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CITY CLERK FILE CHECKLIST Project Name: Devon Park North Contact Name: Doug Tamura Date Received from Planning and Zoning Department: Planning and Zoning Level: ❑X Transmittals to agencies and others: ❑X Notice to newspaper with publish dates File No. Phone: PFP 07-002 721-2151 April 3, 2007 Hearing Date: May 17, 2007 April 3, 2007 30-Apr-07 and 14-May-07 ❑ Certifieds to property owners: � -/ 9.07 ❑ Planning and Zoning Commission Recommendation: .54 Approve ❑ Deny Notes: City Council Level: Hearing Date: ,J �� �P� J607. ❑ Transmittals to agencies and others: ❑ Notice to newspaper with publish dates: and ❑ Certifieds to property owners: I f1 J .-s (p- f —O ❑ City Council Action: Approve ❑ Deny Findings / Conclusions / Order received from attorney on: Findings / Conclusions / Order: ZApproved by Council: ❑ Copies Disbursed: _ ❑ Findings Recorded Development Agreement: ❑ Sent for signatures: ❑ Signed by all parties: ❑ Approved by Council: ❑ Recorded: ❑ Copies Disbursed: Ordinance No. ❑ Approved by Council: ❑ Recorded: Deadline: 10 days ❑ Published in newspaper: ❑ Copies Disbursed: Notes: -►D-U7 olutionlNo. R.solut— OngmalRes /Copy Cen. Minutebook Copy Res, Copyc- City Clerk City Engineer Ci ty Planner Ci 1,A11, Slen og Cod 7 Prgj. FEe Deputy Clerk Copy Res/Onpod Cert. Ada Couny (CPAs) Ari,]-nt (non -CPAs) R.carded Ordoanc.a. Original Minutenook Copiesto Ciy CIeM state Tax Comm. Stare Treasurer. Audtor, A —r sten ng CoaGers Ci ty Attorney Ci y Engineer Ciy Planner Prv; t Ii. A,pl-int(if a pl) oepuy Cla" Flndnps, Orders: Original. Minute000k Copies to Applicant Project dle Cly Engineer Ciy Planner Ciy Attorney Deputy Clerk R.cord V... 1— Findngs — Fi.c ord.d D—loprnmt Ag...m..W Original Fireproof File Copies to Applicant Preach" Ciy Enpneer Ciy Flamer Ciy Attorney oepuy Clerk O�CITY OF Ir 4eY7G�I. I - \ TRANSMITTALS TO AGENCIES FOR COMMENTS ON DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN IDAHO �^ 1�RE:i\SURE To insure that your comments and recommendations will be considered by UM�Y SINCE the Meridian Planning and Zoning Commission please submit your 1903 MAYOR Tammy de Weerd CITY COUNCIL MEMBERS Keith Bird Joseph W. Borton Charles M. Rountree Shaun Wardle CITY DEPARTMENTS City Attorney/HR 703 Main Street 898-5506 (City Attorney) 898-5503 (HR) Fax 884-8723 Fire 540 E. Franklin Road 888-1234/fax 895-0390 Parks & Recreation 11 W. Bower Street 888-3579 / fax 898-5501 Planning 660 E. Watertower Lane Suite 202 884-5533/fax 888-6854 Police 1401 E. Watertower Lane 888-6678/fax 846-7366 Public Works 660 E. Watertower Lane Suite 200 898-5500/fax 898-9551 - Building 660 E. Watertower Lane Suite 150 887-2211 / fax 887-1297 - Wastewater 3401 N. Ten Mile Road 888-2191/fax 884-0744 - Water 2235 N.W. 8th Street 888-5242 / fax 884-1159 comments and recommendations to Meridian City Hall Attn: Will Berg, City Clerk, by: May 10, 2007 Transmittal Date: April 3, 2007 File No Hearing Date: May 17, 2007 PFP 07-002 Request: Public Hearing - Combined Preliminary/Final Plat to subdivide Lot 4, Block 1, Devon Park Subdivision No. 2, to create two (2) new lots, for Devon Park North. By: Doug Tamura Location of Property or Project: 1960 North Lakes Place 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 CITY FALL 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 n Type of Review Requested (check all that apply) ❑ Annexation and Zoning STAFF USE ONLY: ❑ Comprehensive Plan Map Amendment Y )a ❑ Comprehensive Plan Text Amendment File number(s): " ❑ Conditional Use Permit ❑ Conditional Use Permit Modification Final Plat Project name: �� v � +"l P� ❑ Final Plat Modification Date filed: ate complete: I�T ❑ Planned Unit Development 'Preliminary Plat Assigned Planner: F �r}q ❑ Rezone Related files: ❑ Time Extension (Commission or Council) ❑ UDC Text Amendment ❑ Vacation (Council) Hearing date: i Commission ❑ Council ❑ Variance ❑ Other Information Applicant name: _ Applicant address: Phone: ( 4� % Z Zip: Q �lZ /J/ Applicant's interest in property:�C�_Own ❑ Rent ❑ Optioned ❑ Other Owner name: i IZ �=� I )Z�%I �'� Phone: c a l -Iv Owner address: �'%(G !Y /`F�/ lrf� f �G4 Cal Zip:�d l Agent name (e.g., archite , engineers� ,, ``veloper, representative): �% 1Y AN Pg9,`-' Firm name: ram, Phone: �Q d`j Address: � �� / /Z v /'t /A/J Zip: 832I Primary contact is: $,Applicant ❑ Owner ❑ Agent ❑ Other Contact name: / T ► 13f Phone: E-mail: �Oi,�g trim ur d� w,5( yr ('om Fax: c� 3 - Z/c Subject Property Information / I y fj/Location/street address L�ChG-� r & EriO„M I E2 Z Assessor's parcel number(s): C / I Township, range, section: 3 1 Total acreage: `T •� %� - Current land use: �t Current zoning district: yy0 660 E. Watertower Lane, Suite 202 • Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www rneridiancity.ore 1 Project Description Project/subdivision name: General description of proposed project/request: I&. Proposed zoning district(s): ['�_—!IC Acres of each zone proposed: A>' •P - Type of use proposed (check all that apply): ❑ Residential []Commercial ❑ Office ❑ Industrial El Other Amenities provided with this development (if applicable): N Who will own & maintain the pressurized irrigation system in this development? b A Which irrigation district does this property lie within? ,-'off Primary irrigation source: k. 4 Secondary: Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water): Residential Project Summary (if applicable) / ,' ,P Number of residential units: Number of building lots: Number of common and/or other lots: Proposed number of dwelling units (for multi -family developments only): I Bedroom: 2 or more Bedrooms: Minimum square footage of structure(s) (excl. garage): Proposed building height: Minimum property size (s.f): Average property size (s.f.): Gross density (DU/acre-total land): Net density (DU/acre-excluding roads & alleys): Percentage of open space provided: Acreage of open space: Percentage of useable open space: (See Chapter 3, Article G, for qualified open space) Type of open space provided in acres (i.e., landscaping, public, common, etc): Type of dwelling(s) proposed: ❑ Single-family ❑ Townhomes ❑ Duplexes ❑ Multi -family Non-residential Project Summary (if applicable) Pep Number of building lots: Q Other lots: Gross floor area proposed: Existing (if applicable): Hours of operation (days and hours): Building height: Percentage of site/project devoted to the following: Landscaping: Building: Paving: Total number of employees: Maximum number of employees at any one time: Number and ages of students/children (if applicable): Seating capacity: Total number of parking spaces provided: Number of compact spaces provided: Authorization Print applicant name: Applicant signature: Date: AVA� ah 83642 60 E. Watertower Lane, Suite 202 • Meridian, Id o Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridiancity.org 2 V Of :A v R o Y IIN n o I I I I I ! R I 7 b._ m I I I P I I = I _1�L1 Il\LTARY�11.1C—E��.. —. I P ! 2g r i '..v_ O n1` � Z U I i a AAI' i 9 �40- rWj0 j agila Hill Mall" DE9ONEO W. GNA CREC[o W.- •aNOCRRON SURVEY GROUP. LYC. � W. 9VA ,ai mIE GRACE AT FAIRVIEW LAKES, LLC WE V RM w. CR'R .avR. : f n PRELIMINARY PLAT kd—. Surni G—p, br. DEVON PARK SUBDIVISION NO.4 �Sm -� y. MERIDIAN, ADA COUN fY IDAHO SCALE: PROJECT N0. DRA'MNO FEE NAME: I'�30' 07-fOJ 07103PRI.DML N0070'01 "E 976. 13' — -- — — — -.-- .— — t i 0 b u Pa� IB8, 8 o I o � \ NOORO'01-E J26.00' "ro .... _..loar0'-. _......,. I— MAT Ali �. a � � pavut►--� I � �I F8 -------- �- I ra�c�arlNr� � $ I ro0-w i � ¢zoo 1 I � I - � I I "i `O� I i � I 39.00' I No0D0 y SOOOP'J?'W 324.06' I H o I - N Q I 14 Is =oelr7 I (' 1 . 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'^ Grace Assisted Living Phase II ® ® Tamura - 1 O l at Fairview Lakes & Associates a ! l 1960 N. Lakes Pi., Meridian, Idaho 83642 J - v < 6] Vic,ti Map - Fairview La� ;s Z E .South S(our;fr z lush E Sauth til l E FI LY zS'outh 511141g(i 1 w CieusonLaterai 1Jonr:ei,Sublaterul E E BR U Downey Sublateral Fivemile ('reek O w E BIS ON z w Dawnev Sublace D V E 2 E U� m OOK EE E Scw E!J v LqCana > y(ekSitez 55 rrrf. 55 h w z rw, E v/ JQG w z F, E BY E W Mag 15.00 D N e Mon Aug 12 14:37 2002 Scale 1:15,625 (at center) W 4 Fivemile Creek- 1000 Feet erid an -- { DO ` �500 Meters Local Road Major Connector State Route Railroad ❑ � ❑ ` .� Small Town r� G� Cemetery Population Center Crrrk E N �- 2001 DeLA e, t ties US (a 2001 GDT Inc. ReL S,tmys �u lat A�- 7.7 . .... ...... NIN is 'A % . .......... .. Mrs IN mo, T T, SOmm— . . . . . . . . . . . . . . . . . . . . . eu 4.0 " J I.r �Y_ M.-- k, t • M. t 0, Im -QE -VOP RUT iI ,11 Is T. ii", NNW it nwu,»w 4r..— . . . . . . . . . . . . 0:f Qy' . ..... ITT pc fill; ..... ------ f ---- Z, I Hearing Date: May 17, 2007 File No: PFP-07-002 Project Name: Devon Park North Request: Combined Preliminary / Final Plat request to subdivide Lot 4, Block 1, Devon Park Subdivision No. 2, to create two (2) new lots Location: 1960 North Lakes Place (Section 6, Township 3 North, Range 1 East, B.M.) APR 0 3 2007 City Of Meridian City Clerk Office March 7, 2007 Planning & Zoning Department City of Meridian 660 E. Watertower Meridian, Idaho 83642 RE: Grace @ Fairview Lakes 1960 N. Lakes Meridian, Idaho To Whom it May Concern: In regards to the above referenced project, Grace @ Fairview Lakes LLC is requesting preliminary and final plat approval to split Lot 4 Block 1 of Devon Park Sub. No. 2 into two lots. The proposed lot split is to accommodate long term financing on Phase I of the retirement facility. All of the conditions of approval for the retirement center shall remain the same,. Y ruly, oug amura Managing Member Grace @ Fairview Lakes LLC DOUG TAMURA 1 124 Santa Maria Boise, ID 83712 (208) 721-2151 (c) (208) 336-7061 (w) (208) 343-2210 (f) doughtamura@msn.com TITLEONE' 15 FEB. 27. 2007 8:23AM ADA COUNTY RECORDER J. r ME IDAHO 07/06/05 12,20 DEPUTY Vicki Allen RECORDED -REQUEST OF Tille One WARRANTY DEED NO.8664 P. 2. `NAVARRO AMOUNT 3.00 III illllllllllllllllllllllllllllll III 105090546 FOR VALUE RECEIVED, GRACE, LLC, an Idaho limited liability company, the Grantor, does hereby grant, bargain sell and convey unto GRACE AT FAIRVIEW LAKES, LLC, an Idaho limited liability company whose current address is 499 West Main Street, Boise, ID 83702, the Grantee, the following described premises, in Ada County, Idaho, TO WIT: Lot 4 in Block 1 of DEVON PARK SUBDIVISION NO.2, according to the official plat thereof, fled in Book 91 of Plats at Pages 10854 through 10856, official records of Ada County, Idaho. TO HAVE AND TO HOLD the said premises, with their appurtenances unto the said Grantee, heirs and assigns forever. And the said Grantor does hereby covenant to and with the said Grantee, that it is the owner in fee simple of said premises; that they are free From all encumbrances EXCEPT those to which this conveyance is expressly made subject and those made, suffered or done by the Grantee; and subject to all existing patent reservations, easements, right(s) of way, protective covenants, zoning ordinances, and applicable building codes, laws and regulations, general taxes and assessments, Including irrigation and utility easements (if any) for the current year, which are not due and payable, and that Grantor will warrant and defend the same from all lawful claims whatsoever. Dated: Jul , 2005 GRACE >3y. (� DoWas/famura, Member State of Idaho uu ) ) ss. County of Ada ) On this S71"day of July 2005, before me, the undersigned, a Notary Public in and for said State, personally appeared Douglas Tamura known or identified to me to be the Member of thts limited liability company that executed the within Instrument and acknowledged to me that he executed the same for and on behalf of said limited liability company and that such limited liability company executed it. TN WITNESS WH F,1 have hereunto set my hand and affiix�g;d,tt�rrofficial seal the day and year in this certificate fi above itten.FRAN$��'4 Nora Public for Idaho =* My Commission Expires: / O 65& D e Pua L,tG c •'�i g op 19 AFFIDAVIT OF LEGAL INTEREST STATE OF IDAHO ) COUNTY OF ADA ) f (name) (address) o e37a 7- (city) (state) being first duly sworn upon, oath, depose and say: That I am the record owner of the property described on the attached, and I grant my permission to: (name) (address) to submit the accompanying application(s) pertaining to that property. I agree to indemnify, defend and hold the City of Meridian and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herein or as to the ownership of the property which is the subject of the application. I hereby grant permission to City of Meridian staff to enter the subject property for the purpose of site inspections related to processing said application(s). Dated this —e'� day SUBSCRIBED AND SWORN to before me the day and year fi above written. �"ps 'Y.14ICIC4 �i,. (Notary Public for Idaho) V O 0.00 Residing at: #OTARY G �0 My Commission Expires: itLA!� pU8V1 4 OF 11D � u Rsrj A, Anderson Survey Group.com ,'' EXHIBIT "A" Legal Description Parcel A -Assisted Living portion of Lot 4, Devon Park Subdivision No. 2 A portion of Lot 4, Block 1 of Devon Park Subdivision No.2, recorded in Book 91, at Page 10854, situated in the Southwest Quarter of the Southeast Quarter of Section 6, Township 3 North, Range 1 East of the Boise Meridian, City of Meridian, Ada County, Idaho, more particularly described as follows: Commencing at the Section corner common to Sections 5, 6, 7 and 8, Township 3 North, Range 1 East, B.M.; thence along the south line of said Section 6, North 89028'06" West a distance of 2641.06 feet to a brass cap at the quarter corner common to Sections 6 and 7 recorded as Instrument No. 103121926; thence leaving said south line, North 00020'01" East a distance of 976.13 feet to the Real Point of Beginning; thence continuing North 00°20'01" East a distance of 325.00 feet along the Westerly line of said Lot 4; thence South 89053'08" East a distance of 457.78 feet along the Northerly line of said Lot 4; thence leaving said Northerly line South 00000'02" East a distance of 324.08 feet to a point on the Southerly line of said Lot 4; thence along said Southerly line the following courses and distances, North 90°00'00" West 50.57 feet; North 00°00'00" East 59.00 feet; North 90°00'00" West 130.00 feet; South 00°00'00" West 59.00 feet; North 90°00'00" West 279.11 feet to the Point of Beginning. Said parcel contains 3.24 acres, more or less End of Description February 15, 2007 Project No. 04-117 w JOW OF TO.. A 357 E. Watertower Ln., • Suite E. Meridian, ID 83642 P.298.888.7345 F.288.888 t RS13 Anderson Survey Group.com a EXHIBIT "A" Legal Description Parcel B -Easterly portion, Lot 4 of Devon Park Subdivision No. 2 A portion of Lot 4, Block 1 of Devon Park Subdivision No.2, recorded in Book 91, at Page 10854, situated in the Southwest Quarter of the Southeast Quarter of Section 6, Township 3 North, Range 1 East of the Boise Meridian, City of Meridian, Ada County, Idaho, more particularly described as follows: Commencing at the Section corner common to Sections 5, 6, 7 and 8, Township 3 North, Range 1 East, B.M.; thence along the south line of said Section 6, North 89028'06" West a distance of 2641.06 feet to a brass cap at the quarter corner common to Sections 6 and 7 recorded as Instrument No. 103121926; thence leaving said south line, North 00020'01" East a distance of 976.13 feet; thence continuing North 00°20'01" East a distance of 325.00 feet along the Westerly line of said Lot 4; thence South 89053'08" East a distance of 457.78 feet along the Northerly line of said Lot 4 to the Real Point of Beginning; thence continuing along said Northerly line South 89°53'08" East a distance of 209.21 feet; thence along the Easterly line of said Lot 4 South 00°23'27" West a distance of 108.61 feet to a point on the Right of way line of East Clarene Street; thence along said right of way line the following courses and distances; 43.98 feet along the arc of a 28.00 foot radius curve to the right, through a central angle of 90000'00", the chord of which bears North 44036'33" West a distance of 39.60 feet; thence North 00°23'27" East a distance of 7.00 feet; thence North 89036'33" West a distance of 36.00 feet; thence South 00°23'27" West a distance of 130.00 feet; thence South 89°36'33" East a distance of 36.00 feet; thence North 00°23'27" East a distance of 7.00 feet; thence 43.98 feet along the arc of a 28.00 foot radius curve to the right, through a central angle of 90100'0011, the chord of which bears North 45°23'27" East a distance of 39.60 feet to a point on the Easterly line of said Lot 4; thence along said Easterly line South 00023'27" West a distance of 155.06 feet; thence along the Southerly line of said Lot 4 North 90°00'00" West a distance of 207.00 feet; thence leaving said Southerly line North 00000'02" West a distance of 324.08 feet the Point of Beginning. Said parcel contains 1.39 acres, more or less End of Description February 15, 2007 Project No. 04-117 357 E. Wetertow er Ln.. Suite F, Meridian, 10 83642 P.208-688.7345 • F.208.688.7354 U Title: Scale: 1 inch = 150 feet I File: Date: 02-21-2007 Tract 1: 1.394 Acres: 60703 Sq Feet: Closure = n75.5337e 0.00 Feet: Precision=1/904755: Perimeter = 1308 Feet 001=s89.5308e 209.21 006=s00.2327w 130.00 011=n90.0000w 207.00 002=s00.2327w 108.61 007=s89.3633e 36.00 90.0000 012=n00.0002w 324.08 Bng�44.3 33w, Chhd=39.60 008=n00.2327e 7.00 004=n00.2327e 7.00 °°9: R=28 Z), oe�ta- 0 000 Bng=n45.2327e, Ch�39.60 005=n89.3633w 36.00 010=s00.2327w 155.06 Title: Scale: 1 inch = 150 feet I File: Date: 02-21-2007 Tract 1: 3.242 Acres: 141205 Sq Feet: Closure = s88.5224e 0.01 Feet: Precision=1/310026: Perimeter = 1685 Feet 001=n00.2001e 325.00 004=n90.0000w 50.57 007=s00.0000w 59.00 002=s89.5308e 457.78 005=n00.0000e 59.00 008=n90.0000w 279.11 003=s00.0002e 324.08 006=n90.0000w 130.00 City of Meridian Pre-; ition Meeting Notes r)atP• / Project/Subdivision Name: ,` /��,ti P62- K / JU Applicant/Contact: City Staff Location: 2UU I Existing Zoning: Proposed Zoning: Property Size: Surrounding Uses: Comprehensive Plan Designation(s): Street Buffers and/or Land Use Buffers: Open Space/Amenities/Pathways: Street System/Stub Streets/Access: Sewer and Water Service: Topography/Hydrology/Floodplain Issues: Canals/Ditches/Irrigation and/or Hazards: Contiguous and Within AOI (AZ only): Number of Units and/or Lots: Dwelling Type (if residential): Other Agencies/Departments to Contact (circle): Ada County Highway District Nampa and Meridian Irrigation Idaho Transportation Department Settlers Irrigation Sanitary Services Corporation Fire Department Central District Health Police Department Applications Required (circle all that apply): Accessory Use Desi n Review Alternative Compliance Final Pl odifra&m— Annexation Misc. (DA Modification) Certificate of Zoning Compliance Comp Plan Map Amendment Plauallat Development Comp Plan Text Amendment reliminary a Private Street Conditional Use Permit Rezone Parks Department Public Works Department Building Department Other: Short Plat Time Extension UDC Text Amendment Vacation Variance Other: Additional Pre -Application Conference (circle one): Required Not Required Anticipated Submission Date: �JZ. (�� G7 -- -- �Anticipated Hearing Date: NOTES: 1) Applicants are required to hold a neighborhood meeting, in accordance with UDC 11-5A-5C, prior to submittal of an application requiring a public hearing. 2) Except for UDC Text Amendments, Comprehensive Plan Text Amendments and Vacation applications, all other applications requiring a public hearing shall be posted in accordance with UDC 11-5A-5 D. 3) The information provided during this meeting is based on current City Code and Comprehensive Plan. Any subsequent changes to City Code and/or the Comprehensive Plan may affect your submittal and/or application. This pre -application meeting shall be valid for 6 months. V_ Pre -application Neighborhood Meeting Notice Subject: Grace @ Fairview Lakes Dear Property Owners: The City of Meridian zoning ordinance requires that a pre -application meeting between the applicant of a development proposal and the residents of the neighborhood in which the development site is located be held for open discussion prior to submittal of the application to the City of Meridian. Grace @ Fairview Lakes is proposing to subdivide Lot 4 Block 1 of Devon Park Subdivision No.2 into two lots. The subdivision will allow us to obtain long term financing on the first phase of our retirement center. No additional changes to the development plan of the retirement facility are planned. The conditions of approval for the next phase will remain the same. When: Monday March 5, 2007 6:00 P.M. Where: Lobby of Grace @ Fairview Lakes 1960 N. Lakes Place Meridian, Idaho If you have any questions about the meeting or the application please contact: Doug Tamura 1124 Santa Maria Boise, Idaho 83712 (208) 721-2151 Fax: 343-2210 Email: doughtamura@msn.com Nv � TTt--H P6N 13 March 7, 2007 Planning & Zoning Department City of Meridian 660 E. Watertower Meridian, Idaho 83642 RE: Grace @ Fairview Lakes 824 E. Fairview Avenue Meridian, Idaho To Whom it May Concern: Pre -application Neighborhood Meeting Notices were delivered to the following house holds: Fairview Terrace Mobile: 54, 55, 56 , 57, 58 ,59 ,60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 173, 174, 175, 176, 177, 178, 179, 193, 194 Teare Street: 1855, 1858, 1883, 1884, 1902, 1903, 1920 Clarene Street: 930, 946, 958, 978 Willowbrook: 705,723, 757, 784, 789, 801, 802, 818, 821, 853, 885, 904, 905, 923, 957,989 N. Lark: 2041 N.E. IOth Ave.: 2043 Brixton: 2045, 2050 The notices were delivered on February 28, 2007 and a meeting was held in the lobby of Grace @ Fairview Lakes located at 1960 N. Lakes Place on March 5, 2007. No neighbors attended. Yours ly, Doug Tamura Managing Member Grace @ Fairview Lakes LLC COMMITMENT OF PROPERTY POSTING Per Unified Development Code (UDC) 11-5A-5D, the applicant for all applications requiring a public hearing (except for a UDC text amendment, a Comprehensive Plan text amendment and/or vacations) shall post the subject property not less than ten (10) days prior to the hearing. The applicant shall post a copy of the public hearing notice of the application(s) on the property under consideration. The applicant shall submit proof of property posting in the form of a notarized statement and a photograph of the posting to the City no later than seven (7) days prior to the public hearing attesting to where and when the sign(s) were posted. Unless such Certificate is received by the required date, the hearing will be continued. The sign(s) shall be removed no later than three (3) days after the end of the public hearing for which the sign(s) had been posted. I am aware he above requirements and will comply with the posting requirements as stated in UDC 11-5 cpMATERIALS _ TESTING & NSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Prepared for: Tamura & Associates 499 Main Street Boise, Idaho 83702 GEOTECHNICAL ENGINEERING REPORT of Proposed Residential & Commercial Development Fairview Lakes 824 East Fairview Ave. Meridian, Idaho MTI File Number 820560g 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com CPMATERIALS TESTING & INSPECTION August 12, 2002 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f.\2002 reports\300-599\b20560g\b20560geotech.doc Mr. Doug Tamura Tamura & Associates 499 Main Street Boise, Idaho 83702 (208) 343-2931 Re: Geotechnical Engineering Report Proposed Residential & Commercial Development Fairview Lakes Meridian, Idaho Mr. Tamura: In compliance with your instructions, we have conducted a soils exploration and foundation evaluation for the above mentioned development. Field work for this investigation was conducted on 25 July 2002. Data have been analyzed to evaluate pertinent geotechnical conditions. Provided geotechnical, groundwater and construction recommendations are listed in the Table of Contents. 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, because of design and construction details that occur on a project, questions arise concerning soil conditions. We would be pleased to continue our role as geotechnical engineers during project implementation. MTI also has great interest 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. We appreciate this opportunity to be of service to you and we look forward to cing witlyjyou in the Future. If you have questions please call us at (208) 376-4748. Jennifer filler Staff Geologist Reviewed by is ael G. Woodworth, E.I.T Staff Geotechnical Engineer Respectfully Su to KEVIN L. 0 Materials Te srpc, Geotec Zia rvices Maria e /! Reviewed by David r 'T.E7 ' General Manager /V r, & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com CPMATERIALS TESTING & INSPECTION August 12, 2002 2 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f.\2002 reports\300-599\b20560g\b20560geotech.doc TABLE OF CONTENTS PREAMBLE...........................................................................................................................1 EXECUTIVESUMMARY........................................................................................................ 3 INTRODUCTION.................................................................................................................. 5 ProjectDescription.............................................................................................5 Authorization...................................................................................................... 5 Purpose................................................................................................................. 5 Scope..................................................................................................................... 5 Warranty And Limiting Conditions............................................................... 6 General................................................................................................................. 6 DESCRIPTIONOF SITE........................................................................................................ 7 SiteAccess.......................................................................................................... 7 GeneralGeology Of Area................................................................................. 7 Site Topography, Drainage And Vegetation.................................................8 Site Climatology And Geochemistry ..............................................................8 GeoseismicSetting.............................................................................................8 SOILSEXPLORATION.......................................................................................................... 9 Exploration and Sampling Procedures...........................................................9 Laboratory Testing Program............................................................................. 9 SoilAnd Sediment Profile...............................................................................10 SoilsSurvey Review..........................................................................................10 VolatileOrganic Scan........................................................................................11 SITEHYDROLOGY...............................................................................................................11 GeneralNotes.....................................................................................................11 Groundwater.......................................................................................................11 Hydraulic Conductivity ....................................................................................11 FOUNDATION, SLAB AND PAVEMENT DISCUSSION AND RECOMMENDATIONS .........12 GeneralNotes.....................................................................................................12 Foundation Design Recommendations..........................................................12 FloorSlab-On-Grade.........................................................................................12 Recommended Pavement Sections.................................................................13 CONSTRUCTION CONSIDERATIONS..................................................................................15 Earthwork............................................................................................................15 DryWeather........................................................................................................16 WetWeather........................................................................................................16 FrozenSubgrade Soils.......................................................................................16 StructuralFill......................................................................................................16 Backfill.................................................................................................................17 Excavations..........................................................................................................17 GroundwaterControl........................................................................................18 GENERAL COMMENTS........................................................................................................18 REFERENCES........................................................................................................................19 APPENDIXLIST.................................................................................................................... 20 Geotechnical General Notes.............................................................................21 Unified Soil Classification............................................................................... 22 TestPit Logs........................................................................................................ 23 Pavement Thickness Design............................................................................ 28 Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 2083764748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com CVMATERIALS TESTING & INSPECTION August 12, 2002 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f \2002 reports\300-599\b20560g\b20560geotech.doc 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: Surficial Sandy Silt (FILL-ML) - This soil was encountered at the ground surface, consisting of light brown, dry, soft, sandy silt fill with excessive organics in the upper 0.8 to 1.8 feet. Fill material was encountered to depths of 0.7 to 1.8 feet. Silty Clay with Sand (ML-CL) Sandy Clay (CL) — Underlying the surficial fill material is a sequence of silty clay with sand and sandy clay. The clay soils are generally dark brown to reddish brown, dry to moist, and hard. Clay soils contained varying amounts of sand. The silty clay with sand was weakly cemented within test pit 2 and extended to a depth of 3.5 feet. Sandy Silt (ML) and Silty Sand (SM) - Sandy silt and silty sand horizons were typically found below the clayey soils. These layers extended to depths from 2.8 to 5.9 feet and exhibited varying degrees of cementation, ranging from non -cemented in the westernmost portion of the site to strongly cemented in the northeastern corner of the property. The sand -silt soils were field classified as light red brown to dark brown, dry to moist, and soft to hard. Poorly Graded Gravel (GP) — Brown, slightly moist to saturated, medium dense to very dense poorly graded gravel was present below the silt -sand sequence. The gravels generally consisted of 12-inch minus cobbles and fine to coarse grained sand. Groundwater Conditions: Groundwater was encountered in all five test pits. Because of the site topography, groundwater depths vary across the site from 6.6 in the central, low-lying section of the property to 10.0 feet below the ground surface in the elevated portions of the site. Leakage from unlined irrigation and drainage ditches that bisect the site may contribute to groundwater levels in the immediate vicinity of these features. Groundwater within the area is primarily a function of irrigation. Therefore, annual peak water table elevations are likely during periods of the peak irrigation season which occurs during late summer/early fall months. Groundwater estimation is problematic without long term monitoring. However, it is our opinion a seasonal high groundwater level of approximately 5.0 to 5.5 feet below existing grades should be anticipated for the project site. Copyright © 2002 Matcrials'festing A Inspect;on. Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com August 12, 2002 MATERIALS 4 TESTING & INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑Special Inspections f:\2002 reports\300-599\b20560g\b20560geotech.doc Building Foundations: 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. ASTM D 1557 Net Allowable Soils Footing Depth Sub rade Com action Bearin2 Ca acit 12 Inches 2,000 lbslft 2.0-3.5 feet and greater bearing on competent, of required on native, cemented clayey -silty soil or compacted (N q s structural fill. * cemented soil • Soft soils in test pit 1 will require over excavation to depths of approximately 3.5 feet. • Existing fill encountered during construction in the immediate vicinity of the demolished home site must be removed to expose native soils. • Subgrade inspection by a qualified geotechnical representative will be required to verify native soils in the field. Building Floor Slabs: Fill used to increase the elevation of the floor slab should meet requirements for structural fill. Refer to the aterial in support of floor slab -on -grade ade section on Structural Fill for these requirements. Before placing m _ __11_a —A ,.rann;r fill must be excavated and removal from all structural areas. Excavation depths of 0 to 1 5 feet should be anticipated Pavement: Construction of the pavement section should be in accordance with these specifications and should adlicre to guidelines recommended in the section on Construction Considerations. Pavement Section Com onent Drivewa s and Parking, Truck Access Drivewa s and 2 5 Inches ruck Access Asphaltic Concrete 3.0 Inches 6.0 Inches 4.0 Inches Crushed A e ate Base 12.0 Inches Structural Sub -Base 12.0 Inches Comnacted Subgrade Not e uired Not Required I rior to placement of paving section components. Excavation of up Existing organic fill must be removed p to 1.5 feet should be anticipated. Copyright © 2002 Materials Testing & Inspection, Inc. 48 Fax 208 322-6515 7446 W. Lemhi St., Boise, ID 83709 208 376-47wvvw.mti-id.com E-Mail mti@mti-id.com CPMATERIALS TESTING & INSPECTION August 12, 2002 5 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f:\2002 reports\300-599\b20560g\b20560geotech.doc INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in Chapter 18 of the 1997 Uniform Building Code (UBC). Information in support of groundwater and stormwater issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Project Description: The proposed development is northwest of the City of Meridian, Ada County, Idaho, and comprises the SW'/4SE'/4 of Section 6, Township 3 North, Range 1 East, Boise Meridian. The project will consist of construction of 16 apartment and 7 commercial/office structures. Total settlements are limited to 1 inch. Loads of up to 4, 000 pounds per lineal foot for wall footings, and column loads of up to 75, 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. At this time, MTI has not been informed if the site will be elevated. Authorization: Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Mr. Doug Tamura to Jennifer Miller of Materials Testing and Inspection, Inc. (MTI), on 22 July 2002. Said authorization is subject Tms'& Associatesnand MTI�nOursscoped in the f servPcesrofeforothe Services Contract entered into betweena proposed development has been provided in our proposal dated 22 July 2002, and again below. Purpose: The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by design engineers and/or architects in: • Preparing or verifying suitability of foundation design and placement, • Preparing site drainage designs, • Indicating issues pertaining to earthwork construction. Scope: 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, field and laboratory testing, and an engineering analysis and evaluation of foundation materials. Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 www mti- dacom8 322-6515 E-Mail mti@mti-id.com CPMATE RIAI - TESTING O NSPECTION August 12, 2002 6 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f:\2002 reports\300-599\b20560g\b20560geotech.doc 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 promulgated 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 subject property within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. The report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following the report, it will be forwarded to the client in the form received for evaluation by the client. There is a distinct possibility that conditions may exist which could not be identified within the scope of the investigation or which were not apparent during the site investigation. This report was prepared for the exclusive use of Tamura & Associates and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based upon agreed -upon scope of work outlined in the report and Contract for Professional Services between 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 whatever, known or unknown to Client or Consultant. Neither Client nor Consultant shall have liability to, or indemnifies or holds harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. General: Revisions in plans and or drawings for the proposed structures from those enumerated in this report should be brought to the attention of the soils engineer to determine if 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. Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com CrMATERIAL' TESTING Ss NSPECTION August 12, 2002 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections DESCRIPTION OF SITE Site Access: f.\2002 reports\300-599\b20560g\b20560geotech.doc Access to the site may be gained via Interstate-84 to Exit 44 (Meridian Exit). Proceed north on Main Street (formerly known as East First Street) to Fairview Avenue. Turn east onto Fairview Avenue continuing in this direction for approximately '/z mile. The parcel is located on the north side of Fairview Avenue, directly west of Dirty Harry's Car Wash, located on the northwest corner of Jericho Road and Fairview Avenue. Presently the site exists as a previously developed lot homestead. The location is depicted in site map plates included in the Appendix. General Geology Of Area: 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 overwash from the Boise River. These gravel deposits tend to have imbricated well-rounded clasts, poor sorting and crude stratification of beds of gravel and lenses of cross -bedded sand suggesting deposition in braided channels. The Boise River Gravels consist of unconsolidated clay, silt, sand, gravel, and cobbles. These 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 (Recent) (0 - 0.9 million years ago). The site lies on the Whitney Terrace, the second terrace above the currently defined floodplain. Geologic data published for the area indicated that bedrock is typically encountered at a depth of approximately 100 feet beneath the soil surface (Othberg and Stanford, 1992). Copyright © 2002 Materials Testiin & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com riMATERIAL TESTING INSPECTION August 12, 2002 8 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f:\2002 reports\300-599\b20560g\b20560geotech.doc Site Topography, Drainage And Vegetation: The proposed development consists of relatively flat terrain with an irrigation ditch and a drain iigc dit�+ segmenting the site into three sections. The southern portion of the site is flat. An unlined, irrigation ditch flows across the site in an east to west direction approximately 3.5 to 6.0 feet below ground surface, separating the southern portion of the property from the middle section. The middle section of the site is _ generally flat and lies several feet lower in elevation than the two other sections of the site. An unlined drainage ditch containing water at the time of this investigation is directed across the site from the east to the west. The banks of the drainage are built up to the elevation of the upper (northernmost) portion of the site. Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils and is also directed through the on site drainage ditch. Vegetation throughout the area consists primarily of thick weed/grass varieties typical of and to semi -arid environments and mature trees. Site Climatology And Geochemistry: Average precipitation for the region is on the order of 10 to 12 inches per year. Annual average temperature range from 20' F to 910 F with extremes ranging from -4° F to 102' F. Average wind speed range to 11 miles per hour in spring with a prevailing direction from the southeast. Soil in the area is primarily derived from siliceous materials and exhibits low electro-chemical potential for corrosion of metals or concretes. Local aggregates are generally appropriate for Portland Cement and Lime Cement mixtures. The State Transportation Department has adopted anionic asphalt cements. The pH of surface water, groundwater, and soil in the region typically range from 7 to 9. No indication of abnormal geochemical conditions was noted on -site. Nominal frost penetration is typically on the order of 6 inches, with extremes ranging to 3 feet. Geoseismic Setting: This project site is located within Zone 2B Area as per the 1997 edition of the UBC. Building structures on -- this project should be designed as per the UBC requirement for such a seismic classification. Our investigation did not reveal characteristics particularly susceptible to seismic hazards. Incidence and anticipated acceleration of seismic activity in the area is low. Soils on -site are classed type SD in accordance -- with Chapter 16 Section V of the 1997 UBC. Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com CoMATERIAL TESTING Or INSPECTION August 12, 2002 9 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections SOILS EXPLORATION Exploration And Sampling Procedures: f:\2002 reports\300-599\b20560g\b20560geotech.doc The field exploration 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 normal taping procedures 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 backfilled in with loose excavated materials. These loose areas need to be re -excavated and compacted prior to constructing structures over them. Samples were obtained from representative soil strata encountered in test pits. Samples obtained have been visually classified in the field by an engineer or geologist, identified according to test pit number and depth, placed in sealed containers and transported to our laboratory for additional testing. These materials have been further 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 the field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in analyzing the 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 designation D 4318, and Grain Size Analysis - ASTM designation C 117, C 136. Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com MATERIALr' TESTING G_ INSPECTION August 12, 2002 10 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f.\2002 reports\300-599\b20560g\b20560geotech.doc Soil And Sediment Profile: Test pits were advanced to depths of 6.3 to 11.5 feet across the site. Because of the areal extent of the studied parcel, the developed soil profile represents only a generalized case. The following soils were not encountered in each test pit, but instead represent a hypothesized profile as compiled from observations in each of the five test pits advanced: Surficial Sandy Silt (FILL-ML) - This soil was encountered at the ground surface, consisting of light brown, dry, soft, sandy silt fill with excessive organics in the upper 0.8 to 1.8 feet. Fill material was encountered to depths of 0.7 to 1.8 feet. Silty Clay with Sand (ML-CL) Sandy Clay (CL) — Underlying the surficial fill material is a sequence of silty clay with sand and sandy clay. The clay soils are generally dark brown to reddish brown, dry to moist, and hard. Clay soils contained varying amounts of sand. The silty clay with sand was weakly cemented within test pit 2 and extended to a depth of 3.5 feet. Sandy Silt (ML) and Silty Sand (SM) - Sandy silt and silty sand horizons were typically found below the clayey soils. These layers extended to depths from 2.8 to 5.9 feet and exhibited varying degrees of cementation, ranging from non -cemented in the westernmost portion of the site to strongly cemented in the northeastern corner of the property. The sand -silt soils were field classified as light red brown to dark brown, dry to moist, and soft to hard. Poorly Graded Gravel (GP) — Brown, slightly moist to saturated, medium dense to very dense poorly graded gravel was present below the silt -sand sequence. The gravels generally consisted of 12-inch minus cobbles and fine to coarse grained sand. Walls of each test pits were stable with the exception of those through the surficial fill and through saturated gravels. Excavations through fill and granular soils, particularly after penetrating the water table, will have a propensity for sloughing or caving. Soils Survey Review: A review of the United States Department of Agriculture, Soil Conservation Service, Soil Survey of Ada County Area, Idaho, 1980, indicated the site can be characterized to include 2 soils types. These soils types consist of the Aeric Haplaquepts and Purdam silt loam soils. Specific soils characteristics defined by the USDA, have been listed for each of these soils. Aerie Haplaquepts: Flooding is a hazard in years of unusually high precipitation, runoff is very slow, erosion hazard is slight. Purdam silt loam: Permeability is moderately slow above the hardpan and very slow through fractures in the hardpan, runoff is slow, erosion hazard is slight. Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mtiOmti-id.com www.mti-id.com CPMATERIAL' TESTING &_ INSPECTION August 12, 2002 11 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f: 2002 reports'300-599 620 0O�_' 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. . Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type contamination. SITE HYDROLOGY General Notes: Existing surface drainage conditions are defined in the Description of Site. Information provided in this section is limited to observations made at the time of the investigation. Regional and/or local ordinances may require information beyond the scope of this report. Groundwater: Groundwater was encountered in all five test pits. Because of the site topography, groundwater depths vary across the site from 6.6 in the central, low-lying section of the property to 10.0 feet below the ground surface in the elevated portions of the site. Leakage from unlined irrigation and drainage ditches that bisect the site may contribute to groundwater levels in the immediate vicinity of these features. Groundwater within the area is primarily a function of irrigation. Therefore, annual peak water table elevations are likely during periods of the peak irrigation season which occurs during late summer/early fall months. Groundwater estimation is problematic without long term monitoring. However, it is our opinion a seasonal high groundwater level of approximately 5.0 to 5.5 feet below existing grades should be anticipated for the project site. Hydraulic Conductivity: Soil permeability is a measure of the ability of a liquid to move through a soil and was not tested in the field. In this report this parameter is approximated by soil type and gradation. Of soils comprising the generalized soil profile for this study, conductivity values between <2 to 4 inches per hour can generally be expected in clay silt soils, though calcium carbonate cementation encountered throughout these materials may reduce this value to near zero. Silty sand soils generally exhibit values between 4 and 12 inches per hour. Poorly graded sand with gravel soils typically exhibit hydraulic conductivity values in excess of 24 inches per hour. Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com CPMATE RIAIT TESTING 67 INSPECTION August 12, 2002 12 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections fA2002 reports\300-599\b20560g\b20560geotech.doc FOUNDATION, SLAB AND PAVEMENT DISCUSSION AND RECOMMENDATIONS General Notes: Various foundation types have been considered for support of the proposed building structures. Two requirements must be fulfilled in the design of foundations. First, the load must be less than the ultimate bearing capacity of foundation soils to maintain stability; and secondly, total and differential settlement must not exceed an amount that will produce 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. ASTM D 1557 Net Allowable Soils Footing Depth Subgrade Compaction Bearing Capacity 2.0-3.5 feet and greater bearing on competent, 12 Inches 2,0001bs/ft native, cemented clayey -silty soil or compacted (Not required on structural fill. * I cemented soils) • Soft soils in test pit 1 will require over excavation to depths of approximately 3.5 feet. • Existing fill encountered during construction in the immediate vicinity of the demolished home site must be removed to expose native soils. • Subgrade inspection by a qualified geotechnical representative will be required to verify native soils in the field. Footings should be proportioned to meet the stated bearing capacity and/or the UBC 1997 minimum requirements. Total settlement should be limited to about 1 inch with differential settlement of approximately 1/2 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 grade. Floor Slab -On -Grade: Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com COMATERIAL TESTING V_ INSPECTION August 12, 2002 13 ❑ Environmental Services 0 Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f:\2002 reports\300-599\b20560g\b20560geotech.doc Before placement of concrete floors or floor supporting fill, organic; loose, or obviously compressive materials must be removed. The remaining subgrade should be treated in accordance with Earthwork guidelines and other Construction Considerations presented later in this report. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements for structural fill. Refer to the section on Structural Fill for these requirements. Before placing material in support of floor slab -on -grade existing uncontrolled and organic fill must be excavated and removal from all structural areas Excavation depths of up to 1.5 feet should be anticipated 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 generally complying with ASTM D 1241 Type 1 Gradation A aggregate. No less than 90% of this aggregate shall pass the 3/4 inch screen and no more than 10% of the aggregate shall pass the #200 screen. Maximum nominal aggregate size shall be 3/4 inches. A moisture retarder should be placed beneath floor slabs to minimize potential ground moisture effects on floor coverings. The granular mat shall be compacted to no less than 95% 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. Based on experience with soils in the region, a subgrade C.B.R. (California Bearing Ratio) value of 4 has been assigned for the site. The following thicknesses are MINIMUM THICKNESSES for assured pavement function. Co i ht © 2002 Materials Testin & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com MATERIALF TESTING INSPECTION August 12, 2002 14 0 Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑Special Inspections f,\2002 reports\300-599\b20560g\b20560geotech.doc 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 Com onent I Driveways and Parking, Truck Access Drivewa sand Parking. No Truck Access Asphaltic Concrete 3.0 Inches Crushed A 2.5 Inches e ate Base 6.0 Inches Structural Sub -Base 12.0 Inches 4.0 Inches Inches Compacted Subgrade Not ReguiredE4 Not Re uired t Existing organic fill must be removed prior to placement of paving section components. Excavation of up to 1.5 feet should be anticipated. Aggregate Base Material complying with ITD Standard Specifications for Highway Construction sections 303 and 703 for aggregates. Structural Subbase Material complying with the requirement for granular structural fill in the Soils Report EXCEPT that maximum material diameter is no more than 2/3 of 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 with a heavy rubber -tired fully loaded tandem axle dump truck or equivalent. Existing identified fill on -site must be removed. Excavation de the of approximatelyqpproximately 1.5 feet should be anticipated. Presence of a Qeotechnical representative during construction will be required to verify fill removal MTI anticipates that pavement areas will be subject to moderate traffic. MTI does not anticipate pumping material to become evident during compaction, but clays and silts near to and above optimum moisture contents, may tend to Pump. Pumping or soft areas must be removed and replaced with structural fill. Fill material and compacted native subgrade soils (if required) in support of the pavement section as well as aggregates comprising the pavement section must be compacted to not less than 95% of maximum dry density indicated 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, compaction of that material shall 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. Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com MATERIAL er TESTING &_ INSPECTION August 12, 2002 15 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing 0 Special Inspections f:\2002 reports\300-599\b20560g\b20560geotech.doc MTI recommends that rigid concrete pavement be provided for heavy garbage receptacle parking. This will eliminate damage caused by the considerable load of containers transferred onto the small steel wheels and subsequently onto the asphaltic concrete. Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP shall be 6 inches thick on a 4 inch drainage fill course (see Floor Slab -on -Grade section), should be reinforced with welded wire fabric, and control joints shall be on 12 foot centers or less. CONSTRUCTION CONSIDERATIONS Earthwork: Recommendations in this report are based upon structural elements of the project being founded on competent native clay -silt -sand mixtures or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. Excessively organic soils, deleterious materials, and/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, brush, and thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic and/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 is 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 shall be based upon subgrade soil type, composition, and firmness or soil stability. After existing subgrade soils are excavated to design grade, proper control of subgrade conditions (i.c., moisture content) and placement and compaction of new fill (if required) should be overseen by a representative of the soils engineer (MTI). Recommendations for structural fill presented within 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. Co i ht ©2002 Materials Testin &Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 E-Mail mti@mti-id.com Fax 322 6515 www.mti-id.com CPMATERIALS ._ TESTING & INSPECTION August 12, 2002 16 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f.\2002 reports\300-599\b20560g\b20560geotech.doc Dry Weather: If construction is to be conducted during what is considered "Dry" seasonal conditions, problems associated with soft soils may be avoided. However, shallow groundwater conditions, related to springtime runoff and/or late summer/early fall irrigation, may induce rutting subgrade soils. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require addition of water to achieve near optimum moisture levels. Low cohesive 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. Wet Weather: If construction is to be conducted during what is considered "Wet" seasonal conditions (commonly from mid -November to April), 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. Frozen Subgrade Soils: Frozen subgrade soils must be allowed to thaw, or may be stripped prior to placement of structural fill materials or foundation elements. Frozen soils must be removed to depths that expose non -frozen soils and wasted or stockpiled for later use. These soils must be allowed to thaw and return to near optimum conditions prior to use as structural fill. Structural Fill: Soils suitable for use as structural fill are those classified as GW, GP, GM, SW, SP, SM, and ML in accordance with the Unified Soil Classification System (USCS) (ASTM D 2487). Granular structural fill (USCS designation GW, GP, SW, SP) should consist of a 6 inch minus select, clean, granular soil with no more than 30% oversize (greater than 1/4 inch) material and no more than 12% fines (less than #200) and placed in layers not to exceed 9 inches in thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Each layer of structural fill should be compacted to a minimum density of 95% of maximum dry density as determined by ASTM D 1557 (for rigid structures) or D 698 (for flexible pavements). 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. Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com CrMATERIALS TESTING & NSPECTION AU!{USt 12, 200 , ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f.\2002 reports\300-599\b20560g\b20560geotech.doc The use of silty soils (USCS designation of GM, SM, and ML) as structural fill is acceptable but not recommended. These materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high. This makes moisture content, lift thickness, and compactive effort difficult to control. If silty soil is used for structural fill, lift thicknesses should not exceed 6 inches (loose), and fill material moisture should be closely monitored at both the working elevation and the elevation of material already placed. After placement, silty soils must be protected from degradation resulting from construction traffic or subsequent construction. Backfill: Backfill materials shall ascribe to the requirements of structural fill except that the maximum material size shall be 4 inches. In no case shall 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 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. 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 not exceed 1 foot vertical to 1 foot horizontal. Shallow, cemented fine grained soils (caliche), encountered through much of the site, may cause difficulties during foundation development and utility placement. These soils typically extended through depths of 1.5 to 5.5 feet. For deep excavations, native granular soils 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. Proper care must be taken to protect personnel and equipment. During our subsurface exploration, test pit sidewalls generally exhibited little indication of collapse. However, some caving of granular soils occurred, especially after penetration of the water table. Care must be taken so that excavations are properly backfilled in accordance with procedures outlined in this report. Water and loose debris should be removed from these excavations, prior to placement of fill soils or concrete. Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com CrMATERIALS TESTING & INSPECTION August 12, 2002 18 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f.\2002 reports\300-599\b20560g\b20560geotech.doc 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. It may be possible to discharge dewatering effluent to remote portions of the site or to a strategically located sump or 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 in general. It is recommended that runoff caused by wet weather be directed away from open excavations. On -site silty or clayey soils can be expected to become soft and pump if subjected to excessive traffic following periods of wet weather. Ponded surface water areas should be drained to allow construction to take place through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installation of a French -drain system. Additionally, temporary or permanent driveway sections may be constructed should wet weather be forecast. GENERAL COMMENTS When plans and specifications are complete, or if significant changes are made in the character or location of the proposed structures, consultation should be arranged as supplementary recommendations m;w hr required. It is recommended that the service of a qualified geotechnical engineering firm be engaged Lo tcst and evaluate soils in footing excavations before placement of concrete to determine if soils meet compaction requirements. Monitoring and testing should also be performed to verify that suitable materials are used for structural fill and that proper placement and compaction is performed. Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com CPMATERIALS TESTING & - NSPECTION August 12, 2002 19 O Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections fA2002 reports\300-599\b20560g\b20560geotech.doc REFERENCES American Society for Testing Materials, 1999, Standard Test Method for Materials Finer than 75-[tin (No. 200) Sieve in Mineral Aggregates by Washing: C 117 - 95, 3 p. American Society for Testing Materials, 1999, Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: C 136 - 96a, 5 p. American Society for Testing Materials, 1999, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils, ASTM Designation: D 4318 - 86, 11 p. Collett, R.A., 1980, Soil Survey of Ada County Area, Idaho: US Department of Agriculture, Soil Conservation Service, 327 p. Othberg, K.L. and Stanford, L.A., 1992, Geologic Map of the Boise Valley and adjoining area, Ada and Canyon Counties, Idaho: Idaho Geologic Map Series, scale 1:100,000. --Copyright © 2002 Materials Testin & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com CpMATERIALS TESTING Fs" INSPECTION August 12, 2002 20 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f:\2002 reports\300-599\b20560g\b20560geotech.doc APPENDIX GEOTECHNICAL GENERAL NOTES UNIFIED SOIL CLASSIFICATION SYSTEM GEOTECHNICAL TEST PIT LOGS AASHTO PAVEMENT THICKNESS DESIGN SHEETS SITE MAP PLATES Co i ht ©2002 Materials Testin 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 &Inspection, Inc. E-Mail mti@mti-id.com www.mti-id.com CPMATERIALS TESTING Fs_' INSPECTION August 12, 2002 21 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections fA2002 reports\300-599\b20560g\b20560geotech.doc GEOTECHNICAL GENERAL NOTES SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30" on a 2" O.D. SS. Qu: Unconfined compressive strength, tons/ft2 Qp: Penetrometer value, unconfined compressive strength, tons/ft2 Qc: Cone Penetrometer value, unconfined compressive strength, pounds/in2 V: Vane value, ultimate shearing strength, tons/ft2 M: Water content, % LL: Liquid Limit PI: Plasticity Index NP: Non -Plastic D: Natural dry density, lbs/ft3 WT: Apparent groundwater level (at time noted after completion). DRILLING AND SAMPLING SYMBOLS SS: Split -Spoon - 1 3/8" I.D., 2" O.D., except where noted. ST: Shelby Tube - 3" O.D., except where noted. AU: Auger Sample. DB: Diamond Bit. CB: Carbide Bit. GS: Grab Sample. RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Non -Cohesive Soils Standard Penetration Resistance Cohesive Soils Standard Penetration Resistance Very Loose <4 VerySoft <2 Loose 4-10 Soft 2-4 Medium Dense 10-30 Firm (Medium Stif Stiff Ve Stiff .Pr Hard 4_8 Dense 30-50 8-15 VeryDense >50 >30 PARTICLE SIZE Boulders 12 in. + Coarse Sand 5 mm to 0.6 mm Silts 0.074 mm to 0.005 rrun Cobbles 12 in. to 3 in. Medium Sand 0.6 nun to 0.2 nun Clays 0.005 mm & Smaller Gravel 3 in. to 5 mm Fine Sand 0.2 mm to 0.074 mm Co i ht ©2002 Materials Testin 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 322-6515 &Inspection, Inc. E-Mail mti@mti-id.com www.mti-id.com CirMATERIALS TESTING & INSPECTION August 12, 2002 22 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f:A2002 reports\300-599\b20560g\b2056O�,-ct)tech.do� Unified Soil Classification System Major Symbol Soil Descriptions Divisions Well -graded gravels, gravel -sand mixtures, little or no fines Gravel and GW Poorly -graded gravels, gravel -sand mixtures, little or no fines Gravelly Soils GP Silty gravels, Poorly -graded gravel -sand -silt mixtures <50% coarse fraction GM Clayey gravels, Poorly -graded gravel -sand -clay mixtures passes #4 sieve GC Coarse Well -graded sands, gravelly sands, little or no fines Grained Soils Sand and SW Poorly -graded sands, gravelly sands, little or no fines <50% passes Sandy Soils SP Silty sands, Poorly -graded sand -gravel -silt mixtures #200 sieve >50% coarse fraction SM Clayey sands, Poorly -graded sand -gravel -clay mixtures passes #4 sieve SC Inorganic silts & very fine sands, silty or clayey fine sands, clayey Fine Silts and Clays LL < 50 ML silts CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic silts and organic silt -clays of low plasticity Grained OL Soils Inorganic silts, micaceous or diatomaceous fine sand or silt >50% Silts MH Inorganic clays of high plasticity, fat clays passes and #200 sieve Clays CH Organic silts and clays of medium -to -high plasticity LL > 50 OH Highly Organic Soils Peat, humus, hydric soils with high organic content PT Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com August 12, 2002 MATERIALS `, 23 TESTING & INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f:\2002 reports\300-599\b20560g\b20560geotech.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: 1 Date Advanced: 7/25/02 Logged By: Jennifer Miller Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates Depth to Water Table: 6.9 Feet Depth to Bottom Of Hole: 7.4 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test Feet and Sediment Classification Type From -To ID Sandy Silt Fill (ML-FILL): Dark 0.0-1.5 brown, slightly moist, soft, with 0.5 excessive organics in upper 0.8 eet. Silty Clay with Sand (ML-CL): 1.5-3.3 Dark brown, slightly moist to moist, GS 1.5-3.3 0.5-1.0 A medium stiff, Cemented Sandy Silt (ML): Light 3.3-4.5 brown to brown, slightly moist, soft to stiff. -Weaklv cemented Poorly Graded Gravel (GP): 4.5-7.4 Brown, moist to saturated, medium dense, with 6-inch minus cobbles and coarse grained sand. -Weakly cemented in the upper 4 inches Lab Test ID M LL PI Sieve Anal sis _ % - - #4 #10 #40 1 #100 #200 A 28.2 30 7 99 97 88 1 79 70.1 Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti0mti-id.com www.mti-id.com CYMATERIALS TESTING & INSPECTION August 12, 2002 24 ❑ Environmental Services 0 Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f.\2002 reports\300-599\b20560g\b20560geotech.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: 2 Date Advanced: 7/25/02 Logged By: Jennifer Miller Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates Depth to Water Table: 10.0 Feet Depth to Bottom Of Hole: 11.5 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab 'Pest Feet and Sediment Classification Type From -To) ID Sandy Silt Fill (ML-FILL): Light 0.0-1.8 brown, dry, soft, with excessive or anics throu hout. Cemented Silty Clay with Sand 1.8-3.5 (CL-ML): Light brown to brown, slightly moist, hard. -Weakly cemented Cemented Silty Sand (SM): Light 3.5-5.5 reddish brown, slightly moist, dense. -Moderately cemented Poorly Graded Gravel (GP): 5.5-11.5 Brown, moist to saturated, medium dense, with 12-inch minus cobbles andfine to coarse grained sand. Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com CrMATERIALS TESTING & INSPECTION August 12, 2002 2 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections fA2002 reports\300-599\b20560g\b20560geotech.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: 3 Date Advanced: 7/25/02 Logged By: Jennifer Miller Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates Depth to Water Table: 8.6 Feet Depth to Bottom Of Hole: 9.5 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test Feet and Sediment Classification Type From -To ID Sandy Silt Fill (ML-FILL): Light 0.0-1.5 brown, dry, soft, with excessive organics throughout. Sandy Lean Clay (CL): Dark 1.5-2.0 brown, dry to slightly moist, hard. GS 1.5-2.0 4.5+ B Sandy Silt (ML): Dark brown, 2.0-2.7 slightly moist, stiff, grading to Silty 1.0-1.5 Sand. Silty Sand (SM): Light reddish 2.7-5.9 brown, slightly moist, dense. Poorly Graded Gravel (GP): 5.9-9.5 Brown, moist to saturated, medium dense, with 12-inch minus cobbles andfine to coarse grained sand. Lab Test ID M LL PI Sieve Anal sis - % - - #4 #10 #40 #100 #200 B 17.9 39 22 100 99 1 83 66 57.4 Copyright © 2002 Materials "fcsmw K In,;)cc!wrj. `:I, 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti*mti-id.com www.mti-id.com CrMATERIALS _- TESTING & INSPECTION August 12, 2002 26 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f.\2002 reports\300-599\b20560g\b20560geotech.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: 4 Date Advanced: 7/25/02 Logged By: Jennifer Miller Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates Depth to Water Table: 6.6 Feet Depth to Bottom Of Hole: 10.0 Feet Depth Field Description, w/USCS Soil Sample Feet and Sediment Classification Type Sandy Silt Fill (ML-FILL): Light 0.0-1.5 brown, dry, soft, with excessive organics in upper 3 inches. Sandy Clay (CL): Red brown, dry, 1.5-2.8 hard. Poorly Graded Gravel (GP): 2.8-10.0 Reddish brown to brown, slightly moist to saturated, medium dense to very dense, with lenses of medium to coarse grained sand. -Moderately to strongly cemented rom 2.8 to 4.7 eet. Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com MATERIALS August 12, 2027 TESTING & INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f:\2002 reports\300-599\b20560g\b20560geotech.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: 5 Date Advanced: 7/25/02 Logged By: Jennifer Miller Excavated By: Struckman's Backhoe Service Location: See Later Site Map Plates Depth to Water Table: 9.8 Feet Depth to Bottom Of Hole: 10.5 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test Feet and Sediment Classification Type From -To ID Sandy Silt Fill (ML-FILL): Light 0.0-0.7 brown, dry, soft, with excessive or anics throu bout. Sandy Clay (CL): Red brown, dry, 0.7-1.5 hard with some organics. Cemented Sandy Silt (ML): Light 1.5-4.9 brown, dry, stiff to hard. -Weakly cemented to 2.8 feet -Moderately to strongly cemented rom 2.8 to 4.9 eet Poorly Graded Gravel (GP): 4.9-10.5 Brown, slightly moist to saturated, medium dense to dense, with 12-inch minus cobbles and fine to coarse rained sand. Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com CrMATERIALS TESTING & INSPECTION August 11 200' 28 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing Ll Special Inspections f:\2002 reports\300-599\b20560g\b20560geotech.doc AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Proposed Fairview Lakes, No Truck Access Average Daily Traffic Count: 500 All Lanes & Both Directions Design Life: 20 Years % of Traffic in Design Lane: 100% Terminal Seviceability Index (Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 4 Subgrade Mr: 6,000 Calculation of Design 18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESAL's Passenger Cars: 137 2.0% 0.0008 968 Buses: 0 2.0% 0.6806 0 Panel & Pickup Trucks: 113 2.0% 0.0122 12,172 2 Axle, 6 Tire Trucks: 0 2.0% 0.1890 0 Concrete Trucks: 1.0 2.0% 4.4800 39,731 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: 250 Total Design Life 18 kip ESAL's: 52,872 Actual Log (ESAL's): 4.723 Trial SN: 2.81 Trial Log (ESAL's): 5.055 This must be equal to or greater than the Actual Log (ESAL's) Pavement Section Design SN: 2.81 This Number 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: 12.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 Copyright © 2002 Materials Testing & Inspection, Inc. 7446 W. Lemhi St., Boise, ID 83709 208 376-4748 Fax 208 322-6515 E-Mail mti@mti-id.com www.mti-id.com MATERIALS August 12, 2029 TESTING & INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections f:\2002 reports\300-599\b20560g\b20560geotech.doc AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Proposed Fairview Lakes, Truck Access Areas Average Daily Traffic Count: 700 All Lanes & Both Directions Design Life: 20 Years % of Traffic in Design Lane: 100% Terminal Seviceability Index (Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 4 Subgrade Mr: 6,000 Calculation of Design 18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESAL's Passenger Cars: 192 2.0% 0.0008 1,364 Buses: 5 2.0% 0.6806 30,180 Panel & Pickup Trucks: 140 2.0% 0.0122 15,147 2 Axle, 6 Tire Trucks: 4 2.0% 0.1890 6,705 Concrete Trucks: 2 2.0% 4.4800 79,462 Dump Trucks: 0 2.0% 3.6300 0 Tractor Semi Trailer Trucks: 6 2.0% 2.3719 126,212 Double Trailer Trucks 1 2.0% 2.3187 14,394 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 350 Total Design Life 18 kip ESAL's: 273,464 Actual Log (ESAL's): 5.437 Trial SN: 3.30 Trial Log (ESAL's): 5.476 This must be equal to or greater than the Actual Log (ESAL's) Pavement Section Design SN: 3.30 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: 6.00 0.14 1.0 Pit Run Aggregate Subgrade: 12.00 0.10 1.0 Coarse Aggregate Base: 0.00 0.12 0.9 Copyright © 2002 Materials Testin>? & Inspection, Inc. 7446 W. 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