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EIDIA N?- IDAHO / TRANSMITTALS TO AGENCIES FOR COMMENTS ON DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN Mayor Tammy de Weerd City Council Members: To ensure that your comments and recommendations will be considered by the Meridian Planning and Zoning Commission please submit your comments and recommendations to Meridian City Hall Attn: Jaycee Holman, City Clerk, by: Keith Bird Brad Hoaglun Charles Rountree David Zaremba 14 -Feb -13 Transmittal Date: February 4, 2013 File No.: PP 12-018 Hearing Date: February 21, 2013 Request: Public Hearing - Preliminary Plat approval consisting of 145 residential lots and 12 common lots on approximately 38.5 acres in an existing R-8 zone for Irvine By: Northside Management Location of Property or Project: SEC of W. Chinden Boulevard and N. Ten Mile Road Joe Marshall (No FP) Scott Freeman (No FP) Steven Yearsley (No FP) Michael Rohm (No FP) Tom O'Brien (No FP) Tammy de Weerd, Mayor Charlie Rountree, C/C Brad Hoaglun, C/C Keith Bird, C/C David Zaremba C/C Sanitary Services (No VAR, VAC, FP) Building Department / Rick Jackson Fire Department Police Department City Attorney Community Development City Planner Parks Department Economic Dev. City Engineer Your Concise Remarks: Meridian School District (No FP) Meridian Post Office (FP/PP/SHP only) Ada County Highway District Ada County Development Services Central District Health COMPASS (Comp Plan only) Nampa Meridian Irrig. District Settlers Irrig. District Idaho Power Co. (FP,PP,CUP/SHP only) Qwest (FP/PP/SHP only) Intermountain Gas (FP/PP/SHP 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 -Kung Irrigation District Boise Project Board of Control / Tim Page City Clerk's Office • 33 E. Idaho Avenue, Meridian, ID 83642 Phone 208-888-4433 *Fax 208-888-4218 • www.meridiancity.org Planning Department COMMISSION & COUNCIL REVIEW APPLICATION Type of Review Requested (check all that apply) ❑ Alternative Compliance ❑ Annexation and Zoning ❑ Comprehensive Plan Map Amendment ❑ Comprehensive Plan Text Amendment ❑ Conditional Use Permit STAFF USE ONLY ❑ Conditional Use Permit Modification ❑ Design Review File number(s): ❑ Development Agreement Modification'_' ❑ Final Plat �I ❑ Final Plat Modification Project name: '� l Planned Unit Development e p Date'filed: Dple�te `Preliminary Plat Assigned Planner: ❑ Private Street g ❑Rezone Related files: 2' "" '�_,''''. � ❑ Short plate -aS X39.. ❑ Time Extension (Commission or Council) 11 UDC Text Amendment Hearing date:ammtcstoti❑ ; ❑ Vacation (Council) ; ❑ Variance Council r ❑ Other Applicant Information Applicant name: Phone: M' I Z7i Fax: _I Applicant address: Zip: M4 E-mail: '�LOtTI` 4Yn klTiikrN+ Applicant's interest in property: ❑ Own ❑ Rent ❑ Optioned Other YY6bX112hyt Owner name: Phone: 0M 'S Owner address: ` Zip: E-mail: til% Agent name (e.g., architet.ct engineer, developer, representative): , � I V^ ir1 i�1(�,l�l• Firm name: Phone: �% - �.W7iFax: Address: Ir Zip: 9F, lA E-m'a/il: Primary contact is: ❑ Applicant ❑ Owner ❑ Agent Other ni,l/�'i IlX 1 Yt✓ l Contact name: Phone: 2 -I_7-02—Fax: Contact address: ` Zip: &J14 E-mail: ✓ Information Location/street address: Assessor's parcel number(s): 230(1 Township, range, section: 4W y\17—to Total acreage: -3-7,51 Current land use: AAV1 W 1& Ye_, Current zoning district: 33 E. Broadway Avenue, Suite 210 • Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridiancity.org 1 (Rev. 11/29/11) Project Description .y Project/subdivision name:.1—ice , General description of proposed project/request: I'M Api mfflML. Proposed zoning district(s): _ Acres of each zone proposed: Type of use proposed (check all that apply): Residential ❑ Commercial ❑ Office ❑ Industrial ❑ Other / Amenities provided with this development (if applicable): t.UmM6 Who will own & maintain the pressurized irrigation system in this development?641,e_�!5 [Y61dem Which irrigation district does this property lie within? 66deln6 1Yy % C Primary irrigation source: Secondary: Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water): .¢ Residential Project Summary (if applicable) Number of residential units: Cj Number of building lots: 1115 Number of common and/or other lots: IS_ Proposed number of dwelling units (for multi -family developments only): I Bedroom: KIA—, 2 or more Bedrooms: KrGiJ Minimum square footage of structure(s) (excl. garage): Proposed building height: 6� Minimum property size (s.f): 51000 5r. t. Average property size (s.f.): 6 s7O0 3(DU/acre-excluding S• �. Gross density (DU/acre-total land): e -7(0 Net density (DU/acre-excludingg� /rroads & alleys): Percentage of open space provided: 10.5% Acreage of open space: J, 6 Q (Lee Percentage of useable open space: 10-52) (See Chapter 3, Article G, for qualified open space) Type of open space provided in acres (i.e., landscaping, public, common, etc): M✓M61411A.., Type of dwelling(s) proposed: `l(Single-family ❑ Townhomes ❑ Duplexes ❑ Multi -family Non-residential Project Summary (if applicable) Number of building lots: Gross floor area proposed: �I Hours of operation (days and hours): 1 Percentage of site/project devoted to the fo Landscaping: Other lots: Existing (if applicable): height: Paving: Total number of employees: Maximum number of employees at any one time: Number and age udents/children (if applicable): Seating capacity: of parking spaces provided: Number of compact spaces provided: Authorization Print applicant name: Applicant signature: Date: 33 E. Broadway Avenue, Suite 210 • Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridiancity.org 2 (Rev. 1//29///) 0 "" r MANAGEMENT November 22, 2012 Honorable Mayor and City Council City of Meridian 33 E. Idaho Ave. Meridian, Idaho 83642 RE: Irvine Subdivision Preliminary Plat — Letter of Intent Dear Mayor and Council, As representative for Corey Barton, please accept this application for the Irvine Subdivision located at 6040 N Ten Mile Rd Meridian, Idaho. This application includes a preliminary plat for 156 lots (144 residential, 12 common). The property contains 38.50 acres zoned R-8 and currently has water, sewer and joint trench services stubbed to and sized appropriately for this density and use. This letter is included with the land use application for a preliminary plat, together with filing fees and various exhibits. The enclosed application has been submitted in accordance with the requirements of the Meridian City Unified Development Code. The submitted preliminary plat has been designed in compliance with the UDC. Total qualified openspace provided is 3.90 acres (10.1%) and has been consolidated predominantly into one large lot providing for a multiple sports field amenity to include baseball and soccer. In addition, there are pathways and burms which provide multiple recreational opportunities for all ages. We feel that this will be a highly used area for individuals and families of all ages and interests. Other common lots include landscaping, burming and pathways. The property lies within the Settlers Irrigation District and pressurized irrigation will connected to the existing pump station within Silverleaf Sub. No variances or deed restrictions are requested with this application. Drainage will be handled by on-site detention areas and will be designed to the standards of all appropriate regulatory agencies. This development provides a quality residential use that compliments the other residential uses as well as the rapidly expanding commercial uses. This project was well received by the homeowners adjacent to the site during our Neighborhood meeting. In conclusion, Irvine Subdivision will be a quality addition to the City of Meridian.. We look forward to working with you and your staff and would request approval of this wonderful development. Sincerely, Sco oriyuki rthside Management i F.X 1-1 1131 T A The qusrter of the >',tor-IYveii quaver and gnat portion of the Seu1J,"wesl quaver of die t +�orUnvest auarur Wore oarticuiarl)• described s5 follows: Beginning at the Northwest corner of the South vest quat-ter of the North,,�,est quaver of said Section 26, and ninning thence South on section .line between, Sections 26 and 27, 21 'A rods; thence East 80 rods; thence North 21 rods to the Northeast corner of said Southtvest quarter of the Northwest quarter of said Section 26; thence West 80 rods to the Place of Beginning. Except therefrom: A parcel of land located in the Southwest quarter of the Northwest quarter of Section 26, Totivnship 4 1-,'orth, Range 1 West of the Boise Meridian, Ada County, Idaho, and more particularly described as follows, to -wit: Commencing et the Northwe thence st corner of SCCLIon 26, Township 4 North, Range 1 West, Boise Meridian: South 00 degree 08'42" East 1346.16 feet along the line between Section 26 and Section 27 to a point which is the initial point of this description; thence South 89 degrees 39'39" Fast 287.51 feet to a point; thence South 00 degree 08'42" F -,asst 31.08 feet to a point; thence South. 8.9 39'.39"East 1022,98 feet, to a point; thence . . South 00 degree 00'28" Fast 298.49 feet to a point; thence Notch 89 degrees 39'39" West 1309.78 feet to a point on the West line of said Section 26; thence along said West line Nonh 00 degree 08'42" West 329.58 feet to the initial point of this description Also except therefrom: A parcel of land located .u -t the West half of the Northwest quarter of Section 26, Township 4 1ti'onh, Range 1 West of the Boise Meridian, Ada County, Idaho, and more particularly described as follovvs, to- wtt: Commencing at the Northwest corner of Section 26, Township 4 North, Range 1 �klest, Boise Meridian; thcnce South 00 degree 08'42" East 1106.88 feet along the line between Section 26 and Section 27 to a point which is the inirial point of this description; thence South 89 degrees 39'39" East 287.51 feet to a point; thence South 00 degxec 08'42" East 239.28 fejt to a point; thence Nonh 89 degrees 39'39" West 287.51 feel to a point on the West line of said Section 26; thence along said West line North 00 degree 08'42" Vc5t 239.28 feet to the initial point of this description And except that portion conveyed to the State of Idaho for a right of way for a public high -way by Deed recorded under lnstrumcm No. 193253 (238 of Deeds. Page 361) Commencing at the, torthwest comer of Section.26, Township 4 North, R&nge 1 ,Nest, Boise Moridian; thence Souih 00 degree 08'42" East 1106.88 feet along the line between Section 26 and Section 27 to a point whicb is the initial point of this description; thence South 89 degrees 39'39" East 287.51 feet to a point; thence South 00 degree 08'42" East. 239.28 feet to a point; thence North 89 degrees 39'39" West 287.51 feet to a point on the West line of said Section 26; thence along said West line North 00 degree 08'42" West 239.28 feet to the initial point of this description. And except that portion conveyed to the State of Idaho for a right of way for a public highway by Deed recorded under Instrument No. 193253 (238 of Deeds, Page 36 1) r, For value received, ADA COUNTY RECORDER'-'IAVID NAVARRO AMOUNT 16.00 BOISE IDAHO 12130/10 6:. ,-PM 11 rgg II II oe ff DEPUTY Vicki Allen RECORDED—REQUEST OF 11023347 Title One Warranty Deed DYVER DEVELOPMENT, LLC, an Idaho Limited Liability Company the grantor, does hereby grant, bargain, sell, and convey unto COREY BARTON, a married man as his sole and separate property whose current address is P.O. Box 369 Meridian, ID 83680, the grantee, the following .described premises, in Ada County, Idaho, to wit; See Attached Exhibit "A" To have and to hold the said premises, with their appurtenances unto the said Grantee, its heirs and assigns forever. And the said Grantor does hereby covenant to and with the said Grantee, that Grantor is the owner in fee simple of said premises; that 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 assessments (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. Whenever the context so requires, the singular number includes the plural. Dated: December 28, 2010 Dyver Developmept L 1C - By: Corey Barton,'Me. benL_r State of Idaho, County of Ada, ss. On this c�gN day of December, in the year of 2010, before me, the undersigned, a Notary Public in and for said State, personally appeared Corey Barton known or identified to me to be the manager or member of the limited liability company that executed the instrument or the person who executed the instrument on behalf of said limited liability company, and acknowledged to me that such limited liability company executed the same. yc 'U(l11- 16�, ye a Due, Notary Public y'`o�P Residing at: , niU My Commission Expires: a 0 AFFIDAVIT OF LEGAL INTEREST STATE OF IDAHO ) COUNTY OF ADA ) Yii{ 3 (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: (name) ' (address) to submit the accompanying application(s) pertaining to that property. 2. 1 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. 1 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 .1 day -of 3— ",1 � .20. SUBSCRIBED AND SWORN to before me the day and year first above written. . g KO411!. �'J;e (Notary Public for Idaho) e T �Q; til 4esidingat: * ` b 1 i � ■ 1 1 10 ry Commission Expires:— ppg1,1C='� • •e?�4TE OF��. Irvine Vicinity,Map I CHINDEN �! p11l TAN(.. I■ X11 1111 Ali � � � .1������1 FA --� ��� i� � Ilei �I� ►1 (������1 SCALE 1 :7,663 Owl 500 0 500 1,000 1,500 FEET Bill Parsons From: Bruce Freckleton Sent: Tuesday, December 04, 2012 3:27 PM To: Bill Parsons Subject: Irvine Subdivision Pre -Plat an I spoke this afternoon with Chad Kinkella regarding the requirement to provide sewer profiles, and I have waived the requirement for this project. Let me know if you have any questions or concerns. Bruce ■ f i Bruce Freckleton Development Services Manager Community Development Department 33 E. Broadway Avenue, Suite 102 Meridian, Idaho 83642 -2619 Phone: (208) 887 -2211 AThink Green Please do not print this email unless necessary CITY OF MERIDIAN PRE -APPLICATION MEETING NOTES Project/Subdivision Name: '' �j r k? Date: Applicant(s)/Contact(s): - yrµ /+ r : �; � _ ),, X, Z a ,` City Staff: 'n 4 , 6,//, S -c -a-% / Pi��� Location: o,C * C_- /- 14 7� ��l • /,� Comprehensive Plan Future Land Use Map Designation: m be Size of Property: 3 7. G 4�rYs Design Guidelines Development Context: A4 Proposed Use: 5_ 111s Ce sroposed Zoning: Existing Use: l/a «uu Existing Zoning: /�'-g Surrounding Uses: Street Buffer(s) and/or Land Use B Open Space/Amenities/Pathways: Access/Stub Streets/Street Systerr Sewer & Water Service: Topography/Hydrology/Floodplain Issues: Canals/Ditches/Irrigation/Hazards: HIStnN' /d�GC pS Other Agencies/Departments to Contact: ❑ Ada County Highway District �sw;5v❑ Nampa Meridian Irrigation District El Public Works Department NOIdaho Transportation Department �j"6,,jQ^❑ Settlers Irrigation District El Building Department Sanitary Services Company ab --f ❑ Police Department ❑ Parks Department ❑ Central District Health Department ❑ Fire Department ❑ Other: Application(s) Required: ❑ Administrative Design Review ❑ Alternative Compliance ❑ Annexation ❑ City Council Review ❑ Comprehensive Plan Amendment - Map ❑ Comprehensive Plan Amendment - Text ❑ Conditional Use Permit ❑ Conditional Use Permit Modification/Transfer ❑ ❑ Development Agreement Modification ❑ ❑ Final Plat ❑ ❑ Final Plat Modification ❑ ❑ Planned Unit Development El Preliminary Plat ce, pq ❑ ❑ Private Street F p s, . #/60. vo r Short Plat Time Extension - Council UDC Text Amendment Vacation Variance Other Notes: 1) Applicants are required to hold a neighborhood meeting in accord with UDC 11 -5A -5C prior to submittal of an application requiring a public hearing (except for a vacation or short plat); and 2) All applicants for permits requiring a public hearing shall post the site with a public hearing notice in accord with UDC 11 -5A -5D.3 (except for UDC text amendments, Comp Plan text amendments, and vacations). The information provided during this meeting is based on current UDC requirements and the Comprehensive Plan. Any subsequent changes to the UDC and/or Comp Plan may affect your submittal and/or application. This pre -application meeting shall be valid for four (4) months. CITY OF MERIDIAN PRE -APPLICATION MEETING NOTES Project/Subdivision Name: _ y -/'u r1 --Q City Staff: c--� '/ Location: Comprehensive Plan Future Land Use Map Design Guidelines DeI o ment Con ext: Proposed Use: � Existing Use: Surrounding Uses: Street Buffers) and/or Land Use Buffers : Open Space/Amenities/Pathways: P o Access/Stub Streets/Street System: Sewer & Water Service: Date: l= /S - 6 1342 - Size of Property: �- Proposed Zoning: Existing Zoning: - Other Agencies/Departments to Contact: Ada County Highway District ❑ Idaho Transportation Department 9b 0 ❑ Sanitary Services Company ❑ ❑ Central District Health Department 54 Application(s) Required: ❑ Administrative Design Review ❑ Altemative Compliance ❑ Annexation ❑ City Council Review ❑ Comprehensive Plan Amendment= Map ❑ Comprehensive Plan Amendment - Text ❑ Conditional Use Permit Nampa Meridian Irrigation District Settler's Irrigation District Police Department p Fire Department PP rr ❑ Conditional Use Permit Modification/Transfer ❑- Development Agreement Modification ❑ Final Plat ❑ Final Plat Modification ❑ Planned Unit Development Preliminary Plat Private Street ❑ Public Works Department ❑ Building Department ❑ Parks Department ❑ Other. ❑ Short Plat ❑ Time Extension - Council ❑ UDC Text Amendment ❑ Vacation ❑ Variance ❑ Other Notes: 1) Applicants are required to hold a neighborhood meeting in accord with UDC 11 -5A -5C priorto submittal of an application requiring a public hearing (except for a vacation or short plat), and 2) All applicants for permits requiring a public hearing shall post the site with a public hearing notice in accord with UDC 11 -5A -5D.3 (except for UDC text amendments, Comp Plan text amendments, and vacations). The information provided during this meeting is based on current UDC requirements and the Comprehensive Plan. Any subsequent changes to the UDC and/or Comp Plan may affect your submittal and/or application. This pre -application meeting shall be valid for four (4) months. October 30, 2012 Irvine Sub - Neighborhood Meeting - Sign In Sheet Address 2-,00s w COMMITMENT OF PROPERTY POSTING Per Unified Development Code (UDC) 11 -5A -5D, the applicant for all applications requiring a public hearing (except for a UDC text amendment, a Comprehensive Plan text amendment and/or vacations) shall post the subject property not less than ten (10) days prior to the hearing. The applicant shall post a copy of the public hearing notice of the application(s) on the property under consideration. The applicant shall submit proof of property posting in the form of a notarized statement and a photograph of the posting to the City no later than seven (7) days prior to the public hearing attesting to where and when the sign(s) were posted. Unless such Certificate is received by the required date, the hearing will be continued. The sign(s) shall be removed no later than three (3) days after the end of the public hearing for which the sign(s) had been posted. I am aware of the above requirements and will comply with the posting requirements as stated in UDC 11-5A-5. Applicant/ ent signature Date Bill Parsons From: Scott Noriyuki [scott@northsidemgt.com] Sent: Monday, December 03, 2012 10:29 AM To: Bill Parsons Subject: FW: Irvine Sub Name Reservation ME Please find the following Subdivision Name Reservation for Jerry Hastings for the Irvine Project. Thanks and please feel free to call or email anytime with questions. Scott Noriyuki (208) 230-1202 scott0northsiderngt.com ,04^00e NORTHS DE MANAGEMENT From: Jerry Hastings [mailto:jhastings@adaweb.net] Sent: Monday, December 03, 2012 10:11 AM To: Scott Noriyuki Cc: chad@ck-engineers.com Subject: Irvine Sub Name Reservation December 3, 2012 Scott Noriyuki Northside Management RE: Subdivision Name Reservation: 'Irvine Subdivision" Dear Scott, At your request, I will reserve the name "Irvine 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. This reservation is available for the next ten (10) years unless the project is terminated by the client or the jurisdiction or the conditions of approval have not been met. In which case the name can be re -used by someone else. Sincerely, Jerry Hastings, P.L.S. County Surveyor RN sVI 1 31', ro, 31 3H I 31 - _nIIH �IIA I P I ,-,I A, 3 1;1 CH'v'(] . A'Ps '1 � I YN ql_-.131 , 14 , ^H ATJ , 3— 1 jj%lki,J -, 14 "1 "I�. a:, 3��], 3' 1 331'. 1 '.';'H 1%3�, , 13)3 1L I m j� ',7N I A I M NOISIAlaenS 3NR811 xm U �m ..., r i Ms'- 9a 1 _.. oa e o' ITL m Z woe �m z Sy r n Ms'- 9a 1 2 oa e o' ITL m Z woe A oil8mr Z •ss j AA e Mi 9 0z _ m D IRVINE SUBDIVISION DEVELOP Es DimEN PLANNEN ENGINEEEN .: TRILOGY DEVELOPMENT COREY BARTON NORTHSIDE MANAGEMENT CK -ENGINEERING mee D 'O; oa e o' ITL Z woe CIO •ss j IRVINE SUBDIVISION DEVELOP Es DimEN PLANNEN ENGINEEEN PRELIMINARY PLAT —LANDSCAPE PLAN TRILOGY DEVELOPMENT COREY BARTON NORTHSIDE MANAGEMENT CK -ENGINEERING SHAWN BROWNLEE 1977 E. OVERLAND DR. SCOTT NORMAO CHAD KINKELA o NWi/4 SECTION 26, T.4N., R.iW., B.M. 2358 S. MERIDIAN, ID 83642 6a1EF�RH71PIACE 860 Cr� ERDWJ?DAN83842E ID 8DRr; CITY OF MERIDIAN, ADA COUNTY, IDAHO 2DB-230-1202 208-869-0590 i I I_I I I F`: N. SEAWIND AVE. N I;I L0 I c N I Z w mq°" WoM I 2 Z ro� V W TEN MBE RCUO : 1> 1,E88M FEET CF FRC 'Ill YIl1 t TREE PER 3b FEET OF FROMIDE REWEW IRED • JO TREES ITREES PROPOSED �� Yf47 Ile- I I Cb N I ...i T-- I 00 4 ISI 4c -- N. TEN MILE RD. --------- t I I (A c/) N r CA J �� - --�--- �, a < — lD H 114 I I ' o 117•� I + H v W 41' I I CP / I ) go D ,.. ='o OC I —1 =: ' L; � I I H N I;I L0 I c N I Z w mq°" WoM I 2 Z ro� V 1> I l it �� Ile- I I Cb N I I rm) fI N I 00 4 ISI 4c I m I I I I (A c/) N r CA J �� - --�--- �, I � < — lD H 114 I I o m N I;I L0 I c N I Z w mq°" WoM I 2 Z ro� V 1> d n lD H 114 o m H v go D ,.. ='o OC Z =: ' 0y A00 ` M AWWtEONME PA >M 6 WA AVE YON MAIM SOME Isom =706 FM YON MMM IRVINE SUBDIVISION DEVELOP.EB 1E6 2LANNE ENGINEE6 ' y I� PRELIMINARY PLAT —LANDSCAPE PLAN TRILOGY DEVELOPMENT SHAWN BROWNLEE COREY BARTON E. OVERLAND DR. NORTHSIDE MANADEMENT SCOTT CK -ENGINEERING Z NW 1/4 SECTION 26, T.4N., R.1W., B.M. 2358 S. TITANIUMPLACE 1977 MERIDIAN, ID 87642 NORKKI 6BI AI H2 CHAD KINKEU eHEADWATERS DR ,� MERICITY BOISE. ID �7IPLACE ID OF MERIDIAN, ADA COUNTY, IDAHO 2DO-230-1202 208-869-0590 .. ... . ......... I'd m ■ > z A cl) 0 m ;ld co Z> 0. hill 0 eel eoe LANDIMAK AROMMM PA M&NOTA AM ww-a ems FAX M SO -UK IRVINE SUBID SION PRELIMINARY PLAT LANDSCAPE PLAN DMLOPEe TRILOGY DEVELOPMENT SHAWN BROWNLEE DIM COREY BARTON 1977 E. OVERLAND DR. era NORTHSIDE MANAGEMENT SCOTT NOF MI ENGINEE CK -ENGINEERING CHAD KINKED Ie AMERIDIAN, NW 1/4 SECTION 26, T.4N., R.1W., B.M. CITY OF MERIDIAN, ADA COUNTY, IDAHO 2358 S. TRMIUM PLACE ID 83642 MERIDIAN. ID 83642 1 6810 FAIRNILL PLACE BOISE, ID 63714 208-230-1202 860 HEADWATERS EAGLE, 10 83616 208-869-0590 ayyr�y SE ins wee s i • y O� o � ■y BOO Iromm �Xm D z 0 0 a m m Z 0 1 M C, e ��x g ease S SS �S S SS,�i- SS n R g S » 9 4 IRVINE SUBDIVISION me I PLANNE ENGINEEa TRILOGY DEVELOPMENT COREY BARTON NORTHSIDE MANAGEMENT CK -ENGINEERING r PRELIMINARY PLAT -LANDSCAPE PLAN SHAWN BROWNLEE 1977 E. OVERLAND DR. SCOTT NORIYUKI CHAD KINKELA o NW 1/4 SECTION 26, T.4N., RAW., B.M. 2358 S TITANIUM PLACE MERIDIAN, ID 83642 6810 FAIRHILL PLACE 860 HEADWATERS DR. EAGLE. ID 83616 $ Ie CITY OF MERIDIAN, ADA COUNTY, IDAHO MERIDIAN. ID 83642 BOISE. ID 83714 20e-230-1202 208-869-0590 �,,���� �=-� �o ' �, ,:d�e IN MATERIAL TESTING INSPGCTIO Q Environmental Services CJ Geotechnical Engineering U Construction Materials Testing :1 Special Inspections GEOTECHNICAL ENGINEERING REPORT of Spurwing Property Chinden Boulevard &Ten Mile Road Meridian, Idaho Mr. Kevin Amar 36 East Pine Avenue liiiaT. IdaYn 8364 7446 W. Lemhi St. , Boise, ID 83709 - (208) 376-4748 * Fax (208) 322-6515 E -Mail mti@mti-id.com * www.mfi-id.com r"INNETMEM� �Ilu� LW - ! May 25, 2005 Page # 1 of 29 J Environmental Services J Geotechnical Engineering U Construction Materials Testing J Special Inspections 1\mtiserver2\reports\boise\2005 reports\400-599\b50553g\b50553geotech.doe Mr. Kevin Amar 36 East Pine avenue Meridian, Idaho 83642 Re: Geotechnical Engineering Report Spurwing Property Chinden Boulevard & Ten Mile Road Meridian, Idaho Gentlemen: 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 11 May 2005. 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. 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 working with you in the future. If you have questions please call us at (208) 376-4748. Respectfully Submitted, Materials esti g & Inspection, Inc. Brandon Wrig it, E.I.T. �`CtiIAL� e Staff Engineer Reviewed by Michael G. Woo Geotechnical Engineer Cc: Mr. David Bailey/Bailey Engineering vin L. Schroeder, P.G. Services Manager Copyright o 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. o Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E -Mail mti@mti-id.com , www.mti-id.com INSPCECTION MATMALS May 25, 2005 Page # 2 of 29 J Environmental Services U Geotechnical Engineering © Construction Materials Testing ❑ Special Inspections \\mtiserver2\reports\boise\2005 reports\400-599\b50553g\b50553geotech.doc TABLE OF CONTENTS INTRODUCTION............................................................................«...........,.................,..........3 ProjectDescription................................._.............................................................3 Authorization... .......................... ...........................................,..............,................3 Purpose..................................................................................................................3 Scope......................................................................................................................3 Warranty And Limiting Conditions...................................................................4 General..................................................................................................................4 DESCRIPTIONOF SITE.........................................................................................................5 SiteAccess.............................................................................................................5 GeneralGeology Of Area....................................................................................5 Site Topography, Drainage And Vegetation......................................................5 Site Climatology And Geochemistry...................................................................6 GeoseismicSetting......:.........................................................................................6 SOILSEXPLORATION............................................................................................................6 Exploration and Sampling Procedures...............................................................6 Laboratory Testing Program..............................................................................7 Soil And Sediment Profile...................................................................................7 SoilsSurvey Review..............................................................................................7 VolatileOrganic Scan...........................................................................................8 SITEHYDROLOGY...........................................,.......................................................8 GeneralNotes................................................................. ...................... ........8 Groundwater......................................................................................................... 8 SoilInfiltration Rates...........................................................................................8 .FOUNDATION AND PAVEMENT DISCUSSION AND RECOMMENDATIONS .............................9 GeneralNotes........................................................................................................9 Foundation Design Recommendations...............................................................9 Crawl Space Recommendations ............... ........................................................... 10 Recommended :Pavement Sections......................................................................10 CONSTRUCTIONCONSIDERATIONS......................................................................................11 Earthwork.............................................................................................................11 DryWeather.........................................................................................................12 WetWeather.........................................................................................................12 FrozenSubgrade Soils..........................................................................................12 StructuralFill........................................................................................................1.3 Backfill...................................................................................................................13 Excavations.............................................................................................. ...13 .......... GroundwaterControl..........................................................................................14 GENERALCOMMENTS ..........................................................................................................15 REFERENCES........................................................................................................................16 APPENDIXLIST.....................................................................................................................17 Geotechnical General Notes .................... ............................................................. 18 Unified Soil Classification....................................................................................19 'fest Pit Logs... ............................................... ....................................................... 20 Pavement Thickness Design.................................................................................28 Copyright 0 2005 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 TESTING & INSPECTION May 25, 2005 Page # 3 of 29 C] Environmental Services U Geotechnical Enc ineering U Construction Materials Testing U Special Inspections \\mtiserver2\reports\boise\2005 reports\400-599Nb50553g\b50553geotech.doe 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). Inforination 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 located north of the City of Meridian, Ada County, Idaho, and occupies a portion of the NW'/4 of Section 26, Township 4 North, Range I West, Boise Meridian. The project will consist of development of approximately 160 single family residential lots on an approximate 38 -acre site. Roadways are anticipated to be included as part of the development. Proposed grading is presently undetermined. Authorization: Authorization to perform this exploration and analysis was given in the form of written authorization to proceed from Mr. David Bailey on behalf of Mr. Kevin Amar to Michael G. Woodworth of Materials Testing and Inspection, Inc. (MTI), on 2 May 2005. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Mr. Kevin Amar and MTI. Our scope of services for the proposed development has been provided in our proposal dated 29 April 2005, 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, and, 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. The scope of work did not include design recommendations specific to individual residences. Copyright 0 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhl St. • Boise, ID 83709 a (208) 376-4748 • Fax (208) 322-6515 E -Mail mti@mti-id.com * www.mti-id.com Ai�MATERIALS May 25, 2005 Page # 4 of 29 TeSTIN6 & NIW INSPECTION 0 Environmental Services U Geotechnical Engineering U Construction Materials Testing 0 Special Inspections \\mtiserver2\reports\boise\2005 reports\400-599\b50553g\b50553geotech.doe 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 fallowing 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 Mr. Kevin. Amar and his 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 development 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 0 2005 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 May 25, 2005 Page # 5 of 29 U Environmental Services U Geotechnical Engineering U Construction Materials Testing U Special Inspections \lmtiserver2\reports\boise\2005 reports\400-599\b50553g\b50553geotech.doc DESCRIPTION OF SITE Site Access: Access to the site may be gained via Interstate 84 to the Eagle Road exit. Proceed north on Eagle Road approximately 4.5 miles to its intersection with Chinden Boulevard. From this intersection, travel west on Chinden Boulevard 4 miles to its intersection with Ten Mile Road. The site is located south and east of this intersection. Presently the site exists as undeveloped agricultural land with a residence and associated outbuildings located fronting Ten. Mile Road. 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 (Othberg and Stanford, 1992), Site Topography, Drainage And Vegetation: The proposed development consists of approximately 38 acres of relatively flat irrigated agricultural land divided into northern and southern halves by the Simpson Lateral. The surface exhibits fine grained soils throughout the majority of the site. The parcel is bounded on the north by Chinden Boulevard, on the south and east by existing rural residential development, and on the west by Ten Mile Road. Regional drainage is north toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils. No stormwater drainage facilities are located in the vicinity of the site and the area does not receive significant off-site drainage. Vegetation throughout the area consists primarily of irrigated agricultural crops. Copyright 4� 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. a Boise, ID 83709 • (208) 576-4748 • Fax (208) 322-6515 E -Mail mti@mti-id.com • www.mti-id.com MATERIALS May 25, 2005 TESTING & Page# 6 of 29 INSPECTION D Environmental Services Q Geotechnical Engineering Ll Construction Materials Testing J Special Inspections \\mtiserver2\reports\boJse\2005 reports\400-599\b50553g\b50553geotech.doc 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 91° 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 geochernical conditions was noted on-site. Nominal frost penetration is typically on the order of 6 inches, with extremes ranging to 3 feet. Geoseismic Setting: Soils on-site are classed as Site Class D in accordance with Chapter 16 of the 2003 edition of the IBC. Building structures on this project should be designed as per the IBC requirement 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: The field exploration to detennine 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, 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. Copyright ib 2005 Materials Testing & Inspection, Inc. 7446 W. Lernhi St. * Boise, ID 83709 * (208) 376-4748 - Fax (208) 322-6515 E -Mail mti@mti-id.com * www.mti-id.com MATGRIALS May 25, 2005 TESTING & Page# 7 of 29 INSPFECTION 0 Environmental Services 0 Geotechnical Engineering 0 ConstrUction Materials Testing J Special Inspections \\rntiserver2\reports\boise\2005 reports\400-599\b50553g\b50553geotech.doc 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, Grain Size Analysis - ASTM designation C 117, C 136, and California Bearing Ratio of Laboratory Compacted Soils — ASTM designation D 1883. Soil And Sediment Profile: A total of eight test pits were advanced to depths of 5.4 to 16.2 feet across the site. Because of the areal extent of the studied parcel, the developed soil profile represents only a generalized case, and variations between test pits should be anticipated: Silty Lean Clay (CL) and Fat Clay (CH) — Brown to light brown, dry to moist, stiff to hard, lean clay soils were observed at ground surface of test pits I through 4, and 6 through 8, and fat clay was present only in test pit 5. Fine grained sand was observed throughout the clay soils, with organic material present generally within the upper 12 inches. Lean clay soils were noted to depths of 1.5 to 5.5 feet within the test pits, while fat clay extended to a depth of 2.1 feet. Silty Sand (SM) — Light brown, dry to slightly moist, medium dense to dense, weakly to moderately cemented, sandy silt is present underlying the surficial fine grained soils. As indicated, the strength and depth of cementation within this soil type varies, however cementation was present in all test pits except 7. This soil extended to depths of 3.5 to 10.1 feet. Poorly Graded Sandy Gravel (GP) and Poorly Graded Sand (SP) — Dark yellowish -brown to light yellowish -brown, slightly moist, very dense, poorly graded gravel sediments were observed at depth in all test pits. Poorly graded sand was present only in test pit 7, extending to a depth of 9.1 feet, Poorly graded gravel soils consisted of coarse grained sand and cobbles of up to 16 inches in diameter. These sediments extended through termination depths of all test pits. Walls of each test pit were stable with the exception of those through native granular soils. Excavations through granular soils 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 could be characterized as 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 o 2005 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 MATMAL5 May 25, 2005 TESTING & Page # 8 of 29 INSPECTION J Environmental Services U Geotechnical Engineering U Construction Materials Testing J Special Inspections \\mtiseiver2\reports\boise\2005 reports\400-599\b50553g\b50553geotech.doe 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. No groundwater was encountered. 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 not encountered within the depths explored during the field investigation. Soil moistures in the test pits were generally slightly moist to moist within the surficial clay and dry to slightly moist in underlying soils and sediments. Estimation of seasonal groundwater fluctuation is problematic without regular monitoring. Groundwater levels in. the site vicinity are controlled in large part by residential and agricultural irrigation activity, and are likely at their maximum elevations during the peak of the irrigation season. Based on the evidence of this investigation, Idaho Department of Water Resources groundwater map of the area it is unlikely that groundwater will be encountered and is anticipated to remain at depths of greater than 50 feet below the ground surface throughout the year. For planning purposes, groundwater mU be assigned a depth of 16 feet below existing ground surface. Soil Infiltration Rates: 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, clay soils generally offer little permeability, with typical infiltration rates less than 2 inches per hour. Silty sand generally exhibits hydraulic conductivity rates between 2 and 6 inches per hour, though calcium carbonate cementation encountered may reduce this value to near zero. Poorly graded sand and poorly graded sandy gravel soils typically exhibit infiltration values in excess of 24 inches per hour, and percolation testing is typically not required within these soils as a result of the free -draining nature of the gravel sediment. Copyright 0 2005 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 MATMALS TeSTIN(i & INSPeCTION May 25, 2005 Page # 9 of 29 LJ Environmental Services LJ Geotechnical Engineering LJ Construction Materials Testing D Special Inspections \\tntiser%,er2\repoits\boise\2005 reports\400-599\b50553g\b50553geotech.doe All infiltration facilities constructed on-site should be extended into native sandy gravel sediments. Excavation depths of up to 10.1 feet should be anticipated to expose sandy gravel soils. In addition, because of the high 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 for design. .FOUNDATION AND PAVEMENT DISCUSSION AND RECOMMENDATIONS General Notes: Presently, approximately 160 lots are proposed for the project site. Considering typical residential construction, and subsurface conditions, it is recommended that the structures be founded upon conventional spread footings and continuous wall footings. The following recommendations are not specific to the individual structures, but rather should be viewed as guidelines for the subdivision wide development. 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. 'Verification of bearing soils for each residence by a qualified Geotechnical engrineer at the time of construction is recommended. Footings should be proportioned to meet the stated bearing capacity and/or the IBC 2003 minimum requirements. Total settlement should be limited to about I 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 24 inches below finished grade. Copyright 0 2005 Materials Testing & Inspection, Inc. 7446 W. Lernhi St. - Boise, ID 83709 - (208) 376-4748 - Fax (208) 322-6515 E -Mail mti@mti-id.com , www.mti-id.com ASTM D 1557 Net Allowable Soils Footing Depth Sub rade Compaction Bearing Capacity Footings may bear on competent, undisturbed, lean clay soils. Existing fat clay,generall Not required for 1,500 lbs/ft' encountered in the northwest portion of the site, Native soil must be completely removed from below all foundation elements. Excavation depths of up to 2 feet should be anticipated.' 'Verification of bearing soils for each residence by a qualified Geotechnical engrineer at the time of construction is recommended. Footings should be proportioned to meet the stated bearing capacity and/or the IBC 2003 minimum requirements. Total settlement should be limited to about I 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 24 inches below finished grade. Copyright 0 2005 Materials Testing & Inspection, Inc. 7446 W. Lernhi St. - Boise, ID 83709 - (208) 376-4748 - Fax (208) 322-6515 E -Mail mti@mti-id.com , www.mti-id.com MATERIALS May 25, 2005 Page # 10 of 29 TESTING �►' INSPECTION iQ Environmental Services U Geotechnical Engineering 0 Construction Materials Testing ❑ Special Inspections \\mtiserver2\reports\boise\2005 reports\400-599\b50553g\b50553geotech.doc Crawl Space Recommendations: Considering the presence of shallow cemented soils across the site, all residences constructed with crawl spaces should be designed in a manner that will inhibit water in the crawl spaces. Therefore, proper grading should be considered to be critical. MTI recommends that roof drains carry storm water at least 5 feet away from the residence, and grades should be greater than 5% for a distance of 10 feet away from all residences. In addition, rain gutters should be placed around all sides of residences, and backfill around stem walls should be placed and compacted in a controlled manner. Recommended Pavement Sections: MTI collected a sample of near -surface soils for California Bearing Ratio testing representative of soils to depths of 1 foot below existing ground surface. A bulk sample collected from test pit 1, consisting of lean clay (CL) soil with fine grained sand. This sample yielded a California Bearing Ratio of 7, witch is equivalent to an R value of 16. As required by Ada County Highway District, MTI has used a traffic index of 6 to determine necessary pavement cross-sections for the site. Additionally, MTI has made other 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. Flexible Pavement Sections The Idaho Method as defined in Idaho Department of Transportation's Materials Manual (section 500) was used to develop the pavement section. Ada County Highway District (ACRD) parameters for traffic index and substitution ratios were also used in the design, and were obtained from ACHD's Development Policy Manual. Calculation sheets provided in the Appendix indicate the soils values, traffic loading, and material ratios used to calculate the pavement sections. MTI recommends that all materials used in the construction of Asphaltic Concrete Pavements meet the requirements of the Idaho Standards for Public Works Construction (ISPWC) specifications. Construction of the pavement section should be in accordance with these specifications. The following thicknesses are MINIMUM THICKNESSES for assured pavement function. Pavement Section Com onent Drivewa s and Parkiny,, Residential Streets Asphaltic Concrete 2.5 Inches Untreated Aggregate Base 4.0 Inches Granular Borrow 12.0 Inches Compacted Sub rade Not Required Aggregate Base Material complying with ISPWC Standards for Crushed Aggregate Materials. Structural Subbase Any material complying with the requirement for granular structural fill (uncrushed) as defined in ISPWC. Copyright 0 2005 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 -.low MATERIALS May 25, 2005 cTESTING & Page# 11 of29 y INSPECTION CJ Environmental Services CI Geotechnical Engineering 0 Construction Materials Testing ::I Special Inspections \\intiserver2\reports\boise\2005 reports\400-5991b50553g\b50553geotech.doc 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. MTI anticipates that pavement areas will be subject to moderate traffic. It should be noted that surficial clay soils near to and above optimum moisture contents, may tend to 11111111). Pumnina 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. CONSTRUCTION CONSIDERATIONS Earthwork: Recommendations in this report are based upon structural elements of the project being founded on competent native silty sand 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. Agricultural plants 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 and/or disturbed zone (plow depths) and/or topsoil 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. If any underground storage tanks (UST), below surface utilities, wells, or septic systems are encountered, they must be decommissioned, removed or abandoned as deemed necessary by governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined below. Copyright 0 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St, - Boise, ID 83709 - (208) 376-4748 a Fax (208) 322-6515 E -Mail mti@mti-id.com * www.mti-id.com MATERIALS May 25, 2005 Page # 12 of 29 TESTING & INSPECTION U Environmental Services U Geotechnical Engineering U Construction Materials Testing :1 Special Inspections \\mtiserver2\reports\boise\2005 reports\400-599\b50553g\b50553geotech.doe After existing subgrade soils are excavated to design grade, proper control of subgrade conditions (i.e., 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. 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. Copyright 0 2005 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 TESTING & INSPECTION May 25, 2005 Page # 13 of 29 J Environmental Services 0 Geotechnical Engineering L7 Construction Mate rials.Testing ❑ Special Inspections \\mtiserver2\reports\boise\2005 reports\400-599\b50553g\b50553geotech.doc Structural Fill: Soils regarded as 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). The use of silty soils (USCS designation of GM, SM, and ML) as fill may be acceptable. 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, SP, should consist of a 6 inch minus select, clean, granular soil with no more than 30%p oversize (greater than 3/4 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. 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 underlyingsoils, or 5 feet, whichever is less. Each layer of structural fill must be compacted to a minimum density of 95% of maximum dry density as determined by ASTM D 1.557 (for rigid structures) or D 698 (for flexible pavements). The ASTM D 1557 and D 698 test methods shall be used for samples containing up to 40% oversize particles (greater than 3/4 inch). If material contains more than 40% but less than 50% oversize particles, compaction of fill shall be confirmed by proof -rolling each lift with a 10 -ton vibratory roller (or equivalent) until the maximum density has been achieved. Density testing shall 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 shall be used as the requirement on the remainder of fill placement. Material shall contain sufficient fines to fill all void spaces, and shall not contain more than 50% oversize particles. Backflll: 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: Copyright 0 2005 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 U II, VIII III 111411 IIII 18115 jfivj�� 119mi M10111 i411*1121=1VI& May 25, 2005 Page# 14 of 29 \kmtiscrver2\reports\boisc\2005 reporLs\400-599\b50553gkb50553geotech.doe 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 excavations within these soil should be constructed at a maximum slope of 1'h foot horizontal to I foot vertical (IM: 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 long-term conditions. 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 5.9 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. 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. Groundwater Control: Groundwater was not encountered in the investigation, and 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. Copyright 0 2005 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.mfi-id.com May 25, 2005 Page# 15 of 29 • U Environmental Services U Geotechnical Engineering ❑ Construction Materials Testing U Special Inspections \\rntiserver2\reports\boise\2005 reports\400-599\b50553g\b50553geotech.doc GENERAL COMMENTS When. plans and specifications are complete, or if significant changes are made in the character or location of the proposed development, consultation should be arranged as supplementary recommendations may be required. It is recommended that the service of a qualified geotechnical engineering firm be engaged to test 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 o 2005 Materials Testing & inspection, Inc. 7446 W. Lernhi St. • Boise, ID 83709 * (208) 376-4748 • Fax (208) 322-6515 E -Mail mti@mti-id.com • www.mti-id.com May 25, 2005 Page # 16 of 29 L Q Environmental Services Ll Geotechnical Engineering Q Construction Materials Testing 0 Special Inspections \\rntisen,cr2\reports\boise\2005 reports\400-599\b50553g\b50553geotech.doc REFERENCES American Society for Testing Materials, 1999, Standard Test Method for Materials Finer than 75-[tm (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 0 2005 Materials Testing & Inspection, Inc. 7446 W. Lernhi St. * Boise, ID 83709 • (208) 376-4748 * Fax (208) 322-6515 E -Mail mti@mti-id.com , www.mti-id.com May 25, 2005 Page# 17 of 29 • Q Environmental Services ©Geotechnical Engineering Ll Construction Materials Testing 0 Special Inspections \\mti,server2\reporLg\boL,;e\2005 reports\400-599\b50553g\b50553geotech.doc GEOTECHNICAL GENERAL NOTES UNIFIED SOIL CLASSIFICATION SYSTEM GEOTECHNICAL TEST PIT LOGS PAVEMENT THICKNESS DESIGN SHEETS Copyright o 2005 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 May 25, 2005 Page# 18 of 29 TESTING & INSPECTION El Environmental Services LJ Geotechnical Engineering U Construction Materials Testing Ll Special Inspections \\nniscrver2\reports\boise\2005 report.%\400-599\b50553g\b50553geotech.doe 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 - 13/8" 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 Very Soft <2 Loose 4-10 Soft 2-4 Medium Dense 10-30 Firm (Medium Stiff) 4-8 Dense 30-50 stiff 8-15 Very Dense >50 Very Stiff 15-30 Hard >30 PARTICLE SIZE Boulders 12 in. + Coarse Sand 5 rarn to 0.6 min Silts 0.074 turn to 0.005 mm Cobbles 12 in. to 3 in. Medium Sand 0.6 nnn to 01 nun Clays 0.005 mm & Smaller Gravel 3 in. to 5 nun Fine Sand 0.2 nun to 0.074 iran Copyright oo 2005 Materials Testing & Inspection, Inc. 7446 W. Lernhi St. - Boise, ID 83709 - (208) 376-4748 * Fax (208) 322-6515 E -Mail mti@mti-id.com * www.mti-id.com AN MATERIALS TeSTIN6 & INSPECTION May 25, 2005 Page# 19 of 29 LJ Environmental Services L) Geotechnical Engineering 0 Construction Materials Testing L) Special Inspections \\mtiscrver2\reports\boisc\2005 reports\400-599\b50553g\b50553geotech.doc Unified Soil Classification System Major Symbol Soil Descriptions Divisions Well -graded gravels, gravel -sand mixtures, little or no fines Gravel GW and Poorly -graded gravels, gravel -sand mixtures, little or no fines Gravelly GP Soils Silty gravels, Poorly -graded gravel -sand -silt mixtures <50% GM coarse fraction passes #4 sieve GC Clayey gravels, Poorly -graded gravel -sand -clay mixtures Coarse Grained Sand SW Well -graded sands, gravelly sands, little or no fines Soils <50% and Sandy SP Poorly -graded sands, gravelly sands, little or no fines passes #200 sieve Soils >50% Sm Silty sands, Poorly -graded sand -gravel -silt mixtures coarse fraction Clayey sands, Poorly -graded sand -gravel -clay mixtures passes #4 sieve SC Inorganic silts & very fine sands, silty or clayey fine sands, Silts ML clayey silts and Inorganic clays of low to medium plasticity, gravelly clays, sandy Clays CL clays, silty clays, lean clays Fine LL < 50 Organic silts and organic silt -clays of low plasticity Grained OL Soils Inorganic silts, micaceous or diatomaceous fine sand or silt >50% Silts MH passes #200 sieve and Clays CH Inorganic clays of high plasticity, fat clays LL > 50 Organic silts and clays of medium -to -high plasticity OH Highly Organic Soils Peat, humus, hydric soils with high organic content PT Copyright 0 2005 Materials Testing & Inspection, Inc. 7446 W. Lernhi St. * Boise, ID 83709 * (208) 376-4748 - Fax (208) 322-6515 E -Mail mti@mti-id.com * www.mti-id.com ARE May 25, 2005 Page# 20 of 29 U Environmental Services U Geotechnical Engineering — U Construction Materials Testin2 J Special Inspections \\rntiserver2\rcports\boisc\2005 reports\400-599\b50553g\b54553geotecb.doe GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -1 Date Advanced: 5/11/05 Logged By: Eric Waag, E.I.T. Excavated By: Tim Seybold Construction Location: See Later Site Map Plates Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 16.2 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test (Feet) and Sediment Classification Type (From -To) ID Lean Clay (CL): Brown to light 0.0-1.8 brown, moist to slightly moist, stiff to Bulk 0.5-1.5 1.1-4.0 CBR hard, with fine-grained sand throughout and organic material to 12 inches. Silty Sand (SM): Light brown, dry 1.8-10.1 to slightly moist, medium dense to dense, with fine-grained sand. --Calcium carbonate cementation: weakfi-om2.4 to 4.5 feet, and moderate rom 4.5 to 5.6,feel. Poorly Graded Sandy Gravel 10.1-16.2 (GP): Light brown, slightly moist, dense to very dense, with fine to coarse-grained sand and 14 -inch I minus cobbles. Copyright 0 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St, - Boise, ID 83709 - (208) 376-4748 - Fax (208) 322-6515 E -Mail mti@mti-id.com o www.mli-id.com May 25, 2005 Page # 21 of 29 U Environmental Services U Geotechnical Engineering U Construction Materials Testing 13 Special Inspections ',\intiserver2\reports\boise\2005 i-eports\400-599ib50553g\b50553geotech.doe GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -2 Date Advanced: 5111105 Logged By: Eric Waag, E.I.T. Excavated By: Tim Seybold Construction Location: See Later Site Map Plates Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 9.4 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test (Feet) and Sediment Classification Type (From -To) ID Lean Clay (CL): Brown to light 0.0-1.9 brown, moist to slightly moist, 0.8-4.3 medium stiff to hard, with fine- grained sand throughout and orgam . c material to 12 inches. Silty Sand (SM): Light brown to 1.9-7.9 yellow brown, dry to slightly moist, medium dense to dense, with fine- grained sand and minor iron staining throughout. --Intermittent weak to moderate calcium carbonate cementation front 2.6 to 4.2.feet. Poorly Graded Sandy Gravel 7.9-9.4 (GP): Light brown, slightly moist, dense to very dense, with fine to coarse-grained sand and 8 -inch minus cobbles. Copyright 0 2005 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.rnti-id.corn May 25, 2005 Page# 22 of 29 Ll Environmental Services Q Geotechnical Engineering U Construction Materials Testing :1 Special Inspections \\rntiserver2\reports\boise\2005 reports\400-599\b50553g\b50553geotech.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -3 Date Advanced: 5111105 Logged By: Eric Waag, E.I.T. Excavated By: Tim Seybold Construction Location: See Later Site Map Plates Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 8.3 Feet Copyright 0 2005 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 May 25, 2005 Page# 23 of 29 J Environmental Services LJ Geotechnical Engineering CJ Construction Materials Testing El Special Inspections \\rntiserver2\reports\boisc\2005 reports\400-599\b50553g\b50553geotech.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -4 Date Advanced: 5/11/05 Logged By: Eric Waag, E.I.T. Excavated By: Tim Seybold Construction Location: See Later Site Map Plates Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 7.5 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test (Feet) and Sediment Classification Type (From -To) ID Lean Clay (CL): Brown, moist to 0.0-1.6 dry, medium stiff to hard, with fine- 0.8-4.0 grained sand throughout and organi . c material to 12 inches. Silty Sand (SM): Light brown, dry 1.6-5.9 to slightly moist, medium dense to dense, with fine-grained sand. --Intermittent weak to moderate calcium carbonate cementation from 1.8 to 3.5,fiw. Poorly Graded Sandy Gravel 5.9-7.5 (GP): Light brown, slightly moist, dense to very dense, with fine to coarse-grained sand and 6 -inch minus cobbles. Copyright b 2005 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 May 25, 2005 Page # 24 of 29 © Environmental Services © Geotechnical Engineering 0 Construction Materials Testing ❑ Special Inspections \\intiserver2\reports\boise\2005 reports\400-599\b50553g\b50553geotech.doe GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -5 Date Advanced: 5/1.1/05 Logged By: Eric Waag, E.I.T. Excavated By: Tim Seybold Construction Location:. See Later Site Map Plates Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 8.6 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test (Feet) and Sediment Classification Type From -To) ID Fat Clay (CH): Brown,: moist to 0.0-2.1 dry, medium stiff to hard, with fine- GS 1.0-2.1 0.8-4.0 A grained sand throughout and or g arnc material to 12 inches. Silty Sand (SM): Light brown, dry 2.1-6.0 to slightly moist, medium dense to dense, with fine-grained sand. --Intermittent weak calcium carbonate cementation from 1.9 to 3.8feet. Poorly Graded Sandy Gravel 6.0-8.6 (GP): Light brown, slightly moist, dense, with fine to coarse-grained sand and 6 -inch minus cobbles. Lab Test ID M LL PI Sieve Anal sis % - - #4 #10 #40 #100 #200 A 12.5 57 32 100 1 1.00 1 99 93 1 87.8 Copyright 0 2005 Materials Testing & Inspection, inc. 7446 W. Lemhi St. • Boise, ID 83709 o (208) 376-4748 • Fax (208) 322-6515 E -Mail mti@mti-id.com + www.mti-id.com AMR,�A MATERIALS TESTING & INSPCECTION May 25, 2005 Page# 25 of 29 U Environmental Services U Geotechnical Engineering LI Construction Materials Testing _U Special Inspections \lniti.,;erver2\reports\boise\2005 reports\400-599\b50553g\b50553geotech.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -6 Date Advanced: 5/11/05 Logged By: Eric Waag, E.I.T. Excavated By: Tim Seybold Construction Location: See Later Site Map Plates Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 5.4 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test (Feet) and Sediment Classification Type (From -To) ID Lean Clay (CL): Brown, moist to 0.0-1.5 dry, medium stiff to very stiff, with 0.8-3.5 fine-grained sand throughout and organi . c material to 12 inches. Silty Sand (SM): Light brown, dry 1.5-3.5 to slightly moist, medium dense to dense, with fine-grained sand. --Intermittent weak calcium carbonate cementation throughout. Poorly Graded Sandy Gravel 3.5-5.4 (GP): Light brown, slightly moist, dense, with fine to coarse-grained sand and 6 -inch minus cobbles. Copyright 0 2005 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 May 25, 2005 Page# 26 of 29 Q Environmental Services U Geotechnical Engineering U Construction Materials Testing ZI Special inspections \\mtiservcr2\reports\boise\2005 reports\400-599\b50553g\b50553geotech.doc GEOTECHNICAL "i U, INVESTIGATION TEST PIT LOG Test Pit Log #: TP -7 Date Advanced: 5111105 Logged By: Eric Waag, E.I.T. Excavated By: Tim Seybold Construction Location: See Later Site Map Plates Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 15.4 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test (Feet and Sediment Classification Type (From -To) ID Lean Clay (CL): Dark brown to 0.0-5.5 light brown, moist to slightly moist, GS 2.3-5.5 0.8-4.5 B medium stiff to very stiff, with fine- grained sand throughout and organic material to 12 inches. Silty Sand (SM): Light brown, 5.5-8.3 slightly moist, medium dense to dense, with fine-grained sand Poorly Graded Sand (SP): Light 8.3-9.1 yellow-brown, slightly moist, dense, with a lens of'light blue-green clayey sand from 8.9 to 9.1 feet. Poorly Graded Sandy Gravel 9.1-15.4 (GP): Dark yellow-brown, slightly moist, very dense, with fine to coarse-grained sand and 16 -inch minus cobbles. Lab Test ID M LL Pi Sieve Anal sis I % - - #4 #10 #40 #100 #200 B 16.5 46 24 100 100 99 92 1 85.4 Copyright 0 2005 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 0 MATMALS lamina TESTING & INSPECTION May 25, 2005 Page# 27 of 29 Q Environmental Services Q Geotechnical Engineering LJ Construction Materials Testing :3 Special Inspections \\mti,server2\report-,\boise\2005 reports\400-599\b50553g\b50553geotech.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -8 Date Advanced: 5111105 Logged By: Eric Waag, E.I.T. Excavated By: Tim Seybold Construction Location: See Later Site Map Plates Depth to Water Table: Not Encountered Depth to Bottom Of Hole: 9.1 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test (Feet) and Sediment Classification Type (From -To) ID Lean Clay (CL): Brown, moist to 0.0-3.2 dry, medium stiff to very stiff, with 0.7-3.1 fine-grained sand throughout and organi . c material to 12 inches. Silty Sand (SM): Light brown, dry 3.2-6.7 to slightly moist, medium dense to dense, with very fine to fine-grained sand. --Intermittent weak calcium carbonate cementation from 3.2 to 3.8fieet. Poorly Graded Sandy Gravel 6.7-9.1 (GP): Light brown, slightly moist, very dense, with fine to coarse- grained sand and 10 -inch minus cobbles. Copyright o 2005 Materials Testing & Inspection, Inc. 7446 W. Lernhi St. - Boise, ID 83709 * (208) 376-4748 a Fax (208) 322-6515 E -Mail mti@mti-id.com * www.mti-id.com � II �IN UI III May 25, 2005 Page # 28 of 29 U Environmental Services U geotechnical Engineering U Construction Materials Testing U Special Inspections \\mtiserver2\reports\boise\2005 reports\400-599\b50553g\b50553geoteeh.doc IDAHO METHOD - PAVEMENT THICKNESS (USING ADA COUNTY HIGHWAY DISTRICT SUBST'I'I'UT10N RATIOS) Copyright 0 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. • Boise, ID 83709 - (208) 376-4748 • Fax (208) 322-6515 E -Mail mti 0 mtkid.com • www.mti-id.com Pavement Section Design Location: Proposed Subdivision - Spurwing Property Average Daily Traffic Count: All Lanes & Both Directions Design Life: 20 Years Traffic Index: 6.00 Climate Factor: I R -Value of Subgrade: 16.00 Subgrade CBR Value: Subgrade Mr: - R -Value of Aggregate Base: 80 R -Value of Granular Borrow: 60 Subgrade It -Value: 16 Expansion Pressure of Subgrade: 0.33 Unit Weight of Base Materials: 130 Total Design Life 18 kip ESAL's: 33,131 ASPHALTIC CONCRETE: Gravel Equivalent, Calculated: 0.384 Feet Thickness: 0.197 Use= 0.208 Feet Gravel Equivalent, ACTUAL: 0.41 CRUSHED AGGREGATE BASE: Gravel Equivalent (Ballast): 0.768 (if only aggregate base is to be considered change B14 to BIS) Thickness: 0.329 Use = 0.333 Feet Gravel Equivalent, ACTUAL: 0.772 GRANULAR BORROW: Gravel Equivalent (Ballast): 1.613 Thickness: 0.841 Use= 1.000 Feet Gravel Equivalent, ACTUAL: 1.772 TOTAL Thickness: 1.541 Thickness Required by Exp. Pressure: 0.366 This number must be less than TOTAL Thickness Design (ACI•ID Values) Depth Substitution Inches Ratios Asphaltic Concrete (at least 2.5): 2.50 1.95 (ACHD minimums: 2.5 for local & 3 for art./collector) Asphalt Treated Base (at least 4.2): 0.00 Cement Treated Base (at least 4.2): 0.00 Untreated Aggregate Base (at least 4.2): 4.00 1.10 Granular Borrow (at least 4.2): 12.00 1.00 Copyright 0 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. • Boise, ID 83709 - (208) 376-4748 • Fax (208) 322-6515 E -Mail mti 0 mtkid.com • www.mti-id.com MATERIALS May 25, 2005 TESTING & Page # 29 of 29 INSPECTION U Environmental Services U Geotechnical Engineering" L) Construction Materials Testing ❑ Special Inspections \\mtiserver2\reports\boise\2005 reports\400-599\b50553g\b50553geotech.doe Source and Description: TP -1, 0.5'-1.5' Date Obtained: May 12, 2005 Dial Sample ID: 3398 CBR Soak Period & Swell: 96 Hours and 0.2% Reading 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: Load vs. Depth 200 G 150 Stress on 100 Piston (psi) 50 o 0.00 0.10 0.20 0.30 0.40 0.50 Penetration in Inches Sampte#1 Sample#2 --- - Sample #3 Maximum Dry Density: 101.4 Moisture Content Before Compaction: 21.8 Moisture Content After Compaction: 21:8 Moisture Content Top i Inch: 24.0 % Passing 3t4": 100 Surcharge Amount (ib): 10.0 CBR & Compaction 8� 7. 6 5. 7 4 U 3 E 2 u 1 o 0% 25% 50% 75% 100% % Compaction Copyright 0 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. * Boise, Ib 83709 * (208) 376-4748 * Fax (208) 322-6515 E -Mail mti@mti-id.com * www.mti-id.com Sample #1 Dial #1 Depth #1 CBR Reading Load Inches psi Value 0 0 0.000 0 6 68 0.025 23 11 116 0.050 39 16 163 0.075 54 21 210 0.100 70 7 23 229 0.125 77 26 258 0.150 86 29 286 0.175 95 32 315 0.200 105 7 38 372 0.300 124 7 47 457 0.400 152 7 55 533 0.500 178 7 Sample #: 1 2 3 CBR Value: 7 0 0 Dry Density: 100.4 0 0 % Compaction: 99.0% 0.0% 0.0% Corrected CBRValue:r-7 - 0 0 Load vs. Depth 200 G 150 Stress on 100 Piston (psi) 50 o 0.00 0.10 0.20 0.30 0.40 0.50 Penetration in Inches Sampte#1 Sample#2 --- - Sample #3 Maximum Dry Density: 101.4 Moisture Content Before Compaction: 21.8 Moisture Content After Compaction: 21:8 Moisture Content Top i Inch: 24.0 % Passing 3t4": 100 Surcharge Amount (ib): 10.0 CBR & Compaction 8� 7. 6 5. 7 4 U 3 E 2 u 1 o 0% 25% 50% 75% 100% % Compaction Copyright 0 2005 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. * Boise, Ib 83709 * (208) 376-4748 * Fax (208) 322-6515 E -Mail mti@mti-id.com * www.mti-id.com 7-- 28 SU I.XifRA Churth Proposed Subdivision Spurwing Property Meridian, Idaho Modified from USES by: BKW DRAWING#: B50553g RML ' 24 Plate 1 E Interstate 84/184 Primary Highway Secondary Highway Light -Duty Road t NOT TO SCALE Materials CrTesting & Inspection 7446 W. Lemhl St 208 376-4748 Boise, 10 83769-2835 Fax: 208322-6515 md@md4d.com Proposed Subdivision Spurwing Property Meridian, Idaho Modified from USES by: BKW DRAWING#: B50553g RML ' 24 Plate 1 E Interstate 84/184 Primary Highway Secondary Highway Light -Duty Road t NOT TO SCALE I Site Plan with Test Pit Locations Plate 2 1 I CHINDEN BLVD. . . .. . .. . .. . . TP - 7 TP -8 P-1 TP -2 TP - 3 TP -5 TP -4 Private property TP - 6 N Tenmile Road and Chinden Ada County, ID Drawn By: MLP May 25th, 2005 Drawing: B50553g Test Pit locations IE�I =0 0 11� MATERIALS TESTING & INSPIECnON 7446 W. LGmhI SL 208 376 4748 Boise, ID 83709-2835 Fax: 208 322-6515 mIJ@md4d.00m N Tenmile Road and Chinden Ada County, ID Drawn By: MLP May 25th, 2005 Drawing: B50553g Test Pit locations IE�I =0 0 11� ............. . . . . . . . . . . . . . . . . Imo............ ... . ........ - ................ .......... ............ - HI : . . . ........... . Ten Mi e,,"! . ........ . . . ......... - . ............ IT) E7 LLLLLi i ]..i. 'tl ...... ........... i al PIN, 9 . . . . . ... . :TJaL Fd IR 4i W)Z� . ...... . ..... ■ b, ............. .• Lu r 7"! '71- PIN ml Hearing Date: February 21, 2013 Project Name: Irvine File No: PP -12-018 Request: Request for preliminary plat approval of 145 residential lots and 12 common lots on approximately 38.5 acres in an existing R-8 zone by Northside Management Location: Southeast Corner of W. Chinden Boulevard and N. Ten Mile Road in the NW '/ of Section 26, Township 4 North, Range 1 West.