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Application
Mayor Tammy de Weerd id t City Council Members: `IF. t 'D Keith Bird ., j' �y A.n, a,_ Brad Hoaglun .._x. ;• Charles Rountree David Zaremba TRANSMITTALS TO AGENCIES . R ON 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: 26 -Sep -13 Transmittal Data September 11, 2013 File No.: RZ 13-009 & PP 13-023 Hearing Date: October 3, 2013 Request: Public Hearing: Rezone of 4.38 acres of land from the R-4 to the R-8 zoning district AND Preliminary Plat approval consisting of 16 single family residential building lots and 3 common/other lots on 4.38 acres of land in a proposed R-8 zoning district for Village at Cold Creek By: Hayden Homes Idaho, LLC Location of Property or Project: north side of w. ustick Rd, approximately 1/4 mile east of N. Ten Mlle Rd _ Joe Marshall (No FP) —Scott Freeman (No FP) —Steven Yearsley (No FP) —Michael Rohm (No FP) —Macy Miller (No FP) _Tammy de Weerd, Mayor —Charlie Rountree, C/C _Brad Hoaglun, C/C —Keith Bird, C/C David Zaremba C/C _Sanitary Services —Building Department/ Rick Jackson _ Fire Department Police Department City Attorney _Community Development —City Planner _ Parks Department _ Economic Dev. City Engineer Your Concise _Meridian School District (No FP) —Meridian Post Office (FP/PPrSHP 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-Kuna 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 DocuSign Envelope ID: 4569D336-F399-465D-A195-C626316206C9 ER ID 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 �9' t > �J ❑Design Review File number(s): — c ❑ Development Agreement Modification Rz— I j -.C yjg ❑ Final PlatlLr r'Z P t ❑ Final Plat Modification Projeotname.l�(/ ❑ Planned Unit Development Date filed: Dai complete ® Preliminary Plat ❑ Private Street Assigned Planner: M Rezone Related files: ❑ Short plat ❑ Time Extension (Commission or Council) ❑ UDC Text Amendment Hearing date: . J WI!i %Commission ❑ ❑ Vacation (Council) ❑ Variance Council ❑ Other Applicant Information Applicant name: Hayden Homes Idaho, LLC Phone: 208.995.1031 Fax: Applicant address: 2464 SW Glacier Pl. Ste 110 Redmond, OR Zip: 97756 E-mail: bduffey@Hayden-Homes.com Applicant's interest in property: ® Own ❑ Rent D Optioned ❑ Other Owner name: Hayden Homes Idaho, LLC Phone: 208.995.1031 Fax: Owner address: 2464 SW Glacier PI. Ste 110 Redmond, OR Zip: 97756 E-mail: bduffey@Hayden-Homes.com Agent name (e.g., architect, engineer, developer, representative): Ross Erickson, P.E. Firm name: Erickson Civil, Inc. Phone: 208.846.8955 Fax: 208.846.8956 Address: 6213 N. Cloverdale Road, Ste 125 Boise, Idaho Zip: 83713 E-mail: ross@ericksoncivil.com Primary contact is: ❑ Applicant ❑ Owner ❑ Agent El Other Engineer Contact name: Ross Erickson Phone: 208.846.8955 Fax: 208.846.8956 Contact address: 6213 N. Cloverdale Road, Ste 125 Boise, Idaho Zip: 83713 E-mail: ross@ericksoncivil.com Subject Property Information Location/street address: Ustick Road, Just west of Towerbridge Street - Meridian, Idaho 83646 Assessor's parcel number(s): SO435346700 Township, range, section: TAN R.1 W Sec. 35 Total acreage: 4_38 Current land use: Single Family Current zoning district: R-4 33 E. Broadway Avenue, Suite 210 i Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888.6854 • Website: www.meridiancity.org ' 1 (Ren. 11129111) `" DocuSign Envelope ID: 4569D336-F399-465D-A195-C626316206C9 Project Description Project/subdivision name: Village at Cold Creek General description of proposed project/request: 16 building lot, 3 common lot, single family detached residential subdivision in an R-8 zone. Proposed zoning district(s): R-8 Acres of each zone proposed: 4.38 Type of use proposed (check all that apply): M Residential ❑ Commercial ❑ Office ❑ Industrial ❑ Other Amenities provided with this development (if applicable): NIA Who will own & maintain the pressurized irrigation system in this development? HOA Which irrigation district does this property lie within? NMID - Delivered by Settler's Irrigation District Primary irrigation source: Surface water + Storage Pond Secondary: Onsite Well Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water): N/A Residential Project Summary (if applicable) Number of residential units: 16 Number of building lots: 16 Number of common and/or other lots: 3 Proposed number of dwelling units (for multi -family developments only): 1 Bedroom: N/A 2 or more Bedrooms: NIA Minimum square footage of structure(s) (excl. garage): 1,200 Proposed building height: Per MCC Minimum property size (s.f): 6,600 Average property size (s.f.): 7,725 Gross density (Du/acre-total land): 3.65 Net density (DU/acre-excluding roads & alleys): 5.03 Percentage of open space provided: 7.89% Acreage of open space: 0.346 acres Percentage of useable open space: 5.27% (See Chapter 3, Article G, for qualified open space) Type of open space provided in acres (i.e, landscaping, public, common, etc): Landscaped common lots Type of dwelling(s) proposed: ® Single-family ❑ Townhomes ❑ Duplexes ❑ Multi -family Non-residential Project Summary (if applicable) Number of building lots: Other lots: Gross floor area proposed: _ Hours of operation (days and Percentage of site/project devoted to the following: Landscaping: Building: Total number of employees: Existing (if applicable): Building height: Paving: Maximum number of employees at any one time: Number and ages of students/children (if applicable): Seating capacity: Total number of parking spaces provided: Number of compact spaces provided: Authorization Print appli Applicant 33 E. Broadway Avenue, Suite 210 . Meridian, Idaho 83642 Phone: (208) 884.5533 • Facsimile: (208) 888-6854 • Website: www.meridiancity.org 2 (Rev. 11129111) August 21, 2013 Honorable Mayor and City Council City of Meridian 33 E. Broadway Ave. Meridian, Idaho 83642 RE: Villas Village at Cold Creek Subdivision —Rezone, Preliminary Plat, and Development Agreement Applications Dear Mayor and Council, As representative for Hayden Homes Idaho, LLC, we respectfully request that the City accepts the attached applications for the Village at Cold Creek Subdivision. The application includes a Rezone, a Preliminary Plat, and a Development Agreement for an existing 4.38 acre parcel located along Ustick Road in Meridian, Idaho. The property is currently located within City limits and has an R-4 zoning designation without a development agreement. The proposed R-8 zoning is consistent with the current land use designation on the City's Comprehensive Plan of "Medium Density Residential". The project includes approval of 16 single family, detached building lots and 3 common lots with a total project density of 3.65 units per acre. The enclosed applications have been submitted in accordance with the requirements of the City of Meridian Zoning Ordinance. Rezone / Development Agreement A zoning designation of R-8 is being requested for this subdivision. As mentioned above, the proposed zoning designation is consistent with the land use designated in the City of Meridian's Comprehensive Plan of "Medium Density Residential". The project is bordered to the north by Five Mile Creek (140 -feet ROW), to the west by an un -platted parcel, to the east by office use and to the south by Ustick Road. The gross project density is 3.65 units per acre and will provide a fitting transitional use between the adjacent land uses. Staff indicates that a development agreement may be required with approval of the proposed rezone request — which is acceptable to the developer. Subdivision Building Lots and Density The project includes 16 single family detached homes and 3 common lots with a gross density of 3.65 units per acre. The proposed building lots range in size from 6,600 to 11.327 SF, with an average size of 7,725 SF. The development will include public streets, public utility infrastructure and a pressure irrigation system. Roadways and Access All streets will be public and will be constructed to Ada County Highway District standards. Access will be taken directly from internal streets with a new primary development access to Ustick Road. Lots 3 & 4 of Block 1 will take access via a shared driveway that will be connected to an internal subdivision street. We've reviewed the specifics of the proposed development primary access to Ustick Road, and the internal street design with ACHD staff, who take no objection to our proposal. 6213 N. Cloverdale Road, Suite 125 Boise, Idaho 83713 T.208.846.8955, F.208.846.8956 The project roadway design includes 33 -foot and 9 -foot street sections. Sidewalks will be provided as shown on the preliminary plat. Sidewalks are not proposed along common Lot 1 of Block 3; rather, a pedestrian connection is provided through the common lot as shown on the preliminary plat. Landscaping & Common Areas All common landscaping will be located within common lots and will be owned and maintained by a Homeowners Association that will be established for the subdivision. The project includes a 25 -foot landscape buffer along the Ustick Road frontage. A common landscape lot is proposed at the center of the development that will include an ACHD storm water disposal area, an irrigation storage pond, a pedestrian connection, and landscaping including trees and shrubs. Shared Driveways The subdivision includes shared driveways for lots 3 and 4 of Block 1. Shared driveway requirements including easements, and designation of lots that will share driveways, are shown on the preliminary plat. Stormwater Drainage Project storm water from ACHD right-of-ways will be retained on site within a drainage storage facility located on Lot 1 of Block 3. The drainage facility banks will be landscaped to the extent that ACHD will permit. Drainage facilities will be designed in accordance with the ACHD requirements. Water & Sewer The subdivision will be served by the City of Meridian public water and sewer system. A connection to the City's potable water system is available within Ustick Road. City sanitary sewer is available on the north side of Five Mile Creek. A sewer connection will be constructed across Five Mile Creek as shown on the plans. The details of the sewer crossing have been coordinate with public works staff as shown. Pressure Irrigation The project will include a pressure irrigation system to serve all lots. The system will be owned and operated by the Village at Cold Creek Subdivision HOA. The property is located within the Nampa Meridian Irrigation District; however, surface water is delivered by Settlers Irrigation District. Surface water availability is intermittent throughout the user's rotation, so an irrigation storage pond will be constructed on Lot 1 of Block 3. Surface water supply will be supplemented with well water from a well that will be constructed on Lot 1 of Block 3. The developer has unused groundwater irrigation water rights from another parcel located within close proximity to the site that will be transferred to the proposed well. Said irrigation water rights are associated with water right numbers 63-2656A and 63-2656C on file at the Idaho Department of Water Resources. The Village at Cold Creek Subdivision will be a quality and compatible addition to this area of the City of Meridian. The zone change to R-8 is consistent with the intent of the City's Comprehensive Plan and will benefit the public interest by providing desirable, diverse housing needs to this area of the City, while allowing for the continued improvement and expansion of public services. We look forward to working with you and your staff and request approval of this project. Please feel free to contact me at (208) 867-3954 with any questions or concerns. Sincerely, Erickson -Civil, Inc. R En kk�oP.�. Proj ct an`agetr 6213 N. Cloverdale Road, Suite 125 Boise, Idaho 83713 T.208.846.8955, F.208.846.8956 ELECTRONICALLY RECORDED • 00 NOT ADA COUNTY RECORDER Christopher D. Rich AMOUNT 13.00 2 REMOVE THE COUNTY STAMPED FIRST BOISE IDAHO 06/14/2013 02:30 PM PAGE AS IT IS NOW INCORPORATED AS DEPUTY Victoria Bailey SLnPlifle Eiec PART OF THE ORIGINAL DOCUMENT, sc aec."higy II I I�III I'III I (VI I II I VIII I'll llllll l'II II� III RECORI PaREOUEST DE ALLIANCE TITLE - BOISE PRODUCT 113066476 ©® WARRANTY DEED Alliance Title & Escrow Corp. Order No.: 195397 FOR VALUE RECEIVED Foothill Construction LLC, an Idaho Limited Liability Company the gramor(s), do(es) hereby grant, bargain, sell and convey unto Hayden Homes Idaho, LLC, an Idaho Limited Liability Company whose current address is 2464 SW Glacier Place, Suite 110, Redmond, OR 97756 the grantee(s), the following described premises, in Ada County, Idaho, TO WIT: Legal Description Exhibit "All TO HAVE AND TO HOLD the said premises, with their appurtenances unto the said Grantee, heirs and assigns forever. And the said Grantor does hereby covenant to and with the said Grantee(s), that (s)he is/are the owner(s) in fee simple of said premises; that they are free from all encumbrances Except: Current Year Taxes, conditions, covenants, restrictions, reservations, easements, rights and rights of way, apparent or of record. And that (s)he will warrant and defend the same from all lawful claims whatsoever. Dated this day of June, 2013. FOOTHILL CONSTRUCTION LLC DAVID T. ONEAL, III Ey °LON AL as his Attomey-In-Fact StateofIdaho ) as. County of Ada) On this lilh day of June, 2013, before me, the undersigned, a Notary Public in and for said state, personally appeared ZONA ONEAL, known or identified to me to be the person whose name is subscribed to the within instrument as Attorney-in-fact of DAVID T. ONEAL, IE, member of Foothill Constructions LLC, and acknowledged to me that she subscribed the name of DAVID T. ONEAL, III, as principal and her own name as Attorney-in-fact. IN WITNESS WHEREOF I have hereunto set my hand and affixed my official seal the day and year first above 1XI'tten. %� DEN ISETAR PUBLIC � �s NOTARY PUBLIC otary Public for the State of Idaho STATE OF IDAHO Residing at: DENNISE DAVIDSON Commission Expires: RESIMO IN MENDIK IDAHO My CMMMWM Expm ON 4/2012016 EXHIBIT "A" 195397 A parcel of land being a portion of the Southeast quarter Southwest quarter of Section 35, Township 4 North, Range 1 West, Boise Meridian, Ada County, Idaho, and being more particularly described as follows: COMMENCING at the South quarter comer common to Section 35, Township 4 North, Range 1 West, and Section 2, Township 3 North, Range 1 West, thence along the South line of Section 35, North 89'43'15" West 1021.16 feet to a point, said point being the REAL POINT OF BEGINNING; thence leaving said South line of Section 35 North 00°54'00" West 625.77 feet to a point on the Southerly right-of-way of the Five Mile Drain; thence along Southerly right-of-way of the Five Mile Drain South 62°40'43" East 433.35 feet (formerly South 62°40'48" East 433.29 feet) to a point; thence leaving said Southerly right-of-way of the Five Mile Drain South 05°36'11" West 430.46 feet (formerly South 05135'45" West 430.49 feet) to apoint on the said South line of Section 35; thence along said South line of Section 35, North 89°43'15" West 333.16 feet to the POINT OF BEGINNING. AFFIDAVIT OF LEGAL INTER EST STATE OF IDAHO COUNTY Or ADA Hayden Homes, LLC 1, (name) Redmond (city) being first duly sworn upon, oath, depose and say: 2464 SW Glacier PL, Ste. 110 OR 97756 (address) (state) That I am the record owner of the property described on the attached, and 1 grant my Permission to: Hayden Homes Idaho, LLC 2464 SW Glacier PL. Ste 110 Redmond, OR 97766 (name) (address) to submit the accompanying application(s) pertaining to that property. 2. I agree to indemnify, defend and hold the City of Meridian and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herein or as to the ownership of the property which is the subject of the application. 3. t hereby grant permission to City of Meridian staff to enter the subject properly for the purpose of site inspections related to processing said application(s). f� Dated this /� day ofl'� ,20 / 3 moi/ 2-i `.. r�/� /. --•-" �-/�1 (Signature) SUBSCI2I'BED AND SWORN to before me thee day and year first ,' ova written. �� f ,es9an9nne.eut3'yn8 .r' ,� ,9�4 -ORD (Notary Public for Idaho) g4tl4��*v O C@64ptl P Residing at: I'SC,ei R;itil'� +E i4 cif mt ECi f�i O� w w 8 My Commission Expires: vy 6�y.. pb 4 P 40940rM�4M1 S% vY Leel Descri tp ion Hayden -Homes Ustick Property A parcel located in the SW % of Section 35, Township 4 North, Range 1 West, Boise Meridian, City of Meridian, Ada County, Idaho, and more particularly described as follows: Commencing at a Brass Cap monument marking the southwest corner of said SW %, from which a 5/8 inch diameter iron pin marking the southeast corner of said SW % bears 8 89°15'57" E a distance of 2643.50 feet; Thence S 89°15'57" E along the southerly boundary of said SW % a distance of 1622.31 feet to a 5/8 inch diameter iron pin and the POINT OF BEGINNING; Thence leaving said southerly boundary N 0°26'42" W a distance of 625.77 feet to a 5/8 inch diameter iron pin on the southerly right-of-way of Five Mile Creek; Thence along said southerly right-of-way S 62°13'25" E a distance of 433.35 feet to a 5/8 inch diameter iron pin on the westerly boundary of Primeland Subdivision as shown in Book 83 of Plats on Page 9085, records of Ada County, Idaho; Thence 8 6°03'09" W along said westerly boundary and the prolongation thereof a distance of 430.47 feet to a 5/8 inch diameter iron pin on the southerly boundary of said SW ''/s; Thence N 89015'57" W along said southerly boundary a distance of 333.20 feet to the POINT OF BEGINNING; This parcel contains 4.38 acres and is subject to any easements existing or in use, Clinton W. Hansen, PLSpN \oNL LA ps Land Solutions, PC ye, O \s T �G July 12, 2013 q(/ o < 11118 Ti�li.{tom° � or \OP co yAbN W Hayden Homes — Ustick '.Jd"31'�r y Job No. 13-45 („���' Inne Surveying ane Consulting USTICK PROPERTY - EXHIBIT N 89'15'57" W IzQ BASIS OF BEARING iN3 1> I� a a 1/4 a Land Surveying and Consulting Z31 E. STH ST., STE. A MERIDIAN, ID 63642 1209) 288a040 (208) 28&2557 fax Data and Deed Call Listing of File: Hayden Homes - Ustick Property Legal Description.des Tract 1: 4.382 Acres: 190879 Sq Feet: Closure=n83.1724e 0.01 Feet: Precision =1/363422: Perimeter= 1823 Feet 001=n0.2642w 625.77 002=s62.1325e 433.35 003=s6.0309w 430.47 004=n89.1557w 333.20 CITY OF MERIDIAN PRE -APPLICATION NIEETING NOTES ProjeoVSubdivision Name: Date: 6 A7M City Staff: J U1fiYr !Sf"-• J'a.` "`rr Location: It i 0'-'naler Comprehensive Plan Future Land Use Map Designation: M I)K . Size of Property: • /1 Design Guidelines Development Context: Proposed Use: Proposed Zoning: e - Existing Use: Existing Zoning: -'f Surrounding Uses: off'cei r,°Jlc%• Hw1 Street Buffer(s) and/or Land Use Buffer(s): 2- '' 1 r + Open Space/AmenitieslPathways: ,s„1 5 1' )i +A ily�laclla 1 si r rK rig a L1th c� Access/Stub Streets/Street System: es -4 b -/a wek Sewer & Water Service: Topography/Hydrology/Floodplain Issues: ArA Canals/Ditcheslirrigadon/Hazards: i - ye MileGY t K i un f a.imr o A/. bov ld4w oW Si4c _ History: P? -66' D/e y a ''O_Aite w l in 1915 as Bra +"blew d 5/Orcl ori\ - Na AH A.IdiN-1 M1AeeFinn KIM.. - Note: A Trak impact Study (TiS) will be required by ACHD for large commercial projects and any residential development with over 100 units. It is the applicant's responsibility to contact & transmit the TIS to ACHD. To avoid unnecessary delays & expedite the hearing process, applicants are encouraged to submit the TiS to ACHD prior to submitfing their application to the City. Not having ACHD comments and/or conditions on large projects may delay headng(s) at the City. Please contact Mindy Wallace at 387-6178 or Christy Little at 387-6144 at ACHD to determine if a TIS is required or for any questions in regard to ACHD conditions, ,impact fees and process. , Other Agencies/Departments to Contact: ❑ Ada County Highway District ❑ Nampa Meridian Irrigation District ❑ Public Works Department ❑ Idaho Transportation Department ❑ Settler's Irrigation District ❑ Building Department ❑ Sanitary Services Company ❑ 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 Preliminary Plat ❑ Private Street ®%Rezone ❑ Short Plat ❑ Time Extension - Council ❑ UPC 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) Alf 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. �• a m Village at Cold Creek Subdivision _ NAME Address _ ! Phone # 2? 96 W. U�d-jo4-ZV h D 7 -- r- .f. i.l{t �L/ .� J 1 4 �. �'�✓.."'"eG,�'C9%(/ j ✓l V � .ifV U C✓`'�y.'Y�� ; �{ rl��ildx"G4/(T is et 1 �V �l l / � l � _� f t5 �I Y-7 w — ------------- — i i DocuSign Envelope ID: B96CA33D-319F-4DF6-8885-D76624613B83 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. OocuSigned by: 14".. 8/15/13 Applicant/agent signature Date Ross Erickson From: Jerry Hastings <jhastings@adaweb.net> Sent: Tuesday, July 23, 2013 2:40 PM To: Ross Erickson (ross@ericksoncivil.com) Subject: Village At Cold Creek Subdivision Name Reservation July 23, 2013 Ross Erickson Erickson Civil, Inc. RE: Subdivision Name Reservation: "Village At Cold Creek Subdivision" Dear Ross, At your request I have reserved the name of "Village At Cold Creek 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 Ada County, Idaho 208-287-7912 208-287-7909 Fax ihastinas(a)adaweb. net From: Mike Engebritson [mailto:mlkeels@clearwire.net] Sent: Wednesday, July 17, 2013 11:18 AM To: Jerry Hastings Subject: RE: Subdivision Name Reservation Sure no problem. Thanks, Mike Michael R. Engebritson, LS ENGEBRITSON LAND SURVEY'S, INC. 2251 S. Sumac Street Boise, Idaho 83706 (208)859-6032 Ph. (208) 383-0892 Fax. -----Original Message ----- From: Jerry Hastings [mailto:'hi astings(@adaweb.net] Sent: Wednesday, July 17, 2013 8:24 AM To: Mike Engebritson; Ross Erickson Subject: RE: Subdivision Name Reservation 'ON b3UNll'N OHtl01'NHOIa3W '�ST.6�^v 'Sim N C N0161N4Bn8 'JIl bIN0153 WOX N30A%1 (`f� Y aald �WNlWd 'ON b3UNll'N A f G \O d E ts r, ❑ o fi� 3 o a y A G d E ts r, ❑ o fi� o a N�5 � 3nS a a a 2 'ata ,ae e ado"3 aas c=ic a€. s�aea_a€8e� aePa.o I c e s 'ese l,e I LII I aP� O.; a,5 Gi U 1(®mI n I!lill I I�I I II I IIIc d d E ts r, arc imn.n wro aaa x»s .1 [a[larc dlil 3p vlsualIXS 6 'aeva3�aarv3MM04n 3 v — --� S ----uary 7 xoiswnensq oHvI133n'Jalo'J �11'OXtl0133VMH N30AtlH Ka %' p £i ��aV Wa648j Q'UBd 04$ 3 be aml n �S . yaalwryay N tl e 6a1 aa2.32 ouaai'unainaw - � H uHin rtat nz swn omw 3sua g° .anon vnsuszo°z +d uoiswaens T C aaaeoazoairaovn� '-. gsAs� 11 oe vrumeawv mxwn €€ an'oumis3woxuaa>.vu Id acsJspual ]sld�+d �� tl e 6a1 aa2.32 k d P's �ti'�°� J 54a 53t I W 0 O Z Ped Pi A Eat➢°Rin �itq�k4;g � a sE38p.ajig�? Q J/� Pe � F W H k Community Development Parcel Verification Date: 8/22/13 Meridian City Hall, Suite 102 33 E. Broadway Avenue Meridian, Idaho 83642 208.887.2211 The parcel information below has been researched and verified as correct by the City of Meridian Community Development Department. Project Name: Village at Cold Creek Parcel Number: 50435346700 Zip Code: 83646 T/R/S: 4N 1W 35 Acres: 4.19 Property Owner: Hayden Homes Idaho, LLC 2464 SW Glacier Pl. #110 Redmond, OR 97756 Address Verification Rev: 04/23/12 J Eno Q Cc c, m a fvi a t:� r in 1 , I c�,� i i� i,, p Sp.MOLi; 'r ",— - oT Cold (7,;-s mrsar MITI Pk NumbFr B1308499 27 9 1 8 1) Vlctay V i ow 04',, y � B 0 1 ID 83709 r (2 0 8) 3/6 - 474B o Fix (2 0 8) 322-06115 n,.tKa!mtkld.f,.orr - ww,,%-,mV-!d,coni Y SN£NP & 2NE 19 Auvwst '4013 Pagc A I of 26 tnaosa9L,—geateala.aocs e r_; , ., J i •„. , €.; i , ..,,i �r- Li'l ,trx.:^0., 110 {� Dear Mr. Duffy: Re: GeoteeF ;t;si; Cold fi �'itrv.> C slid 'Po"<at) Near Ustlel Rand iii' t G civt,4'0) idg VV—,-,?,' Meridian, H' In compliance with your insttrtc{ions, Svc Lnvc conducted a soils exploration .11 d 2Jm.daation evaluation for the above referenced development. Pieldworl; 161 this tw.,-- tigation was conducted on 23 July 2013. Data have been 3mdvzed io r_veluate pertinent gcoiec:hrlical conditions. €Zesults of' this investigation. togclhcl- with our �r,rn�u;u „datYons. ur° to be round in the 9i�llowitl)�, ioport. We have pt'ovided a PDF copy and one paper copy for your review and distribution. Often questions arise concerning soil conditions because of design and construction details that occur on a o:iCct. IM1 1 tivou=.d be plea cd to contiilue our role as geotechnical engineers during project implementation. ditronut74, ,vi' `l would be pl, tased in providing materials testing and special inspection services during caarstrue 6on of this project, 1'17 wou Will advise tis of the appropriate time to discuss these engineering s.crvices, we will be pleased to meet with yo+': at your convenieflM M"1'i -appreciates this opportunity to be oi'service to you and looks forward to working with you in the fixture, If yort have tluestions, please, call (208) 376-4748. Respectfully Submitted, I"/;<aaterhils Testing & htslree�osxn �p� p� f” ` r'•{ � KFV1N l k �'`, j.,f 6 ,��{�r� �,� �rf �a e iJr;Gt!$xPil"iEt`)FM`I�}i�, �c,ti ,chroeder P.Ci. A s f i r D���,a% Reviewed hv: Davrd (�;Cr�n1,'P.E. Geritcchnrcal Services Manigei General Manager Ccpyrigau,�2C7 i3 A4, lzriul;,'xetdint & Ia_ap�ction, lata 2791 Scat Victory Vio%, Way Moo, ISS 837N - (208) '376-47,18 � .Fix (12.24) M,2-651,5 ._... roller ii-in.com e ruw>v.niti-itl.00tn RICO 19 Augum 2013, Page# 2 or26 ri3olt -__geowch.docx MY wo No Vawnlid, 3 I7'i 'oi CIO TABLEIDF CONTENTS INTIK)DUCNON' . . — -- .......... ... . ... ............... ............... - ........... ...................... .... -- ..... ......... 3 Pr(liQok !pUon ............ ........ .... - ........ .......... - .............. -- .................. - ......... ..... . 3 Auborhwion. .. . . . . . . . .. ....... ... - ..... ............... - .......................................... 3 Purpose... .. .. ............. ........ ............ ......... ......... ..................... 3 Scope or invengadon .................. ...... ---- . ........... ....... - ........ A 'Naunn, and Limiting Conditions.,...,._ ..... .................. . ..... ......... ....... . I ExclusjulNe ........ ....... ........ ...... ....... 4 Report ReQonnnendation m -e Limited and Sulen to Misinwqwlatloo ....................................................4 1">nvironmental Concerns ............... ...... ......... 5 Snt MURIT'DON ............ .......... ........... .... ...... ......... 5 SheAccess ............................ ....... ....... ...... ............. ....... - 5 RegionalGeology.--. .................. ......... ---- ..... ........... ....... ............. -... 5 General Site Characteristics ............. .... --- ................ - .............. ......... ......... ............ ...... -6 Regional Site Climaiology and Oeochernisly ...... ......... ...... Geonjowc .6 Sous Exi,i,URAI ....................... ........ ........ ...... ........ - .. 7 Exploymbon and Sampling Procccluics--- ..... .. ......... ..... . ............ --- ............ -7 Imismutury Took, mpg arn ......... ---- ... ........ ...... .... . .. .. . ...... ... -- ... 7 SoH and Sedhacm PRAlle . . . . . ......... .......... ............ ............ .............................. 7 Volatile Organ it; 1)4;aa .................. ........ .......... - ...... ......... 3 SI I E l-TYDRCXAX!Y.............................................................................................................................................. G-1-ojmdw8nr.' .... --- .................... ... . .......... 1.1 ... I . ....... ........ ... 1-1- .... -1-111-1--- Soll Infiltration .. .... -.1-1.1 ......... .... .. ............................ ................. FOUNDATION, SLAM AND PAVP\ UK Y 1 ASC USSION AND RECOMMENDA 1'10NS ......-- ........ ...... Foundation Design Recannnendsions ........... - .......... .......... ................. .................... -'-- ...... Floor, Patio, and Garage Siah-on Grade ................. .... ........... ....... - ....... ........... ................ ...... 10 Reconnneoded Pavwww Swoorys ...... 1-111-11-1 ... -.1- ...... .... ---- ......................... 11 Flex I W Paxw m a u Sm t " a ...... ........... -- ........ ...... ...... ........ 11 coninlon Pavement Sectin) ConstILICliffll IsSUOS .... ............. - - ................ 12 CONSIRU(MON CONSIUU�RMION S ... ........ -.- ...... ........... ..... ......... 13 Earthwork..... ................... .................... ............ ..... ............... L' Dryweatlict ....... .... — .... ......... .... -- ....... ............. --r-11-.1 .... -1-1-1---l-11.11 - - -- -" - . ---- 13 WetWeather .............. ....... ........ ..... - ....... .......... .- .............. ............ ............................... 14 SahSubgrade ....... --- ... .... --- .......... - ........ ................ ................ . 14 Frozen Subgrade Soils ......... ......... ............. ...... ....... .............. ....................... ............. A4 SU'Llaural Fill ........ ........... .......... ........... ........ ...... ......... .......... ........... 14 Backfillorwalls... — ...... --- ........... ..... --- ..... ...... ...... ............... ............ . ......... 15 ........... - ........ - .......... ... - ........ --- ...... ............ .... 16 Grown(tv,atci Control . ............. ...... ....... ............... ....... ....... -- .............. - ................... 16 GEWRM................... . ................. ...... .... . . .......... 16 RE r i -m LNictEs .......... .......... . .............. - .......... ....... 17 APPIM)ICES ... ........ ........... ......... ...... - ........ ...... 18 Acronyin List ......... .......... ...... ...... ........ 18 Geotechnical General Notes........................................................................... .......... ...... ...... -- ....... - 19 Geotechnical Investigation 11M Ph ------------ ...... ...... ........... 20 Gravel Equivalent Method - Pavement TlAdwess Design Procedures ....................... 23 A -Value Womkory AM Dom.. 21 Plan 1: Vicinity Map ..... .. ........ ........ ........... .... ...... ...... ...... .............. .25 Plan 2: In NIKUP - - - - - - — - - - - - - - - - - - - — I-- ..................... ......... 1-11- ... 26 2791 SOL1111 Vlt0l'y VAW MY = SUN. 0 63709 f208) 376-47,W , Fax (208) 322-6515 19 August 2013 Page # 3 of 26 .,_I 613D�=19g �eoieCiLdOCX INTRODUCTION This report trsents , ;alts of a geoteclurieal investigation and analysis in support of data utilized in design of stnlotur" Wt tisfin di t .ni; 2009 international Building Code (IBC). Information in support of groLill dwater i13d store1ss1,(s p+ iincilt to the practice of Civil Engineering is included. Obsc� and ecollnrcnd� iiU"tI5 i is \'alit 11) ill,, ac.rthwork phase of the project are also presented. Revisions in plans or drawings for the peotu>scd development from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in :foundation recommendations are required. Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer. Project Description The proposed development is northwest of the City of Meridian, Ada County, ID, and occupies a portion of the SF./iStir'YA of Section 35, Township 4North, Range i West, Boise Meridian. This project will consist of' development of roughly 19 lots within the d acre property, Total settlements are limited to I inch, toads of 3 to 2,040 pounds per luteal foot Cot wall It,o�u �,s. and.t eolumn loads of up to 50,000 pounds were assumed iu� settictnent calcillations. F,dditioilall a ssurnl)tions have been made for traffic loading of pavements, Rcraining walls are not anticipated as part of thr project. MTI has not been informed of the proposed grading PIlit t. iitiwviratioili Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Rill Dtiiff`y Hayden Ilorries o.f'flayden Homes to h:evin h. Schroeder of Materials Testing and hrspecfiol., Irt.. (M'f )} on I1 July 2013. Said authorization is subject to terms, conditions, and limitations described in ihre Pro('essional Services Contract entered into between Hayden Homes and M"1`I. {'Jur scope of services for the proposed development has been provided in our proposal dated 10 July 2013 and repeated below. Purpose The purpose of this Geotechnical Engineering Report is to deteriuirre various soil profile components and their engineering characteristics for use by either design engineers or architects in: * Preparing or verifying suitability of foundation design and Placement Preparing site drainage cic:;il ns m Indicating is! ?iios p"rt<ii`;1111(z, to earthwork ix)nstructlon Preparingsection design requirel lents t:apg� igbl <�) �ti 13 M(ltori0ls l esting �fi, Inupcctimt enc. 27 01 Soulli Victor y y(ew'iJay u Boise It) 83708 0 (208) 37 17,18 ^ Fe x (,20d) 322.0515 t'(IU4 6-i(J.eom ., '.u�ra�rd.inYi-td.wn) Kit r, -i; ` It A n t Scope of Investigation 19 August 201 Page # d ol'26 mlli , geotech.doce The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, i-I_,al -Jio ,ofillildissance ori the immediate sitc, subsurface exploration of the site; field and laboratory testi )t )f inatcria[s collected, and engineering analysis and evahration of foundation materials. The scope o€work did not include design recommendations specific to individual residences. War inty and Lr9nWng Conditions MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this cel}oil. 'Iltese engineering methods have been developed to provide the client with inforinatioii regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the tune of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Our initial site visit to the property for location purposes found standing surface watets across most of the site. This was a result of flood irrigation activities apparently from the adjacent lot to the west. In discussion with the project civil engineer, it was acceptable for MTl to wait for a period of time, to allow the shallow soils of file site to dry prior to our investigation, i3I- ai e0 for (!xC; of £Fla f 111e ?iro pe'ty 0"r6`.n:r,m e 1iIn- I) 1 1) (33 t, iS 2F 41 i�r0ir rel ahled Cam „dgn colasidil m"S y"j, t_.01it;!11s1Ulls ai1Cl rCttU nIIN 13(i;Iti Ci,J jri'ese3"]t£Ci IJt tin4 fCj7Ur[ arc based on the agreed-upon scope of work olldmed in this report iogcther with tLe (_oncract for frof�ssionirl Services between the Client and Materials 1(Istitlg and inspection, Inc. (°Consultent"). Use or misuse of this report; or wtifimle upon findings hereof, by parties other than Lite Client is at their own risk. Neither Client non' Commilant make mproscntation of warranty to such other partirs at, to ticeuracy or Coil) pie teuess of this of � uitabilitt of, its asc by such other parties roi. purposes 4vliatso(eVcl, known or unknown, to Client or onslil[Lill i Ncithcr C:licat nor Comultaw shall } aysI liability to inclwilrnii'v or ilott.i hfinnless third parties for ,:>us incurred by ectlual or purported use or misuse of this rep:wt. No other warranties are implied or i }U`3`i a�t�£:o&5H&i9ifiBd«k% cosi <t F 'Li mitod an(] subjq (d No - '":A Bk Ef;Y' 3Y Cf f f loft; _ — These is a distinct possihilit}, that conditions l i ; exist drat could not be identified within the scope of[ll(, 1 Sf1FEl;70U o)'th<at Rtif. trot ��"i,'IICn} �huj l.- oil. m11Q Wl', t 12; Ilio i'fn ifi4 C1 Ihts j)OTt are billited to data <i filldCif) Ito. .r(COM'i i .i .fliillttl.11 5 11,1 F(fnU'S. Ltu3trta1)le soil r .Jliatttlt7it '.?iv ll.�.,ltil'y' in i ittl7Stt:1'e il.; ;OI ifif)1i5 I'0 fi�oid possible t lt` 1 ttC'iln� tiJ! f; til (1 ,1 ills, C011CIUaiI)JI .Wld it (,I ('dCi,) t. 4), li]In ''..�w:., 'V1 I �,,Ilotfid be rC'tained to explilin ilt .A, {i I`i 'ilk•; „ OW i" design if of+ ,'fYC11 ti. C:npvrindl Yt; I } bt¢ueriul S i"esling A htspc Econ, nG- ..-. 1 :mfilI ",K,iof, ViEf�fr ih sy - Boise_ U 83709 (808) 37£3-A74P A Fax (208) ,322-6515 mWO, I;-id.con p wtmunti-Id,coii ... WAY �... vi �r 14 i1uL?t. d 01 Page 4 5 of 26 M10849k._ geotec7u. docx i: - ,ince actual subsurface conditions on the sho ;:an only be verified by earthwork, note that consiruction iLcou Irlt� ldLi ll5 ow bawd 1'. 0 ,,( OV" nins.t 'Triol;; Ond S I. ! V Bold r ..lOtc if zC' sJrIlh, 3 g. "iiC1,l C)j LLi1il...:'( Jti, >UCi ")a dLionS I1lE!'_' ilc , ,t.i:LW tiln n l`�k tild ClOrreciive acfiow7, and those 2.`111211°F'Ci c'orreu ,c ac . 1 may impact the ptU.j'" t k1VcL. r LAW (';'e, consu•uction recornmendations in this report should be con ,1 a•ed preliminary, and ivtl should be retnm . to observe actual subsurface conditions dining earthwork construction activities to provide additional eon, lIracticoi 1'eG6tli11)uRCtartilstr is deeded. Since geotechnical reports are Subject to misinterpretation, do dist separate the soil logs from the report. Rather, provide a copy, or authorize for their use. of the complete report to other design professional or contractors, This report is also limited to information available at the time it was preparA, In the event additional infonaation is provided to MITI following publication of our report, it will lie foiNvarded to the client for evaluation in the form received. Environ mental Concerns Comin1 nts in this report concerning either onsite conditions or observations, including soil appearances and Coors, are provided as general information. These comments are not intended to d(cscribt quantify, or evahuatc enviannneival concerns or situations. Since personnel, skills, pioucdtncs, tuned eclllitsmunt differ, a geotoci nk al invc tigsion report is riot intended to substitute for a geoeirwnntental McnyaW o a Phase IIlIII Ins lymnanaI Site Assessment. if the potential rfor petroleum (w haawdous mate,iak r_ontaminatian or other cull imninental hazards relating to the site exists, MTI must be inkrined prior to the commencement of dt Cole lmreal investigation. If environmental services are neecicil ',d 11 can provide; `,eia a separate coircraci, think, pf't 3 M-ine.l Who are trained to investigate and delineate soil antl'.-atcr contamination, Sin Dp,SCRIP'I'ION Site Access Access to the site may be gained via Interstate 84 to the Meridian Road exit. Proceed north on Meridian Road approximately 2.75 mi!es to its intersection with Ustick Road. From lois ietersection, proceed west just over I%s miles to Ib. Quarrystone Way. The site is directly north of this intersection, and presently exists as undeveloped land, The locattion is depicted in site map plates included in the Altpoidix. Regional Geology The project site is located within the western Snake River Ploiri of southwestern Idaho and eastern Oregon. The plain is a northwest trending rift basin, about 45 We, r idu Nnd 200 mile :lout;. that developed about 14 million years ago (Ma) and has since been occupied spor i kaQ by large lr, nd Izii;on, Geologic materials foiond within and along the plain's margrnsietlect volnubc and LCdjinerttary procCsses that helve led to an accumulation of iapproxi[mately 1 fio 2 kin of interbedded volcanic and sect i nientory deposits within the, plain. Mong the margins of the plant, streams that drained the highlands to the north and south provided coarse to fine-grained sediments erodtul frorn granitic and violoanic rocks, respectively. About 2 C'opprighI �^) 201'1 Ahntenflis TtstEneti Imaper.Gion. )1w 2RI SW Virio3, vow KO/ alt IL (2i)8) 376-4748 (ax fit 8) 327. 6515 ,.... ;nti@n1 i-i(.com , ,nranfa.mti-fd.Co n t� .r 6 of 26 r ��.=:�s� � e . l jt�, "l rr3esrsa gevtc,rh.doa;c i, rnilliOli "cars a(?o the las, of h,, takes was drained and siric, tI].3t time fluvial erosion and dep{)nitron pas tCti illi 'WOI.!: cul Cit t .l ,M Cape. he p[n Jj {JCt SrtU' 15 UIEtIc1 �rtr rr by t11C "��trC'.iCi <,t 4�tt14 [; ` i it<i l'r. zt5 [ , , ���, �c'� .;Ci. t 1 UKt t't `fill), �'�cll u'c;nfs (lt '. 111 ,r >Ir's[ �„ Ct'�l Ili nC'v terrace- i.J,.t}ta} .al ?ktn❑ �7r JA(' ttzltl r , I' _ , G017 it1e gl ciVel. il9G 6'r I111','_i )' lCt�-.CC ;:U SC4{LlU ('?C'd<<' dtk>V(. uk.LlUi it :- � Ii}ti.,i lloi)dplarll, .S t1ttOkC6t toward its eastern extent, send is mxrrtl.';I with 2-6 feet n inrss. General Site C s8ax i tics This proposed development consists of approximaIely 4 acmes of relatively flat and level terrain. Throughout the majority of the site, suriicial soils consist offine-grained clay -silt mixtures, Vegetation primarily consists of short brush, btmchgrass, and other native grass varieties typical of acid to semi -arid environments. Five Mile runs a short distance north of the property boundary. Additionally, the site exists at a lower elevation than the surrounding properties and the Ustick roadway to the south. Regional drainage is north toward the north and west along the Boise River drainage.. Storm water drainage for the site is achieved predominately by percolation through sutficial soils. Intermittent off-site storm water and flood irrigation waters may drain onto the project site. Storm water drainage collection and retention systems are not in place an the project site and are limited along the Ustick road section. Regional Site Cliina'ioloM, and Geochemistry Accordiria to the Wester] I'!.gioual ;Timate Center, the average precipitation for Treasure Valley is on the .rider of 10 to 12 inches per year, with an anz]ml snowi111 ni 20 hick"; and n rlir!r c' Prof]] > to ty inches. The monthly mean daily temperau!r: range from _'I° I' to 05° F with daily c. ircnlc iiom -25° P to 1 I I° F. Winds are generally From the northwest or southuist wiih «m annuat average wind speed of sppioximately 9 miles per hour- (mph) with a maximum of 62 nrph. ;nils and sediments in the area are 1"in]arily derived from siliceous materials and exhibit low electro . t]Ci31iC_ d 11011_'ntial far corrosion of metals or concretes. Local aggregates are generally appropriate for Portland cement and time cement mixtures. Surface waters, ground4vaters, and soils in the region typictillt- have pH levels ranging from T2 to 4.2. Cpeoseisniie Setting Soils on site are classed as Site Glass I) in accordance with Chapter lo' of the 2009 edition of the IBC, Structures constructed on this site should be designed per IBC requirements for such a seismic classification. Our investigation did not reveal hazards resulting from potential earthquake motions including: slope instability, liquefaction, and surface rupture caused by faulting or Iateral spreading. Incidence and truticipated acceleration of seismic activity in the area is low. t_'opy'Jnhr+a 2013 r:,laierifils"I'esriog £ lmr'eC.imr, fine. 2791 South vjclol)o V1 vv way < Boj,C iJ 93709 e (208) 37C-4748 m Fax t?08) 322-6515 mti�inti-icr.rcrn c www mtkd.r.orr. aI' - -... 19 Augo kst 7t}1-5 Page # 7 of 26 t nl soez�s �eotech.docx SOILS EXPL,f712AT1ON Exploration and Sampliatg Procedures Field exploration conducted to detern7ine engineering characteristics of subsurface: materials inchalv"tl a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by paeans of visual approximation from ort -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 with loose escatxatt+d materials. Re -excavation and compaction of these test pit areas are required prior to construction of overlying structures. In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff.. identified according to test pit number and depth, placed in seated containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail oil logs provided in the Appendix, Results of field and laboratory tests are; also presented on these logs. MTI recommends that these logs not be used to estirriate fill material quantities. Laboratory "Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of materials neces&)ry in an analysis of the anticipated behavior of tile proposed structures. Laboratory; tests were eonchlCted ill accordance with current applicable American Societe for'Cost +r- and Materials (.' a T .vi1 Sp ,-Ci f c Iliolls, allci results of these tests are to be found on the accompanying logs located in the Ahper °ix. "Fite laboraa : testing program 17or this report inel'uded: Atterberg Limits Tests - AS`i';M D4318, Cirain Size Analysis - ASTM 0117/Cl3b, and Resistance Value (I2 -Value) and Expansion Pressure of Compacted Soiis — Idaho T-8. Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which can be found in the Appendix, The materials encountered during exploration were quite typical for the geologic area mapped as Caravel of R'hitney Terrace. Surficial materials pnodott;inaatcl} Icau clay/silt tills or plow zone mixtures to depths of roughly one foot plus. Blow this in test pit 11 v,(c cncountered a thin layer of lean clay, two layers of` silt, and lastly the local gravels. L7 test pits 2 and '3, we found gravelly, borderline lean clay/silt soils, then the gravel formation. This would appear to be a result of past flooding of the ]sive Mile creek bed. Lean clays were dark brown to brown in color, slightly moist in nttli.sture content, and very stt;; _a hard in Consistelicy. Silt soils were tart, dry and hardcxhlbiturg `omc 1.i'P, .t,h;tc Ccloonta'tltln. A lay of `1d71d?: sill. , ; I3U l (1. Nu ,h,iili y moist, 'Ind '.. ,':17ttiT1 stiff to Haiti. .'.t lcsi pi",, wl i flif_' <li. lay<a }:, h4ic zibSekl t. were U.i}'1 'il to dark -n, [;h, . l; r, D to moist,, and very stiff io hard. 1'bosc� soils contained ratans 3 inch rot+ndhd erauels t ; il,�uiCd i ix'SCt ti111"e 10% of'tbe fofniation volume, Copyright �6) 20 11 Mafmals Tasting & 1 Isp.01aa. me 2791 South VIM? y View re lay , 3otsa , ,D 83793 f208) '376,47,18 Fax (208) 322'-6515 mtl( mf!-id.Com www.mtl-ideonl 19 August 2013 f 11age # 8 of 26 hisomo-gewech.docx At <a depth of 5 feet in test pit 1, closest to Ustictc Read, we encountered Che gravels. to test pits ? and 3, the gravels were found to be much shallower at depths of 1.8 and '2,9 feet, respectively. These sediments were brown to light brown, slightly moist grading to saturated, and medium dense to dense in relative density. Gravel clasts were commonly sub -rounded jo vnood: d,;: iglu<, 6 h lr s in size, and granitic in origin. Within each test pit we noted the grave o c r,r slough excessively below depths of 5.5 to $ feet bgs. This niay be a result of resent flood in igauon i ilv tics, and may lessen through the non -irrigation months. Volatile Organic scare Pio environmental conceals 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. Groundwater encountered did not exhibit obvious signs of contamination. SKIT HYDROLOGY Existing surface drainage conditions are defined in the General Site Characteristics section. hlfbrmation provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report. Gronrn L1 i!etev I)wil7L? tul9 field it t;tigatlon, groundwater was encounwQd in each of the test pits advanced, ni dcpths iam,imr l om as shallow as 5.5 feet to 9.6 feet bgs. Groundwater became notably shallower as you approach 3 ivc Mile Cicek, Additionally, scheduling w' our exploration of the site was hampered as a result of the neighbor flood irrigating their property, and flood irrigaflii•, much of this site as well. Variation of tM'Oumdvvater depths may also be a result of slight changes of elevation. Soil moistures in the test pits were generally slightly moist within snrficial soils. Within the poorly -graded sandy gravels, soil moistures graded from slightly moist to saturated as the writer table was approached and penetrated. err the proect site vicinity, grotiiidwater levels are controlled in large part by residential and commercial 7 -igatioil activity and by Q i�1; ai)d C{ and leaka,;e in IIIc lord ffi7:�t t111Xllnunl ;rolti d\4'awl elevations likely i>CCtii` dUl'Ing th8 later portion ol'tlie ini7pation s(ii3o71. Add:Clonalk� duiiiig pin Lolls lliu �iir311onS pcl'foilned in 21}07 and X012. boils within a'Ll-mile of the SW, �AOWIe(i,atcr war kaind to ul ,ptll, of roughly 4 to 6 feet bags in sites of lower elevation. As irrigation 1Sa4 .S lir OCIWtoil , ,3k a( ill'. (?711 q. 1t V find &,ppear Ove have observed the high or shallow for this year. �< < g`i"GSlindY.n dtc_ �ti,: fJl�i� `iii ?c7 , L l :)!7.0 tl,f�.>>:{;ir U l�r d._ Ci is"z !.i .ia ,01 d?u ., )11 CCniral Porti( L Ji the site, an'd t� i:.; t ....Ilial o" to tj _ ...;Kull. an estimate,'Illd can bL pit lo>.'atiolls. 1 T1 1S x l<titftt3 t'w Et. = t�Fi Ci i? iii Ill{ -;i 1 7 I E� a iia. ;lr; d yC1.1 SCi 4'.1101}SQ. ('ol is 0 d: I o'i iq's Ins pe C1wn, h5c s,79. 'South Vv ,i„J ;.�,.<,� L..;.. �I)^i7ClF Soil Infiltration Rates 19 August 2DI3 Page .g 9 of2ci A 10949s_g eotechAocx �aaer .0 rs{.i 11 Soil permeability, v hirh is ._ mesure of fhe ability of a to tiansinit a quid, u7a, not in the, field. Given the ab3erne6 ol tllr'ti;( a ., Slii't,i„y ❑lS, for this lcpmt an e5tllmil:on of 71tt`all`k 7t'i= l6 p)'( ;.nwd using generally r trLAiX: (i r11U 5 . L '_'h oi_ t?Ihe %llCi LIada'ion' 01 - ii3 onl N si g' 'the 7t ilei ;Pil i{ 'oil 77YC= tic for this study, lean ,fav and silt soils n ;ar J[d(' oc 1rteabiM; v~ith r=prem h} draulie in{ inLdiora rates of less than 2 inch« perhour; thol'i; 19 .August 2013 Page i" 10426 M A:ogr _geotech.docx .p. nfl t 3 6 3 ag i 3 i4,{/. 34#,`Y Y?}f tt.Yi a .�';i't a?f,' t�+3 ,t*4�di q �. FitS ( g� ^a$f� t ,u yt!E```t "'1�'i4 r'> fit. e"."f, Footings must bear on coilnl t tont; i r dsntrh. 1. native lean sAndy sr't g>„ v t fit; borderline lean clay/silt soils, or compacted 1,500 ibsiff structural fill. Existing plow zone clay/,i1t Not Required for F/, mixtures or fill materials must be completely Native Soil A increase is allowable removed from below foundation elements. w short-term loading, Excavation depths ranging from 1 to 1'/z feet bgs 95°ro for Structural Fill which is defined by seismic should be anticipated to expose proper bearing events or designed windspeeds. soils, _ _ footings roust beat on competent, undisturbed, native poorly graded gravels, or compacted 2 500 Ibs/'It" structural fill. Existing plow zone clay/silt mixtures, lean clays, silts, sandy silts, or gravelly Not Required for Native t . increase is borderline lean clay/silt soils must be completely Soil 7! fr allowable ; � removed from below foundation elements. for short-term loading, Excavation depths ranging from 2 Co 5 feat bgs 91% for Structural Fill which is defined by seismic should be anticipated to expose proper bearing events or designed wind speeds' soils. I# will be required for MTI personnel to veriA, the bearing soil suitability for each structure at the time of constructiom The following sliding frietional coefficient values should be used: 1) 0.35 for fbotings bearing on native clay/silt soils and 2) 0,45 for footings bearing on granular structural fill. A passive lateral earth pressure of 34,9 pounds per square foot (psf) should be used for silt soils. For cornpacwcl sandy gravel tilt, a passive lateral earth pressure of 496 psf should be used.. Footings should be proportioned to meet either the stated soil bearing capacity or the 2009 IBC mininnno requirements. Total settlement should he limited to approximately 1 inch, rind differential settlement should be hrnited to approximately y inch. Ob;ectionab'se. sail 1ypcs c, neountcred at the bottom of rooting excavations should be remot,t.d and rephaced vilh struct nrrl li?l, E',C('sshvely loose or soli areas (flat are encountered in the footing subgrade will re.c}urrc fain 1-ockfilling with structural fill. To nlininlize the effects of slight differendL'1 nlovCirlcni tha': nl'uy ovctti ticCfiQSG Of Varictt70iiS in Character of supporting soils and seasonal moisture content; y111 i°t,co wllvnds continuous Jbotirig,s be suitably reinforced to make them as rigid as possible. For rrosi rAoLeo6on,._ d Motu,» ttt c lcsa .1 loot n t ,I.o_uld_be 24 inches below finished grade, Floor, Patio, and Garage Slats• -iiia Grade Native clay soils arc moderately plastic and may be susceptible to dninuJswa11 rnoverucrits associated Willi moisture changes. Areas ofthe sire within the proposed structures Should tats cxcaviaul to su f uient depths to c%pose lean clay. The clay soils should lie .se�ir•i(ied to a depti) of 6 inchc:, and re -compacted l>=ttrveen 9; Perces[ rmd 98 percent of [Ile rrnirsimum densitlr "as determined by ASTM D698. The moisture content should Cop)'r':Sirt CoJ,S(1 i 3 Wiatsrinis Tazlir3g l4. rn5pecliint. Ltc--_ 279. SOLA11 Vldo VV! 9+ra JJ f. BoJse ICs &37fw (20f.3) 7o-4748 ^ Fax (208) 322-6515 mu�?mb-iti.Ca;a 9 voevw.rnti-iel,�o�rr HE "i -v 19 Aug, 2013 Pagel 11 of 26 as U R it jnlsolrtg; geotech.doc '.J Rohn VY ' 30 ob -1t : - r'trn C i?+i.e ;:rn� � a. f_.l,,.l �e,� ,las ._'.incl .j J4±ec..,' ronpc from I to 4 p centa e points above optimum, Structural mill should be placed as soon as possible after' d,.;,.eiii Jl:ori of An wn in oft, to limit rooi,3nir, i{itf ` Ill i,, elipp' P JaYH. GrwT')vi silol?ld ins ,)td flY :Iy 'from `! o InC:q not timutn oi'.) (at n;�'L�T i 3,.e1"en C ): 1:J I ct to tlroti do p,): t 1� �.nu agr ,, t). swa csc� wawi cob4I4' i'Wul b6lldnl.IS 1 E2d.ting I UU,,L b" I)i Jl Kis;Cl and Ju lluLainc(j i0iit)4 L1E; i_gliSutEi;t'l6 i. Plow zone fills, which contained sienilicant ormanic materials, am -)oared Drevalcut across the site, _ �_FI recommends 0 a thesee fill soils be -el G f a1r.;l to a sufti rent depth to -eexpo compettnh, 11 i4t ;+•i(�.°,� 1_I personnel rust be ptes�nt duiins excw atiori ti) 1t_t,ntifv these materials. Organic, loose, or 0i3vioLlsly compressive rnanxriais must be removed prior to placement of concrete floors or floor-suppotiing fill. In addition, the remaining subgradc should be treated in accordance with guidelines presented in the Earthivoilc section. Areas of excessin c v>iciuing should be excavated and baul..iiled iaiihi structural fill, Fill used to increase the elevation of ling (lone slab should meet requirements detail+cd in Big Structural Fill section, Fill materials rnnst be compacted w a minimum 95 percent of maxirnunp density as determined by ASTM DI557. A free -draining granular mat (drainage till course) should be provided below slabs -oil -grade. Tin. lht>ulc '.+e a rniuinnunn of 4 inches in thickness and properly compane! Ile mat should consist of a sand and gr n'e! mixture, complying with Idaho Standard,- lot PuhhQ ;,ac,al.ti Mmstruction (ISPWC) specifications Or /,-inch (i'ypc 1) ,, ushcd aggogme -v nudoLut ;Morel, r ,l ,id b(,, duce l bcnr<nth floor slabs to minimize potentizd I Bund tno;sture elf�c#s on ;ntul� tires .+ „i:F r floor covalnngs. ('nc a Euas.i�rc-retarder should be at least 15 -nail in caielcncss and have a jvn me�me(, of los than 6.01 CIS perms las deturn nyu t✓ :',ST',V1 I3'96, Placement of ,�t moisture -retarder will i,quu'e stn ell consideration with tega d to efieL.s on the slab -on -grade. The granular mat should be conyamed to no less Un 95 1perc:eart of nmxinnum density as determined by ASTM D1557. Upon request, Non can provide further cornsui#miion regarding installation, b.'.)G azo ,; ''�•, t t... Tt 3i'•('.t10'I6.S As required by .Ada County Highway District, NITf has used a traffic index of 6 to determine the necessary pavertu t cross-sections for the silo. MTI has made assumptions for traffic loading variables based on the t ]t Emc ee of the proposed consh'uction The Client should review these to make sure they reflect intended use and loading of pavements both now and in the future ',I FJ cE tleincd a sample of near -surface soils :Por Resistance Value (R -value) testing representative of soils to depi.lns .)f 2.9 flet belo%v existing ground surface. This sa nl)le, consWing of gravelly borderline lean claylsih soils CAVC&LI own test pat 3, }'ieWnd a Tv'alue of less thw file (ollowinu <ire minimum th cknesss z'eyitircments lot pavement function, Depending on site t,nixlitions, atrirlitional work, 4 ,nil preparation, may be runiked to support construction ca,t,ipmeanf. 'These love On Hoed WIN tl e SoR , grade Soils subsection. Results of the test are graphically depicted in the Appendiv, , P'3e able Pan'enaeaat;�eetinns o C j no ut I Atnm a 1 c n t NIc( hod , as defined it) Section 500 o.ftho State orldaho Deptrrmnent ofTnmspa-WO o11 11 110 \10orhob An W. i'to used to develop the pal, rmw,,t ..(,tiou, t,d_n i',+.r+i �. I,itJna viii:, +Iol, (;V f iI)) pat<_m y i 4 Wc mr1c uJuN and subsntntio" islink m hod, loya.)igni nmi Own i7r W1 Ho i a,.MOP= 01 P A Ty Jw !ii ,-n also , d in We .wit, 1. �.n {' d] run, sb IIF, lWo t6`id iii olt� t�a kilt,, r il:diCii(C (ilc; C:L)n3(at3l, Ing>;, tral)icy pro_lecuons, calx n << W cc. Yauts used to cakukv Un pavement sections. ME Cupyiigt t *2013 Aalerials.i 1 Ott q& Im;pcsiiun, lir. 2791 South ali,,tr,ly Vew 00ty EWho_ IG BWO9 b(NMI 37441W W F X (0013226515, amomtf-id.r-om , www.rnti-kwon'1 9 rkug ust 201.; Page It 12 of 26 ua:,us ivg__geoteah.docx J! recomincrids that materials used in. the construction of asphaltic concrete pavements meet the requirements of the 1'or Public '?n'ic nS,rilt U t! OSPWC) specifications, Construction of the pavement specifications and should adhere to guidelines recommended in the Gran r "'- t Asphaltic Concrete a+teraoale bA6welttiernt 2.5 Inehes Crushed Aggregate Base C 4.0 Inches 11 Structural Subt,ase 1 14.0 latches Compacted Subgrade Not Required for undisturbed Clays or Silts 9501s of maximum density as deternnim=d by ASTM D698 for 1'onrly Graded Gravels Asphaltic Concrete: Asphalt mix design shall ingot Clic requirements of ISPWC, Section 810 Class III plant mix. Materials shall be placed in ao ordancc with 1S1'WC Standard Speoifications for Higltv;ay Coil struclioil. Agl regaEe .,ase: Material coiaplying with ISPbt4; Standards far CTLIshed Aggregate Materials. Structural Subbase: Material complying with requirements for granular structural fill (tmcrushed) as defined in 1SPWC. conlinon Pavellie51t 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, i'rcio rolling of subgrade soils should be <iucorrplished using a heavy rubber -tired, frilly loaded, tandem <axle dump truck or equivalent, ticri('ication of subgrade compcwncc by MT1 personnel at the t n7e of construction is required. Fill m iicrianls on the site trust dea.lonstrate the indicated compaction prior to placing material in support of the pavomcint section. MTI anticipates that pavement areas will be subjected to moderate traffic. IN4T1 docs not autticipatc pumping material to become evident during compaction. but subgrade clays and silts near and above opthrium moisture content's may tend to putrp. Pumping or soft areas must be removed and replaced with structural fill, Fill material and aggregates us well as eoMpacted native sabgradc soils in support of the pave,nlent section must be compacted to no less than 95 percent of the maximum dry tk mai, for flexible povenlents and by ASTM D1557 for ri,Jid pivcnicnus. ,! a ii?titeillI db,ccd ! a tktVCi:lC'.nt srClloit component cannot be tested by usual compaction ( 9tinq:aoEl1od:'` dkt'Ru col)!PNl. alUII Ll Iha' ink Hilal nll)-'t be approved by observed proof rolling. 'Illioa dc! ��-iio!ls (i'o,n peso, rol;iw' For iL,.it�?a 1' ,c:nt3 arc. CapyrlgL't H>Zt)13 Mata Lan Testing%: Inspceiinn, 3nv. 2/",; 1 nm tlli Vlmory Vipw )Mly , Boise, 1,= 8=9 = (20£3)31£ 470 a Fay ( 018) 322.6515 l-ilh@,in4l-ici.coin � Irt.com 11 �7U L "D11-2 Yr 19 August 2(.)13 Page # 1.'i of 26 Alid'dx V+ s U N �> 13 i ins tgs,_geotcch, docx :J' .i�r ,i..�_� i�], c. ;nl ���.i ,;,.�,� ..)s, �..u,;., .�, .: rr;a 3.;ic allowable. Deflections from proof rolling of rigid pavement support courses should act be visually detectable. Rcconlmendattoas in this report are based of the project being t?Undod on competent lean class silts, sandy silts, gravelly borderhi.c Jcmi z, i;'silt sells, poorly graded tr<. els, oi- corripaeted structural fill. Sttuctciral areas should be stripped to sin eAevaiion that exposes Mese soil types. Earthwork Excessively organic soils, deleterious materials, or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to bohasiur in the area ofpavernents. floor slabs, structural rills, and foundations. Mature trees, brnsll. triad thick grasses with associated root systems were noted at the time of our investigation. it is reconunendcd that organic or disturbed soils, it' encountered, be removed to depths of l foot (rnimAnnim), and s,wmcd or aockpiled for later use. Stripping depths should bo adjusted in the field to assure that the entire root zone or disturbed zone. (plow depths) or topsoil are removed prior to placement e,ixi eorripaction of structural till materials. .Exact removal depths should be determined during grading ope.a:ious by 'VITI personnel, and shoilld be based upon subgradc soil type, composition, and firmness or soil ,whility, Ifuudergxound storage tanks, i�.,idergrounul otdities, wells, or septic systems are alt Covered curing urswacfon activities, they roust be decommissioned then removed or abandoned in accordance with gi s , u;irng Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled w;th structut'«d fill r s 6elined in the Structural Fill section. MTI should oversee subgradc conditions ('i.e., moisture content) as well as placement and compaction of new fill (if required) after native soils tire excavated to design grade. Recommendations for structural fill presented in this report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be perfilrmed 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 d1 i; clvsy areas, this can be decreased to one test per hill for every 10,000 square feet. Dry weatber If construe#ion is to be conducted during, dry seasonal conditions, many problems associated with soft soils may be ;avoided, lioxcvoj, soruc rutting of subtzrade soils may be induced sltathow groundwater condiiio7,s icl�i.ted tt pj-invlh l ; Ltidltili Ur 13tigrll,-oi dCtivtties during .<tc sl!nay +i1lrrough G31"1V fall. Solutions t0 pl'olllt..l.S w;socia[sd ,%hill ouiiinld in tht h.=t2 '>8 iE,F ;;.x'. Soils 5e.ctr011. problems May JL0 ts. C,oC +,I Gl Lt :!, of ,1141 L (c m Sia l c £[I)d „11 soils fl' 7➢'C of placcilient.. This will requite the u. dati:[i „t A�.,iTCC `J .wt �.S u (ijJI 1. iti. t} !"ei U1ut b'1';,, , : ,'NI- idi t; StCd7 soils exposed in excavations mar l,w t, lnlr i ..iti' 0 U.; i,.1D iii CuS;;1_ e. ;r11"8s to control excessive dust should be , Cf>rtSrClf:i Ufi (FS I7ail'1 (3L il1C t»'tt8ll =},-,Ii P' <ii{� s(,i�i ii i�r�L�7�ifl01 plan. l'opti�viahi i� 2Q l3 a•Qntcrfals 3'e�tirh Y. InSpcctit;ri, 1f3r. 2,01 Soar: victolj,viowwav Goiso !D 6370a Po 11� Fax (208) 322,651,15 1n1i trnti-7d,C0111 .. r :;m 19 August 2013 Pagell 14 of 20 ,UCZK� Ira No bra%=>> reolech.docx Wet NOW%. W%. If construction is to be conducted during wet seasonal conditions (cornntonly finny mid-November tlunugh May), problem a so ivad with soot soHy raw he conA act un par w to, omnstim-ow iAwn wring {ills thine of year, Kne Tai m! sails such an On and chis mill 1m ins mmaWc 015 infitm>:.d moisuon JJ7mm, 0101 f:VC:madij Cit bib or na. Addttl Clxaal(,`,.; viastant iow temperaunns t ,Calk.+. Jiu !anc,zihility of drying sons to roar optimum co.ndit]ons. Soft Suhgmdc Soils Shallow tine -grained subgrade soils that arc high in moisture content should be expec lcd to pump and rut under cr,isirrlction traffic. During periods of wet weather, construction may become very difficult if not n npc>ss,HA, The iollovvi ng recommendations and options have been included for deadnl , %,dth soft subgrade condilitnls: ® TracOrrmounted vehicles should be used to strip the subgrade of root nnmt ,,a and other deleterious debris. fhavy rubber -tired egninment should be prohibited frohn operating directly on the native subgrade and areas in which st .icnral till materials have been placed. Construction traffic should be restricted to designated roadw <y � dno Jo not cross, or cross on a lbuited basis, proposed roadway or parking :areas. • Construction roadtwsr, on sUblo';ode soils should consist of a minitnunn 2 -foot thickness of large cobbles of 4 to 6 inches in diahnaocr with sufficient sand and tines to fill voids. Construction entrances shot-od consist oia 6.4rich Chic'!,ucss of enema, 2 -inch minimtma, angular drain -rock and most be a minimum of 10 f'ct wide and 30 to W feet long. During the construction process„ top dressing o('the enth tcc "my be reduh vi ler r.l menance. • 5ceridQatirm and ae wami hal' mul grade soils can be employed to reduce the moisture content of wet subs,rade s,,Jls. ',nor > ripping is complete, the exposed subgrade should be ripped or disked to a depth of I ! fcci and allowed cc air dry for 2 to 4 weeks. Further dishing should be perfl3nned on at wcolay basis to aid the aeration process. • Alwmadve soil stabilization methods include use of geotextiles, lime, and cement stabilization. MIT is available to provide rccornmendations and guidelines at your request. Soils Prior to pttltorcln OC SiructUne.l fill materials or fatmdation elements, frozen subgrade soils must either be allowed to ihav, oa 1, >trip,tcd to depths that expose non-itimen sails and wasfecl or stockpiled for later use. Stockpiled nit norial. hist be allo vd to thaw and rettan to near -optimal conditions prior to use as structural BY :siYumin^. fdi Soils recommended For use as structural fill ,are those classified as Ginn, Gil, SW, and SP its accordance nvith the Unified Soil Chissi'licat'ion System (USCS) (ASTM D24871 Linc oF q1ty soils (USC ,' designation ofGM, SM, and lv1i.) as structural fill 1nny be acceptable. }mmlowcyc.f,_gss i I r;ih soils_ (( '!,_SNC bind Lal _1_ -as muus,tojral ttlltyoltm._ f6otiars hs__la phyhtidd. 'llesc materials rsxioi.0 _� in. ,in n:uiso ro- mrs for compaction and retluhre. a long time to dry out il' natural moisture contents are too high and may also be, C opyrigIll �e 2.013 xr1m ials Test Irig ifs, histw,dina. 11w M1 SNAh WAY / VKW My [,ON ID 9:,709 (208) a7fi IIF U Fax ( 08) 22-6515 rnti Ui"ilTRIMMY m vsuvw,l7di-ieman 19 Aufust 201_1 Page 0 15 of 26 n tins ter_veotts h.docx susceptible to Prost heave under certain conditions. Therefore these maleOds carr be quite dililculi to work NO 10 nUdWEV CnMent. 014k QVIN YO.. t: MPTICIAVe AN! N! `7a I.. n N&A. 0) nuan ol. if sill) will is c .. t,I JacIua) 11.11, At thwinosin ;101101_„t ,wcCj ( ,4.Lo3 ill1.4 j ,llid illi 711E fecal moisim, W01 Ac )ionitored at heron the wontC6w en fl"iS -.'nd To 1 Nali;1 ,S ,1i now..1 y Anmot placum NO I2 l'4m nK m. silty soil- ZmISt be protect „ t, im V;q rn'IPSGn re'"Ong r Ow! 0011 MHANI indl1C 11 `,Jhn plwjl construction. l2Conam nded grdnakir s?rpt{3hvA RN W0 0% til Nu Cllci_; nal an CKV, GO SA . eil 1 SP, shoulil . nmist of a Ci -hien ill Am. clean, granular soil whis no In rH Oan 50 pmvi nt oversize (;:'celr .r wan 01 Inch) material and no more than 12 percent fines (pawing Irk) 200 sieve). These fill materials should be placed in layel:5 not to exceed 12 inches in loose thickness, Prior to placement of structural fill r7at rials, surfaces mum be pilapared as oudi iedin the .I tF -u tela„ CklasidwrodonN section. Strucuital IS nimeriat should be moislurc- conditioned to achieve optin uin mu sign.; clsilicin prior to cornhactioit. For s,.ticlula! fill below footings, areas of compacted backfill must extend outside the perm uter A the footing, for a distance equal to As thickness of fill between the bottom of foundation and undern in g soils, or 5 feet, whichever is less. All lilt materials must be nlorntored dwing placement and tested to confirm Compaction requirements, outlined below, have been achieved. Each layer of structural .fill must be contpacted, as outlined below; BelowStructures and Rigid Rom nic& : A rninimum of 95 percent of the mtlxunum dry density as determined by ASTM D 1557, Below Flexible Pav_enlentA minimum of 92 percelrt of the maximum drY etc city as determined by ASTM[ D1557 or 95 percent.of the maximum dry density as determined by ATMi D098. The ASTtvI 1)1557 test method must be used for samples containing up to 40 percent oversize (greater than AAA) oil titles. If ml contains more Man 40 percent but less than 50 percent oversize particles, co �lltsction of till must be confirmed by proof' rolling each lift with a 10ann vibrawry roller (or equivalent) until the maximum density has hwn .kale.VCCi 7:Ienshy testing muSt be P111011M. anci each proof rolling pass anti] the in-place density lest rer;tilts indicwkt, a drop (or no inereslsel in lho clic co,-ity, defined as the maximum density or "break over" paint. The number of required passes shoo) ] be ll, d as the requirement on the remainder of till placement. :Material should contain sufficieltt tines to fill void spaces, and must not Contain more than 50 percent ovashe particles, Backfill of Walls Backfill tuawrids n at conlc w to qac. i of Structural till, as defined in this report. For =11 heights ];renter 101 _' 5 O z. d" iiia Kka-un Work :!we ;ht>uld not exceed e4 Inches Ili diaincler. llhwing €1 (a' ;/c n'awrhl P>nv ryki 1cyh( s 1LOwus nth yv c'r compaction, and can induct'. j_'uinI 1('£O. on '-' dis The ..11( sh c1i .wi nownun- n- UiliS til' \t ll ims yc.il.cti WROm .aren,!th to Sb 2,1 l7'1zICCrrieitt ^ilii u', ;8 of 1 t'tillS ,.13o'c >.' !v n gh=t AM be backfiik'd it .118[IIleP that 1 111 'Fll st .tic' 00:cj)Ltu1 t1>r ci til n, `.' :5�1., )iL)YI,. fticait. l.s ,'ait1111'cOLLLf,P.GAI, It 1S Ci)'ctt only ).hol lla do l Ysed Ct ;r P t Inn Cluj 1i 111 h ti --d fr)' of backilll within a horizontal distance i a to 1w lwi ,f( n v LN 111 ru a any l Anno . l. NO (it, u IIIC sadl. C'p"O M4>3!f1349a1eHalx'iYcetm KIn NOtun, int Oil Solan VVkXV Vow M! ,.: 87f Q1 8 o Fi m (27$) 321-6515 .i-1, '.corn Ew CINSPET I „';i' 19 h ucgust 2013 page _"# 16 of 26 niaomgvgeotech.docx :r, .l t c '.£ 4 i. .,,`y:, 1:3ai.ckfill should be compacted in accordance with the specifications for structaual till, eseapt in those areas where it is determined that future settlenlent is not a concerti, such as planter areas. In nonstructural areas, backfill trust be compacted to a firm and, unyic (ding condition. Ext=aa'b a iorns s h;, loim oxcavations; that dr) nol t'.1(:eed d tec[ in deptli rimy h(, f onstrlletod N"'ill) `iitip Slopes is lixw ;l , depth, �t S ,fGt]Oi..tilt,uCIC=C� �i�; JAopes 'ilC t;6:1SiF �'1iCC� in aCCotfhi)1Cc7 1(}t�} (iL sl LipBii 011?il t i S n2iy and i,'alt}I aCiP list L51 F:1tiu0 ;i t1;i.i 1-e°11i�iilt7 tis; section 7926, subpart R Based on tbtsc regulatjon,, on-,itr soils are classified as t pc i( s6l, alit , sial, excavations within these soils should i}(, constructed ai a maximum slope of 1 Yx .lout 6crtzonial to 1 `oot vertical (I Vd 1:1 V) for excavations t{li to 110 (eel in height. 1 \-;.aivations in excess of 20 lees will i .;tune atil.luonai analvs -. Now that.these slope aneles are considered stable for short-term conditions only, and will not 'be stable for long-term conditions. Excessive caving or sloughing of test pit sidewalls was observed, particularly as we approached and penetralion of the ~water table. For deep excavations, native t ranular sediments cannot be expected to remain in position. 'These materials are prone to failure and may collapse, fltere'�y, undermining Upper soils layers. This is especially true when excavations approach depill, iluau' 1lc \.aier table, Care must be taken to emure that excavations are properly backfilled in accordance v,,ilii procedures onflr"ned in this report. Groundwater Vontrol Groundwater was encountered dorm, i1w investigatiton but is anticipated to be iletow the depth of most construction. If reconan.}ended, excaratioils below the water table will require a dewalci,tig, program. Dewatering will be required prior to plri(%,mem of till materials. Placement of concrete can be 'Iccomplished through water by the use of a treme. It play be possible to discharge dewatcrinc e[Jirient to remote portions of the site, to a sump, or to a pit. This will essentially recycle effluent. thus elianinating the need to enter into agreements with local drainage authorities. Should the scope of the proposed projcct change, MTI should be contacted to provide more detailed groundwater control measures. Special precautions n'lay be required for contitol ofsurface runoff and subsurface seepage, It is recommended that runoff be direcci i ;away from open excavations. Silty or clan}c soils may become soft and pump if' subjcctod to c <ccssit Iniffic diving time of surface runoff. Ponde< .vaster in construction areas should be dlmni d thsxwgh m tliocis sucli tis trenching, stopins-,, frowning ormtes, nightly smooth drum rolling, or installing a French drain system, ck itiomill;, 4cl pOl'ar}' or i clmn menu driveway sections should be constructed if extended lvct weather is forecasted. �t �l, it pj;}➢ ;Et"i Ci Sl" ., 1i3� _..,.., ?lc :'nit� is i3, i3P lA (,aitl� i� I ,il3tt� .iE t::a�tta�s17 Clic ,.'li J.C121' l� h7 �'atK)t; t}t , X12, ur;i illlll�,i!j �i� ,,.o .lL�f='�ilUrl 71'siit W t :UICiiJ i;ji IlL.iiBi„�,i ll5i1> l,.I,iICC ill/ I W, T.4ui.11 1}r; it 0 ,:::� „nt, v`� ,,. 3. 3.; 6i L'i; R'.11 ., 'tRlit 'rit811,i, 'm i (i.:7ing and lcsi. i;' '.t'.OUI�i I1 f:. .,,,, t,.5 �:,� _.,i :I;I l,at 1di aiw .i]itt propell,UL..MC11l ;,i2d t+n iatf5 tion teChiligat+<< FSC Li l!iIC`,d. Ciopyrihlrl §� 20 Ci :vf nlcrials'iogting Rs ii3spep(iaa, htc. >7} Sthi;llVt�,«l�d�wai�d�ry isoi5a 3370 IF, ('08) 37617=fa i;3xt>P&ai32�^.-!)C>i6 said@';W id.bom F WiiVVV.n}ti-icl.com Aii IFIZIIIAL,� 19 August 2013 Page It 17 of 26 D13HOR geoteo'll,doe's w, Fdld S ("A 1 'ML'. ti'qaidei d 1�s, Pvx 1, t u rvlateri a Is Finer ifi, 7 11 L an k� I (lt) L in Pylimnd AMIMptc's by yushjLII: j 17-. West Conshohocken, PA: ASTM. American Society for Testing and Materials (AS M) (2006). S 3majaud'fesl Jklethod for Sieve -An, lysis �of Firie anti Coarse ken, PA: ASTA �CJ36, West Consholioc American Society for Testing and MEitevials (ASTM) (2007). Standard Tet Methods for LaboraloLy-.Logipi Soil sino Standard Effort D69'0', West Conshohocken, PA: ASTM. American Society forTesting and Materials (ASINI) (2009). LLaboratoty Comp o 'jiTa Iql-isticsof --LaAcIt Soil Ushig_Moftflied Effort D 1557. West Conshohocken, PA: As,rm. American Satiety for Testing and Materials (ASTM) (2007). Staudard'Fest Methods for Resistance Valle (R -Value) an Expwision PressureofC . West Conshohocken, PA: ASTM. American Society for Testing and Malarials (ASTM) (M 1), Standard Practice For Classification of Soils for EtuaneerijiL Purposes (Unified Soil Classification System) D2497, West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2010). Slami(ji md'FestIvIotk)d5,_jqr Li uidIljaia asLic Lin�ii and Plasticity Index of Soils: ASTM D4,318. West Conshohocken, Pk ASTM. American Society of State Highway and Transportation Oft-iciils(AASfl'f(.))(191)')'), AASH fOGonda forl)csico ofPavement ruct Stunres (M. Washin I — ------ _L gton, 11 C.; AASfTFO, Desert Research Institute, Western Regional Climate Center, [Online) Available; (2013). International Building Code Council (2009), Coue, 200o_ Commy Club Hills, IL: Anthor, Local Highway l'(,,cliiiie,i]Assistance Council (l,tl'FAC)(2010),L(tWlq.SLiiidarck forPublic Works Cmvmcclo-1-12-010. Boise. ID: Author. Othberg7 K, 1— and Nianford, L, A., Idaho Geologic Society (1992). Gaplpaic Mau_of e, lkisv )iLlKy, itgctA��jQini g r A_y tq �_[the KL _fet�t Swlj:Q River 141hl, 1(hifio—(scale 1:100,000)._Boise, ldahooslyn and U. S. Naturaj Resource Conservation Service, Web Soil Survte�y, [Onfinej Available: (2013). U. S, DQpi, of Labor, Occupational Safety and Health Adittinisliation, "CFR 29, Part 1926. subpart P: Safety -and 1-1011111 RU relations far Construction , FXCavations.� 1986)", [Online] Available: � www,osfia.gov> (2013), U. S. Geological Survey, (2011'). National Water Information System: Web Intorfam [Online] Avai41ble: (2013), 2791 South Victajy VewMay ^ Boise11.) 83709 4208) 376-4748 , Lsix (1208', 32,-6515 irtti@mfi id.corn TITT z QQ IWO do u 1 silo i -APPENracm AcwNyfti Us'r AWIT rM American Anociathn of State, Highway and'I'ransportation Offlicials 1 �Vy: AThait (-'Cnxn" oncrete Pavement C' KdiCcumy ldghnYy District ASTON American Society NY Testing and iudaterials Ath Auger sample below ground surface CH: Carbide bit ,Rl California Bearing Ratio — a D: nawral dry unit weight, pcf EM diamond bit DM: Dames & toloore sampling tube <11 grabsample MC: International Building Code ISPING Idaho Standards for Public Works Construction JTD: Idaho Transportation Depamnent LL: Quid LhWI Ivi: water content PAS L: mean sea level N: Standard "if" penetration; blows per Vm; Standard Peneumdon Test NP; nonplastic PCCP: Portland Cement Cmemw Pavement PERM: vapor permeability 1) 1: Plasticity Index PID: Pl)(4010niZatiOD dClWOr PVC: polyvinyl chloride Qc: coot penotrwneter value, unconflned compressive strength, ps! Qra penetrometer value; unconfined compressive strength, ud, Qu: Unconfined compressive strength, tsf S111,; Standard PenouWan ITA (' 140:pound hammer fial,ling 30 in, on a 21n, split spoon) SS: split spoon (13/8% AM dhanua, 2Am 00M diameter, except where noWd) ST: Why tube (Tim outside diameter, except e.Iaore noted) LNCT UAW And Classification Symon USDA; United StnuDeparnment of Agriculture UST: underground storage Umk V: vane Von" Maque Acuine mmnyk Bf WT: apparent tgroundmur level 19 Axgum 2013 Page 4 18 of 26 (_ 0j)yfjj,1jj(4+�) 2013 lnsjicc[i,m, Inc ',791 Sounh VlMory Vhw Ody � Bruse, 10,133709 , (:208),376-1748 Fax (X g} 322-6,515 mnummid"m - WWWMAWcom RAA (Z, `eAL Il INLAY] 19 August 20 ] 3 Page # 19 of 26 L) 1 �oaataa--geotech.alocx illi at j riot GEOTECtiNi('Al..Gi�t vE[LAt NOTES tE thv�t`��Fk h#tiy § Gi 'i �sAeg�ttsaaa Soils N i'�'att{ Field Test .. ti tN LC a, '..>khT t'i 1 ftZ nt.�f tj'1 s( t5 si Z 5 ,ti ikv r _ i Moist Cosirse, G Ained Soils SPP ince,/ Colum,/,{I >� Fine Grained Sails SFU footy C�v lts(N) venter table Very 1_oose. T4 �—Ver , Saii. —. Loose: 4-10 Soft: 2-4 o---------M----- eli❑ti] Dense: 10-30 Medium Sti jf; 4-8 R Dense: -- 30-50 --- -- — -- Stiff, — — &-15 -- _ Vet Dense: 50 vel)! Stiff, Ilard: _ 15-30 >30 — Descri on t it IcR `i.est _. Weak Iv C orin ]l s w ln� 1 s i ich handling or s6, =4t iui�r�ucsui Moudoiatcly Crumbles or beaks with considerable fin rer pressure Snongtp Will not crumble or Gravel & Gravelly Soils Field Test Coarse -Grained Coarse fraction _ Dry !absence of moisture, dust,/ dry to touch Moist Damp but not visible motstura Sand & Sanely free water, usually soil Is below WetVisible venter table Descri on t it IcR `i.est _. Weak Iv C orin ]l s w ln� 1 s i ich handling or s6, =4t iui�r�ucsui Moudoiatcly Crumbles or beaks with considerable fin rer pressure Snongtp Will not crumble or Gravel & Gravelly Silts & clays fine Grained 11,<50 Si]ils %'SO4o passes tYo.200 sieve. Silts & CIRNIS I'l, :> 50 I lighiy Enganiu Soil, UW Well nk e tit t 's , r rat 1 s u d imxtlue with little nr no tines GP Poorly er aed i ai Is; gra �l Sii ❑ �]uvtuies with little or no fines GM Silty gratis h; poorly grades t_ nt la,andtsilunixtures GC- .l cls ct 'Im6;,,�ooiis bruc, c �i,t:vt,h nilrclsrynristur'es Wt Il adods Mu{c, trivcl itt, EuilL of i o i'mas Poo t h, -graded sands; igrav Iii sands et iill liul,; ut iio tines `,ihy Inds; poorly graded s, ,w i i ]veal It n ,%_turas Cinsa,sands; poorly -graded urd ;rtr c,. day mixtures Chs int{ of .lav ,/silts U, 1 -call cl v,. iour +oic, gra, t ht, sands-, of ,illy, low to medium -plasticity UL Orgnnio,htev-pirsu�ut cin s uiti_iits MN Inoitani , alasiir ail'<; ni clayey clastic silts I I - :l[ c 1ti mtllr ,1 s sty. It t r=rlc drys 011 Orgama in_'aiu , to ib c ❑n I silts 1' i Year, humus, hydric soda with hi<dn organic content �iapprighi S; tel l Paatcrkiie"I eStingti 6t5t't1:;d i:,r,, laz 11-19 1 ol0h `,i i) , Its,N, niv Rosi l i3 s'C3P l' )R) ';76 I Q r�ary (20,8) 021-6,.5'1;5 Soils <50%n Coarse -Grained Coarse fraction Soils passes NoA sieve <:50% pusses No.200 Sand & Sanely sieve Soils s50% coarse fraction passes NoA sieve Silts & clays fine Grained 11,<50 Si]ils %'SO4o passes tYo.200 sieve. Silts & CIRNIS I'l, :> 50 I lighiy Enganiu Soil, UW Well nk e tit t 's , r rat 1 s u d imxtlue with little nr no tines GP Poorly er aed i ai Is; gra �l Sii ❑ �]uvtuies with little or no fines GM Silty gratis h; poorly grades t_ nt la,andtsilunixtures GC- .l cls ct 'Im6;,,�ooiis bruc, c �i,t:vt,h nilrclsrynristur'es Wt Il adods Mu{c, trivcl itt, EuilL of i o i'mas Poo t h, -graded sands; igrav Iii sands et iill liul,; ut iio tines `,ihy Inds; poorly graded s, ,w i i ]veal It n ,%_turas Cinsa,sands; poorly -graded urd ;rtr c,. day mixtures Chs int{ of .lav ,/silts U, 1 -call cl v,. iour +oic, gra, t ht, sands-, of ,illy, low to medium -plasticity UL Orgnnio,htev-pirsu�ut cin s uiti_iits MN Inoitani , alasiir ail'<; ni clayey clastic silts I I - :l[ c 1ti mtllr ,1 s sty. It t r=rlc drys 011 Orgama in_'aiu , to ib c ❑n I silts 1' i Year, humus, hydric soda with hi<dn organic content �iapprighi S; tel l Paatcrkiie"I eStingti 6t5t't1:;d i:,r,, laz 11-19 1 ol0h `,i i) , Its,N, niv Rosi l i3 s'C3P l' )R) ';76 I Q r�ary (20,8) 021-6,.5'1;5 A-AA0161 GEOTECHNICAL INVESTIGATION Ti,sr flij, Loc wwsl 2013 Tel Pit Log IAT' -I Dale 6Aug2013 Lugged by: Kevin L. Schrocdow, PG I- Excavatect M-, �Ihoe Service 0,' poi to Water'fable: k""", t-u�"Ogs Notm Piejt rnvl,-r i%O Dc -,"p tk I "cripfion and )m Depth Labop,M, Y, C p Test ID Plcm= Zone Nkaci'As (FILL -Cl,): Brown, 0.0-1.3 moist, sqlf to sl{f --Or�-Unic material throughout, Lean Clay (CL): Dark brown to brown, 1,3-1,7 o ar to hard. slightly Inoisi, very stiff t to har 4J+ Silt (NIL): 7�w cb,v, hirci, — 1.7-3.d --fflithweo,', ca) h"'M"Ile CeMenfalion, 3 Sandy, Sill CvIL): Jon to broliul, slighily moisf, �) A-5,0 H.Welium slU� /o hard, Poorly Graded (GP): 1B—rolvn. "slightly, moisl fosOur cnled, wediian don'.'e to dense. a,- ,;nh-rounded to rounded, 5.0-111 winw 6 inches msl-e, andgranitic in oill"Uh7. caving below 8ftet of depth Cewhg rq Copyn p ht @) 20 1 -' , Mai, r i ak 1'e m i i ig & I amo m n. !;.(, Soulh Victory ov., U ay t Doise, D 83709 (208'):176 4 d8 � Fax 018) 322-6515 19 !1LIgU3t 201 J P€agc. N 21 o{' 26 b "f h008 0�-._geotech.clocx ,ti. ..0 �'i'A 'fir! 3 CE:ca°ra;,c:HMCALINVESrIGATatsN`t'ES PaaLOG' 1 >i 1, � '!: T1�- Daie h ivaaaaed: 6 Aaag 20 ! Logged ba : Kevin L. Schroodea, PA"'. Pxc�a «is,, r �a; aaea's B tejd'j()e Seawice Location: See Site Hap f'i.ates Depth to Water'f 'a. I c r,1s Total Depth: 12.O Feet bps Notes: installed to 11,4 feethgs. Depth, tra �„ a €pi4 nld Simple Seeable Depth far b (Feet iwO US"-'! ` MI s r3r `)4fkannt . }x si w'atjon Type (Feet b Ts) j�_� plw'v Zone vlal�riLik (17,11 :L): I3i�ox17, 0,0-1.0 stighilr moist, sofi ic>.rtljj' --Organic nmterial throe >hoi Gravelly Borderline Lean Cl%ay;Silt (CL/%1L): 13r�oaarra, shghtly moist, very siif to hard. 45,a% 1.0-1.8 --Guavcontent esihnated to less Man JOK ronnded, and rr snits 2 int hr'S r;7 - — Poorly Graded Caravel (OP): Light brown to � bi�otwn, slightly rnoin to sU"R ruwd, inedi 79 j dense io dense. LB -110 --urrn°et lasts are sub -rounded to rounded, minus Y' inches in size, and granitic in origin. --Lxhilnred excessive caving below 6,i`eet cf depth - L:aving refusal, Co�)yii�*ht� 2013 i�4nierfala l"au;ing.�. lii;prctie,r. inu i'I�t `5rn�tl i Ver lug , er r:rvv i i, i, . Bojt fl `s 1: l'. (08' 37u IM � Fax (208i 322-'65!'-" 5!'-" �ti4;knii-ici one a www,rrr-id.corrr k" 5 w" a ii. €.. , PAIS T I+k2K 1=' Gr 3 f,.C:`iwICAI, INVEST1GAt'NON fl F.s,, i� ,, Lfxi 19 ALti;us( 2013 i'idf?C (i. 21 of '6 b(3B&i9g ootoch.docx 1L.yi 1' . 1 old #: TP -3 Date Advanced: 6 Aug, 2013 Logged by: I(oeriu L. Schroeder, PG. Excavated by: 3tru man's Backhoe Smice Location: `gee site Map 'Plates Depth to Water Ta, kru : _:? s(Fs Total Depth: 40.2 Feet bgs to 10.2 feet bgs. Lct�ala reelr4 G le, cell l stlf n mid :;sa ara Saa agals 6)qath I.o.b (I"�vE'Q bgs) USCS soa and C,L;i8sif cation _��£' �d' G^#.`t i➢�,3� Qp � Test ID Navy Zone'Material5 (t 11 L, CL/ML): Brown, 0.0-1,2 slightly moist, sgft to stiff --Orizanic material throughout. Gravelly Borderline Lean Clay/Silt (CL/Ml-): Dark brown, slightly moist to moist, veiy sl7lf 4.2-2.9 to haat. Bulk 1.2-19 4,5+ A Grctael content estimated to le.vs than 10%, rounded, mid mi nu, 2 int hes ill S13B. Poorly (traded Gtava,l ((it') Brown, slightly moist to scamrcited. medium dl,nse to dense. 19-10.2 �l' vel Jasis erre sub-,,oim,!erl to rounded., miwin 6 iixi7 es in rine, a,rcl ; ronitic in origin. --15.1'r7ibitcd mves rL`e caOlw belOW 5.j jee/ Of ]�;Ab T E t i 111 M 1 1 1"I I ! ,aalysis 1 #4 # ss _#200 1? ? 38 16 IOf) �)�, ,(> 91 55.0 Gopyrfghi c'2033 fHreriais'LCstiue 8: Inspcoion, lilt. 2791 Stns?Il Victory VIaAv IMay E�r�r.;e. +G 837nu.. (AGR) 376 -4748 a Fax (.208) 322-651,6 . r!,#i�1rnti-Irinolr, � wwe�.tnti-id.rnm t VU 19 August 2013 Page # 23 of 26 1030849g,geomeh,doex svloe,,ral!�� J �, cc�ll! GRAVEV AM .>a,1 WATUOU — PAVEMENTTHICKNESS D.bsic,%l PROCEDURES Pavement Section Design Lo-cadon: PRWOWCIO,WC'ieck Skibdivkwn, No I ruin: Aco."es Average l3aily Tvalfic Count; Design Life; ,Jrk,q 111 e In tie X: Climate Factor: Subgradc CBR Value: R -Value ol'Aggregate Bnse: RN.alue of Granular Borrow; Subgrade 11 -Value: Expansion 19c"are of Subgvadc: Unit Wcight of Bo-" Materials: Total Design Life IS kip U,SAL's: ASPHAL11C, CONCRKI-E- C'.avel l'quivalent, calculated: 1hichnesm idravvl Equivalitut, AC'I11ALi I, U*,UFD AGGRWAIT. BASE: Gravel EquivalsM MdLIO): Gravel Equivale,lt,� WALZ (AUNFIV RORROMI: Cr;�vct Eqoivldcai lllaHast): 1AICknesm Gravel Exhlivalent, iX-RJAU IMA1.1hickness: Ifickmess Required 11, i1p. kvssurc: All Liums & Goth Dkm6wis 20 Yca" () (d) 80 60 3 IAO 130 33,13,1 0.384 (41969231 0.41 0,768 0.329 0.773 1,862 1.089 1.940 L708 1.551 lkogm Tic Ptb Inches 2.5, 0 &WhOdo c Concry (at M t ast yF-Tf Asphalt Nealed Base (at Next MY 000 c emp, pealed Be,- Q! lea M 4,14 0,00 Me (w Ivasi 41A 4A0 Granulnv Borrow (w 14.00 i8 -value of Subgrade: Subgrmde Nhi ACRD Substitution Room 115 Ems mmm 3.00 (0 ( "Jry z igfil * 3613 Mid reor, I nstaction Ina. 2011 SNO `JI rlolyvisw VW�y 11 ;709 f 208) 322-651-6 MOMNOXMH Q ", Pageff 24of26 r�13t1Y�i9g geotrClt.dDc?i mt -�- 11 -VALUE LABORATORY TEST OATA -1,0.5-1.7---C1 ysust 6, 2013 _ Sample I A B MTMA --- ----- — -- Dry Density (Ib/iis) HTCi - NA 1TM D75: Moisture Content {%) AASIITO: T2: X NA LE xansion Pressure (psi)-- —NA— 1— NA ------------- -- -- NA ------ i--- - Exudation -Pressure _— -si— D421:7__.x_- NA R -Vale LASTM Test Stmidaard; -----_ NA AASHTO _ Idaho 1'8:D2844: Y 1 m Sample I A B C --- ----- — -- Dry Density (Ib/iis) ---- NA - NA NA Moisture Content {%) NA NA NA LE xansion Pressure (psi)-- —NA— 1— NA ------------- -- -- NA ------ i--- - Exudation -Pressure _— -si— A---^�---------N—A-- NA R -Vale NAE- -----_ NA _-- _ NA � ., R-Value (%£ 200 psi Exudation Pivssure = Less than 5*", " A sTNI D2844 Note 2: Occasionally, material from very plastic clay -test specimens will extrude from under th'-- moil and aroifoci the follower ram cluaing the leading operation. If this occurs when the 800 -psi point is reached said fewer than five lights are lighted, the soil should be repuried as less than 5 R-va lue. ta.o F- 80 S S 6.0 E 20 R p as 400 360 300 2x10 20Q i`i0 100 50 0 E xuda'-i't£U£1 i''£'Gx:,S43iB (psi) Q>gy�:giu r; 2013 P4uEcrinl�;'I csifrig ha�peaan. hnc. 2797 (20B)3/6 -,I7,1& Pa<(208)322-6515 rntsCt�rnli-ii�.Cgiti wwn�.mY!-4d.eon�£ owl ry L; P lie LU W USA Igo `feu 700 , 00 ii lot =v WEST USnCK ROAD From: Mindy Wallace <Mwallace@achdidaho.org> Sent: Monday, August 12, 2013 3:43 PM To: Ross Erickson Subject: RE: Village at Cold Creek - No TIS Required Ross, A traffic impact study is not require for this application. Please let me know if you have any questions. Mindy Mindy Wallace Planning Review Supervisor Ada County Highway District (208)387-6178 "We drive quality transportation for all Ada County -- Anytime... Anywhere!" From: Ross Erickson [mailto:ross(&ericksoncivil.com] Sent: Monday, August 12, 2013 3:39 PM To: Mindy Wallace Subject: VIllage at Cold Creek - No TIS Required Hi Mindy - Will you please send me a quick email response back confirming that a Traffic Impact Study is not required for the Village at Cold Creek Subdivision. Thanks,RE Ross Erickson, PE Erickson Civil, Inc. 6213 IN, :'Ir: gid, Scsie 125 Rose.. 111at-, ._ ..., F.2o1 W, svrh 1 „a,W,r `CRJ �JMNI—I 'N; A,, n e '.o Wr v/ l t i v ' ! A 01 )AYP Jl• wi t CO guy :i 5 r: r ,N13iaN u 12 a �jj Np3�., .va �'- (atone SYt h! 1If1 N31"N a iaar!fif z M1,Itlexlipp” '... .• P°1 aIIW w., bf N �r h5*Ir, i;d € :� "A Hearing Date: October 3, 2013 File No.: RZ-13-009 Project Name: Village at Cold Creek Request: Rezone of 4.38 acres of land from the R-4 to the R-8 zoning district, by Hayden Homes Idaho, LLC. Location: The site is located on the north side of W. Ustick Road, approximately'/ mile east of N. Ten Mile Road, in the SW '/a of Section 35, Township 4N., Range 1W. File No.: PP -13-023 Request: Preliminary plat consisting of 16 single-family residential building lots and 3 common/other lots on 4.38 acres of land in a proposed R-8 zoning district for Village at Cold Creek, by Hayden Homes Idaho, LLC.