210) and Private School (K-12) (#536). . Table 5 Trip Generation Rates Trip Occurrence Weekday End Trips Peak AM Hour Enter Exit Peak PM Hour Enter Exit Business Park (Per KSF) 12.76 1.43 (84%) (16%) 1.29 (23%) (77%) Residential (Per Lot) 9.57 0.75 (25%) (75%) 1.01 (64%) (36%) School (Per Student) 2.48 0.79 (61%) (39%) 0.17 (43%) (57%) A floor area ratio of 0.18 was assumed for the building area of the Business It was estimated that the 7-8-acre commercial tract could support 60,000 s Park. gross building area. square feet of Prepared by Dobie Engineering, Inc. Page 7 0738 Three Corners S ivision Traffic Impact Study Future site -generated traffic at full buildout of the residential lots and the Three Corners Business Park is shown in Table 6. Table 6 Site -Generated Traffic (Rounded) Land Use No. Units Total AD T AM Trips PM Trips Business Park 60 KSF 765 85 80 Residential 63 Lots 605 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 PM peak hour loading of 230 vehicles per hour. Since the system roadway traffic reaches its peak during the PM hour, the AM peak was evaluated separately only at the school entrance. Prepared by Dobie Engineering, Inc. Page 8 0738 Three Corners )division Traffic Impact Site Access The proposed access plan for the Three Corners Subdivision includes one all -movement median -divided approach to Locust Grove Road plus interconnections with two residential streets east of the site. The new approach is located approximately 500 feet south of the curb line of Chinden Boulevard. Access to the school site for student pick-up/drop-off needs will be from the Three Corners Subdivision main access street. The school parking entrance will directly access Locust Grove Road. A copy of the school plan is attached in Appendix A. Future trips at full buildout of the Three Corners Subdivision development and school site were estimated and assigned to the proposed project entrance (Figure 3). Figure 4 illustrates the turning movements at the site intersections for the ) PM 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 Engineering, Inc. Page 9 0738 Study prepared by. Dobie Engineering, Inc. 777 Heorthstone Dr. Boise, ID 83702 208-345-3290 Ph. 208-388-0309 Fax dobie—deiomsn,corn -=ON CA r, yaa r��, LE4TH&hC-KROHW-VANOCKER Fc>undations Academy g • ARCHITECTS St. Ambrose Christian High School SelnMldge SubdtvWw MerldlOn, Idaho M N .i I v SHORT REPORT enerallnforrnation - , Site Information natyst \gency or Co. P. DOBIE Intersection LOCUST GROVE/ Date Performed DEI 9/11/2007 tea Type CHINDEN All other areas ime Period PM urisdiction 1TD/ACHD Volume and Timin In ut [Analysis Year 2007 um. of Lanes LT EB TH RT LT WB TH RT NB LT TH RT SB LT TH Lane group � 1 1 0 1 1 0 1 1 0 1 1 RT 0 olume v h L 16 TR 585 L 69 155 TR L TR L TR % Heav veh 0 3 0 0 995 17 103 20 174 21 35 18 ctuated !A P 0.90 90 0.900.90 0.90 0.90 3 0 0.90 0.90 0 2 0 0 2 0.90 0.90 0.90 0.90 0 Startu lost time A 2 A 2.0 A A A A A A A A 0.90 A 0.90 Ext. eff. teen .0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 A rrival e 3 3 2.0 2.0 2.0 2.0 2 0 2.0 Unit Extension 3.0 3.0 3 3 3 3 3 3 ed/Bike/RTOR Volume 1 p 10 3.0 30 3.0 3.0 3.0 3.0 3.0 Lane Width 12.0 12.0 10 12.0 10 15 10 10 30 10 10 15 ParkinglGrade/Parking N 0 12.0 12.0 12.0 12.0 12.0 r Parking/hr N N 0 N N 0 N N 0 N Bus stops/hr 0 0 � Unit Extension 3.0 3.0 0 0 0 0 0 0 �hasin Excl. Left Thru & RT Wg Onl 3.0 3.0 3.0 3.0 3.0 3.0 iming G = 14.0 G = 77.0 G = 10.0 04 G Excl. Left NS Perm Thru & RT 08 Y= 4 Y= 4 _ Y= Y= G = 100 . G = 5.0 G= 18.0 G= Duration of Anal sis hrs = 0.25 Y 4 Y = Y= 4 Y= Lane Group Ca aci , Control )ela , and LOS Determina#ion cle Length C = 150.0 ( dj. flow rate EB 18 693 WB NB SB ' ane group 9 P 168 938 172 1108 114 182 23 42 /c ratio 0.11 0.74 289 1119 171 234 171 281 teen ratio 0.09 0.51 0.60 0.99 0.67 0.78 0.13 0.15 Unit delay d1 62.3 28.6 0.16 0.61 0.13 0.15 0.13 0.15 elay factor k 0.11 0.30 58.5 29.1 61.1 61.0 58.0 55.0 Increm. delay d2 0.3 3.1 0.18 0.49 0.24 0.33 0.11 0.11 PF factor ' . 1.000 3.3 24.4 9.5 15.31000 0.4 0.2 ontrol delay 62.6 31.7 1.000 1.000 1.000 1.000 1.000 1.000 Lane group LOS E 61.8 53.5 70.6 76.3 58.4 553 pprch. delay C 32.5 E D E E E E pproach LOS C 54.6 74.1 56.4 Intersec. delay 4 D E50 E ICSl000TM Intersection LOS Copyright ©2000 University of Florida, All Rights Reserved D Version 4. file://C: \Documents%20and%20Settings\DOBIE\Local%20Settings\Templs2k I Itm p 9/11/200 L APPENDIX B OOLU7 OOLZ 0 0 Locust Grove Rd. 2600 2500 L f, Im 006Z CD C) CO CD 7- li Locust Grove Rd. 2600 2900 � o ' 4800 GOOF 4000 0096 c c =001 t L 009t, 00£ L i 3900 5300 a500p OO£6CY -�'�--+ DOL£Z 231M 40 1 .0 MA BUY andj 00£Z! ODS1t 4300 u 0 OOtcZ 23-, x d 600' o S VV) c 4000 <z 9 000 OOS t J C') o o. � 4 .` W O O O N �� E ci �R- r= 00Z0t GDs t 006£i. t) m fi0t0L s- o c PN alePuaeo10 00t3:tTl rn N gyp., b o iV N rj co O p N p W N _ N C d3 G0£ZZ OC£ZZ N <'J U c c GOLLZ OOLZZ OOlfll DDO^ul. OOLtZ DO9tZ OS3. � 23700 OOZZZ OOL✓Z P21 af6e3 off; f:$L 0. !'i, , N _ _ 22200 C080Z DOZZZ I N m PH ej6e3 ca. {3 O U OD Locust Grove Rd. O O x OO6Z `h,^ 5000 009Z OOBZ 6700 OGn9 4700 46Gt7 OOLL ?nnn v N Pd 8AWD )snoo- Z 0 0 N Q W 0 IZ z o 'n N O O(Oh N ODE 5200 00 t 9 c WE �4 J b70t? OOL9 F N P21 uelpueyV 00Z9 a P2i ueipuatN 0099 m PM uelpuayy Fi c � No H c aN O N p 0 cn -C. L = IY p o �Q C N N O (IIOOP 6100 Or-09 OG06L t� 0089 6500-- CGiL Cloverdale Rd. L /t 6200 Ixtt, 00001 q600 OOL2 =2 3 r ,, 00£9 Cloverdale Rd 00£9 8900 006L sue, E N N Cloverdale Rd. C O C cc C C 2 �- CCi s N F r � N N N � 2 O C Oc"M N N `:rx � GGS9i• r U C 006-Ls 19800 0086s 006OZ P8 a � ii0;.91 OOL9t 00y!Z DOE --i [ N c 'P8 816eg 19700 OO 008pZ y S V Cro PH Bl6eEl 60Z OOS M U Q f r f V M ^` W � Cn Locust Grove Rd. O O U OOtrZ 4 r� 0 £ O0£8 o c t O 009Z 3.i,?., O ,.,. OGLL 0099 OGZ8 o i w. � n OM OOZL Gy 0:9 0O£L >) PN anwE) Isrr,)Ol o a O k E C E O C_ {( o )s. z _ ON �� OOCS Pa ueipueyy o )trt GGCS 00 9 o OOSL o C. �I '!Ppow 0065 OO6tr M p1pG P8 uelpueyy 00611 OQbL W O P6 uelpuayy ,per Z O Y 800 r z t o O N M / m O GGZ; m N rN o OOZE co N O d .� Cn j nF N C Y1 O O N OfiS£ C 6100L Pa lapup c 3 N CC) 0069 nn 0G89 6800 7300 ai $ : P2i Japw, 65C� OG£9 Linder Rd Pa �epur1 GGOL 7000 7500 20 730 85 CHfl�DIEN BLVD L 20 OK- 1245 ,C' 195 Traffic Study Prepared By. DOBIE ENGINEERING, INC. m He"wtmo Dr. OW-% ro a3702 345-3290 General Information nalyst Agency or Co. E Jate Performed ime Period E volume and Timing li Num. of Lanes Lane group olume vph r % Heavy veh P_ PHF i ctuated P/A Startup lost time Ext. eff. green l rrival type r Unit ExtensionTO Ped/Bike/RR Volume i ane Width Parking/Grade/Parking Parking/hr Bus stops/hr Unit Extension PhasingExcl. Left Timing G = 14.0 Y= 4 Duration of Analysis hrs Lane Grou Ca acii dj. flow rate [ ane group cap. /c ratio reen ratio Unif. delay d1 elay factor k ncrem. delay d2 PF factor ontrol delay Lane group LOS perch. delay pproach LOS Intersec. delay 'ICsz00OTM SHORT REPORT V.- . . P. DOBIE Intersection LOCUST GROVE/ DEI CHINDEN 9/11/2007 Area Type All other areas PM Jurisdiction ITD /ACHD� nalysis Year 2015 BASELINE put EB RT LT WB TH RT NBMSLTTH LT TH RTR" 1 2 0 1 2 0 1 1 00 L TR L TR L TR 20 0 730 85 195 1245 20 130 25 21545 25 0.90 3 0. 90 0 0. 90 0 0. 90 3 0 0. 90 0.90 0 2 0. 00 0. 00 0 0 0 00 0, 90 2 0.90 0 A A A A A A A A A A A 0. g� 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 A 2.0 3 2.0 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 3 3 3 3 3.0 3.0 3.0 3.0 3.0 3.0 3,0 10 10 60 10 10 20 10 10 60 100 0 25 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 N 0 N N 0 N N 0 N N 0 N 0 0 0 0 0 0 0 0 3.0 3.0 3.0 3.0 3,0 3.0 3.0 3.0 Thru & RT G= 63.0 WB Onl G= 04 Excl. Left NS Perm Thru & RT 08 Y= 4 10.0 Y= G= G= 10.0 G= 19.0 G= 18.0 G= - 0 25 Y= Y= 4 Y= Y= 4 Y= Control Dela , and LOS Determination cle Len th C = 150.0 EB WB NB 22 839 217 1383 144 200 28 SB 168 1467 289 1803 294 391 191 50 0.13 0.57 0.75 0.77 0.49 0, 51 460 0.09 0.42 0.16 0.51 0.22 0.25 0.15 0.11 62.4 33.2 60.1 29.3 50.6 48.7 0.22 0.25 0.11 0.17 0.31 0.32 0.11 0.12 47.0 43.7 0.4 0.5 10.5 2.1 1.3 0.11 0.11 1.000 1.000 1.000 1.000 1.000 1.1 1.000 0.4 0.1 62.8 33.7 70.6 31.4 51.9 1.000 1.000 E C 49.9 47.4 43.8 E C D D D D 34.5 36.7 50.7 C 45.1 D D DIntersection 37.9 LOS Copyright © 2000 University of Florida, All Rights Reserved D Version 4. file://C:1Documents%20and%20Setti ngs\DOBIE\Local%20Settings\Temp\s2k 15.tmp 9/13/200 Fnal eral lnformam yst 'agency or Co. Date Performed ime Period Volume and Timin P. DOBIE DEI 911112007 PM SHORT REPORT ite Information ntersection LOCUST GROVE / CHINDEN \rea Type All other areas urisdiction ITD /ACHD analysis Year 2015 BASELINE EB WB NI LT TH RT 3 s is A ,m «) Num. of Lanes 1 �T ;H RT LT TH RT LT TH R ane group L 1 TR 0 1 1 0 1 1 0 olume v h 20 730 85 L 195 TR 1245 20 L 130 TR L TR % Heavyveh 0 3 0 0 3 25 215 25 45 25 PHI- ctuated P/A 0.90 0.90 0.90 0.90 0. 00 0 0.90 0 0.90 2 0.90 0 0.90 0 0.90 2 0.90 0 Startu lost time A 2.0 A 2.0 A A q A A A A A q 0.91 q Ext. eff. reen 2 0 2 0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 r rrival pe 3 3 2.0 2.0 2.0 2.0 2.0 Unit Extension 3.0 3.0 3 3 3 3 3 3 Ped/Bike/RTOR Volume 10 10 30 3.0 3.0 3.0 3.0 3.0 _ L ane Width15 12.0 12.0 30 10 10 10 10 30 10 10 15 Parking/Grade/Parking N 12.0 12.0 12.0 12.0 12.0 12.0 Parking/hr 0 N N 0 N N 0 N N 0 N Bus stops/hr 0 0 Unit Extension 0 3 0 0 0 13hasin Excl. Left Thru & RT WB Onl 3.0 04 3.0 3.0 3.0 luring G = 14.0 G = 77.0 G = 10.0 G = Excl. Left G= 10.0 NS Perm G= Y- 4 Duration of Anal sis hrs Y= 4 = 0.25 Y Y= Y= 4 5-0 Y= Lane Group Capacity, ontirof Dela , and LOS Determination cle Len EB WB NB dj. flow rate 22 872 217 1389 144 234 Lane group cap. 168 936 289 1118 /c ratio 0.13 0.93 0.75 1.24 171 234 _ reen ratio 0.09 0.51 0.16 0.61 0.84 1.00 Unif. delay dl 62.4 34.0 0.13 0.15 60.1 29,5 63.0 63.5 elay factor k 0.11 0.45 0.31 0,50 0.38 0.50 Increm. delay d2 0.4 15.5 10.5 116.8 PF factor 1.000 1.000 1.000 1.000 29.8 58.8 ontrol delay 62.8 49.6 1.000 1.000 Lane group LOS 70.6 146.3 92.8 122,3 E D E F F F perch. delay 49.9 pproach LOS 136.1 111.1 Intersec. delay D F F 104.E ICS200OTM Intersection LOS Copyright ® 2000 University of Florida, All Rights Reserved file://C:\Documents%20and%20Settings\DOBIETocal%20SettingslTemp\s2k 13.tm p 0 0 3.0 3.0 Thru & RT 08 G = 18.0 G = Y= 4 Y= C = 150.0 SB 28 61 171 275 0.16 0.22 0.13 0.15 58.2 55.7 0.11 0.11 0.5 0.4 1.000 1- 000 58.6 56.1 E E 56.9 E F Version 4 9/11/200 APPENDIX C Fr we vr, SHORT REPORT eneral Information formation nalyst 'agency or Co. P. DOB/E TIntersection LOCUST GROVE/ Date Performed DEI 911112007 ype CHINDEN All other areas E ime Period PM Jurisdiction ITD /ACHD Volume and Timing Input nalysis Year 2015 BASE + SITE LT WB TH RT NB LT TH SBT RT of Lanes WEB 02 LT TH RTum. group 0 1ane 1 0 1 1 0L olume {v h 0 730 105 215 TR 1245 20 L TR 155 35 L TR % Heav veh 0 3 0 p 3 0 240 25 55 25 PHF ctuated P/A 0, 90 A 0.90 0.90 0.90 0.90 0.90 0 2 0.90 0.90 0 0 2 0.90 0.90 0.90 0 0.90 Startu lost time 2 0 A 2 Q A A 0 2. A A 2.0 A A A A A A e Ext. ff. green 2.0 2.0 2.0 2.0 2 .0 2.0 2.0 2.0 rrival pe 3 3 3 2.0 2.0 2.0 2.0 Unit Extension 3.0 3.0 3.0 3 3.0 3 3 3 3 Ped/Bike/RTOR Volume 10 10 60 3.0 3.0 3.0 3.0 Lane Width 12.0 12.0 10 10 20 10 10 60 10 10 25 Parking/Grade/Parking N 12.0 12.0 12 0 12.0 12.0 12-0 Parking/hr 0 N N 0 N N 0 N N 0 N Bus stops/hr 0 0 0 r Unit Extension 3.0 3.0 3.0 0 3.0 0 0 0 0 �hasin Excl. Left Thru & RT WB Onl 04 Excl. 3.0 3.0 iming G= 14.0 G= 63.0 G= 10.0 G= Left G= 10.0 NS Perm Thru & RT Og Y= 4 Y= 4 IY= Y= G= 19.0 G= 18.0 G= Duration of Analysis hrs = 0.25 Y= 4 Y = Y = 4 Y = Lane Group Capacity, ontrol Dela , and LOS Determination cle Len th C = 150.0 dj. flow rate EB 22 861 WB NB SB Lane group cap, 168 1461 239 1383 172 239 28 61 !c ratio 289 1803 293 393 171 460 0.13 0.59 0.83 0.77 0.59 0,61 0.16 0.13 reen ratio 0.09 0.42 0.16 0.51 0,22 0, 25 Unif. delay d1 62-4 33.5 61.0 29.3 0.22 0. 25 elay factor k 0.11 0.18 52.5 50.1 47.4 44.0 I ncrem. delay d2 0.4 0.37 0.32 0.18 0.19 0.11 0.11 PF factor 0.6 177 2 1 3.1 2.7 0.5 0.1 Control delay 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Lane group LOS 62.8 34.2 78.7 31.4 55.6 52.8 47.8 44.1 pprch. delay E C 34.9 E C E D D D pproach LOS C 38.3 0 45.3 Intersec. delay 39.7 D D D ICS2t700TM Intersection LOS D Copyright 02000 University of Florida, All Rights Reserved Version 4. f Ie://C:1Documents%20and%20Settings\DOBIE\Local%20Settings\Templs2k9.tmp 9/I3/200 -.SACK -OF -QUEUE WORKSHEET -12--escnpuon /HHEECORNERS SUBDIVISION LT Lane group L LTR nit. queue/lane 0.0 =low rate/lane 22 861 3atflow per lane 1805 1827 'apacity/lane 168 1461 'low ratio 0.01 0,25 /c ratio 0.13 0,59 factor 1.000 1,000 ,rrival type 3 3 latoon ratio 1.00 1.00 F factor avg. BOQ, Q�io ueue Sto spacing storage vg. RQ 5% RQ% HCS2000TM 1.00 1.00 0.8 14.5 0.3 0.0 q15,6 0.9 e Back of Queue (95th percentile) 2.1 1.8 1.8 27.4 Ratio m ■vm ■ /f1 /I/ ■v© 1.8 1,6 0.6 44.1 NB ■vm ■ II 11 ■ 1 • I . ■ 1!I 111 ■vv ■ 11 11 . 11 11 1.9 1.9 12.3 117.8 25.0 25.0 25.0 25.0 25.0 25.0 01 0 0 0 0 0 Copyright ® 2000 University of Florida, All Rights Reserved file://C: \Documents%20and%20Settings\DOBIE\Local%20Settings\Temp\s2kB.tm P SB ■vm ■ 11 !1 11 ■ minim ■©© ■ 11 // /1 11 um MOM 1.0 12.1 2.1 12.0 2.0 14.2 25.0 125.0 0 0 Version 4. 9/13/200 T f � _ 1 —)-WAY STOP CONTROL SUMM4 Y eneral Information _ r Analyst Site Information agency/Co. P. DOBIE DEI ntersection LOCUST GROVE/SCHO ate Performed 811412007 Jurisdiction ACHD nal sis Time Period PM Analysis Year 2015 BASELINE + SITE Project Descri tion THREE CO. NERS/FOUNDATIONSRCADEMY E EastMest Street.- SCHOOL ACCESS tersection Orientation: No Inrth-South North/South Street: LOCUST GROVE ` i ehicle Volumes and Ad' ustments Stud Period (hrs): 0.25 a'or Street Northbound Movement 1 2 Southbound olume L 0 T 3 4 R L 5 T 6 R Peak -Hour Factor PHF 0.95 405 0.95 15 15 370 0 Hourl Flow Rate, HFR 0 426 0.95 0.95 0 95 0.95 ercent Heavy Vehicles 2 15 15 389 D Median Type 2 _ RT Channelized Undivided � Lanes 0 1 0 0 onfiguration 0 0 1 0 U stream Si nal E 0 TR LT inor Street Westbound 1 L ovement 7 8 Eastbound L T 9 R 10 11 12 olume 15 0 L 15 T R weak -Hour Factor, PHF 0.95 0_95 0 0.95 0 0 Hourly Flow Rate, HFR 15 0 0- 95 0.95 0.95 Percent Heavy Vehicles 2 15 0 0 0 Percent Grade M 2 2 2 2 ±=2= Flared Approach 0 0 N Storage N 0 RT Channelized 0 Lanes 0 0 0 0 onfiguration LR 0 0 0 0 ela , Queue Length and Level of Service pproach Movement NB 1 SB Westbound Eastbound ane Configuration 4 LT 7 8 9 10 11 12 (vph) LR (m) (vph) 15 30 /c 1100 412 5% queue length 0.01 0.07 ontrol Delay 0.04 0.238.3 OS 14.4 pproach Delay pproach LOS 14.4 -lights Reserved _ B HCS2000TM Version 4. Td Copyright C 2003 University of Florida, All Rights Reserved Version 4 file://C:1Documents%20and%20SettingsOOBIE1t,ocal%20Settings�Templu2k 16.tm p 9/13/200 t T __ -)-WAY STOP CONTROL SUMMi _ l eneral Information Site Information nalyst P. DOBIE Intersection 'agency/Co. DEl LOCUST GR0VE/SCHOOL Date Performed 8/14/2007 Jurisdiction ACHD nal sis Time Period nalysis Year 2015 BASELINE + SITE AM f Project Description THREE CORNERS/FOUNDATIONS ACADEMY ast/West Street: SCHOOL ACCESS North/South Street: LOCUST GROVE Intersection Orientation: North -South tud Period hrs : 0.25 ehicle Volumes and Ad"ustments Ma'or Street Northbound Movement 1 2 olume L 0 T 3 R 4 L Peak -Hour Factor PHF 0.95 300 0.95 65 65 Hourly Flow Rate, HFR 0 315 0.95 0.95 ercent Heavy Vehicles 2 68 68 Median Type _ _ 2 RT Channelized Undivided Lanes 0 1 0 f onfiguration 0 0 U stream Signal 0 TR LT inor Street Westbound ovement 7 8 9 olume L 65 T R 10 L Peak -Hour Factor, PHF 0.95 0 0.95 65 p Hourly Flow Rate, HFR 68 0 0 95 0.95 Percent Heavy Vehicles 2 68 0 Percent Grade (%) 2 2 2 Flared Approach 0 N torage 0 RT Channelized Lanes 0 0 0 onfiguration LR 0 0 Delay, Queue Length and Level of Service L pproach [ Movement NB SB Westbound Lane Configuration 1 4 7 8 9 (vph) LT LR (m) (vph) 68 136 /c 1156 437 i 5°!o queue length 0.06 0.310.19 ontrol Delay 1.31 LOS 8.3 16.9 pproach Delay pproach LOS Rights Reserved C HCS2000TM Version 4.1 d COPYright ® 2003 University of Florida, Alt Rights Reserved file://C:1Documents%20and%20Settings\DOBIE\Local%20Settings�Temp\u2k1 C.tm p uthbound 5 T 300 0.9--5 315 1 1 Eastbound 11 T 0 0.95 0 2 0 N 0 0 M. I� 0 0.95 0 V 0 Eastbound 10 11 12 Version 4 9/13/200 T _ J-WAY STOP CONTROL SUMM� �( € eneral Information ite Information Analyst P. DOBIE Intersection agency/Co. InLOCUST GROV&SITE [ Date Performed urisdiction ACHD 611412007 nalysis Year 2015 BASELINE + SITE nal sis Time Period PM ro'ect Description THREE CORNERS ast/West Street: SITEACCESS Intersection Orientation: North -South h' e cle Volumes and Adjustments [ Ma'or Street Northbound ovement 1 2 L T [ olume 0 385 Peak -Hour Factor, PHF 0.95 0.95 [ Hourly Flow Rate, HFR 0 405 [ Percent Heavy Vehicles 2 _ Median Type RT Channelized Lanes Period (hrs): 0. 3 4 R L 35 35 0.95 0.95 36 36 _ 2 Undivided 0 onfiguration D 1 0 0 U stream Signal 0 TR LT Street Westbound ment 7 8 9 tMinor 10 L T 45 0 Re Peak -Hour Factor, PHF 0.95 0.95 45 0.95 0 Hourly Flow Rate, HFR 47 0 0.95 Percent Heavy Vehicles 2 2 47 0 ercent Grade (%) 0 2 2 Flared Approach N torage 0 RT Channelized Lanes 0 0 0 0 onfi uration LR 0 lay, Queue Length and Level of Service pproach NB SB Westbound ovement 1 4 7 8 ane Configuration LT 9 (vph) LR (m) (vph) 36 94 /c 1100 409 5%queue length 0.03 0 10 0.23 ontrol Delay 8,4 0.88 LOS 16.4 pproach Delay A _ C pproach LOS _ _ 16.4 'tights Reserved C HCS2000TM Version 4l d _ Copyright V 2003 University of Florida, All Rights Reserved file://C.\Documents%20and%20Settings\DOBIE\Local%2OSettings\Temp\u2k 16.tmp 5outhbound Eastbound 10 1 77 12 Version 4. 9/13/200 APPENDIX D