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CITY CLERK FILE CHECKLIST Project Name: Kennedy Commercial Center File No. Contact Name: DBSI Meridian 184, LLC Phone: Date Received from Planning and Zoning Department: Planning and Zoning Level: ❑X Transmittals to agencies and others: ❑X Notice to newspaper with publish dates: ❑ Certifieds to property owners: Hearing Date: PP 07-013 489-2599 July 5, 2007 August 2, 2007 July 9, 2007 16-Jul-07 and 30-Jul-07 ❑ Planning and Zoning Commission Recommendation: - Approve 0 Deny Notes: City Council Level: ❑ Transmittals to agencies and others: ❑ Notice to newspaper with publish dates: ❑ Certifieds to property owners: ❑ City Council Action: Approve ❑ Findings / Conclusions / Order received from attorney on: Notes: Findings / Conclusions / Order: ZApproved by Council: Copies Disbursed: Findings Recorded Development Agreement: ❑ Sent for signatures: _ ❑ Signed by all parties: ❑ _ Appr ved b y Council: ❑ _ Recor e ❑ Copie Disburse . lien Ordinance N�. Re olution No. ❑ Approved by Council: ❑ Recorded: Deadline: 10 days ❑ Published in newspaper: ❑ Copies Disbursed: Hearing Date: and ❑ Deny Rasolutlons: Onginal Res/Copy Carr. Minutebook copy Ras / Copy Care city Clerk City Engineer Ciy Planner CiyAf— Sfening Codfiets Project R. Deputy Clerk Copy Res / Original Cem Acla County (CPAs) Applicant (non -CPAs) Recorded Ordnances. Original: Minutebook Copiesto CityClerk State tax Comm. slate T,—r. Audror, Assessor staring COclh— CiyAtmmey City Engineer Ciry Planner Project file App4cant(if appl.) Deputyy Clerk FlnBnye / Orders: Onginal: Minufebook copies ro: Ppplicant Project file City Engineer City Planner City Anomey Depuy Clerk Record Vapdon FlnAnps" Recorded Development Agreements: Original: Fireproof File Copies ro:Applicant Projectfile Ciy Engineer Ciy Planner Ciy Amy Depuy clerk 1t crry OF �Yl�l�-yj TRANSMITTALS TO AGENCIES FOR COMMENTS ON IDAHO DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN �c F�FR j 'TRF,SUREv,"'Y S,.,Eo insure that your comments and recommendations will be considered by MAYOR the Meridian Planning and Zoning Commission please submit your ITammy de Weerd comments and recommendations to Meridian City Hall CITY COUNCIL MEMBERS Attn: Will Berg, City Clerk, by: July 26, 2007 Keith Bird Transmittal Date: July 9, 2007 File No.: PP 07-013 Joseph W. Borton Hearing Date: August 2, 2007 Charles M. Rountree Request: Public Hearing - Preliminary David Zaremba ry Plat approval for 11 building lots & 2 common lots on 26.35 acres in an I-L zone for Kennedy CITY DEPARTMENTS Commercial Center City Attorney/HR 703 Main Street By: DBSI Meridian 184, LLC 898-5506 (City Attorney) Location of Property or Project: 1250 W. Overland Road 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 Steve Siddoway (no FP) David Moe (no FP) Wendy Newton-Huckabay (No FP) Michael Rohm (No FP) Tom O'Brien (No FP) Tammy de Weerd, Mayor Charlie Rountree, 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 HALL. 33 EAST IDAHO AVENUE MERIDIAN, IDAHO 83642 (208) 888-4433 CITY CLERK -FAX 888-4218 FINANCE & UTILITY BILLING -FAX 887-4813 MAYOR'S OFFICE -FAX 884-8119 Printed on recycled paper Planning Department COMMISSION & COUNCIL REVIEW APPLICATION Type of Review Requested (check all that apply) ❑ Annexation and Zoning ❑ Comprehensive Plan Map Amendment ❑ Comprehensive Plan Text Amendment ❑ Conditional Use Permit ❑ Conditional Use Permit Modification ❑ Final Plat ❑ Final Plat Modification ❑ Planned Unit Development WPreliminary Plat ❑ Rezone ❑ Time Extension (Commission or Council) ❑ UDC Text Amendment ❑ Vacation (Council) ❑ Variance ❑ Other Information STAFF USE ONLY: File number(s): PP- 0-1--0 1 Project name: Kenn dv [t3lrnrrr�rti U 1 }�'r 5x b Date filed: to 13-O Date complete: (o?Z--0� 1 Assigned Planner: �n v� lei { 1 e i S Related files:0 ( --0011 Hearing date: %--2-0� Commission ❑Council Applicant name: Qeo5 i AeNk akla.,_ �+ IS-4 uz, Phone: Zo$ �$9- Z S gg Applicant address:12! Z L � W. DId a it Vr � t, e_ W �15C . �I� Zip: $3 i13 Applicant's interest in property: LT] Own ❑]Renntt ❑ Optioned ❑ Other Owner name: Phone: s-�• Owner address: S A (� Zip: Agent name (e.g., architect, engineer, developer, representative): Q [a.,. Omrsegj,:� Firm name: 0 BS 1 Phone: CZ�sy$q 2Sgq Address: l 2 qZ% W. F-K plo�re r Dr. Woo N (se (Czip: s: 7 13 Primary contact is: EKAAppl6,nt El Owner El Agent ❑ Other Contact name: JAlar. IWA-11-t Phone. Zo8 q1 -2Sgq E-mail: 6L 4A YY*4L P%t 41 bm 5. NG Fax: Z-�q&is-^ OZ2(. Subject Property Information Location/street address: I ZrjO W • Q V e4l at, A (L o0-d Assessor's parcel number(s): 5 12 1 33 4 &7 DO Township, range, section: T 3 R Current land use: VQGAX Total acreage: 2(,•3�$ Ali�.y Current zoning district: 660 E. Watertower Lane, Suite 202 • Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: wNt-w.meridiancit erg 1 N/a Project/subdivision name: 4. h h it General description of proposed project/request: Proposed zoning district(s): _ - �.. ( K0 Acres of each zone proposed: Y1 01_ Type of use proposed (check all that apply): iV1G/GIor1CA44flr h6o1VISI 'ISIOY+ 64-a (( (Oil ❑ Residential ❑ Commercial ❑ Office 171ndustrial ❑ Other Amenities provided with this development (if applicable): Who will own & maintain the pressurized irrigation system in this development? �►"OQ• OK441r3 oL. Which irrigation district does this property lie within? 0A"X mfj�a ja., JW f jr,� s.}• Ytt � Primary irrigation source: &in4-O+ N Second arY: Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water). �+ 0�-- Residential Project Summary (if applicable) Number of residential units: Number of common and/or other lots: Proposed number of dwelling units (for multi -family I Bedroom: Minimum square footage of structure(s) Minimum property size (s.f): Gross density (Dv/acre-total land Percentage of open spac�en pr ide, Percentage of useable space: Type of open Type of dwo Number of building lots: moments only): 2 or more Bedrooms: Proposed building height: Average property size (s.f.): Net density (DU/acre-excluding roads & alleys): Acreage of open space: (See Chapter 3, Article G, for qualified open space) provided in acres (i.e., landscaping, public, common, etc): proposed: ❑ Single-family ❑ Townhomes ❑ Duplexes ❑ Multi -family Non-residential Project Summary (if applicable) Number of building lots: (� Other lots: Z GOyyWI M Gross floor area proposed; K 14- Existing (if applicable): n0. Hours of operation (days and hours): A r OL Building height: _O� Percentage of site/project devotff d to the fo wing: Landscaping: 4-Sd�olP�t& ) Building: AO _ - Q -/� t��v� Paving: KAyv� Total number of employees: Maximum number of employees at any one time: Number and ages of students/cbildren (if applicable): Ihl Q- N 0� Seating capacity: total number of parking spaces provided: h OL Number of compact spaces provided: A / 0._ Authorization Print applicant name: _Il&2talA�1 Applicant signature: 660 E. Watertower Lane, Suite 202 • Meridian, Idaho 83642 — Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridiancity.org 2 TOOTHMAN-ORTON ENGINEERING COMPANY CONSULTING ENGINEERS, SURVEYORS AND PLANNERS 9777 CHINDEN BOULEVARD BOISE, IDAHO 83714-2008 208-323-2288 . FAX 208-323-2399 City of Meridian Planning and Development Services 660 E. Watertower Ln., Suite 202 Meridian, ID 83642 June 13, 2007 RE: Kennedy Commercial Center Preliminary Plat Application Narrative Attached is a Preliminary Plat Application checklist and required information per the City of Meridian application and checklist for preliminary plat approval. Additionally, we have attached information and documentation as required by the respective checklists. A pre -application meeting was held with Meridian staff on March 12, 2007 and the required neighborhood meeting was held on June 5, 2007. The proposed subdivision covers approximately 26.35 acres. The site is bordered on the south by West Overland Road, and the existing Western Electronics building, and on the north by Interstate 84. West Overland road will provide access to the site via a shared - driveway to this property and the existing Western Electronics building. The proposed use for the site is I-L light Industrial. Proposed uses will be within the permitted uses of the I-L District and the previous Conditional Use Permit on the property. As discussed with staff, the intent of this subdivision is to divide the property into large lots for individual sale. The ultimate design and construction of the future buildings, and associated parking, will be submitted for future review by the City, as appropriate. We have made every effort to address the requirements of the Meridian Subdivision Ordinance for the design of this project and this application. We will address any comments, questions, or requests relating to this application promptly. Sincerely Toothman-Orton Engineering Co. Tim Mokwa Project Manager BOISE 0 COEUR d'ALENE • CALDWELL 61 0 0 ,�Y. 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Hearing Date: August 2, 2007 File No.: PP-07-013 Project Name: Kennedy Commercial Center Request: Request for a Preliminary Plat approval for 11 building lots & 2 common lots on 26.35 acres in an I-L zone, by DBSI Meridian I84 LLC. Location: 1250 W. Overland Road, in the SW 1/4 of Section 13, T.3N., R.1 W. RECETVPD JUL 0 5 2007 City Of Meridian ,City CIerk Office �.J 2 Project No: 07041 Date: June 11, 2007 Page: 1 of 2 EXHIBIT "A" Land Description — Proposed Kennedy Commercial Center Subdivision A parcel of land located in the SE 1/4 of the SW 1/4 of Section 13, Township 3 North, Range 1 West, Boise Meridian, Ada County, Idaho, more particularly described as follows: COMMENCING at a found 5/8" rebar marking the South 1/4 of said Section 13, from which a found 1/2" rebar marking the corner common to Sections 13, 14, 23 and 24 bears N.89007'29"W., 2655.62 feet; thence, along the southerly line of said Section 13, A.) N.89°0753"W., 1327.94 feet to the southwest corner of said SE 1/4 of the SW 1/4 of Section 13; thence; leaving said southerly line along the westerly line of said SE 1/4 of the SW 1/4 of Section 13, B.) N.00°31'59"E., 48.00 feet to a found 5/8" rebar on the northerly right-of-way line of West Overland Road, marking the POINT OF BEGINNING; thence continuing, 1.) N.00°31'59"E., 1075.89 feet to a found 5/8" rebar on the southerly right-of-way line of Interstate Highway I-84; thence, along said southerly right-of-way line; 2.) S.89°34'29"E., 1327.43 feet to a found 5/8" rebar on the easterly boundary of said SE 1/4 of the SW 1/4 of Section 13; thence, leaving said southerly right-of-way line along said easterly boundary of the said SE 1/4 of the SW 1/4 of Section 13, 3.) S.00°30'30"W., 585.98 feet to a found 5/8" rebar; thence, leaving said easterly boundary, 4.) N.89°40'57"W., 578.54 feet to a found 5/8" rebar; thence, 5.) S.00°25'32"W., 494.62 feet to a found 5/8 rebar on said northerly right-of-way line of West Overland Road; thence, along said northerly right-of-way line, 6.) N.89°07'53 "W., 750.09 feet to the POINT OF BEGINNING. CONTAINING 26.35 acres, more or less. Project No: 07041 Date: June 11, 2007 Page: 2 of 2 SUBJECT TO: All Covenants, Rights, Rights -of -Way, Easements of Record and any Encumbrances. HA07041\WPFILES\ExhA_KennedyCC Subdivision.doc ADA COUNTY RECORDER J. DAVID NA VARRO AMOUM 9.00 3 BOISE IDAHO 02/22/07 04:23 PM DEPUTY NHaney �II I�II�I�I'I'��'IIfI���I�I'III'll tI+ RECORDED -RE -RE QUEST OF I 1 Transnatlon Title 107025758 Prepared by and after Recording return to: DBSI MERIDIAN 184 LLC Attn: Lcgal/Acquisitions 12426 W. Explorer Drive, Suitc 100 Boise, Idaho 83713 ofc000�i4�� /Ng1 WARRANTY DEED For the consideration of the sum of Ten and 00/100 Dollars ($10.00) and other valuable consideration, MERIDIAN FREEWAY ASSOCIATES, L.P., an Idaho limited partnership, who acquired title as Meridian Freeway Associates, an Idaho limited partnership ("Grantor"), does hereby grant, sell and convey unto DBSI MERIDIAN I84 LLC, an Idaho limited liability company ("Grantee"), whose address is 12426 W. Explorer Drive, Suite 100, Boise, Idaho 83713, and its successors and assigns forever, the following described real property located in Ada County, Idaho, as described in Exhibit "A" attached hereto and incorporated by this reference (the "Property"). TOGETHER WITH all and singular the tenements, hereditaments, easements, rights and appurtenances thereunto belonging or in any way appertaining, the reversion and reversions, remainder and remainders, rents, issues, and profits thereof; and all estate, right, and interest in and to the Property, as well in law as in equity. SUBJECT to existing taxes, assessments, liens, encumbrances, covenants, conditions, restrictions, rights of way, easements, and other matters of record or otherwise appearing on the land ("Permitted Exceptions"). Grantor hereby, for itself and its successors and assigns, covenants and agrees with Grantee that Grantor is lawfully seized in fee simple of the Property herein conveyed; that it has good right to sell and convey the same in the manner set forth herein and the Property is free and clear of all liens, claims and encumbrances by and through and under the Grantor, except for the Permitted Exceptions; that Grantor, its successors and assigns shall warrant and defend the same unto Grantee forever against the lawful claims and demands of all persons claiming by, throui gh or under Grantor, but against none other. IN WITNESS WHEREOF, the Grantor has caused these presents to be executed this Tyday of February, 2007. MERIDIAN FREEWAY ASSOCIATES, L.P., an Idaho limited partnership By: DBSI Inc., an Idaho corporation Its: General Partner By: Name: q�ro_uglas L. Swenson Its: President Warranty Deed - 1 STATE OF IDAHO ) ) ss. County of Ada } On this day of February, 2007, before me, a Notary Public in and for said State, personally appeared Douglas L. Swenson, known or identified to me to be the President of DBSI Inc., an Idaho corporation, known or identified to me to be the General Partner of Meridian Freeway Associates, L.P., an Idaho limited partnership, the corporation which subscribed said limited partnership's name to the foregoing instrument, and acknowledged to me that such authorized representative executed the same in said limited partnership's name. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and year first above written. d••n1n118"', o`�•,�tA0N S,tj�''•, ,.• P •••••. ••• !)11 '•. :• �pTgR r •: z NOTARY PUBLIC FOR IDAHO �•� Residing at��_ PUBt-lG My commission expires: 1'1?1dz i� '•.,,�Fless O F•� ��•.•. Warranty Deed - 2 EXHIBIT "A" (Legal Description) A parcel of land being a portion of the SE 1/4 of the SW 1/4 of Section 13, T.3N., R.1 W., B.M., Ada County, Idaho and more particularly described as follows: Commencing at an iron pin marking the South 114 corner of said Section 13; thence along the South boundary of said Section 13, which is also the centerline of West Overland Road North 89'26'27" West 1327.84 feet to an iron pin marking the Southwest corner of said SE 1/4 of the SW 114 of Section 13; thence leaving said South boundary along the West boundary of said SE 1/4 of the SW 1/4 of Section 13 North 00°13'19" East, formerly North 00006'51" East, 48.00 feet to an iron pin on the North right-of-way line of said West Overland Road, said point being the POINT OF BEGINNING; thence continuing North 00°13'19" East 1075.98 feet to an iron pin on the South right-of-way line of Interstate Highway 1-84; thence along said South right-of-way line South 89°52'52" East 1327.40 feet, formerly South 89°53'39" East 1325.21 feet to an iron pin on the East boundary of said SE 1/4 of the SW 114 of Section 13; thence leaving said South right-of-way line along said East boundary of the SE 1/4 of the SW 1/4 of Section 13 South 00012'01" West, formerly South 00000'00" West, 585.98 feet to an iron pin. - thence leaving said East boundary South 90°00'00" West 578.50 feet to an iron pin; thence South 00'06'51" West 494.56 feet to an iron pin on said North right-of-way line of West Overland Road; thence along said North right-of-way fine North 89°26'27" West 750.07 feet to the POINT OF BEGINNING, Warranty Deed - 3 69/20/20OG 14:55 251 20895597— DBST LEGAL DEPT PAGE 83/03 FILED EFFECTIVE ARTICLES OIL ORGANIZATION LIMITED LIABILITY COMPANY (Instructions on back of application) 1. The name of the limited liability company is: 2006 SEP 20 PM 2= 57 SELkjL U'00 61 :: OAIE STATE OF IDAHO DBST Meridian 184 LLC 2. The street address of the initial registered office is: 1550 S. Tech Lane, Meridian, ib 83642 and the name of the Initial registered agent at the above address is: Douqlas L. Swenson 3. The mailing address forfuture correspondence Is: 1550 S. Tech Lane, Meridian, ID 83842 4. Management of the limited liability company will be vested In: Managers) ❑ or Members) (plasae ohech the appjopdmte box) 5. If management is to be vested hone or tnore'manager(s), list the'na.me(s) and addresses) of at least one initial.ma6agerAf nianagernent is to be.vested in the member(s); list the name(s) and addresses) of at least one initial member. '*' NaKne . DBSI 2006 land' Opporiunify Fund LLC: 1650 S; Tech Lane Meridian 1D 83542 Address' ' 6. Signature otat least one -person responsible for forming the limited liability company: DBST 20061 Land opportunity Fund L!<..C, socrecary of state use only an Idaho limited liability com ny $y: DBSI Land D I meat i.LC, its Manager By. IDAfiO SECRETLY OF STATE Name: auglas L.. Swenson 09/20/2806 435200 Its: Manager a r 917233 U18� 18 LLC11 C2 weu Fan. STATE OF IDAHO ) COUNTY OF ADA ) AFFIDAVIT OF LEGAL INTEREST (name) (address) (city) (state) being first duly sworn upon, oath, depose and say: 1. That I am the record owner of the property described on the attached, and I grant my permission to: Jer S w-' sue.. 155 0 (nan e) (address) to submit the accompanying application(s) pertaining to that property. 2. 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. 3. 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). rti -- Dated this _day of_ 20 (Signature) SUBSCRIBED AND SWORN to before me the day and year first above written. %"Ia n.,p� NNON S �'', �OTAR�, - (Notary Public for Idaho) =Residing at. 49*-1Sf r° U B 0 %,�qT'•••••••'•P�+ My Commission Expires:1p�j F p F IV �.• 660 E. Watertower Lane, Suite 202 • Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6678 0 Website: www.meridiancity.org Ores Date: 3 - i 2-o -r Project/SubdivisionName: 1\/le2_cl,-0in -T 8y rj6. Applicant/Contact: Tim Mol< City Staff n CZ , 0. M i X-C Ur Y2n Location: S lz i 33y 6bSS t� 133yt, goo St Z 133�j ,q g� Existing Zoning: =-1_ ' Proposed Zoning: N R Contiguous and Within AOI (AZ only): Property Size: Z(,. a. awes Number of Units and/or Lots: Surrounding Uses: Mdus_,-j-a1 Dwelling Type (ifresidential): NA Comprehensive Plan Designation(s): Indvs-l-n'a,1 Street Buffers and/or Land Use Buffers: So- } Open Space/Amenities/Pathways: a ls� S- q $ Z 5 -f Street System/Stub Streets/Access: 1'r; Sewer and Water Service: UX { " p Topography/Hydrology/Floodplain Issues: c r e\k '! �c,i v. ; ', C-„�, Cauals/Ditches/Irrigation and/or Hazards: Kn e Cst.-Fer�,.l History: Pian,u.b► 1 "1 yUv,+ !2ved 49r j+iif p!:Tfr4NGUP O�-ao`I Additional Meeting Notes: Shkll e6n,ply u, �p F Vic:,,,.., r��.__ . . __ . 1 IPD Di-C)oR /'PI17rerte'I ro UDC, r- .,-e&Jh),O_Wd Sh, ,RD ke i P,1,2n, -& K: Other Agencies/Departments to Contact (circle): Ada County Highway District Idaho Transportation Department Nampa and Meridian Irrigation Settlers Irrigation Sanitary Services Corporation Central District Health Fire Department Police Department Applications Required (circle all that apply): Accessory Use Alternative Compliance Annexation Design Review Final Plat Modification Certificate of Zonin Com fiance Co, m plan Ma ►a P Atnendtn_ Mrsc. (DA Modification) Planned Unit Development _ P e en rrretc CComp Plan Text Arisen ent,:t�'�ei, onditional Use Permit �� �Ar rehmin lat P ' to Street Rezone -ta C-C- Cop rPq_ ad'• 41.p GG6n1y allawcd w CPA d&''r� cup Ol-•� � l Parks Department Public Works Department Building Department Other: Short Plat Time Extension UDC Text Amendment Vacation Variance Other: Additional Pre -Application Conference (circle 11 one): Required :;e Anticipated Submission Date: A'P r; I ! S zooms of Anticipated Hearing Date: m d Y\.?- 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 Text Amendments and Vacation applications, all other applications requiring a public hearing shall be posted in accordance with UDC 11-5A-5 D. 3) The information provided during this meeting l Ye Plan Comprehensive Plan. Any subsequcnt changes to City Code and/or the Comprehensive PIan may affect your Csubmittal and/or application_ This pre -application meeting shall be valid for 6 monthve Pla on current City Code and PrP_v-aj,s WPJpD &Tired} "Tr�ature s. p-01.Oo 9 tra /l.e y Feckn; Gwl Certler D�Y Pre -Application Neighborhood Meeting Notice May 23, 2007 Dear Property Owner, The City of Meridian City Code requires that an opportunity for a meeting between the applicant of a development proposal and the adjacent property owners in the area in which the development site is located be provided in association to the application being submitted to the City. This letter is such notice of an opportunity to review and discuss a pending application for a Modification to the existing Conditional Use Permit, and a Preliminary Plat on a 26.2 acre parcel(s) which is currently zoned as I-L (Light Industrial) located at 1250 W. Overland Road. Meridian, Idaho. The development is proposed to be thirteen lots (11) building lots and (2) common area lots. When: Date: Tuesday June 5th, 2007 Time: 6:00 PM Where: Western Electronics Bldg. (Board room) Sign will be posted in lobby (Address: 1550 S. Tech Lane. Meridian, Idaho) (See enclosed map) If you have any questions about the meeting and/or development project, please contact: Alan Durrant D.B.S.I. 12426 W. Explorer Dr. Suite 100 83713 (208) 489-2599 H.- 070411 WPFILESWeighborhood Notice 07041.doc Neighborhood Meeting Sign -In Sheet For Tuesday, June 5th, 2007 Meeting to Discuss the Proposed I-84 Subdivision NAME q f ADDRESS M SKS�''� Ki � �' 1 J d4% �VC �'A✓�� �O� � l � �� i ct v� d p s6o H.- 0704PWPFILEYNeighborhood Notice 07041.doc FILENAME Page Text2 Text3 ALTIERI MELISSA 915 W JACKSNIPE DR BEEDE ROBERT F & BEEDE SUSAN E 1772 S RIVERCHASE WAY BLUE HORIZON HOMEOWNERS ASSOCIATION INC PO BOX 140273 BLUE HORIZON HOMEOWNERS ASSOCIATION INC PO BOX 140273 BOISE WALTMAN LLC 970 W BROADWAY # 443 BRANDT ROBERT T TRUST & BRANDT ROBERT T TRUSTEE 871 W JACKSNIPE DR BURLEY NATHANIEL W 1101 W JACKSNIPE DR DBSI INDUSTRIAL LTD PARTNERSHIP 12426 W EXPLORER DR STE I00 EDWARDS DEARL W & EDWARDS TYNA M 1155 S PELICAN WAY ENCISO GLORIA W 893 W JACKSNIPE DR EPPS EDWARD L JR & EPPS HEIDI R 1136 S MUSCOVY AVE GRIGSBY DONN C & GRIGSBY SANDRA J 3245 ROUND HILL DR HENDRICKS DAVID & ASLANZADEH STACY L 1065 ALLANTE PL HINTZE JEFF D & HINTZE AMY E 1085 W JACKSNIPE DR HUNEMILLER RUSSELL 3299 DAVIS DR JENKINS RE13EKAH R & JENKINS BRADY D 1047 W JACKSNIPE DR JONES DELBERT R & JONES SYLVIA C 999 W JACKSNIPE DR KING DEXTER G 1195 W OVERLAND RD KRUGER JASON D & KRUGER LELONI J 931 W JACKSNIPE DR LANDEN LAURA A PO BOX 140494 LANDING NO 1 I HOA P.O. BOX 1246 MADOLE FAMILY RESIDUAL TRUST & MADOLE MADALENE TRUSTEE 1 SOMMERVILLE PL MARCUM DIRK & MARCUM LESLIE 14364 HWY 21 MATHEW CHRIS & CALDERON NORMA 953 W JACKSNIPE DR MATT SAM INC PO BOX 1118 MERIDIAN FREEWAY ASSOCIATION 12426 W EXPLORER DR STE 100 MERIDIAN FREEWAY ASSOCIATION 12426 W EXPLORER DR STE 100 MERIDIAN FREEWAY ASSOCIATION 12426 W EXPLORER DR STE 100 MOUNTAIN VIEW EQUIPMENT CO PO BOX 690 MOUNTAIN VIEW EQUIPMENT CO PO BOX 690 MOUNTAIN VIEW EQUIPMENT CO PO BOX 690 NELSON STACY & NELSON SHAUNA 975 W JACKSNIPE DR OYLER CRAIG A 1069 W JACKSNIPE DR PFOST THOMAS L & PFOST JOANN Q 1205 W OVERLAND RD RICE THOMAS B JR & RICE SAMANTHA L 962 S BROOK TROUT WAY SANDOVAL WALTER & RAMIREZ- SANDOVAL MIREYA 1150 S MUSCOVY AVE VENGA VENTURES LLC PO BOX 2830 VENGA VENTURES NO 2 LLC PO BOX 2830 WILBURN STEVEN 947 W JACKSNIPE DR m m Text4 MERIDIAN, ID 83642-0000 EAGLE, ID 83616-0000 BOISE,ID 83714-0000 BOISE, ID 83714-0000 JACKSON, WY 83001-9475 MERIDIAN, ID 83642-0000 MERIDIAN, ID 83642-0000 BOISE, ID 83713-0000 MERIDIAN, ID 83642-0000 MERIDIAN, ID 83642-0000 MERIDIAN, ID 83642-0000 HAYWARD, CA 94542-2141 BOISE, ID 83709-0000 MERIDIAN, ID 83642-0000 MERIDIAN, ID 83642-0000 MERIDIAN, ID 83642-0000 MERIDIAN, ID 83642-0000 MERIDIAN, ID 83642-6513 MERIDIAN, ID 83642-0000 BOISE, ID 83714-0000 MERIDIAN, ID 83680-1246 LADERA RANCH, CA 92694-0000 BOISE, ID 83716-0000 MERIDIAN, ID 83642-0000 MERIDIAN, ID 83680-0000 BOISE, ID 83713-0000 BOISE, ID 83713-0000 BOISE, ID 83713-0000 MERIDIAN, ID 83680-0690 MERIDIAN, ID 83680-0690 MERIDIAN, ID 83680-0690 MERIDIAN, ID 83642-0000 MERIDIAN, ID 83642-0000 MERIDIAN, ID 83642-6513 MERIDIAN, ID 83642-0000 MERIDIAN, ID 83642-0000 KETCHUM, ID 83340-0000 KETCHUM, ID 83340-0000 MERIDIAN, ID 83642-0000 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 applications) on the property under consideration. The applicant shall submit proof of property posting in the form of a notarized statement and a photograph of the posting to the City no later than seven (7) days prior to the public hearing attesting to where and when the 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 I i -5A-5. �- 7-d l Applicant/ gent signature Date Page 1 of 2 0n Blakney, Doug From: David Couch [dscouch@adaweb.net] Sent: Thursday, June 07, 2007 7:51 AM To: Young, Dan Subject: RE: SUBDIVISION NAME RESERVE REQUEST-DBSI-07041 June 7, 2007 Dan Young Toothman-Orton Engineering RE: Subdivision Name Reservation: KENNEDY COMMERCIAL CENTER SUBDIVISION Dear Applicant, At your request, I will reserve the name "KENNEDY COMMERCIAL CENTER 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, David J. Couch, PLS Ada County Surveyor For procedure on reserving subdivision names go to: http://xvww.adaweb.net/devserv/survev/Rsubname.htm Check out the list of subdivision names at: http://www.adaweb.net/dey5epL/survey/subnames.btm From: Young, Dan [mailto:DYoung@toengrco.com] Sent: Wednesday, June 06, 2007 2:24 PM To: David Couch Subject: SUBDIVISION NAME RESERVE REQUEST-DBSI-07041 Mr. Couch, Toothman-Orton Engineering Co. would like to request the reservation and use of the name "Kennedy Commercial Center Subdivision" for a proposed subdivision located in Township 3 North, Range 1 West, Section 13. The property lies in the SE1/4 of the SW1/4 of Section 13. The applicant for the preliminary plat is Tim Mokwa. Please let me know if this is acceptable. Thanks. Dan Young, P.L.S. Project Surveyor Toothman-Orton Engineering Company 9777 Chinden Blvd. 6-7-2007 Page 2 of 2 Boise, ID 83714-2008 323-2288 tele 323-2399 fax This message is confidential, engineer-client/work product protected, and is intended only for use by the intended recipient. Any other use is expressly prohibited and any violation will result in prosecution to the fullest extent of the law. Ifyou receive this message by mistake please destroy it immediately. Thank you. 6-7-2007 MATERIALS TESTING & INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL ENGINEERING REPORT of Proposed Multi -Lot Commercial Subdivision 1250 W. Overland Road Meridian, Idaho Prepared for: DBSI Discovery Real Estate Services 12426 West Explorer Drive, Suite 100 Boise, Idaho 83713 MTI File Number B61920g 2791 South Victory View Way - Boise, ID 83709 - (208) 376-4748 - Fax (208) 322-6515 E-Mail mti@mti-id.com 0 www.mti-id.com MATERIALS December 14, 2006 TESTING & Page # 1 of 33 INSPECTION 1\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Mr. Allen Durrant DBSI Discovery Real Estate Services 12426 West Explorer Drive, Suite 100 Boise, Idaho 83713 (208) 955-9807 Re: Geotechnical Engineering Report Proposed Multi -Lot Commercial Subdivision 1250 W. Overland Road Meridian, Idaho Gentlemen: In compliance with your instructions, we have conducted a soils exploration and foundation evaluation for the above referenced development. Fieldwork for this investigation was conducted on 4 December 2006. Data have been analyzed to evaluate pertinent geotechnical conditions. Results of this investigation, together with our recommendations, are to be found in the following report. We have provided three copies for your review and distribution. Often questions arise concerning soil conditions because of design and construction details that occur on a project. MTI would be pleased to continue our role as geotechnical engineers during project implementation. Additionally, MTI would be pleased in providing materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering services, we will be pleased to meet with you at your convenience. MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions, please call (208) 376-4748. Respectfully Submitted, Materials Testing & Inspection, Inc. r r� Jesse Barrus, E.I.T. Staff Engineer Reviewed by: Reviewed by: ��. ,mow i:EVi�f L. SCHROEDER d /ZV/�-(pG v 964 ' , -oeder, P.G. �= .ger Copyright© 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com MATERIALS December 14, 2006 TESTING & v Page # 2 of 33 INSPECTION \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections TABLE OF CONTENTS Proposed Multi -Lot Commercial Subdivision........................................................................................... 1 1250 W. Overland Road............................................................................................................................ 1 EXECUTIVESUMMARY ....................................................................................................................................... INTRODUCTION.................................................................................................................................................. 3 5 ProjectDescription................................................................................................................. ................. 5 Authorization............................................................................................................ Purpose...................................................................................................................................................... 5 Scopeof Investigation 5 ............................................................................................................................... 6 Warrantyand Limiting Conditions............................................................................................................ 6 DESCRIPTIONOF SITE ........................................................................................................................................ SiteAccess 7 .................................................................................................................................................7 RegionalGeology...................................................................................................................................... 7 Site Topography, Drainage, and Vegetation.............................................................................................. 7 Regional Site Climatology and Geochemistry........................................................................................... 7 GeoseismicSetting.................................................................................................................................... 8 SOILSEXPLORATION .......................................................................................................................................... 8 Exploration and Sampling Procedures....................................................................................................... 8 LaboratoryTesting Program.............................................................:........................................................8 Soiland Sediment Profile .......................................................................................................................... SoilsSurvey Review 8 .................................................................................................................................. VolatileOrganic Scan 9 ................................................................................................................................ SITEHYDROLOGY 10 .............................................................................................................................................. Groundwater.............................................................................................................................................. 10 SoilInfiltration Rates 10 ................................................................................................................................. FOUNDATION, SLAB, AND PAVEMENT DISCUSSION AND RECOMMENDATIONS.................................................. 10 11 Foundation Design Recommendations...................................................................................................... 11 FloorSlab-on-Grade.................................................................................................................................. 12 MoistureConditioning Procedure .............................................................................................................. RecommendedPavement Sections 12 ............................................................................................................ FlexiblePavement Sections 13 ....................................................................................................................... 13 Common Pavement Section Construction Issues.......................................................................................14 CONSTRUCTION CONSIDERATIONS ..................................................................................................................... 15 Earthwork.................................................................................................................................................. 15 DryWeather ............................................................................................................................................... 15 WetWeather..............................................................................................................................................16 SoftSubgrade Soils.................................................................................................................................... 16 FrozenSubgrade Soils............................................................................................................................... 16 StructuralFill............................................................................................................................................. 17 Backfili...................................................................................................................................................... 17 Excavations................................................................................................................................................ 18 GroundwaterControl ................................................................................................................................. GENERALCOMMENTS 18 ........................................................................................................................................ 19 REFERENCES...................................................................................................................................................... 20 AcronymList............................................................................................................................................. 21 GeotechnicalGeneral Notes ...................................................................................................................... 22 Geotechnical Investigation Test Pit Log.................................................................................................... 23 AASHTO Pavement Thickness Design Procedures.................................................................................. 31 Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com MATERIALSw, December 14, 2006 TESTING & Page # 3 of 33 INSPECTION \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections EXECUTIVE SUMMARY The following is a brief summary of significant geotechnical issues for the proposed development, presented with conclusions and recommendations. This summary must be read in conjunction with the entire accompanying report for proper interpretation of the overall investigation. Subsurface Conditions: Sandy Silt Fill (ML-FILL) - At the ground surface in test pits 1, 3, and 4, was brown to light brown, dry, loose, sandy silt fill. This fill zone generally exhibited organic material throughout and some gravels. Fills extended to depths of 1.3 to 3.4 feet bgs. Lean Clay (CL) or Borderline Lean/Fat Clay (CL/CH) — Brown to dark brown, dry to slightly moist, very stiff to hard, clay soils were observed at ground surface or below the fills. Fine-grained sand was observed throughout the clay soils, and organic material was present in the surficial clays generally within the upper 6 to 9 inches bgs. This soil was noted to depths of 1.1 to 5.8 feet bgs. Sandy Silt (ML) — Underlying the clay soils, brown to light brown, dry to moist, stiff to hard, sandy silt was observed in most of the test pits. Calcium carbonate cementation was present in varying strengths and horizons through the these soils. Where encountered, this soil type was noted to depths of 2.8 to 8.9 feet bgs. Silty Sand (SM) - With depth in most of the test pits, the above described sandy silt graded into silty sand soils. This soil type classifies as brown to light brown, slightly dry to saturated, and medium dense to dense, with fine grained sand. Silty sand soils exhibited various strengths of calcium carbonate cementation intermittently throughout the horizon. This soil was observed to depths of 6.6 to 13.8 feet bgs. Poorly -Graded Sandy Gravel (GP) — Brown to light brown, dry to saturated, dense to very dense, poorly - graded gravel sediments were observed in each test pit. Cobbles of up to 10 inches in diameter were present within this sediment. Poorly -graded gravel sediments extended beyond the termination depths of each test pit. Groundwater Conditions: Groundwater was encountered during the field investigation at depths ranging from 11.3 to 13.8 feet bgs, varying with topography, and exclusively noted in the northern portion of the site. Soil moistures in the test pits were generally dry to slightly moist within surficial soils. Within the poorly -graded sandy gravels, soil moisture graded from dry to saturated as the water table was approached and penetrated. Groundwater levels in the site vicinity are controlled in large part by residential and commercial irrigation activity and canal leakage in the local area. Maximum groundwater elevations likely occur during irrigation season. Estimating seasonal groundwater level fluctuation is problematic without regular monitoring. However, during previous explorations performed in August 2006, within approximately 0.25 mile of the project site, groundwater was noted to a depth of 6.8 feet bgs. Therefore, based on evidence of this investigation and background knowledge of the area, MTI anticipates groundwater depths to remain greater than 7 feet bgs throughout the year, in the northern portion of the site, and grading to deeper than 12 feet bgs to the south. This depth is an estimate and should be confirmed following periodic groundwater data collection from the piezometer installed in test pit 3. MTI is available to perform monitoring, if desired. Copyright cc 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com 0 www.mti-id.com MATERIALS TESTING INSPECTION December 14, 2006 Page # 4 of 33 \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Building Foundations: Footing Depth ASTM D 1557 Net Allowable Subgrade Compaction Soil Bearing Capacity Footings must bear on competent, native, sandy silt soils, poorly graded sandy gravel sediments, 3,0001bs/ft2 or compacted structural fill. Existing clay soils Not Required for 1 and fill materials must be completely removed Native Soil A /3 increase is allowable from below foundation elements.' Excavation for short-term loading, depths ranging from 1.2 to 5.8 feet bgs should be 95% for Structural Fill which is defined by seismic anticipated to expose proper bearing soils. events or designed wind 'MTI recommends that a qualified geotechnical engineer or engineering technician verify the bearing soil suitability for each structure at the time of construction Building Floor Slabs: Potential movements associated with seasonal moisture variation within moderate to highly expansive clay soils are anticipated to be on the order of 0 to 2 inches, depending on location. Considering this preparing the subgrade in accordance with the following recommendations will be required to prevent movement of r und-supported slabs. Recommendations are as follows: 1. Where no fills are present, strip vegetation and excavate the upper clay soils to sandy silt soils or 24 inches which ever is less. After excavation, if clays still remain in the subgrade, moisture conditions the exposed clay, and replace with compacted structural fill in accordance with the Structural Fill section of this report. A Qualified soils technician is recommended to identify clay soils in the field 2. Where fills are present, remove fills completely exposing clay soils, and moisture condition the clays as presented below. If the fills are less than 24 inches in thickness, remove a portion of the clays to achieve a minimum of 24 inches of compacted structural fill below the slabs. Granular structural fill must be placed and compacted in accordance with recommendations presented in the Structural Fill section of this report. A Qualified soils technician is recommended to identify soils in the field Pavement: Pavement Section Component Driveways and Parking No Truck Access Driveways and Parking Truck Access Asphaltic Concrete 2.5 Inches 3.0 Inches Crushed Aggregate Base 4.0 Inches 4.0 Inches Structural Subbase 6.0 Inches 10.0 Inches Compacted Subgrade 24.0 Inches' 24.0 Inches' ' Where fill is encountered, compaction of existing subgrade will be required in all areas underlain by fill material. Compaction may be achieved by removal of 12 inches of existing fill, compaction of exposed subgrade, and subsequent replacement and compaction of fill. All debris and organics must be removed from fill prior to placement and compaction as fill. Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com MATERIALS December 14, 2006 TESTING &' ... Page# 5 of33 INSPECTION \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑Special Inspections INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2003 International Building Code (IBC). Information in support of groundwater and storm water issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or drawings for the development from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in foundation recommendations are required. Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer. Project Description The proposed development is in the southern portion of the City of Meridian, Ada County, Idaho, and occupies a portion of the SWt/4SW1/4 of Section 13, Township 3 North, Range 1 West, Boise Meridian. This project will consist of construction of multiple commercial structures to be developed on approximately 26 acres. Total settlements are limited to 1 inch. Loads of up to 3,000 pounds per lineal foot for wall footings, and column loads of up to 50,000 pounds were assumed for settlement calculations. Additionally, assumptions have been made for traffic loading of pavements. Retaining walls are not anticipated as part of the project. MTI has not been informed of proposed grading. Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Mr. Allen Durrant of DBSI Discovery Real Estate Services to Jesse Barrus of Materials Testing and Inspection, Inc. (MTI), on 27 November 2006. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between DBSI Discovery Real Estate Services and MTI. Our scope of services for the proposed development has been provided in our proposal dated 20 October 2006 and repeated below. Purpose The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by either design engineers or architects in: • Preparing or verifying suitability of foundation design and placement • Preparing site drainage designs • Indicating issues pertaining to earthwork construction • Preparing light and heavy duty pavement section design requirements Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION December 14, 2006 \./ Page # 6 of 33 \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, review of available environmental reports, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and laboratory testing of materials collected, and engineering analysis and evaluation of foundation materials. Warranty and Limiting Conditions Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. This report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. Upon commencement of construction, such conditions may be identified that required corrective actions; and these required corrective actions may impact the project budget. This report was prepared for exclusive use of DBSI Discovery Real Estate Services and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed -upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection, Inc. ("Consultant"). Use or misuse of this report, or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Copyright 0 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com MATERIAL December 14, 200E TESTING & Page # 7 of 33 NSPECTION \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing 0 Special Inspections DESCRIPTION OF SITE Site Access Access to the site may be gained via Interstate 84 to the Meridian Road exit. Proceed south on Meridian Road approximately 1/8 mile to its intersection with Overland Road. From this intersection, proceed west t/2 mile to Tech Lane. The site occupies the northwest corner of this intersection, and extends partially in the northeast corner. Presently the site exists as undeveloped bare land. The location. is depicted in site map plates included in the Appendix. Regional Geology The subject site is located within the Boise Valley which is directly underlain by a thick sequence of alluvial sands and gravels typically deposited on basalt formations. These sediments are loosely named the Boise River Gravels and were deposited as river floodplain and stream outwash from the Boise River. These gravel deposits tend to have imbricated well-rounded clasts, poor sorting and crude stratification. Beds of gravel and lenses of cross -bedded sands/silts suggest deposition in braided channels. The Boise River Gravels consist of unconsolidated clay, silt, sand, gravel, and cobbles. The Boise River Gravels have been subdivided into smaller units based on their age and are exposed as distinct alluvial terraces. Five of these terraces are well exposed in the Boise area and range in age from Middle Pleistocene to Holocene (<1 million years ago). The site is situated on the Sunrise Terrace, the third terrace above the flood plain. The Sunrise Terrace generally consists of sandy pebble and cobble gravels with a mantling of 3 to 7 feet of loess. The entire thickness is approximately 45 feet. Underlying these soils are poorly graded free draining washed sands and sandy gravels (Othberg and Stanford, 1992). Site Topography, Drainage, and Vegetation This proposed development consists of approximately 26 acres of gently sloping terrain. Throughout the majority of the site, surficial soils consisted of fine-grained soils. Regional drainage is north toward the Boise River. Storm water drainage for the site is achieved by percolation through surficial soils. No storm water drainage facilities are located in the vicinity of the site, and the area will not receive off -site drainage. Vegetation throughout the area consists primarily of agricultural plants, and other native grass varieties typical of and to semi -arid environments. Regional Site Climatology and Geochemistry According to the United States Department of Agriculture (USDA), Soil Conservation Service (SCS), Soil Survey of Ada County Area, Idaho, 1980, average precipitation for the region is on the order of 10 to 12 inches per year, and average daily temperatures range from 20' F to 91 ° F with extremes ranging from -4° F to 102' F. In spring, average wind speed is approximately I I miles per hour with a prevailing direction from the southeast. Frost penetration is generally on the order of 6 inches with extremes ranging to 3 feet. Soils and sediments in the area are primarily derived from siliceous materials and exhibit low electro-chemical potential for corrosion of metals or concretes, and local aggregates are generally appropriate for portland cement and lime cement mixtures. Surface waters, groundwaters, and soils in the region typically have pH levels ranging from 7 to 9. No indication of abnormal geochemical conditions were noted on site. Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com MATERIALS - TESTING & INSPECTION December 14, 2006 Page # 8 of 33 \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing O Special Inspections Geoseismic Setting Soils on site are classed as Site Class D in accordance with Chapter 16 of the 2003 edition of the IBC. Structures constructed on this site should be designed per IBC requirements for such a seismic classification. Our investigation did not reveal potential hazards resulting from earthquake motions: slope instability, liquefaction, and surface rupture because of faulting or lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low. SOILS EXPLORATION Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means of visual approximation from on -site features or known locations and are presumed to be accurate to within a few feet. Upon completion of investigation, each test pit was backfllled with loose excavated materials. These loose areas need to be re -excavated and compacted prior to constructing structures over them. In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented on these logs. It is recommended that these logs not be used for estimating quantities because of highly interpretive results. Laboratory Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in analyzing the anticipated behavior of the proposed structures. Laboratory tests were conducted according to current applicable American Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the accompanying logs located in the Appendix. The laboratory testing program for this report included: Atterberg Limits Tests - ASTM D 4318, Grain Size Analysis - ASTM C 117/C 136, and California Bearing Ratio analysis (CBR value) - ASTM D 1883. Soil and Sediment Profile Test pits were advanced to depths of 5.5 to 13.9 feet below ground surface (bgs) across the site. Groundwater was present at a depths of 11.3 to 13.8 feet bgs in the northern portion of the site. Test pits were terminated when groundwater or free draining soils were encountered. The developed profile represents only a generalized case, and variations between test pit locations should be anticipated. Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 •Fax (208) 322-6515 E-Mail mti@Mti-id.com • www.Mti-id.com MATERIALLF December 14, 2006 TESTING `� Page # 9 of 33 INSPECTION \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services Cl Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Sandy Silt Fill (ML-FILL) - At the ground surface in test pits 1, 3, and 4, was brown to light brown, dry, loose, sandy silt fill. This fill zone generally exhibited organic material throughout and some gravels. Fills extended to depths of 1.3 to 3.4 feet bgs. Lean Clay (CL) or Borderline Lean/Fat Clay (CL/CH) — Brown to dark brown, dry to slightly moist, very stiff to hard, clay soils were observed at ground surface or below the fills. Fine-grained sand was observed throughout the clay soils, and organic material was present in the surficial clays generally within the upper 6 to 9 inches bgs. This soil was noted to depths of 1.1 to 5.8 feet bgs. Sandy Silt (ML) — Underlying the clay soils, brown to light brown, dry to moist, stiff to hard, sandy silt was observed in most of the test pits. Calcium carbonate cementation was present in varying strengths and horizons through the these soils. Where encountered, this soil type was noted to depths of 2.8 to 8.9 feet bgs. Silty Sand (SM) - With depth in most of the test pits, the above described sandy silt graded into silty sand soils. This soil type classifies as brown to light brown, slightly dry to saturated, and medium dense to dense, with fine grained sand. Silty sand soils exhibited various strengths of calcium carbonate cementation intermittently throughout the horizon. This soil was observed to depths of 6.6 to 13.8 feet bgs. Poorly -Graded Sandy Gravel (GP) — Brown to light brown, dry to saturated, dense to very dense, poorly - graded gravel sediments were observed in each test pit. Cobbles of up to 10 inches in diameter were present within this sediment. Poorly -graded gravel sediments extended beyond the termination depths of each test Pit. Test pit walls were generally stable with the exception of those through the surficial fill and through saturated gravels. Excavations through fill material and granular sediments, particularly after penetrating the water table, will have a propensity for sloughing or caving. Soils Survey Review Review of the United States Department of Agriculture (USDA) Soil Conservation Service, Soil Survey of Ada County Area, Idaho, 1980, indicates that the site includes 2 soils types: Elijah silt loam and Purdam silt loam. Specific soils characteristics, as defined by the USDA, have been listed below for each of these soils: • Elijah silt loam: This soil is moderately deep to hardpan and well drained, with moderately slow penneability above hardpan, slow ninoff, and slight erosion hazard. Digging and trenching for utilities may be hampered by hardpan, while low strength of soil and frost action potential may limit the construction of roads and paved surfaces. • Purdam silt loam: This soil is well -drained, moderately slow permeability above hardpan and digging and trenching in this soil may be hampered by hardpan. The low strength, frost action potential, and high shrink -swell potential limit the construction of roads and streets, however, suitable sub -grade material can offset these limitations. Copyright 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax(208) 3226 Materials Testing &Inspection, Inc. 515E-Mail mti@mti-id.com • www.mti-id.com MATERIAL December 14, 2006 TESTING & Page # 10 of 33 INSPECTION \\server\boise\2006 reports\I800-1999\b61920g\b61920_geotech.doc 0 Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Volatile Organic Scan No environmental concerns were identified prior to commencement of the investigation. Therefore, soils obtained during on -site activities were not assessed for volatile organic compounds by portable photoionization detector (PID). Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type contamination. No evidence of groundwater contamination was noted during the site visit. SITE HYDROLOGY Existing surface drainage conditions are defined in the Site Topography, Drainage, and Vegetation section. Information provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report. Groundwater Groundwater was encountered during the field investigation at depths ranging from 11.3 to 13.8 feet bgs, varying with topography, and exclusively noted in the northern portion of the site. Soil moistures in the test pits were generally dry to slightly moist within surficial soils. Within the poorly -graded sandy gravels, soil moisture graded from dry to saturated as the water table was approached and penetrated. Groundwater levels in the site vicinity are controlled in large part by residential and commercial irrigation activity and canal leakage in the local area. Maximum groundwater elevations likely occur during irrigation season. Estimating seasonal groundwater level fluctuation is problematic without regular monitoring. However, during previous explorations performed in August 2006, within approximately 0.25 mile of the project site, groundwater was noted to a depth of 6.8 feet bgs. Therefore, based on evidence of this investigation and background knowledge of the area, MTI anticipates groundwater depths to remain greater than 7 feet bgs throughout the year, in the northern portion of the site, and grading to deeper than 12 feet bgs to the south. This depth is an estimate and should be confirmed following periodic collection from the piezometer installed in test pit 3. MTI is available to perform monitoring, if desired r data Soil Infiltration Rates Soil permeability, which was not tested in the field, is a measure of the ability of a soil to transmit a fluid. Given the absence of these measurements, for this report an estimation of fluid transport is presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay and silt soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour; though calcium carbonate cementation encountered within cemented silt soils may reduce this value to near zero. Silty sand soils usually display rates of 6 to 18 inches per hour. Poorly -graded gravel sediments typically exhibit infiltration values in excess of 24 inches per hour. Infiltration testing is generally not required within these sediments as a result of the free -draining nature. Copyright© 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • E-Mail mti@mti-id.com . (208) 376•Fax (2 www. mti-id.com 08) 322-6515 om MATERIALS TESTING Fr INSPECTION December 14, 2006 Page # 11 of 33 \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotecn.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections It is recommended that infiltration facilities constructed on the site be extended into native sandy gravel sediments. Excavation depths of approximately 1.9 to 13.8 feet bgs should be anticipated to expose these sandy gravel sediments. Because of the high soil permeability, ASTM C 33 filter sand, or equivalent, should be incorporated into design of infiltration facilities. An infiltration rate of 8 inches per hour should be used in design. FOUNDATION, SLAB, AND PAVEMENT DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed development. Two requirements must be fulfilled in the design of foundations. First, the applied bearing stress must be less than the ultimate bearing capacity of foundation soils to maintain stability. Second, total and differential settlement must not exceed an amount that will produce an adverse behavior of the superstructure. Allowable settlement is usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure is normally controlled by settlement considerations. Considering subsurface conditions and the proposed construction, it is recommended that the structure be founded upon conventional spread footings and continuous wall footings. Total settlements should not exceed 1 inch if the following design and construction recommendations are observed. Foundation Design Recommendations On the basis of data obtained from the site and test results from various laboratory tests performed, MTI recommends following guidelines be used for the net allowable soils bearing capacity: Soil Bearing Ca Footing Depth ASTM D 1557 Net Allowable Subgrade Compaction Soil Bearing Cavaci Footings must bear on competent, native, sandy silt soils, poorly graded sandy gravel sediments, 3,000 lbs/ft2 or compacted structural fill. Existing clay soils Not Required for and fill materials must be completely removed Native Soil A '/3 increase is allowable from below foundation elements.' Excavation for short-term loading, depths ranging from 1.2 to 5.8 feet bgs should be 95% for Structural Fill which is defined by seismic anticipated to expose proper bearing soils. events or designed wind speedS. 'MTI recommends that a gualified eotechnical en ineer or en ineerin technician verify the bearm soil suitability for each structure at the time of construction Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com - www.mti-id.com MATERIALS,,..,, December 14, 2006 TESTING & u Page # 12 of 33 1 NSPECTION \\server\boise\2006 reports\1800-1999\b61920g\b61920 geotech dog ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Footings should be proportioned to meet either the stated soil bearing capacity or the 2003 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately '/z inch. Objectionable soil types encountered at the bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the footing subgrade will require over -excavation and backfilling with structural fill. To minimize the effects of slight differential movement that may occur because of variations in character of supporting soils and in seasonal moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid as possible. For frost protection the bottom of external footings should be 30 inches below finished ade Floor Slab -on -Grade Potential movements associated with seasonal moisture variation within moderate to highly expansive clay soils are anticipated to be on the order of 0 to 2 inches, depending on location. Considering this pre aring the subgrade in accordance with the following recommendations will be required to prevent movement of ground -supported slabs. The presence of a qualified soils technician is recommended to identify clay soils in the field. Recommendations are as follows: 3. Where no fills are present, strip vegetation and excavate the upper clay soils to sandy silt soils or 24 inches which ever is less. After excavation, if clays still remain in the subgrade, moisture conditions the exposed clay, and replace with compacted structural fill in accordance with the Structural Fill section of this report. 4. Where fills are present, remove fills completely exposing clay soils, and moisture condition the clays as presented below. If the fills are less than 24 inches in thickness, remove a portion of the clays to achieve a minimum of 24 inches of compacted structural fill below the slabs. Granular structural fill must be placed and compacted in accordance with recommendations presented in the Structural Fill section of this report. Moisture Conditioning Procedure The clay soils should be scarified to a depth of 6 inches and re -compacted to a minimum of 92 percent and a maximum of 98 percent of the maximum density as determined by ASTM D 698. The moisture content should range from 1 to 4 percentage points above optimum. Structural fill should be placed as soon as possible after re -compaction of clay soils in order to limit moisture loss within the upper clays. Ground surfaces should be sloped away from structures at a minimum of 5 percent for a distance of 10 feet to provide positive drainage of surface water away from buildings. Grading must be provided and maintained following construction. Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com MATERIALS, TESTING & INSPECTION December 14, 2006 u Page # 13 of 33 \\server\boise\2006 reports\I800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services O Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections A free -draining granular mat (drainage fill course) should be provided below slabs -on -grade. This should be a minimum of 4 inches in thickness and properly compacted. The mat should consist of a sand and gravel mixture, complying with Idaho Standards for Public Works Construction (ISPWC) specifications for 3/4-inch (Type 1) crushed aggregate. A moisture -retarder should be placed beneath floor slabs to minimize potential ground moisture effects on moisture -sensitive floor coverings. The moisture -retarder should be at least 10-mil in thickness and have a permeance of less than 0.3 US perms as determined by ASTM E 96. Placement of the moisture -retarder will require special consideration with regard to effects on the slab -on -grade. Use of a blotter sand over the moisture -retarder or placement of the moisture -retarder directly on the slab should be considered. Upon request, MTI can provide further consultation regarding installation. The granular mat should be compacted to no less than 95 percent of maximum density as determined by ASTM D 1557. Recommended Pavement Sections MTI has made assumptions for traffic loading variables based on the character of the proposed construction. The Client should review these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. MTI collected a sample of near -surface soils for CBR testing representative of soils to depths of 1.9 feet below existing ground surface. This sample, consisting of borderline lean/fat clay collected from test pit 5, yielded a CBR value of 6 with a swell of 1.2 percent. The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e.g. soil preparation, may be required to support construction equipment. These have been listed within the Soft Subgrade Soils subsection. Results of the test are graphically depicted in the Appendix. Flexible Pavement Sections The AASHTO design method has been used to calculate the following pavement sections. Calculation sheets provided in the Appendix indicate the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement sections. MTI recommends that materials used in the construction of asphaltic concrete pavements meet requirements of the State of Idaho Transportation Department (ITD) Standard Specification for Highway Construction. Construction of the pavement section should be in accordance with these specifications and should adhere to guidelines recommended in the section on Construction Considerations. Pavement Section Component ---- - - -- ♦I ... �XAL U C%,111Ld Driveways and Parking L1U115 Driveways and Parking No Truck Access Truck Access Asphaltic Concrete 2.5 Inches 4.0 Inches 3.0 Inches Crushed Aggregate Base 4.0 Inches Structural Subbase 6.0 Inches 10.0 Inches Compacted Subgrade 24.0 Inches' 24.0 Inches' 1 Where fill k P.11n(17intic TP/l --- _-- r_� _-- _l buugraae win oe required in all areas underlain by fill material. Compaction may be achieved by removal of 12 inches of existing fill, compaction of exposed subgrade, and subsequent replacement and compaction of fill. All debris and organics must be removed from fill prior to placement and compaction as fill. Copyright O 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way - Boise, ID 83709 - (208) 376-4748 - Fax (208) 322-6515 E-Mail mti@mti-id.com - www.mti-id.com ewMATERIALS TESTING &' INSPECTION December 14, 2006 Page # 14 of 33 \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doe ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑Special Inspections MTI recommends that a gualified geotechnical engineer or engineering technician verify the sub rade competence at the time of construction Asphaltic Concrete: Asphalt mix design shall meet the requirements of ITD Class III plant mix. Materials shall be placed in accordance with ITD Standard Specifications for Highway Construction. Aggregate Base: Material complying with ITD Standard Specifications for Highway Construction sections 303 and 703 for aggregates. Structural Subbase: Material complying with the requirements detailed in the Structural Fill section of this report except that the maximum that the maximum material diameter is no more than 2/3 the component thickness. Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be properly stripped, compacted (if indicated), inspected, and proof -rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber -tired, fully loaded, tandem -axle dump truck or equivalent. Verification of subgrade competence by a qualified geotechnical engineer, engineering technician, or inspector at the time of construction is recommended. Fill materials on the site must demonstrate the indicated compaction prior to placing material in support of the pavement section. MTI anticipates that pavement areas will be subjected to moderate traffic. MTI does not anticipate pumping material to become evident during compaction, but subgrade clays and silts near and above optimum moisture contents may tend to pump. Pumping or soft areas must be removed and replaced with structural fill. Fill material and aggregates as well as compacted native subgrade soils in support of the pavement section must be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D 698 for flexible pavements and by ASTM D 1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. MTI recommends that rigid concrete pavement be provided for heavy garbage receptacles. This will eliminate damage caused by the considerable loading transferred through the small steel wheels onto asphaltic concrete. Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP should be 6 inches thick on a 4-inch drainage fill course (see Floor Slab -on -Grade section), and should be reinforced with welded wire fabric. Control joints must be on 12-foot centers or less. Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.Mti-id.com tt MATERIAIc TESTING & - INSPECTION `../ December 14, 2006 Page # 15 of 33 \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering 0 Construction Materials Testin 9 ❑Special Inspections CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent sandy silt, poorly graded gravel, or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. Earthwork Excessively organic soils, deleterious materials, or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Mature trees, agricultural plants, and thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone (plow depths) or topsoil are removed prior to placement and compaction of structural fill materials. Exact removal depths should be determined during grading operations by a qualified geotechnical representative, and should be based upon subgrade soil type, composition, and firmness or soil stability. If underground storage tanks (USTs), underground utilities, wells, or septic systems are discovered during construction activities, they must be decommissioned then removed or abandoned in accordance with governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined in the Structural Fill section. MTI should oversee subgrade conditions (i.e., moisture content) as well as placement and compaction of new fill (if required) after native soils are excavated to design grade. Recommendations for structural fill presented in this report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. For structural fill beneath building structures, one in -place density test per lift for every 5,000 square feet is recommended. In parking and driveway areas, this can be decreased to one test per lift for every 10,000 square feet. Dry Weather If construction is to be conducted during dry seasonal conditions, many problems associated with soft soils may be avoided. However, some rutting of subgrade soils may be induced by shallow groundwater conditions related to springtime runoff or irrigation during late summer through early fall. Solutions to problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require the addition of water to achieve near -optimum moisture levels. Low -cohesion soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View ay Boise, )D 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com MATERIAL TESTING INSPECTION December 14, 2006 Page # 16 of 33 \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testin 9 ❑Special Inspections Wet Weather If construction is to be conducted during wet seasonal conditions (commonly from mid -November through May), problems associated with soft soils must be considered as part of the construction plan. During this time of year, fine-grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the possibility of drying soils to near optimum conditions. Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. During periods of wet weather, construction may become very difficult if not impossible. The following recommendations and options have been included for dealing with anticipated subgrade conditions: • Track -mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris. Heavy rubber -tired equipment should be prohibited from operating directly on the native subgrade and areas in which structural fill materials have been placed. Construction traffic should be restricted to designated roadways that do not cross, or cross on a limited basis, proposed roadway or parking areas. • Construction roadways on soft subgrade soils should consist of a minimum 2-foot thickness of large cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances should consist of a 6-inch thickness of clean, 2-inch minimum, angular drain -rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. • Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet subgrade soils. After stripping is complete, the exposed subgrade should be ripped or disked to a depth of P/z feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a weekly basis to aid the aeration process. • Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. MTI is available to provide recommendations and guidelines at your request. Frozen Subgrade Soils Prior to placement of structural fill materials or foundation elements, frozen subgrade soils must either be allowed to thaw or be stripped to depths that expose non -frozen soils and wasted or stockpiled for later use. Stockpiled materials must be allowed to thaw and return to near -optimal conditions prior to use as structural fill. Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way •Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com MATERIAL= 4 TESTING & INSPECTION December 14, 2006 Page # 17 of 33 ❑ Environmental Services ❑ Geotechnical Engineerin\\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc g ❑ Construction Materials Testing ❑ Special Inspections Structural Fill Soils recommended for use as structural fill are those classified as GW, GP, SW, and SP in accordance with the Unified Soil Classification System (USCS) (ASTM D 2487). Use of silty soils (USCS designation of GM, SM, and ML) as structural fill may be acceptable. However, use of silty soils (GM SM and ML) as structural fill below footings is prohibited. However, these materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high. Therefore these materials can be quite difficult to work with as moisture content, lift thickness, and compactive effort becomes difficult to control. If silty soil is used for structural fill, lift thicknesses should not exceed 6 inches (loose), and fill material moisture must be closely monitored at both the working elevation and the elevations of materials already placed. Following placement, silty soils must be protected from degradation resulting from construction traffic or subsequent construction. Recommended granular structural fill materials, those classified as GW, GP, SW, and SP, should consist of a 6 inch minus select, clean, granular soil with no more than 50 percent oversize (greater than 3/4-inch) material and no more than 12 percent fines (passing No.200 sieve) and placed in layers not to exceed 12 inches in loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Structural fill material should be moisture -conditioned to achieve optimum moisture content prior to compaction. For structural fill below footings, areas of compacted backfill must extend outside the perimeter of the footing for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. Each layer of structural fill must be compacted to a minimum density of 95 percent of maximum dry density as determined by ASTM D 1557 (for rigid structures) or D 698 (for flexible pavements). The ASTM D 1557 and D 698 test methods must be used for samples containing up to 40 percent oversize (greater than 3/4-inch) particles. If material contains more than 40 percent but less than 50 percent oversize particles, compaction of fill must be confirmed by proof rolling each lift with a 10-ton vibratory roller (or equivalent) until the maximum density has been achieved. Density testing must be performed after each proof rolling pass until the in -place density test results indicate a drop (or no increase) in the dry density, defined as the maximum density or "break over" point. The number of required passes should be used as the requirement on the remainder of fill placement. Material should contain sufficient fines to fill void spaces, and must not contain more than 50 percent oversize particles. Backfill Backfill materials must ascribe to the requirements of structural fill except that the maximum material size should be 4 inches. In no case should material greater than 2 inches in diameter bear directly on structural elements. Placing oversized material against rigid surfaces interferes with proper compaction. Backfill should be compacted in accordance with the specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.Mti-id.com MATERIAL December 14, 2006 TESTING & Page # 18 of 33 INSPECTION \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Excavations Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA) regulations, section 1926, subpart P. Based on these regulations, on -site soils are classified as type "C" soil, and as such, excavations within these soils should be constructed at a maximum slope of 1 Moot horizontal to 1 foot vertical (1 %2H:IV) for excavations up to 20 feet in height. Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered stable for short-term conditions only,and will not be stable for lon -term conditions. During our subsurface exploration, test pit sidewalls generally exhibited little indication of collapse; however, sloughing of fill materials and native granular sediments from test pit sidewalls was observed, particularly after penetration of the water table. For deep excavations, native granular sediments cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby, undermining upper soils layers. This is especially true when working at depths near the water table. Additionally, care must be taken so that excavations are properly backfilled in accordance with procedures outlined in this report. Shallow soil cementation (caliche) was observed throughout much of the site and may cause difficulties during foundation development and utility placement. Cemented soils should be anticipated throughout the site at depths of 1.1 to 9.5 feet bgs. Groundwater Control Groundwater was encountered in the investigation but is anticipated to be below the depth of most construction. Excavations below the water table will require a dewatering program. Dewatering will be required prior to placement of fill materials; however, placement of concrete can be accomplished through water by the use of a treme. It may be possible to discharge dewatering effluent to remote portions of the site, to a sump, or to a pit. This will essentially recycle effluent, thus eliminating the need to enter into agreements with local drainage authorities. Should the scope of the proposed project change, MTI should be contacted to provide more detailed groundwater control measures. Special precautions may be required for control of surface runoff and subsurface seepage. It is recommended that runoff caused by wet weather be directed away from open excavations. Silty or clayey soils may become soft and pump if subjected to excessive traffic following periods of wet weather. Ponded water in construction areas should be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted. Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, U 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mtiQmti-id.com • www.mti-id.com MATERIALS, December 14, 2006 V4 TESTING `/ Page # 22 of 33 INSPECTION \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testin 9 ❑Special Inspections GEOTECHNICAL GENERAL NOTES PARTICLE SIZE Boulders: >12 in. Coarse -Grained Sand: 5 to 0.6 mm Silts: 0.075 to 0.005 mm Cobbles: 12 to 3 in. Medium -Grained Sand: 0.6 to 0.2 mm Clays: <0.005 mm Gravel: 3 in. to 5 nun Fine -Grained Sand: 0.2 to 0.075 mm Major Divisions Gravel &Gravelly Soils Coarse -Grained <50% Soils coarse fraction <50% Passes No.4 sieve passes No.200 Sand & Sandy sieve Soils >50% coarse fraction asses No.4 sieve Silts &Clays Fine Grained LL < 50 Soils >50% passes No.200 sieve Silts &Clays LL > 50 Highly Organic Soils UNIFIED SOIL CLASSIFICATION SYSTEM Symbol Soil Descriptions GW Well -graded gravels; gravel/sand mixtures with little or no fines GP Poorly -graded gravels; gravel/sand mixtures with little or no fines GM Silty gravels; poorly -graded gravel/sand/silt mixtures GC Clayey gravels; poorly -graded gravel/sand/clay mixtures SW Well -graded sands; gravelly sands with little or no fines SP orly-graded sands; gravelly sands with little or no fines SM Silty sands; poorly -graded sand/gravel/silt mixtures SC Clayey sands; poorly -graded sand/gravel/clay mixtures ML Inorganic silts; sandy, gravelly or clayey silts CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium -plasticity clays OL I Organic, low -plasticity clays and silts MH Inorganic, elastic silts; sandy, gravelly or clayey elastic silts CH Fat clays; high -plasticity, inorganic clays OH Organic, medium to high -plasticity clays and silts PT Peat, humus, hydric soils with high organic content 2791 South Victory View Wa Copyright © 2006 Materials Testing & Inspection, Inc. y Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com MATERIAL TESTING & INSPECTION December 14, 2006 Page # 23 of 33 \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION ZEST PIT LOG Test Pit Log #: TP-1 Date Advanced: 12/4/2006 Logged by: Jesse Barrus, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: 11.3 Feet bgs Total Depth: 13.4 Feet bgs Notes: Depth Feet bgs) 0.0-1.3 Field Description and USCS Soil and Sediment Classification Sandy Silt Fill (FILL-ML): Brown, dry, loose, with gravel and organic material throughout. Sample Type Sample Depth (Feet bgs) Qp Lab Test ID 1.3-3.9 Lean Clay (CL): Brown, slightly moist, hard, with fine- rained sand. 4.5+ 3.9-4.9 Sandy Silt (ML): Brown to light brown, slightly moist, hard, with fine grained sand and weak calcium carbonate cementation from 4.7 to 4.9 feet bgs, 4.5+ 4.9-6.6 Silty Sand (SM): Brown, slightly moist, medium dense, with fine rained sand. 6.6-13.4 Poorly -Graded Sandy Gravel (GP): Brown to light brown, slightly moist to saturated, dense, with some silt and 8-inch-minus well rounded cobbles. Copyright O 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way Boise, ID 83709 • E Mail m oise, -D 837com (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com CPMATERIAL" December 14, 2006 TESTING & v Page # 24 of 33 INSPECTION \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-2 Date Advanced: 12/4/2006 Logged by: Jesse Barrus, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 8.8 Feet bgs Notes: Depth Field Description and Sample Sample Depth Lab i eet bgs) USCS Soil and Sediment Classification Type Feet bgs) Qp Test ID Poorly -Graded Sandy Gravel (GP): Light brown, slightly moist, dense, with 10-inch- minus well rounded cobbles. 0.0-8.8 --Poorly grades sand lens with iron staining from 4.3 to 4.9 feet bgs. --Limited calcium deposits on the cobbles and gravels Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 E-Mail mti@mti-id.com . (W. 376 4748 •Fax (208) 322 6515 www.mti-id.com MATERIALS December 14, 2006 TESTING R� Page # 25 of 33 1 NSPECTION \\server\boise\2006 reports\1800-1999\b61920g\b6:920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-3 Date Advanced: 12/4/2006 Logged by: Jesse Barrus, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: 13.0 Feet bgs Total Depth: 13.5 Feet bgs Notes: Piezometer Installed Depth Field Description and Sample Sample Depth Lab (Feet bgs) USCS Soil and Sediment Classification Type (Feet bgs) QP Test ID Sandy Silt Fill (FILL-ML): Brown to light 0.0-1.7 brown, dry, loose, with gravel and organic material throughout. 1.7-4.6 Lean Clay (CL): Brown, slightly moist, very stiff to hard, with fine-grained sand. GS 3.0-3.5 feet 2.75-4.5 A Sandy Silt (ML): Brown to light brown, 4.6-8.4 slightly moist to moist, stiff to hard, with fine grained sand and intermittent weak to moderate calcium carbonate cementation. 8.4-13.3 Silty Sand (SM): Brown, slightly moist to saturated, dense, with fine grained sand. Poorly -Graded Sandy Gravel (GP): Brown to 13.3-13.5 light brown, saturated, dense, with 8-inch- minus well rounded cobbles. Lab Test ID M LL PI Sieve Anal sis - % - - #4 #10 #40 #100 #200 A 19.1 44 20 96 96 1 95 91 85.5 Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com 0 www.mti-id.com MATERIALF TESTING �v INSPECTION December 14, 2006 Page # 26 of 33 \\server\boise\2006 reports\1800-1999\b61920g\b6i920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-4 Date Advanced: 12/4/2006 Logged by: Jesse Barrus, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: 13.8 Feet bgs Total Depth: 13.9 Feet bgs Notes: Depth Field Description and Sample Sample Depth Lab (Feet bgs) USCS Soil and Sediment Classification Type (Feet bgs) Qp Test ID Sandy Silt Fill (FILL-ML): Light brown, dry, 0.0-3.4 loose, with gravel and chunks of cementation throughout. --Organic material in the upper 6 inches. 3.4-5.8 Lean Clay (CL): Brown, slightly moist, very stiff to hard, with fine-grained sand. Sandy Silt (ML): Brown to light brown, 5.8-8.9 slightly moist, very stiff to hard, with fine grained sand and intermittent weak calcium carbonate cementation. Silty Sand (SM): Brown, slightly moist to wet, 8.9-13.8 dense, with fine grained sand and intermittent weak calcium carbonate cementation. Poorly -Graded Sandy Gravel (GP): Brown to 13.8-13.9 light brown, saturated, dense, with 6-inch- minus well rounded cobbles. Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com MATERIALS TESTING & INSPECTION December 14, 2006 Page # 27 of 33 \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-5 Date Advanced: 12/4/2006 Logged by: Jesse Barrus, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 5.5 Feet bgs Notes: Depth (Feet b s) Field Description and USCS Soil and Sediment Classification Sample T e Sample Depth (Feet b s) QP Lab Test ID Borderline Lean/Fat Clay (CL/CH): Brown, 0.0-1.9 dry to slightly moist, hard, with fine-grained Bulk 0.0-1.9 4.5-�- CBR sand and organic in the upper 7 inches. Poorly -Graded Sandy Gravel (GP): Light brown, dry, very dense, 8-inch-minus well 1.9-5.5 rounded cobbles. --Cementation in the upper 1.5 feet of gravel horizon. Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com MATERIALS TESTING INSPECTION December 14, 2006 Page # 28 of 33 \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-6 Date Advanced: 12/4/2006 Logged by: Jesse Barrus, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 6.1 Feet bgs Notes: Depth Field Description and Sample Sample Depth Lab (Feet b s) USCS Soil and Sediment Classification Type (Feet b s) Qp Test ID Borderline Lean/Fat Clay (CL/CH): Brown, 0.0-1.1 dry to slightly moist, hard, with fine-grained 4.5+ sand and organics throughout. Sandy Silt (ML): Light brown, dry, hard, with 1.1-2.8 fine grained sand and strong calcium 4.5+ carbonate cementation throughout. Poorly -Graded Sandy Gravel (GP): Light brown, dry, dense to very dense, with 8-inch- 2.8-6.1 minus well rounded cobbles. --Cementation in the upper 1.5 feet of gravel horizon. Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com MATERIALS December 14, 2006 TESTING Page # 29 of 33 INSPECTION P\\server\boise\2006 reports\1800-t999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-7 Date Advanced: 12/4/2006 Logged by: Jesse Barrus, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 8.2 Feet bgs Notes: Depth Field Description and Sample Sample Depth Lab (Feet b s) USCS Soil and Sediment Classification Type (Feet b s) Qp Test ID Fat Clay (CH): Dark brown, slightly moist, 0.0-1.2 hard, with fine-grained sand and organics GS 0.5-1.0 4.5+ B throughout. Sandy Silt (ML): Light brown, dry, hard, with 1.2-4.4 fine grained sand and moderate calcium 4.5+ carbonate cementation throughout. Silty Sand (SM): Brown to light brown, dry, 4.4-6.7 medium dense, with fine grained sand and intermittent moderate calcium carbonate cementation. Poorly -Graded Sandy Gravel (GP): Light 6.7-8.2 brown, dry to slightly moist, dense, with 8- inch-minus well rounded cobbles. Lab Test ID M LL PI Sieve Analysis - % - - #4 #10 #40 #100 #200 B 11.1 51 26 99 99 97 94 88.5 Copyright © 2006 Materials Testing & inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • WWW.Mti-id.com MATERIALS TESTING & INSPECTION December 14, 2006 Page # 30 of 33 \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotecb.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP-8 Date Advanced: 12/4/2006 Logged by: Jesse Barrus, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.0 Feet bgs Notes: Depth Field Description and Sample (Feet b s) USCS Soil and Sediment Classification Type Borderline Lean/Fat Clay (CL/CH): Dark 0.0-2.1 brown, slightly moist, hard, with fine-grained sand and organics in the tipper 9 inches. Sandy Silt (ML): Light brown, dry, hard, with 2.1-5.2 fine grained sand and moderate calcium carbonate cementation throughout. Silty Sand (SM): Light brown, dry, dense, 5.2-9.5 with fine grained sand and intermittent moderate to strong calcium carbonate cementation. Poorly -Graded Sandy Gravel (GP): Brown to 9.5-10.0 light brown, dry to slightly moist, very dense, with 8-inch-minus well rounded cobbles. Copyright© 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com I& MATERIALS December 14, 2006 TESTING & " Page # 31 of 33 I NSPECTION \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Proposed Commercial Subdivision, No Truck Access Average Daily Traffic Count: 170 All Lanes & Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 100% Terminal Seviceability Index (Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 6 Subgrade Mr: 9,000 Calculation of Design-18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESALs Passenger Cars: 70 2.0% 0.0008 497 Buses: 2 2.0% 0.6806 12,072 Panel & Pickup Trucks: 10 2.0% 0.0122 1,082 2-Axle, 6-Tire Trucks: 3 2.0% 0.1890 5,028 Concrete Trucks: 0.3 2.0% 4.4800 11,919 Dump Trucks: 0 2.0% 3.6300 0 Tractor Semi Trailer Trucks: 0 2.0% 2.3719 0 Double Trailer Trucks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 85 Total Design Life 18-kip ESALs: 30,598 Actual Log (ESALs): 4.486 Trial SN: 2.21 Trial Log (ESALs): 4.837 This number must be equal to or greater than the Actual Log. Pavement Section Design SN: 2.21 This mtmber, must be equal to or greater than the Trial SN. Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 2.50 0.42 n/a Asphalt -Treated Base: 0.00 0.25 n/a Cement -Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 4.00 0.14 1.0 Pit Run Aggregate Subgrade: 6.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com 01 cyMATERIALF TESTING &� INSPECTION u December 14, 2006 Page # 32 of 33 \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Proposed Commercial Subdivision, Truck Access Average Daily Traffic Count: Design Life: Percent of Traffic in Design Lane: Terminal Seviceability Index (Pt): Level of Reliability: Subgrade CBR Value. Passenger Cars: Buses: Panel & Pickup Trucks: 2-Axle, 6-Tire Trucks: Concrete Trucks: Dump Trucks: Tractor Semi Trailer Trucks: Double Trailer Trucks Heavy Tractor Trailer Combo Trucks: Average Daily Traffic in Design Lane: 180 All Lanes & Both Directions 20 Years 100% 2.5 95 6 Subgrade Mr: 9,000 Calculation of Design-18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESALs 50 2.0% 0.0008 355 7 2.0% 0.6806 42,251 15 2.0% 0.0122 1,623 10 2.0% 0.1890 16,762 2.0 2.0% 4.4800 79,462 2 2.0% 3.6300 64,386 2 2.0% 2.3719 42,071 2 2.0% 2.3187 41,127 0 2.0% 2.9760 0 90 Total Design Life 18-kip ESALs: 288,036 Actual Log (ESALs): 5.459 Trial SN: 2.82 Trial Log (ESALs): 5.472 This number must be equal to or greater than the Actual Log, Pavement Section Design SN: 2.82 This number must be equal to or greater than the Trial SN. Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 3.00 0.42 n/a Asphalt -Treated Base: 0.00 0.25 n/a Cement -Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 4.00 0.14 1.0 Pit Run Aggregate Subgrade: 10.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 Copyright© 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com MATERIALS December 14, 2006 TESTING `� Page # 33 of 33 INSPECTION \\server\boise\2006 reports\1800-1999\b61920g\b61920_geotech.doc ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections C.B.R. DATA Source and Description: TP-5, 0.5'-1.9' — Clay Date Obtained: December 4, 2006 Sample ID: 6014 Soak Period & Swell: 96 Hours and 1.2% Sample Prepared: Moist: X Dry: Manual: X Mechanical: Sample Compaction: AASHTO T 99: ASTM D 698: X AASHTO T 180: Method ASTM D 1557: A Sample Condition: Soaked: X Unsoaked: Sample #1 Dial #1 Depth #1 CBR Reading Load Inches psi Value 0 0 0.000 0 2 31 0.025 10 6 68 0.050 23 10 106 0.075 35 15 154 0.100 51 5 19 192 0.125 64 23 229 0.150 77 26 258 0.175 86 29 286 0.200 95 6 36 353 0.300 118 6 43 419 0.400 140 6 49 476 0.500 159 6 Sample #: 1 2 3 CBR Value: 6 0 0 Dry Density: 99.1 0 0 % Compaction: 96.1 % 0.0% 0.0% Corrected CBR Value: 1 6 0 0 Load vs. Depth 200 r 150 Stress on Piston (p�) s1 l00 r 50 0.00 0.10 0.20 0.30 0.40 0.50 Penetration in Inches Sample #1 Sample #2 Sample #3 Maximum Dry Density: 103.1 Moisture Content Before Compaction: 13.5 Moisture Content After Compaction: 13.5 Moisture Content Top I Inch: 29.5 % Passing 3/4": 100 Surcharge Amount (lb): 10.0 CBR & Compaction 7 -G 6 5 d 4 F p 3 -: U 2 1 -t Q 0% 25% 50% 75% 100% % Compaction Copyright © 2006 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E-Mail mti@mti-id.com • www.mti-id.com o C, 1,4 LU -,-- LL e 0 g M -5 C6 o -= LL LU CD m r 26 C) L-Li it II I 44 1 avou L ........... ......... . ............ . . .......... 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I [o J Ln J •K�1I ZC O v> N I _ mqE � eZ � a E 0 0 .�LW z J .� m to (n U cn a i0 cCV N co o w Lil m �- O Z c7 m H_ E �O Z J cn �3 U�� Doo Nm I I I I I t F-I 22 RECORGcD;�Qi_)EaT U►. r',G,� COUNTY RECORDER ,�UJJ ��JJ DAVID NAVARRO ,,// .`)!S IDAliO FEE1v:?!E-0�DEPUTY 2000 JN - 8 AV, GRANT 7 T OF EASE i �' 4Q 4 4624 THIS GRANT OF EASEMENTS, is made this 7— day of June, 2000, by Meridian Freeway Associates, an Idaho Limited Partnership (hereinafter referred to as "Grantor") and granted to DBSI Industrial Limited Partnership, an Idaho Limited Partnership (hereinafter referred to as "Grantee"); WHEREAS, Grantor is the owner of that parcel of real property described in Exhibit A attached hereto, which property is located in Meridian, Ada County, Idaho (Servient Estate), and Grantee is the owner of that parcel of real property described in Exhibit B attached hereto, which property is also located in Meridian, Ada County, Idaho (Dominant Estate), and WHEREAS, the Grantee wishes to provide for development of its parcel in conjunction with Grantor in an orderly fashion, WHEREAS, Grantor desires to Grant to Grantee the following described easements subject to the terms and conditions contained herein; NOW THEREFORE, IN CONSIDERATION of the premises and for good and valuable consideration from Grantee to Grantor, the receipt of which is acknowledged, Grantor bargains, sells, conveys and transfers unto Grantee, Grantee, its successors and assigns, a perpetual easement and right-of- way for the purpose of public vehicular and pedestrian access, ingress and egress over and across its property in a location described as Follows: A parcel of land situated in the Southeast quarter of the Southwest quarter of Section 13, Township .3 N., Range I West, Boise Meridian, Ada County, Idaho, contiguous to and abutting the dominant estate fifty feet in width running parallel with, adjacent to and Westerly of the line described as follows: Beginning at a 5/8 pin marking the South quarter comer of said Section 13; thence North 00°11'52" East 547-89 feet along the East line of said Southwest quarter of Section 13; thence leaving said East line North 90000'00' West 578.50 feet to the REAL POINT OF BEGINNING; thence South 00°06'51" West 542.31 feet to the South line of said Southwest quarter of Section 13 and the terminus of said line. TO HAVE AND TO HOLD the said perpetual easement and right-of-way to DBSI Industrial Limited Partnership, its successors and assigns forever, except the Grantors reserve the right to occupy and use the easement property for all purposes not inconsistent with the rights herein granted. Further, the Grantee agrees and covenants with the Grantor to maintain the surface of the easement and right-of-way property herein granted and conveyed as a paved surface Grant ojEasements Page I appropriate for its intended use for access, ingress and egress to the improvements, present and future, on Servient Estate as well to and from the Dominant Estate. FURTHER, Grantor hereby grants to Grantee for the benefit of the Grantee and its successors, assigns, employees or agents through, across and under the areas not contemplated for actual building constriction as set forth on the drawing attached hereto as Exhibit C or as hereinafter may be determined for actual building construction, nonexclusive easements through, across and under Grantor's parcel for the purpose of construction, installation and maintenance ofwater drainage systems or structures, water mains, sewers, water sprinkler system lines, telephones or electrical conduits or systems, gas mains, other public utilities and service easements- All such systems, structures, mains, sewers, conduits, lines and other public utilities shall be installed below the ground level or surface of such easements_ In the event it is necessary for the Grantee to cause the installation of a storm drain, utility line or sewer across an area not contemplated for actual building construction as set forth on the drawing attached hereto as Exhibit C or as hereinafter may be determined for actual building construction, the other owner shall not unreasonably withhold the granting of an additional easement or easements The construction and use of such easement facilities shall not unreasonably interfere with the normal operation of any business located or to become located on the premises. Water drainage shall be directed to the North of the Grantor's parcel and provision is hereby made for such drainage substantially in form as set forth on the attached Exhibit C. The grantee shall bear all costs related to its use of these easements and shall repair to the original specifications any damage to the premises resulting from such use. At any time and from time to time the Grantor shall have the right to relocate on its parcel any utility line or facility installed pursuant to the foregoing grant of easement which is then located on the land of Grantor, provided that any such relocation (a) shall be performed only after thirty (30) days notice of the owner's intention to undertake the relocation shall have been given to the Grantee's parcel served by the utility line or facility, (b) shall not unreasonably interfere with or diminish utility services to the Grantee's parcel served by the utility line or facility, (c) shall not reduce or unreasonably impair the usefulness or function of the line or facility, (d) shall be performed without cost or expense to the owner or occupant of Grantee's parcel served by the line or facility, (e) the original and relocated area shall be restored to the original specifications, and {f) all work on such utilities shall be done as expeditiously as reasonably possible and with minimum disturbance to the premises or businesses then operating within the premises. Nothing herein contained shall be deemed to be a gift or dedication of any person of the premises to the general public or for the general public or for any public purposes whatsoever, it being the intention of the owners that this Agreement shall be strictly limited to and for the purposes herein expressed. These easements shall be a burden on the Servient Estate and shall be appurtenant to and for the benefit of the Dominant Estate and shall run with the land and shall inure to the successors and assigns of the parties hereto. IN WITNESS WHEREOF, Grantor and Grantee have executed this Grant ofEasement as of the date first above written. Grant of Easements Page 2 Grantor: MERIDI P Y ASSOCIATES By DBSI Inc-, i G ral Partner By ' Its Grantee: DBSI INDUSTRIAL LIMITED PARTNERSHIP By DBSI Prop rties Company Limited Partnership, its General Partner A sy Q / General Partner Grant of Easarrrants Page 3 STATE OF IDAHO ) ss. County of Ada } On this 1-4 N of 2000, before me, the undersigned, a Notary Public in and for said State ersonaliy appeared ba ti�� _w , W. Q known or identified to me to be the of DBSI, Inc., which corporation is known or identified to me to be the general partner of Meridian Freeway Associates which subscribed said partnership name to the foregoing instrument, and acknowledged to me that said corporation exeeut' jd4kasamp in said partnership name. IN� �VHEItE(WjJ have hereunto set and affixed my ofiicia eal the day and year in Is dpriifidate first atidvc written. r t Na P 3c for the State of Idaho esiding at Boise, Idaho Commission expires 10-1-2006 STATE OF IDAHO ) ) ss_ County of Ada ) On this !!I-h-1-F of' �200�0,bef re me, the undersigned, a Notary Public rn and for said State, personally appeared known or identified to me to be a General Partner of DBSI Properties Company Limited Partnership, which partnership is known or identified to me to be the general partner of DBSI Industrial Limited Partnership, which subscribed said partnership name to the foregoing instrument, and acknowledged to me that said partnership executed the same in said partnership name IN W�MWREOF; I have and year in tN3%% gRsiic.0, '& bove writ( Grant of &Se"ienn Page 4 and affixed my officjaal seal the day Ntary ruublic for the State of Idaho Residing at Boise, Idaho Commission expires 10-1-2006 EXHIBIT A "Servient Estate" PARCEL A A tract of land situated in the Southeast quarter of the Southwest quarter, Section 13, Township .3 North, Range I West, Boise Meridian, Ada County, Idaho, and more particularly described as follows: , Commencing at a 5/8" iron pin marking the South quarter comer of said Section 13; thence North 89'26'27" West 826.07 feet along the Southerly boundary of said Section 13, which is also the centerline of Overland Road to a %z" iron pin which is the real point of beginning; thence continuing North 89'26'27" West 501.44 feet along the said Southerly boundary of Section 13 and the said centerline of Overland Road to a %Z' iron pin; thence North 0'06'51" East 399.92 feet to a point on the approximate centerline of a canal; thence South 81'09' 35' East 286.31 feet along the approximate centerline of said canal to a point; thence South 31'06'24" East 421.43 feet along the approximate centerline of said canal to the real point of beginning. PARCEL B A tract of land situated in the Southeast quarter of the Southwest quarter, Section 13, Township 3 North, Range I West, Boise Meridian, Ada County, Idaho, and more particularly described as follows: Commencing at a 5/8" iron pin marking the South quarter comer of said Section 1.3; thence North 89'26'27" West 577.68 feet along the Southerly boundary of said Section 13, which is also the centerline of Overland Road, to a %z" iron pin which is the real point of beginning; thence continuing North 89'26'27" West 248.39 feet along the said Southerly boundary of Section 13 and the said centerline of Overland Road to a %" iron pin; thence North 31006124" West 421 A3 feet along the approximate centerline of a canal to a point; thence EAWI A North 81°09'35" West 286.31 feet along the approximate centerline of said canal to a point; thence North 0°06'51" East 718.08 feet to a 5/8" iron pin on the Southerly right-of-way boundary of Interstate Highway 80; thence South 89°53'39" East 1,325,21 feet along the said Southerly right-of-way boundary of Interstate Highway 80, to a 5/8" iron pin on the North -South quarter section line of said Section 13; thence South 0°00'00" East 694-94 feet along the said North -South quarter section line to a 5/8" iron pin, which is located 433.94 feet North from the South quarter comer of said Section 13; thence North 87°l0'49" West 577.46 feet to a 5/8" iron pin; thence South 0°06'51" West 456.23 feet to the real point of beginning. EXCEPTING THEREFROM THE FOLLOWING PROPERTY: A parcel of land situated in the Southeast quarter of the Southwest quarter of Section 13, Township 3 North, Range 1 West, B.M., Ada County, Idaho, more particularly described as follows: Commencing at a 5/8 inch iron pin marking the South quarter corner of said Section 1.3; thence along the East line of said Southwest quarter of Section 13 North 00°11'52" (formerly shown as North 00" 00'00") East 433.49 feet to a point being the Northeast corner of a tract of land described in Warranty Deed recorded as Instrument No. 95085854, records of Ada County, Idaho, said point being the POINT OF BEGINNING; thence continuing along said East line North 00111'52" East 114.40 feet; thence leaving said East line North 90°00'00" West 578.50 feet; thence South 00°06'51" West 86.08 feet to the Northwest corner of said tract described in Warranty Deed recorded as Instrument No. 95085954, records of Ada County, Idaho; thence South 8710'49" East 578.96 feet along the North line of said tract to the POINT OF BEGINNING. Exhibit A EXHIBIT B "Dominant Estate" A parcel of land situated in the Southeast quarter of the Southwest quartet of Section 13, Township 3 N., Range I West, Boise Meridian, Ada County, Idaho, more particularly described as follows: Beginning at a 5/8 pin marking the South quarter corner of said Section 13 and the POINT OF BEGINNING; thence North 00* 11'S2" East 547.89 feet along the East line of said Southwest quarter of Section 13; thence leaving said East line North 90°00'00' West 57&50 feet; thence South 00°06'5l" West 542.31 feel to the South line of said Southwest quarter of Section 1.3, said line also being the centerline of Overland Road; thence South 89026127" East 577..69 feet along said South line to the POINT OF BEGINNING; EXCEPT that portion situated in the Overland Road right-of-way. Exhibit B WCITY OF Crdlcn 33 E. Idaho Ave. i Meridian, ID 83642 Fc F TREASURE V P�} EY SINCE 1993 Date / / Applicant [--C� 1 v� ✓ r� C- Address �Z G1� d ✓ S �� Phone CASH CHECK # NAME ON CHECK IF DIFFERENT THAN APPLICANT n ppDESCRIPTION I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I i I I PAYMENT DOES NOT INDICAT ACCEPTAN E OFAPPLICATION TAX I 10983 Byceiv TOTAL 55748 v 1 �7Ai- �4w is o CD a, O O O t` �U) ~o CD O O N ' C Z rr-: } a 0y W ! Z 1' N.- CD l Z : N' . ai N Q (Q. O.. O J Z N ,.., O i- - a). M.. L x . - o 0; m! T t>3 - Q Kennedy Page 1 of 2 Y V ALTIERI MELISSA BEEDE ROBERT F & BEEDE SUSAN E BLUE HORIZON HOMEOWNERS 915 W JACKSNIPE DR 1772 S RIVERCHASE WAY ASSOCIATION INC MERIDIAN, ID 83642-0000 EAGLE, ID 83616-0000 PO BOX 140273 BOISE, ID 83714-0000 BLUE HORIZON HOMEOWNERS BOISE WALTMAN LLC BRANDT ROBERT T TRUST & BRANDT ASSOCIATION INC 970 W BROADWAY # 443 ROBERT T TRUSTEE PO BOX 140273 JACKSON, WY 83001-9475 871 W JACKSNIPE DR BOISE, ID 83714-0000 MERIDIAN, ID 83642-0000 DBSI INDUSTRIAL LTD PARTNERSHIP DBSI MERIDIAN I84 LLC EDWARDS DEARL W & EDWARDS TYNA 12426 W EXPLORER DR STE 100 12426 W EXPLORER DR STE 100 M BOISE, ID 83713-0000 MERIDIAN, ID 83642-0000 1155 S PELICAN WAY MERIDIAN, ID 83642-0000 ENCISO GLORIA W EPPS EDWARD L JR & EPPS HEIDI R GRIGSBY DONN C & GRIGSBY SANDRA J 319 W SPICEWOOD DR 1136 S MUSCOVY AVE 3245 ROUND HILL DR MERIDIAN, ID 83646-0000 MERIDIAN, ID 83642-0000 HAYWARD, CA 94542-2141 HENDRICKS DAVID & ASLANZADEH HINTZE JEFF D & HINTZE AMY E HUNEMILLER RUSSELL STACY L 1085 W JACKSNIPE DR 3299 DAVIS DR 1065 ALLANTE PL MERIDIAN, ID 83642-0000 MERIDIAN, ID 83642-0000 BOISE, ID 83709-0000 JENKINS REBEKAH R & JENKINS BRADY JONES DELBERT R & JONES SYLVIA C KING DEXTER G D 999 W JACKSNIPE DR 1195 W OVERLAND RD 1047 W JACKSNIPE DR MERIDIAN, ID 83642-0000 MERIDIAN, ID 83642-6513 MERIDIAN, ID 83642-0000 KRUGER JASON D & KRUGER LELONI J LANDEN LAURA A LANDING NO 11 HOA 931 W JACKSNIPE DR PO BOX 140494 P.O. BOX 1246 MERIDIAN, ID 83642-0000 BOISE, ID 83714-0000 MERIDIAN, ID 83680-1246 MADOLE FAMILY RESIDUAL TRUST & MARCUM DIRK & MARCUM LESLIE MATHEW CHRIS & CALDERON NORMA MADOLE MADALENE TRUSTEE 14364 HWY 21 953 W JACKSNIPE DR I SOMMERVILLE PL BOISE, ID 83716-0000 MERIDIAN, ID 83642-0000 LADERA RANCH, CA 92694-0000 MATT SAM INC MOUNTAIN VIEW EQUIPMENT CO MOUNTAIN VIEW EQUIPMENT CO PO BOX 1118 PO BOX 690 PO BOX 690 MERIDIAN, ID 83680-0000 MERIDIAN, ID 83680-0690 MERIDIAN, ID 83680-0690 MOUNTAIN VIEW EQUIPMENT CO NELSON STACY & NELSON SHAUNA OYLER CRAIG A PO BOX 690 4413 S VARIAN AVE 1069 W JACKSNIPE DR MERIDIAN, ID 83680-0690 BOISE, ID 83709-0000 MERIDIAN, ID 83642-0000 Kennedy Page 2 of 2 PFOST THOMAS L & PFOST JOANN Q 1205 W OVERLAND RD MERIDIAN, ID 83642-6513 SANDOVAL WALTER & RAMIREZ- SANDOVAL MIREYA 1150 S MUSCOVY AVE MERIDIAN, ID 83642-0000 WILBURN STEVEN 847 W JACKSNIPE DR MERIDIAN, ID 83642-0000 RICE THOMAS B JR & RICE SAMANTHA L 962 S BROOK TROUT WAY MERIDIAN, ID 83642-0000 VENGA VENTURES LLC PO BOX 2830 KETCHUM, ID 83340-0000 SAM KEVIN P 1101 W JACKSNIPE DR MERIDIAN, ID 83642-0000 VENGA VENTURES NO 2 LLC PO BOX 2830 KETCHUM, ID 83340-0000