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Application
EDIAN*-�I• IDAHO TRANSMITTALS TO AGENCIES FOR COMMENTS ON DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN Mayor Tammy de Weerd City Council Members: Keith Bird Brad Hoaglun Charles Rountree David Zaremba To ensure that your comments and recommendations will be considered by the Meridian City Council please submit your comments and recommendations to Meridian City Hall Attn: Jaycee Holman, City Clerk, by: September 21, 2010 Transmittal Date: August 23, 2010 File No.: VAR 10-001 Hearing Date: September 28, 2010 Request: Public Hearing - Variance to UDC 11 -6C -3B.4 to exceed the maximum cul-de-sac length allowed in a residential district for Block 24 for Spurwing Greens By: Spurwing Greens, LLC Location of Property or Project: north of Chinden Boulevard, approximately 1/4 mile east of Black Cat Road and west of Spurwing Subdivision Joe Marshall (No FP) Scott Freeman (No FP) Wendy Newton-Huckabay (No FP) Michael Rohm (No FP) Tom O'Brien (No FP) Tammy de Weerd, Mayor Charlie Rountree, C/C Brad Hoaglun, C/C Keith Bird, C/C David Zaremba C/C Sanitary Services (No VAR, VAC, FP) Building Department/ Rick Jackson Fire Department Police Department City Attorney City Public Works / Scott Steckline City Planner City Engineer Economic Dev. (CUP only) Parks Department Your Concise Remarks: Meridian School District (No FP) Meridian Post Office (FP/PP/SHP only) Ada County Highway District Ada County Development Services Central District Health COMPASS (Comp Plan only) Nampa Meridian Irrig. District Settlers Irrig. District Idaho Power Co. (FP,PP,CUP/SHP only) Qwest (FP/PP/SHP only) Intermountain Gas (FP/PP/SHP only) Idaho Transportation Dept. (No FP) Ada County Ass. Land Records Downtown Projects: Meridian Development Corp. Historical Preservation Comm. South of RR / SW Meridian: NW Pipeline New York Irrigation District Boise -Kung Irrigation District City Clerk's Office • 33 E. Broadway Avenue, Meridian, ID 83642 Phone 208-888-4433 • Fax 208-888-4218 • www.meridiancity.org E IDIAN*-- Planning Department COMMISSION & COUNCIL REVIEW APPLICATION Type of Review Requested (check all that apply)_ ❑ Alternative Compliance ❑ Annexation and Zoning�3 ` ❑ Comprehensive Plan Map Amendment ❑ Comprehensive Plan Text Amendment STAFF USE ONLY: ❑ Conditional Use PermitA File number(s): NP -10-001 �%/41e ' /0' O 0( ❑ Conditional Use Permit Modification ❑ Design Review ❑ Final Plat ❑ Final Plat Modification Project name: Ji) u r � t''W —I ❑ P anned Unit Development Q Date filed: -t3' 10 Date co fete: ��- reliminary Plat ❑ Private Street Assigned Planner:S ❑ Rezone Related files: ❑ Short plat Ff -07-O2 w *a* - /b -OW ❑ Time Extension (Commission or Council) ❑ UDC Text Amendment Hearing date: ' 14' l D Commission ❑ Council ❑ Vacation (Council) Variance Other Applicant Information Applicant name: SQLt fK5(nr l®ccY-J LL -C- ,,PPhone: =7 � Applicant address: 5 �� G. OV l> 04-p: o�y Applicant's interest in property: XOwn []Rent ❑Optioned ❑ Other Owner name:� c is U�&( ,- & 5�6O LjX Phone: Z Z -1 Owner address: a!jjPS 0. CM64r 7l 2 1:22 1576, KAE2lD/64j Zip: f!j33(0q-7_— Agent name (e.g., architect, engineer, developer, representative): ROD-2tA1215—S7n4L) Firm name: ;;2:2( 4�rC` 1:.5Izt:� t p gGsPhone: 34710 - Z47 Z�7 Address: 2 . * / ZQ Zip: &!&l �5 Primary contact is: []Applicant ❑ OwnerWAgent ❑ Other Contact name: iR0'y_ E-mail:bF-�CEY.t�[� ��(' �QCX • i� M, we,rdle C � ril I. CA M. Phone: 9617 - /16&1 Fax: 37$'- Vft Assessor's parcel number(s): 6oq_Z Z4 Township, range, section: 41\1 I W ZZ- Total acreage: � �%i0 • r7�� � / Current land use: A&' Tef;P fr"o Current zoning district: 4-- GAJ 4-t )9C1%j- 33 E. Broadway Avenue, Suite 210 • Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meridiancity.org 1 Project Description Project/subdivision name: General description of proposed project/request: 44DI7/FGC&&W t6W1%A' Proposed zoning district(s): _ A& 0AtAA -c J�Q �Cls7?/l�t- Acres of each zone proposed: A,4 Type of use proposed (check all that apply): Residential ❑ Commercial ❑ Office ❑ Industrial ❑ Other Amenities provided with this development (if applicable): J 1 UN `✓ J T" { Who will own & maintain the pressurized irrigation system int is development? r� Which irrigation district does this property lie within?� Primary irrigation source: f�@j�tg 9_&!1&Pl 64'�Secondary: UA"ivb U Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water): Residential Project Summary (if applicable) Number of residential units: 2'[ Number of building lots: 3A�& Qir'• pAr, th #Taw Number of common and/or other lots: I NdW D&S Z 14- A40tN Flt-� &AL. � Proposed number of dwelling units (for multi -family developments only): 1 Bedroom: NZ/4 2 or more Bedrooms: WA Minimum square footage of structure(s) (excl. garage): 1�9D �' Z Proposed building height: Minimum property size (s.f): , &e90 Average property size (s.f.): !i, Gross density (DU/acre-total land): Net density (DU/acre-excluding roads & alleys): Percentage of open space provided: 2 L • S( Flo Acreage of open space: ig • D7 Percentage of useable open space: /6949 2D (See Chapter 3, Article G, for qualified open space) Type of open space provided in acres (i.e., landscaping,yi.l mic, common, etc): 3 8. (07 Type of dwelling(s) proposed: Single-family ❑ Townhomes []Duplexes ❑ Multi -family Non-residential Project Summary (if applicable) /0 /A Number of building lots: Other lots: Gross floor area proposed: Hours of operation (days and hours): Percentage of site/project devoted to the following: Landscaping: Total number of employees: Building: Existing (if applicable): Building height: Paving: Maximum number of employees at any one time: Number and ages of students/children (if applicable): Total number of parking spaces provided: Authorization Print applicant name Applicant signature: Seating capacity: Number of compact spaces provided: 33 E. Broadway Avenue, Suite 210 • Meridian, Idaho 83642 Phone: (208) 884-5533 • Facsimile: (208) 888-6854 • Website: www.meiidiancity.org 2 SPURWING G R E E N S July 13, 2010 Anna Canning, Director City of Meridian Planning Department City Hall Meridian, ID 83642 Re: SpurWing Greens Subdivision Dear Anna, Over the past few months we have had many discussions with your staff concerning "SpurWing Greens ", the development annexed and zoned as "Tree Farm" (AZ -06-004), and preliminary platted as "Jayker Subdivision" (PP -06-058) with 277 building lots. The first development phase, recorded as Jayker Subdivision No. 1 (FP -07-026), contained 140 building lots. SpurWing Greens LLC and Brighton Investments are submitting a new, overall preliminary plat for all of the property in our ownership or control as detailed in the enclosed application. The area is generally described as beginning one-quarter mile east of Black Cat Road and extending easterly to Spurwing Golf Course, between Chinden Blvd. and the Phyllis Canal. The area depicted in the attached "SpurWing Greens Concept Plan" modification, and other reference exhibits, encompasses just over 176 acres and, with an additional 35+/- acres of higher -density and commercial property still to be platted in the future, comprises approximately 58.5% of the area originally annexed. This preliminary plat submittal modifies and expands the previous pre -plat approval in the following ways: Description Original Pre -Plat (PP -06-058) Modified/ Expanded Pre -plat Area 142.97 acres 176.58 acres Building Lots 277 354 Common Lots 27 38 Gross Density 1.94 d.u./ac. 2.00 d.u./ac. Common Area / Percentage 39.1 ac. / 27.3% 38.07 ac. / 21.6% Platted Lots (Jayker Sub No. 1) 140 of 277 140 of 354 Modified Pre -plat Area ---- 287 "New" lots (expanded area) ---- 67 Total Modified / "New" Preliminary plat Lots ---- 214 Total Modified / "New" Common Lots 16 • The Proposal • • The overall project area for the SpurWing Greens preliminary plat and future development is approximately 210 acres, just less than 60% of the 358 acres originally annexed to the City of Meridian. • The number of lots proposed in the modified / expanded project, at 354 is 77 more than approved in the original Jayker Subdivision Phase 1 preliminary plat; primarily the result of the addition of two new estate areas (29 lots) and a 38 -lot single-family area to the west. • There is a net gain of 10 lots within the previously -approved preliminary plat area, including the deletion of two lots for the tennis court complex on the easterly boundary common to Spurwing Country Club—a facility to be accessible to both developments. • There are 214 building lots and 16 common lots in the modified / expanded preliminary plat area of the project which, when combined with the 140 previously final -platted lots brings the project total to 354, as noted above. • Common area proposed for the expanded plat area -38.07 acres—is one acre less than the original pre -plat, primarily the result of modifications to platted open space abutting Chinden Blvd. • At 21.6%, the amount of open space exceeds the City's requirements, particularly when the amenities of a future community center and pool, tennis courts, ponds, pathways and "greens" are considered. • "Amenities" will be enhanced by the social membership to the Spurwing Country Club that each SpurWing Greens homeowner will receive. While there have been area reductions in un -platted open space corridors, connectivity has been maintained in general conformance with the original concept plan and preliminary plat. • Roadway stubs are proposed to all adjacent properties in compliance with the previous conditions of approval. • The prior commitment / requirement for the extension of a north / south residential collector street (Jayker Way) to serve Teco One, Aldape, and other properties to the north has been maintained. Jayker Way is stubbed to the alignment of Basco Lane between the two Teco One parcels. • The easterly Teco One parcel will be able to access that residential collector. A stub street is proposed to the westerly Teco One parcel from "Whistling Straits" a local residential street, formerly a residential collector extension of Jayker Way. • Requested Variance A variance is requested for one local residential street— "Pinseeker Place "—which, at approximately 650 feet in length, exceeds the City's 450 -foot cul-de-sac length requirement. That street serves twelve (12) estate lots, all of which exceed 20,000 square feet in area. There is insufficient room to loop the street or to connect to the west due to an already developed estate home site. The property to the east is under separate ownership. There is no current plan for that parcel, thus, no assurance that its density and character would be compatible with the Pinseeker Place estate homes. Conformance The SpurWing Greens preliminary plat application is in full compliance with the previous Tree Farm / Jayker Subdivision approvals: ■ The land uses proposed in the concept plan remain the same; ■ the density has increased slightly to two units per acre (from 1.94); ■ open space, plus amenities, exceed City requirements; ■ the landscaped common areas will be, with one minor exception, maintained in their already fully -developed condition—but with several significant enhancements, including the project entrance at Chinden, the "Old Gold Drive" entrance to the estate area, and the tennis court addition. If you, or your staff, have questions, please let me know so that I can expedite a response to assure that we are able to be heard by the Planning & Zoning Commission on August 5, 2010. For SpurWing Greens LLC For Brighton Investments l�dU��4 �eeJ` Rod Blackstead David Turnbull ADA COUNTY RECORD• DAVID NAVARRO AMOUNT 33.00 11 3G BOISE IDAHO COMI09 x..46 PM DEPUTY VIca Allen III IIIIIIIIIIIIIIIIIIIIIIIIIIII III III RECORDED—REQUEST OF 109101979 Title One 097S4U' ZTGIL's D SPECIAL WARRANTY DEED FOR VALUE RECEIVED, the receipt and sufficiency of which is hereby acknowledged, TREEHAVEN, LLC, an Idaho limited liability company (the "Grantor") does hereby grant, bargain, sell, and convey unto SPURWING GREENS, LLC, an Idaho limited liability company, whose address is lti L r>1a rl; f: to yr, 0L i sR , I P 73 ��("Grantee"), all of Grantor's right, title and interest in and to that Certain real property to ac ted in Ada County, Idaho, legally described on Exhibit A, attached hereto and incorporated herein (the "Premises"). TO HAVE AND TO HOLD the Premises, with its appurtenances unto Grantee, and Grantee's successors and assigns forever. Grantor does hereby covenant to and with Grantee, that Grantor is the owner in fee simple of the Premises; that the Premises are free from all encumbrances created or suffered by Grantor, except those made, suffered or done by Grantee, and except (a) general taxes and assessments, including utility assessments for the current year, which are not yet due and payable, and will be prorated between Grantor and Grantee as of the date of execution of this deed; (b) any easements, restrictions and conditions of record or shown on the recorded plat, if any, for the Premises, (c) building, zoning and other applicable ordinances and regulations of the County of Ada, State of Idaho; and (d) the easements, rights of way and other matters listed on Exhibit B attached hereto and incorporated herein, and that Grantor will warrant and defend the same forever from all other lawful claims. [End of Text] SPECIAL WARRANTY DEED - 1 GP 7890-18 647265-1 U • IN WITNESS WHEREOF, Grantor has caused its name to be hereunto subscribed this day of August, 2008. GRANTOR: TREEHAVEN,LLC, an Idaho limited liability company Bv: Peter S. O'Neill, Manager Douglas K. Carnahan, Manager SPECIAL WARRANTY (SEED - 2 GP 7890-18 647365-1 • ,rj WITNESS WHEREOF, Grantor has caused its name to be hereunto subscribed this c day of August, 2009. GRANTOR: TREEHAVEN, LLC, an Idaho limited liability company Peter S. O'Neill, Manager Bv: Douglas K. Carnahan, Manager SPECIAL. WARRANTY DEED 0 • State of Idaho ) } ss. County of Ada ) On this day of August, in the year of 2009, before me, a Notary Public in and for said State, personally appeared Peter S. O'Neill, known or identified to me to be a manager of Treehaven LLC, a limited liability company, the manager or one of the managers who subscribed said limited liability company name to the f regoing instrument, and acknowledged to me that he executed the same in said limited liabili ompany name. Notary Public for Idaho Residing at My Commission expires 4 State of Haft— County aft—County ofNy- J-44 ,) On this Y day of August, in the year of 2009, before me, a Notary Public in and for said State, personally appeared Douglas K. Carnahan, known or identified to me to be a manager of Treehaven LLC, a limited liability company, the manager or one of the managers who subscribed said limited liability company name to the foregoing instrument, and acknowledged to me that he executed the same in said limited liability com n name. NotaryPublic for Waba- a- /s .«,. ,, .�............. ........�...,.. Residing at T—r4 c * "Z.G-ft DONALD PAUL! Z My Commission expires 7 13 Ztt S COMM. #1755390 S P NOTARY PUBLIC - CALIFORNIA P NEVADA COUNTY 1011 wsf SPECIAL WARRANTY DEED — 3 GP 78WI8 697265.1 State of Idaho } ss. County of Ada J } On thisday of August, in the year of 2009, before me, a Notary Public in and for said State, per onally appeared Peter S. O'Neill, known or identified to me to be a manager of Treehaven LLC, a limited liability company, the manager or one of the managers who subscribed said limited liability company name to th forego, ns ument, and acknowledged to me that hg+eB; same in said limited liab' co anyyj�rjie, r� r, -* •.0, Notary Public for I a = Residing at _ li •+ �.` My Commission expires rQ`` ` Y ge• �� 4f ' �« L State of Idaho ) ss. County of Ada ) On this day of August, in the year of 2009, before me, a Notary Public in and for said State, personally appeared Douglas K. Carnahan, known or identified to me to be a manager of Treehaven LLC, a limited liability company, the manager or one of the managers who subscribed said limited liability company name to the foregoing instrument, and acknowledged to me that he executed the same in said limited liability company name. Notary Public for Idaho Residing at My Commission expires SPECIAL WARRANTY DEED - 3 GP 7690-16 677?65-1 Exhibit A Legal Description Parcel I. All of Jayker Subdivision - Phase 1, according to the official plat thereof, filed in Book 101 of Plats at Pages 13341 through 13352, and amended by Affidavit recorded January 12, 2009 as Instrument No. 109003074, official records of Ada County, Idaho. EXCEPT: Lot 2 in Block 15; Lots 7 and 8 in Block 8; Lot 1 in Block 1, 2, 3, 4, 8, 9, 10, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23; Lots 1A, 1 B and 1 in Block 11; Lot 2 in Block 23; Lot 18 in Block 11; Lots 5, 12A, and 12B in Block 12; and Lot 33 in Block 16 of Jayker Subdivision - Phase 1, according to the official plat thereof, filed in Book 101 of Plats at Pages 13341 through 13352, official records of Ada County, Idaho. SPECIAL WARRANTY DEED - EXHIBIT A GP 7690-! S F,4 20-i Permitted Exceptions Exhibit -B- IB" I . Taxes, including any assessments collected therewith. for the year 2009 which are a lien not yet due and payable. 2. Real property taxes which may be assessed, levied and extended on any "subsequent and/or occupancy roll" with respect to improvements completed during the current tax year and previous tax years, which escaped assessment on the regular assessment roll. which are not yet due and payable. 3. Special assessments, if any, for the City of Meridian. 4. Liens, Levies and Assessment of any and all irrigation districts, including but not limited to the Settlers Irrigation District. 5. Liens, Levies, and Assessments of the Tree Farm Community Association. Neighborhood Association and/or Recreation Facility Association. b. Easements, reservations, restrictions, and dedications as shown on the official plat of said subdivision. 7. Right-of-way for Phyllis Canal and the rights of access thereto for maintenance of said canal. An easement for the purpose shown below and rights incidental thereto as set forth in a document. Granted to: Idaho Power Company Purpose: Public Utilities Recorded: March 28, 1938 Instrument No.: 185142 The exact location and extent of said easement is not disclosed of record. 9. Terms, provisions, covenants, conditions, and, restrictions, contained in a Right -of -Way Deed. Recorded: September 11, 1939 Instrument No.: 192137 Book 238 of Deeds, at Page(s) 41 10. An easement for the purpose shown below and rights incidental thereto as set forth in a document. Granted to: Idaho Power Company Purpose: Public Utilities Recorded: October 13, 1948 Instrument No.: 280515 SPECIAL WARRANTY DEED - EXHIBIT B GP 7690-19 WZ65-? • 9 Book 21 at Page(s) 1.87 The exact location and extent of said easement is not disclosed of record. 11. An easement for the purpose shown below and rights incidental thereto as set forth in a document. Granted to: Idaho Power Company Purpose: Public Utilities Recorded: May 1, 1991 Instrument No.: 9122464 12. An easement for the purpose shown below and rights incidental thereto as set forth in a document. Granted to: Idaho Power Company Purpose: Public Utilities Recorded: August 15, 1994 Instrument No.: 94075155 13. An easement for the purpose shown below and rights incidental thereto as set forth in an Easement. Granted to: Douglas K. Carnahan and Meredith A. Carnahan. husband and wife Purpose: Driveway Recorded: September 30, 1994 Instrument No.: 94088252 14. Terms, provisions, conditions, and, restrictions contained in Development Agreement by and between City of Meridian, Treehaven West LLC, and Treehaven LLC. Recorded: September 21, 2006 Instrument No: 106151218 Addendum to Development Agreement Recorded: February 22, 2007 Instrument No.: 107025555 Second Addendum to Development Agreement Recorded: October 16, 2007 Instrument No.: 107141993 15. An easement for the purpose shown below and rights incidental thereto as set forth in a document. Granted to: Idaho Power Company, a corporation Purpose: Public Utilities Recorded: August 6, 2007 Instrument No.: 107111404 SPECIAL WARRANTY DEED - EXHIBIT B GP 7690-13 64%265-! 16. Terms, provisions, conditions, and, restrictions contained in Easement .Agreement for N. Jayker Way by and between Aldape Properties, LP, an Idaho limited partnership, Teco, One, LLC, an Idaho limited liability company and Rex Earl Everist and Peggy L. Everist. husband and wife, and Treehaven, LLC, an Idaho limited liability company. Recorded: September 21, 2007 Instrument. No: 107132383 17. An easement for the purpose shown below and rights incidental thereto as set forth in a Sanitary Sewer Easement. Granted to: City of Meridian Purpose: Sanitary sewer easement Recorded: December 6, 2007 Instrument No.: 107161978 18. Terms, provisions, conditions, and, restrictions contained in License Agreement for Jayker Subdivision by and between North Slough Lateral Users Association; Harrell Lateral Water Users .Association; Treehaven, LLC, an Idaho limited liability company. and Chester Properties, LLC. an Idaho limited liability company. Recorded: March 1.8, 2008 Instrument No: 108031 180 19. An easement for the purpose shown below and rights incidental thereto as set forth in a Public Right -of -Way Easement. Granted to: Ada County Highway District Purpose: Sidewalk Recorded: March 20, 2008 Instrument No.: 10803 1936 20. An easement for the purpose shown below and rights incidental thereto as set forth in a Right -of -Way Easement. Granted to: Ada County Highway District Purpose: Temporary turnaround Recorded: March 20, 2008 Instrument No.: 108031937 21. An easement for the purpose shown below and rights incidental thereto as set forth in a Temporary Storm Water Drainage Easement. Granted to: Ada County Highway District Purpose: Storm water drainage easement Recorded: March 20, 2008 Instrument No.: 108031938 22. Terms, provisions, conditions, and, restrictions contained in Traffic Signal Agreement by and between Treehaven, LLC, Ada County Highway District and Idaho Transportation Department. Recorded: May 1, 2008 SPECIAL WARRANTY DEED - EXHIBIT B GP ?690-18 .72,5-i Instrument No: 108051629 23. Covenants, Conditions. and Restrictions, and, Easements but omitting any covenant or restriction based on race, color, religion, sex, handicap, familial status, or national origin, unless and only to the extent that said covenant (a) is exempt under Chapter 42, Section 3607 of the United States Code or (b) relates to handicap but does not discriminate against handicapped persons as set forth in the document. Recorded: August 29, 2008 Instrument No: 108098132 (Affects Entire Project - Parcels I and II) Amendments, Supplements, or Modifications of said Covenants, Conditions, and Restrictions: Recorded: August 29, 2008 Instrument No: 108098134 (Affects Lots'2 - 15 / Block 15; Lots 2 - 33 / Block 16; and Lot 2 / Block 23) Amendments, Supplements, or Modifications of said Covenants, Conditions, and Restrictions: Recorded: August 29, 2008 Instrument No.: 108098135 (Affects Lots 2 - 17, 19 - 25 / Block 11; Lots 1 - 4, 6 - 11. 13 - 16 /Block 12; and Lots 1 - 4 / Block 13) Amendments, Supplements. or Modifications of said Covenants. Conditions. and Restrictions: Recorded: August 291. 2008 Instrument No.: 108098136 (Affects Lots 2 - 22 / Block 2; Lots 2 - 4 / Block 4; Lots 1 - 3 / Block 5; Lots 1 - 3 / Block 6; Lots 2 - 24 / Block 8 and Lot I / Block 7) Amendments, Supplements, or Modifications of said Covenants, Conditions, and Restrictions: Recorded: August 29, 2008 Instrument No.: 108098137 (Affects Common Area) 24. Terms, provisions, covenants, conditions, and, restrictions contained in a Central District Health Letter. Recorded: August 29, 2008 Instrument No.: 108098138 25. An easement for the purpose shown below and rights incidental thereto as set forth in a Sanitary Sewer Easement. Granted to: The City of Meridian Purpose: Construction, operation and maintenance of a sanitary sewer line SPECIAL WARRANTY DEED - EXHIBIT B GP 7b90.18 M726i-f • ADA COUNTY RECORD* DAVID NAVARRO AMOUNT 39.00 13 BOISE IDAHO 06131/09 ..,6 PM '-` DEPUTY Vicki Allen i RECORDED -REQUEST OF 'II I'IIII�III��I'll"'I'II'I�I' III'I' Title One 109101980 Aos.Ts 4a SPECIAL WARRANTY DEED FOR VALUE RECEIVED, the receipt and sufficiency of which is hereby acknowledged, TREEHAVEN, LLC, an Idaho limited liability company (the "Grantor") does hereby grant, bargain, sell, and convey unto LION LAND, LLC, an Idaho limited liability company, whose address is f 6, Ne - . ';,37C("Grantee"), all of Grantor's right, title and interest in and to that c rtain real property located in Ada County, Idaho, legally described on Exhibit A, attached hereto and incorporated herein (the "Premises"). TO HAVE AND TO HOLD the Premises, with its appurtenances unto Grantee, and Grantee's successors and assigns forever. Grantor does hereby covenant to and with Grantee, that Grantor is the owner in fee simple of the Premises; that the Premises are free from all encumbrances created or suffered by Grantor, except those made, suffered or done by Grantee, and except (a) general taxes and assessments, including utility assessments for the current year, which are not yet due and payable, and will be prorated between Grantor and Grantee as of the date of execution of this deed; (b) any easements, restrictions and conditions of record or shown on the recorded plat, if any, for the Premises; (c) building, zoning and other applicable ordinances and regulations of the County of Ada, State of Idaho; and (d) the easements, rights of way and other matters listed on Exhibit B attached hereto and incorporated herein, and that Grantor will warrant and defend the same forever from all other lawful claims. [End of Text] SPECIAL WARRANTY DEED -1 647283.1 IN WITNESS WHEREOF, Grantor has caused its name to be hereunto subscribed this 42fP day of August, 2009. GRANTOR: TREEHAVEN, LLC, an Idaho limited liability company By: Peter S. O'Neill, Manager l' BY: Douglas K: Carnahan, Manager SPECIAL WARRANTY DEED .2 647263-t N WITNESS WHEREOF, Grantor has caused its name to be hereunto subscribed this �-gday of August, 2009. GRANTOR: TREEHAVEN, LLC, an Idaho limited liability company By: � Peter S. O'Neill, Manager Bv: Douglas K. Carnahan, Manager SPECIAL WARRANTY DEED State of Idaho } ss. County of Ada } On this day of August, in the year of 2009, before me, a Notary Public in and for said State, personally appeared Peter S. O'Neill, known or identified to me to be a manager of Treehaven LLC, an Idaho limited liability company, the manager or one of the managers who subscribed said limited liability company name to the foregoing instrument, and acknowledged to me that he executed the same in said limited liability company name. Notary Public for Idaho Residing at My Commission expires 0,/1 -- State of4dotTv- ) ss. County of -Arta A/'tfv'Ars f� ) On this 0-l4 day of August, in the year of 2009, before me, a Notary Public in and for said State, personally appeared Douglas K. Carnahan, known or identified to me to be a manager of Treehaven LLC, an Idaho limited liability company, the manager or one of the managers who subscribed said limited liability company name to the foregoing instrument, and acknowledged to me that he executed the same in said limited liability compan ame. {M{{{as♦{{{rtrtrtaxrw.r«sartaw4ayca-ras.aaarraaar:aa ;'' � {DONALD PAULI z � S COMM. #1755390 P ` NOTAPY PUBUc • CALIFORNA p Notary Public for4deYe NEVACK, COUNTY 1Residing atMY COMM EXP, July 3,2011 My Commission expires SPECIAL WARRANTY DEED - 3 647263-1 0 9 State of Idaho ss. County of Ada } On thi day of August, in the year of 2009, before me, a Notary Public in and for said State, p rsonally appeared Peter S. O'Neill, known or identified to me to be a manager of Treehaven LLC, an Idaho limited liability company; the anager or pne of the managers who subscribed said limited liability company name to the.+sor gg+�g 1ir}str,(�ment, and acknowledged to me that he executed the same in said limited liabili#Y c mt5aay ame. j State of Idaho } } ss. County of Ada ) Notary Public for 116) Residing at u z - ' .-p-, My Commission expires _/ On this day of August, in the year of 2009, before me, a Notary Public in and for said State, personally appeared Douglas K Carnahan, known or identified to me to be a manager of Treehaven LLC. an Idaho limited liability company, the manager or one of the managers who subscribed said limited liability company name to the foregoing instrument, and acknowledged to me that he executed the same in said limited liability company name. Notary Public for Idaho Residing at My Commission expires SPECIAL WARRANTY DEED - 3 647263-1 0 • Exhibit A Legal Description Parcel It: A parcel of land situated in the South half and in the South half of the South half of the North half of Section 22, Township 4 North, Range 1 West, Boise Meridian, City of Meridian, Ada County, Idaho, more particularly described as follows: Commencing at the Southeast corner of said Section 22, from which point the South quarter corner of said Section bears North 89°17'35" West 2647.29 feet; thence along the South line of said Section North 89617'35' West 1293.74 feet to the Southerly prolongation of the Westerly line of Westwing Estates Subdivision recorded in Book 70 of Plats at Pages 7200-7201, Ada County records; thence along sald prolongation North 00°2545" East 40.00 feet to a point on the Northerly right-of-way line to Highway 20126 and the Point of Beginning; thence along said Northerly tine through the following courses: North 89°17'35' West 1353.45 feet; thence North 89°17'17" West 1323.72 feet to a point on the Westerly line of the East half of the West half of said Section 22; thence along said Westerly line North 00°30'43' East 1939.85 feet; thence South 89°28'42" East 437.50 feet; thence North 00°30'43' East 1030.35 feet to a line parallel with and 25.00 feet Southerly of the centerline of Phyllis Canal; thence along said parallel line South 81024'58" East 441.72 feet to the Northerly prolongation of the Westerly line of that certain 6.00 acre parcel of land as shown on Record of Survey No, 2006, Ada County records; thence along said prolongation and Westerly line South 00°27'37" West 536.62 feet to the Southwesterly corner of said parcel; thence along the Southerly line and the Easterly prolongation of said Southerly line thereof South 89030'12" East 778.15 feet; thence North 00°30'35' East 85.11 feet to a point on the Southwesterly line of Record of Survey Instrument No, (continued on next page) SPECIAL WARRANTY DEED,- EXHIBIT A 647261.1 7908890, Ada County records, said point also shown on Record of Survey No. 5232, Ada County records; thence along the exterior boundary of said survey through the following courses; South 42°17'23" East 18,11 feet; thence South 00013'10" West 80.96 feet; thence South 86°30'59" East 189.75 feet; thence South 47025'06" East 249.20 feet; thence North 00028'32" East 607.88 feet to a non tangent point on a curve on a line parallel with and 25.00 feet Southerly of the centerline of said Phyllis Canal; thence along said parallel line through the following courses: Southeasterly along said curve to the left having a radius of 1525.00 feet, an arc length of 145.71 feet, through a central angle of 05°28'28 and a chord bearing and distance of South 89°45'28' East 145.65 feet; thence tangent from said curve North 87°30'18" East 331.42 feet to the beginning of a tangent curve; thence Northeasterly along said curve to the left having a radius of 1025.00 feet, an arc length of 310,83 feet, through a central angle of 17'22'290, and a chord bearing and distance of North 78°49'03" East 309,64 feet; thence tangent from said curve North 70°07'49' East 209,16 feet to the beginning of a tangent curve; thence Northeasterly along said curve to the right having a radius of 975,00 feet, an are length of 197.27 feet, through a central angle of 11 °35'33", and a chord bearing and distance of North 75055'35" East 196.94 feet; thence tangent from said curve North 81 °43'22" East 409.49 feet to the beginning of a tangent curve; thence Northeasterly along said curve to the left having a radius of 775.00 feet, an arc length of 85.13 feet, through a central angle of 06017'364, and a chord bearing and distance of North 78934'34' East 85.08 feet; thence tangent from said curve North 75°25'46' East 277.73 feet to a point on the Easterly line of said Section 22, said point being on the Westerly tine of Spurwing Subdivision recorded in Book 69 of Plats at Pages 7104 through 7108, Ada County records; thence along sold Easterly line through the following courses; South 00°29'19" West 468,19 feet to the East quartercorner of said Section; thence South 00020'38" West 1317.45 feet to the Northeasterly corner of the above described Westwing Estates Subdivision; thence along the Northerly and Westerly lines of said subdivision through the following courses: North 89018'37" West 1291,68 feet; thence South 00°2545" West 1276,93 feet to the Point of Beginning. EXCEPT: All of Jayker Subdivision - Phase 1, according to the official plat thereof, filed in Book 101 of Plats at Pages 13341 through 13352, and amended by Affidavit recorded January 12, 2009 as Instrument No. 109003074, official records of Ada County, Idaho, SPECIAL WARRANTY DEED - EXHIBIT A 647263.1 • AM COUNTY RECO} J.:26PM DAVID NAVARRO AMOUNT 15.00 5 When recorded, please return to: A 1090927 :GILSO Brighton Investments, LLC Attention: Amanda K. Schaus 12609 W. Explorer Drive, Suite 200 Boise, !b 83713 BOISE IDAHO 0411511 4 DEPUTY Nikola Olson IIIIInIIUllllll IIIIIIIIIIII1111NIIlUIII{Illllllllll�llIII RECORDED -REQUEST OF TITLEONE BOISE � 10034594 SPECIAL WARRANTY DEED (Jayker Subdivision) FOR VALUE RECEIVED, the receipt and sufficiency of which is hereby acknowledged, SPURWING GREENS, LLC, an Idaho limited liability company (the "Grantor"), whose address is 3405 E. Overland Road, Suite 150, Meridian, Idaho 83642, does hereby grant, bargain, sell, and convey unto BRIGHTON INVESTMENTS, LLC, an Idaho limited liability company whose address is 12601 W. Explorer Drive, Suite 200, Boise, Idaho 83713 ("Grantee"), all of Grantor's right, title and interest in and to that certain real property located in Ada County, Idaho, legally described on Exhibit A, attached hereto and incorporated herein (the "Premises"). TO HAVE AND TO HOLD the Premises, with its appurtenances unto Grantee, and Grantee's successors and assigns forever. Grantor does hereby covenant to and with Grantee, that Grantor is the owner in fee simple of the Premises; that the Premises are free from all encumbrances created or suffered by Grantor, except those made, suffered or done by Grantee, and except (a) general taxes and assessments, including utility assessments for the current year, which are not yet due and payable, and will be prorated between Grantor and Grantee as of the date of execution of this deed; and (b) the easements, rights of way and other matters listed on Exhibit B attached hereto and incorporated herein, and that Grantor will warrant and defend the same forever from all other lawful claims. [End of Text] SPECIAL WARRANTY DEED -1 OF 5 r� u When recorded, please return to: Brighton Investments, LLC Attention: Amanda K. Schaus 12601 W. Explorer Drive, Suite 200 Boise, ID 83713 Recc ded Electronicall ID County o{ Date Time 4:7t6�_ Simpli le.com 800.460.5657 SPECIAL WARRANTY DEED (Jayker Subdivision) FOR VALUE RECEIVED, the receipt and sufficiency of which is hereby acknowledged, SPURWING GREENS, LLC, an Idaho limited liability company (the "Grantor"), whose address is 3405 E. Overland Road, Suite 150, Meridian, Idaho 83642, does hereby grant, bargain, sell, and convey unto BRIGHTON INVESTMENTS, LLC, an Idaho limited liability company whose address is 12601 W. Explorer Drive, Suite 200, Boise, Idaho 83713 ("Grantee"), all of Grantor's right, title and interest in and to that certain real property located in Ada County, Idaho, legally described on Exhibit A, attached hereto and incorporated herein (the "Premises"). TO HAVE AND TO HOLD the Premises, with its appurtenances unto Grantee, and Grantee's successors and assigns forever. Grantor does hereby covenant to and with Grantee, that Grantor is the owner in fee simple of the Premises; that the Premises are free from all encumbrances created or suffered by Grantor, except those made, suffered or done by Grantee, and except (a) general taxes and assessments, including utility assessments for the current year, which are not yet due and payable, and will be prorated between Grantor and Grantee as of the date of execution of this deed; and (b) the easements, rights of way and other matters listed on Exhibit B attached hereto and incorporated herein, and that Grantor will warrant and defend the same forever from all other lawful claims. [End of Text] SPECIAL WARRANTY DEED - 9 OF 5 INPITNESS WHEREOF, Grantor has caused its name to be hereunto subscribed this day of April, 2010. GRANTOR: SPURWING GREENS, LLC an Idaho limited liability company by: ��• -- Name: STD E-0— N - N! Title: _MEJA t2. State of Idaho ss. County of Ada ) On this day f April, in the yea of 2010, before me the undersigned notary public, personally ape ed RI Pf! known or identified to me to be the i)1 gm Ail- /�MAn)A 6 Fl- of Spu ng Greens LLC, the limited liability company that executed the instrument or the person who executed the instrument on behalf of said limited liability company, and acknowledged to me that such limited liability exacuted the same. `�p:``5AR11NA1�Fj��� J~tel' ,4 ® TA Not Public for Y srorr� 3 = l! c 13LIC . Ae OF4pP� ` SPECIAL WARRANTY DEED - 2 OF 5 EXHIBIT A "Premises" Lots 9,10,11,12,13,14,15,16,17,18,19, 20, 21 and 22 in Block 2; Lots 2, 3, 4, 5, 6, 9,10,11,12,13,14,15, 16,17,18,19, 20, 21, 22, 23 and 24 in Block 8; Lots 3, 4, 5, 6, 7, 8, 9,10,11, 12,13,14 and 15 in Block 15; and Lots 2, 3, 4, 5, 6, 7, 8, 9,10,11,12,13,14,15,16,17,18,19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30,31 and 32 in Block 16 of Jayker Subdivision - Phase 1, according to the official plat thereof, filed In Book 101 of Plats at Pages 13341 through 13352, and as amended by Affidavit recorded January 12, 2009, as Instrument No. 109003074, official records of Ada County, Idaho. SPECIAL WARRANTY DEED - 3 OF 5 EXHIBIT B "Permitted Exceptions" Taxes, including any assessments collected therewith, for the year 2010 which are a lien not yet due and payable. Easements, reservations, restrictions, and dedications as shown on the official plat of said subdivision. Right-of-way for Phyllis Canal and the rights of access thereto for maintenance of said canal. An easement for the purpose shown below and rights incidental thereto as set forth in an Easement. Granted to., Douglas K. Carnahan and Meredith A. Carnahan, husband and wife Purpose: Driveway Recorded: September 30, 11994 Instrument No.: 94088252 Terms, provisions, conditions, and, restrictions contained in Development Agreement by and between City of Meridian, Treehaven West LLC, and Treehaven I.I.C. Recorded: September 21, 2006 Instrument No: 106151218 Addendum to Development Agreement Recorded: February 22, 2007 Instrument No.: 107025555 Second Addendum to Development Agreement Recorded: October 16, 2007 Instrument No.: 107141993 Terms, provisions, conditions, and, restrictions contained in Easement Agreement for N. Jayker Way by and between Aldape Properties, LP, an Idaho limited partnership, Teco, One, LLC, an Idaho limited liability company and Rex Earl Everist and Peggy L. Everist, husband and wife, and Treehaven, LLC, an Idaho limited liability company. Recorded: September 21, 2007 Instrument No: 107132383 Terms, provisions, conditions, and, restrictions contained in License Agreement for Jayker Subdivision by and between North Slough Lateral Users Association; Harrell Lateral Water Users Association; Treehaven, LLC, an Idaho limited liability company, and Chester Properties, LLC, an Idaho limited liability company. Recorded: March 18, 2008 Instrument No: 108031180 An easement for the purpose shown below and rights incidental thereto as set forth in a Public Right -of -Way Easement. Granted to: Ada County Highway District Purpose: Sidewalk Recorded: March 20, 2008 Instrument No.: 108031936 SPECIAL WARRANTY DEED - 4 OF 5 • • An easement for the purpose shown below and rights incidental thereto as set forth in a Right -of -Way Easement. Granted to: Ada County Highway District Purpose: Temporary turnaround Recorded: March 20, 2008 Instrument No.: 108031937 Terms, provisions, conditions, and, restrictions contained in Traffic Signal Agreement by and between Treehaven, LLC, Ada County Highway District and Idaho Transportation Department. Recorded: May 1, 2008 Instrument No: 108051629 Covenants, Conditions, and Restrictions, and, Easements but omitting covenants or restrictions, if any, based upon race, color, religion, sex, sexual orientation, familial status, marital status, disability, handicap, national origin, ancestry, or source of income, as set forth in applicable state or federal laws, except to the extent that said covenant or restriction is permitted by applicable law. Recorded: August 29, 2008 Instrument No: 108098132 (Affects Entire Project) Amendments, Supplements, or Modifications of said Covenants, Conditions, and Restrictions: Recorded: August 29, 2008 Instrument No.: 108098134 Amendments, Supplements, or Modifications of said Covenants, Conditions, and Restrictions: Recorded: August 29, 2008 Instrument No.: 108098135 (Affects Lots 2 -17 and Lots 19 - 25 in Block 11; Lots 1- 4, 6 -11, and 13 -16 in Block 12; and Lots 1- 4 in Block 13) Amendments, Supplements, or Modifications of said Covenants, Conditions, and Restrictions: Recorded: August 29, 2008 Instrument No.: 108098136 (Affects Lots 2 - 22 in Block 2; Lots 2 - 4 in Block 4; Lots 1- 3 in Block 5; Lots 1- 3 in Block 6; Lots 2 - 24 In Block 8; and Lot 1 In Block 7) Terms, provisions, covenants, conditions, and, restrictions contained in a Central District Health Letter. Recorded: August 29, 2008 Instrument No.: 108098138 Terms, conditions, easements and, obligations, if any, contained in License Agreement by and between The Tree Farm Community Association, Inc., and the Ada County Highway District. Recorded: May 17, 2009 Instrument No: 109052776 SPECIAL WARRANTY DEED - 5 OF 5 • • AFFIDAVIT OF LEGAL INTEREST STATE OF IDAHO COUNTY OF ADA I, CW15T6PHER L. A A-) OEOS6 Al , 01= 6A)k- IA16 G gE-� 419, LtCll J I CJ C C7 li£3Q me ( ) (address) ME -P-1 DIA -til, �D. � �3(� 412— (city) 12(city) (state) being first duly sworn upon, oath, depose and say: 1. That I am the record owner of the property described on the attached, and I grant my permission to: 7 07 &i 9cf5TQ J (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. I hereby grant permission to City of Meridian staff to enter the subject property for the purpose of site inspections related to processing said application(s). Dated this / day of /(% L . 20� (Signature) SUBSCRIBED AND SWORN to before me the day and year first above written. ``�`O��t1►{IBIf!/f0���' N blic ah Pu ���� p;\NA ���`• 5P' , F.9�i�.� Residing at: My Commission Expires: D 5/10 12.0 13 PUBLIC s �'••... O N. °'�q�� OF I�Q?`��` STATE OF IDAHO ) COUNTY OF ADA ) AFFIDAVIT OF LEGAL INTEREST (name) (address) (city) (state) being first duly sworn upon, oath, depose and say: That I am the record owner of the property described on the attached, and I grant my permission to: (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. I hereby grant permission to City of Meridian staff to enter the subject property for the purpose of site inspections related to processing said application(s). Dated this _day of , 20 10 (Signature) SUBSCRIBED AND SWORN to before me the day and year fipsrtAove written. ON CC h A qr.;' U'f en : Notary Public for Idaho) siding at: ;�q�,�..,�•,,. t. r� My Commission E�/pires: •.,, F 0P oo, .,' City of Meridian Pre -application Meeting Notes Date: 6 -1-10 Project/Subdivision Name: Soar )J; �a G Applicant/Contact: �d City Staff: ;/ eke "� Location: Ne,t ,X C�,�.. , oeA)�ev. Existing Zoning: C-C,-� Proposed Zoning: N6 C t a;G& T Property Sizer Surrounding Uses: U e�-% Sau ' S; n Comprehensive Plan esignation(s): e Street Buffers and/or Land Use Buffers: -3J 'Open Space/Amenities/Pathways: /0 7, tf Street System/Stub Streets/Access.- Sewer treets/Access;Sewer and Water Service: s b Topography/Hydrology/Floodplain Issues: _ Canals/Ditches/Irrigation and/or Hazards: History: Additional Meeting Notes: 4- Lo -nP/,/!( 5,4'1 - t1f..Cb'M✓Jl./ 'Cns.e. e;94 r -ea„ • keya' -2 Contiguous and Within AOI (AZ only): _ A Numbe"r'of Units and/or Lots: Z 2 Dwelling Type (if residential): Tao to i, It �a All- p 77. ,c A/L Des. j7 tQ,,P f/2� 7 o Z Sf f cf A rnav/�au�i praic�f u�C`•ll-7�C- C.li3 wz PA �a.eS cti�i� •s� �•- �/ y � -6�-05,x. •. ' P -U7-026 4L,nsd ,o- 010( r-�C-3 pp/ lm, (47-- .04 ,) 1 v L-021 4'. /�oUi c�2 0- n �taSShe Idnt W AA ���.G an S�%/�,.SShv►_ Q�tQ Ac k1,9 n nn rYt. S / C-0 Qr,�X { e -d-. l A C. e --i \" e,7 r .Parks De ariment blie Works Department Building Departmen . Other: Short Plat Time Extension UDC Text Amendment Vacation Variance Other: Additional Pre -Application Conference (circle one): RequiredNot Require Anticipated Submission Date: Anticipated Hearing Date: NOTES: 1) Applicants are required to hold a neighborhood meeting,'in- accordance with UDC 11 -5A -5C, prior to submittal of an application requiring a public hearing. 2) Except for UDC Text Amendments, Comprehensive PIan Text Amendments and Vacation applications, all other applications requiring a public hearing shall be posted in accordance with UDC 11-5A-5 D. 3) The information provided during this meeting is based on current City Code and Comprehensive Plan. Any subsequent changes.to City Code and/or the Comprehensive Plan may affect your . submittal and/or application. This pre -application meeting shall be valid for 4 months. Other Agencies/Departments to Contact (circle): a County Highway District Nampa and Meridian Irrigation Idaho Transportation Department Settlers Itii.gation Sanitary Services Corporation Fire Department Central District Health Police Department Applications Required (circle all that apply): '. Accessory Use Design Review Alternative Compliance Final Plat Modification A m6xation Misc. (DA Modification)" Certificate of Zoning Compliance Pl d Unit Development Comp Plan Map Amendment reliminary Plat Comp Plan Text Amendment Private Street Conditional Use Permit Rezone .Parks De ariment blie Works Department Building Departmen . Other: Short Plat Time Extension UDC Text Amendment Vacation Variance Other: Additional Pre -Application Conference (circle one): RequiredNot Require Anticipated Submission Date: Anticipated Hearing Date: NOTES: 1) Applicants are required to hold a neighborhood meeting,'in- accordance with UDC 11 -5A -5C, prior to submittal of an application requiring a public hearing. 2) Except for UDC Text Amendments, Comprehensive PIan Text Amendments and Vacation applications, all other applications requiring a public hearing shall be posted in accordance with UDC 11-5A-5 D. 3) The information provided during this meeting is based on current City Code and Comprehensive Plan. Any subsequent changes.to City Code and/or the Comprehensive Plan may affect your . submittal and/or application. This pre -application meeting shall be valid for 4 months. n LJ IN b a� CD KiN r { c tV L t7' 1 V -07 S to �V n V o r C IN b a� CD COMMITMENT OF PROPERTY POSTING Per Unified Development Code (UDC) 11 -5A -5D, the applicant for all applications requiring a public hearing (except for a UDC text amendment, a Comprehensive Plan text amendment and/or vacations) shall post the subject property not less than ten (10) days prior to the hearing. The applicant shall post a copy of the public hearing notice of the application(s) on the property under consideration. The applicant shall submit proof of property posting in the form of a notarized statement and a photograph of the posting to the City no later than seven (7) days prior to the public hearing attesting to where and when the sign(s) were posted. Unless such Certificate is received by the required date, the hearing will be continued. The sign(s) shall be removed no later than three (3) days after the end of the public hearing for which the sign(s) had been posted. I am aware of the above requirements and will comply with the posting requirements as stated in UDC 11-5A-5. co *%.- 9 L -ex- c- K -S ".�- I W Applicant/agent signature Date rkua %-,uunLy tceserveu 3uD names • • Page 1 of 4 OFFICIAL ADA COUNTY RESERVED SUB NAMES LIST Enter the first letter or letters of a subdivision name below to search existing names. SpurWing Greens Search; The following subdivision names were found containing or were similar to "SpurWing Greens" Sub Name Date Date Reserved Recorded Applicant Surveyor Comments SPURWING GREENS 5/19/2010 TEALEYS LAND Parcel number is SO422417650 SUB SURVEYING AVERY SPRINGS THE 7/17/1990 7/17/1990 CLARK JOHN BAYHILL SPRINGS NO 11/16/1990 11/16/1990 BRIGGS 01 ENGINEERING INC BAYHILL SPRINGS NO 11/16/1990 1/29/1992 BRIGGS 02 ENGINEERING INC BAYHILL SPRINGS NO 11/16/1990 9/8/1992 BRIGGS 03 ENGINEERING INC BAYHILL SPRINGS NO 11/16/1990 7/30/1993 BRIGGS 04 ENGINEERING INC BAYHILL SPRINGS NO 11/16/1990 5/11/1994 BRIGGS 05 ENGINEERING INC TOOTHMAN- The property is located off of Locust Grove south BENELLI SPRINGS SUB 4/5/2006 ORTON ENGINEERING of Victory in Meridian. The property address is COMPANY 3420 S. Locust Grove. BODILY & BUNDERSON 2/28/1992 2/28/1992 BRIGGS SPRINGS NO 01 ENGINEERING INC BODILY & BUNDERSON 2/28/1992 6/29/1992 BRIGGS SPRINGS NO 02 ENGINEERING INC CEDAR SPRINGS PLACE J -U -B ENGINEERS Street Name Eval Prelim 10/28/04 PP 04-039 SUB INC CEDAR SPRINGS PROFESSIONAL UC -B ENGINEERS Street Name Eval 1/8/04 PP 03-044 CENTER SUB INC CEDAR SPRINGS SUB 10/21/2002 1/9/2003 J -U -B ENGINEERS NO 01 INC CEDAR SPRINGS SUB 6/9/2003 7/16/2003 J -U -B ENGINEERS NO 02 INC CEDAR SPRINGS SUB 10/21/2002 4/19/2004 J -U -B ENGINEERS NO 03 INC CEDAR SPRINGS SUB 10/21/2002 10/21/2004 J -U -B ENGINEERS NO 04 INC CEDAR SPRINGS SUB 10/21/2002 12/29/2004 J -U -B ENGINEERS NO 05 INC CEDAR SPRINGS SUB 10/21/2002 4/13/2005 J -U -B ENGINEERS J -U -B ENGINEERS NO 06 INC INC CEDAR_SPRINGS SUB 10/21/2002 10/11/2005 J -U -B ENGINEERS 1 -U -B ENGINEERS _ NO 07 INC INC CEDAR SPRINGS SUB 10/21/2002 1/3/2006 J -U -B ENGINEERS J -U -B ENGINEERS — NO 08' INC INC CEDAR SPRINGS 5/30/2006 1/7/2008 J -U -B ENGINEERS J -U -B ENGINEERS TOWNHOMES SUB INC INC CIMARRON SPRINGS 8/19/1999 3/15/2001 PINNACLE PINNACLE REQUESTED BY BOB UNGER SUB ENGINEERS INC ENGINEERS INC TOOTHMAN- CONDO AT HIDDEN 9/25/2002 11/20/2002 ORTON SPRINGS THE ENGINEERING COMPANY DURANGO SPRINGS STANLEY Meridian App. # 05-046 Street Name Evaluation NORTH SUB CONSULTANTS 9/29/2005 http://www.adaweb.net/content/adasubs/default.asp?search=SpurWing+Greens 7/9/2010 C� • Engineering North West,, LLC 13601 W. McMillan Rd., Ste. 102-248 Boise, Idaho 83713 (208) 376-5000 • Fax (208) 376-5556 Project No. 09-027-01 Date: June 18, 2010 SPURWING GREENS SUBDIVISION PRELIMINARY PLAT DESCRIPTION A parcel of land located in Section 22, T. 4 N., R. I W., B.M., Meridian, Ada County, Idaho, more particularly described as follows: Commencing at the section corner common to Sections 22, 23, 26 and 27 of said T. 4 N., R. 1 W.; Thence North 89°17'35" West, 1293.74 feet on the section line common to said Sections 22 and 27; Thence leaving said section line, North 00°2545" East, 40.00 feet to the southeast most corner of Lot 1, Block 16 of Jayker Subdivision, as same is shown on the plat thereof recorded in Book 101 of Plats at Page 13341 of Ada County Records, said point also being the southwest corner of Westwing Estates, as same is shown on the plat thereof recorded in Book 70 of Plats at Page 7200 of Ada County Records, said point also being the REAL POINT OF BEGINNING; Thence on the exterior boundary line of said Jayker Subdivision for the following courses and distances: Thence North 89°17'35" West, 1353.45 feet; Thence North 89'1 Tl 7" West, 55.22 feet; Thence North 00°30'34" East, 78.84 feet to a point of curve; Thence 111.78 feet on the arc of a curve to the left, said curve having a radius of 380.00 feet, a central angle of 16°51'12" and a chord distance of 111.37 feet which bears North 07°55'02" West to a point of reverse curve; Thence 176.88 feet on the are of a curve to the right, said curve having a radius of 225.00 feet, a central angle of 45°02'28" and a chord distance of 172.36 feet which bears North 06°10'36" East; Thence North 28°41'50" East, 73.67 feet; Thence North 6I ° 18'l 0" West, 20.67 feet to a point of curve; Thence 38.98 feet on the arc of a curve to the left, said curve having a radius of 72.50 feet, a central angle of 30'48'14" and a chord distance of 3 8.51 feet which bears North 76°42'17" West; SpurWing Greens Preliminary Plat Aesc.doc Page I of 4 Thence South 87°53'36" West, 107.74 feet to a point of curve; Thence 144.13 feet on the are of a curve to the right, said curve having a radius of 187.50 feet, a central angle of 44°02'35" and a chord distance of 140.61 feet which bears North 70°05'07" West; Thence North 48°03'49" West, 184.22 feet to a point of curve; Thence 185.06 feet on the arc of a curve to the right, said curve having a radius of 227.50 feet, a central angle of 46°36'27" and a chord distance of 180.00 feet which bears North 24°4535" West; Thence North 01°27'21" West, 152.21 feet to a point of curve; Thence 117.85 feet on the arc of a curve to the left, said curve having a radius of 372.50 feet, a central angle of 18°07'37" and a chord distance of 117.36 feet which bears North 10'31'10" West; Thence North 19°34'58" West, 160.78 feet; Thence leaving the exterior boundary line of said Jayker Subdivision, South 60°39'26" West, 608.47 feet to a point of curve; Thence 193.37 feet on the arc of a curve to the right, said curve having a radius of 485.54 feet, a central angle of 22°49'07" and a chord distance of 192.10 feet which bears South 72°03'59" West to a point on the north -south 1/16 th section line of the SW 1/4 of said Section 22; Thence North 00°30'43" East, 1119.46 feet on said 1/16 th section line to the southwest corner of that parcel of land as described in Warranty Deed Instrument Number 94010662 of Ada County Records; Thence leaving said 1/16th section line, South 89°28'42" East, 437.50 feet on the southerly boundary line of said Warranty Deed Parcel to the southeast corner of said Parcel; Thence North 00°30'43" East, 1030.35 feet, a portion of said line being on the easterly boundary line of said Warranty Deed Parcel; Thence South 81'24'58" East, 441.72 feet; Thence South 00°2737' West, 536.62 feet; Thence South 89030'12" East, 778.15 feet; Thence North 00°30'35" East, 85.11 feet; Thence South 42'17'23" East, 18.11 feet; SpurWing Greens Preliminary Plat Desc.doc Page 2 of 4 0 • Thence South 00°13'10" West, 80.96 feet; Thence South 86°30'59" East, 189.75 feet; Thence South 47°25'06" East, 249.20 feet; Thence North 00°28'32" East, 507.89 feet (formerly described as 507.88 feet) to a point on a curve on the southerly right-of-way line of the Phyllis Canal; Thence on the southerly right-of-way line of the Phyllis Canal, said line being 25.00 feet southerly of and parallel with the centerline of the Phyllis Canal, for the following courses and distances: Thence 145.71 feet on the arc of a curve to the left, said curve having a radius of 1525.00 feet, a central angle of 05°2828" and a chord distance of 145.65 feet which bears South 89°45'28" East; Thence North 87'30'18" East, 331.42 feet to a point of curve; Thence 310.83 feet on the arc of a curve to the left, said curve having a radius of 1025.00 feet, a central angle of 17°22'29" and a chord distance of 309.64 feet which bears North 78°49'03" East to a point on the northerly boundary line of said Jayker Subdivision of Ada County Records; Thence on the northerly boundary line of said Jayker Subdivision for the following courses and distances: Thence North 70°07'49" East, 209.16 feet to a point of curve; Thence 197.27 feet on the arc of a curve to the right, said curve having a radius of 975.00 feet, a central angle of 11°3533" and a chord distance of 196.94 feet which bears North 75°55'35" East; Thence North 81°43'22" East, 409.49 feet to a point of curve; Thence 85.13 feet on the arc of a curve to the left, said curve having a radius of 775.00 feet, a central angle of 06'17'36" and a chord distance of 85.08 feet which bears North 78°34'34" East; Thence North 75°25'46" East, 277.73 feet to a point on the section line common to said Sections 22 and 23; Thence leaving said canal right-of-way line, South 00'29'19" West, 468.19 feet on the section line common to said Sections 22 and 23 to the 1/4 Section Corner common to said Sections 22 and 23; SpurWing Greens Preliminary Plat Dese.doc Page 3 of 4 L Thence South 00°20'38" West, 1317.45 feet on the section line common to said Sections 22 and 23, a portion of said line being on the easterly boundary line of said Jayker Subdivision, to the northeast corner of said Westwing Estates of Ada County Records (from which point the section corner common to said Sections 22, 23, 26 and 27 bears South 00°20'38" West, 1317.34 feet distant); Thence from said northeast corner and leaving said section line, North 89118'37" West, 1291.78 feet (formerly described as 1291.76 feet) on the northerly boundary line of said Westwing Estates to the northwest corner of said Westwing Estates; Thence South 00°25'45" West, 1276.93 feet on the westerly boundary line of said Westwing Estates to the real point of beginning. Said parcel contains 176.58 acres more or less. PREPARED BY: Engineering Northwest, LLC James R. Washburn, PLS SpurWing Greens Preliminary Plat Desc.doc Page 4 of 4 a a • • '484ENGiNEEAS FIELD REPORT F% ttnbw. 12434-001-04 Dow 4525 SOUTH DAVID LANE Jayker Subdivision, Phase 1 10/10/08 Friday Boise, ID 83705 Ow11e f 1nwo1XRvA Rope" "W~- (208) 43343M —bj. Treehaven, LLC 1:30 pm 184 p'r° LOCOM Timeo D. Zimmerman Meridian, ID 2:30 pm 1 of 3 Nrpw►avialt Weather: Tr" TMW Fwa Water Ievd readings 1 hr approximately 45 degrees QP- arrival to"ere 1 saensed es or 0 RoWred toSUe Sd* Pse and SW* Harada VVft Afte"m W: g St@OV Aram to Cwwkucem WW E**.. t Hazards O odrx (deedibe) Today our field representative arrived to take water level readings in the monitoring wells throughout the jobsite. Monitoring well El was still not accessible, presumably because it was located under the sidewalk. The water levels are presented in the attached spreadsheet. 0 THIS FIELD REPORT 18 PRELBNINARY FELD Ri:PRBUWATIVE DATE A tuallrldntay reVott to WN t w evidence Uea field obasrvatlon was perfontted. C7bwrvsporq artdbr p�p andf« r000mmandadan arrayed in to &W row rosy vary tmmand Shat WA wsbedwm over rrose ktdieated prermkrery repass. In a THIS FIELD REPORT 13 FINAL REVIRINED ISY DATE A " repot Is an kub mad of profoaa w aarvlae Any conrhniorrs drawn front Ods repot 9MM be dsarswd Wkh and a OMM by the, prnfasalmW kwdvad Tido report Preaerds Wkdmu f«nwe n a mvA dow obmWA[on d ocrvtdw rMW4 to aur wrWm a* VVe ray on Sw cord i ck to oar "with aro plan and epedlcat 1 thrmtdrotd the d -Alon d the poled krwpmem d the prwaanoe d our mp "WoetWe Dur wok doss not iwkida aupxdebn w I c& r d ere eerk d -d -s. oto arra wN net be respornlble, kr Job of ape aafeq d WON on mh p *a D*CtAUR Any eleWaft form, ramose or hard copy of Me WOW dotan d (emeR tad, tabs, andbr ftm). N p wAdsd, end arty staWanenb aro 0* a obey d an W*W do=rtaM lila t>,VW doom" is atom by GWErQWMM kto and WN eerva a the oaidsl dots wd 0f Attachments: water level measurements spreadsheet Distribution: { vc9v Uv � � (-4'U9cJO R a 6 46 E�t s 8! 5 O 8 R Ol P/ Pi O) l7 41 p lrl A 0) N C'j Y! N 16 � b a� i�Zz go$R �x� xxItW 3= l _xx� 3=X �I N 51ji gay$ i E21 HSI 3) I dE IIAI h t(l 1.1 vc9v Uv � � (-4'U9cJO 0 0 � � }. f § ■ ! E § !| B § & § S k !� ��| k � § ■ § © B § 2 § | ` s a |�| § ■ # ■ § § § § � § | . - a § qj F, ! y .. � � ■ ci § k$- k 0 k 1 § ' ■ !}| I | Jill :1-4 | _ 11111 I a @ » - - ■ R © § ■ \ & ■ § § , Ji 21 -_- § Jill § ■ 2f f! @ .-1 - � ■ § � J. I ��| APPENDIX I GEOTECHNICAL REPORT I 3SVHd - NOFSLUCISfiS113M YC Ci Qf Q; Qf Cat QF Qt' QF Qf l i $fy pi Qt Qi Qi f Qt Of y sf 8f t A f of of CL ' a } ( of ` A ge ®A it ./ �/ Qt/�,t /l ®t ♦ �W �t tat 6t Q at w Qt p J f Of I @Y i%Jf @t ' @3 ( ! e! r 0i ®f 2 03mot Qt fl ®t �\ 01 se O Qf @A �m 0t p 81 Qf00 � ®{ Im wl W9 01 of f 77 fi of of 2 w / pU / V ti 4 a � y4( r Oi Of pi / z a a i eel p ; OF \ 1 z \ 1 U \ vS t I IAcr\` \ 1 \ t i \ 1 \ 1 : \ 1 1 1 1Y/W MKa'm'MOOCPWMnlarrnOrgyslPP MmMX�1W Nls+Y�a i'se�MomWly AlO�M YaYOPYWMIYdN�W bTlpW1400YWrANIIOII June 19, 2007 RiveRidge Engineering Company 3046 South Bown Way Boise, Idaho 83706 Attention: Barry Semple, PE u GWENWNEER� Subject: Addendum Report Geotechnical Engineering Services Jayker Subdivision Meridian, Idaho File No. 12434-001-01 'INTRODUCTION GeoEngin ers, Ino, has completed the requested additional field and laboratory testing for Jayker Subdivision in Meridian, Idaho. GeoEngineers, Inc, previously completed a Preliminary Geotechnical Report of the site dated November 1, 2005 (GE1 File No.12434-001-00), an addendum to the preliminary report dated October 12, 2006, a Geotechnical Engineering Services Report dated April 27, 2007 (GEI File No. 12434-001-01), and a Phase 1 Environmental Site Assessment dated January 23, 2007 (GEJ File No. 12434-001-02). The additional services were requested by RiveRidge Engineering Company in order to obtain additional information regarding allowable infiltration rates at selected areas of the sits, the sbrinklswell factor for on- site native silt soils to be used as structural fill, recommendations regarding the suitability of on-site soils for use as granular subbase for road construction, and clarification on our estimate of the static groundwater level at the site. SCOPE OF ADDITIONAL SERVICES Our services have been completed in general accordance with our Change Order dated June 5, 2007. Our study was authorized by RiveRidge Engineering Company on June 5, 2007. Specifically, we completed the following scope of services: 1. Excavated a new test pit (TP -la) approximately 50 feet north of the location of test pit TP -1 as presented in our April 27, 2007 report. 2. Excavated four test pits in order to perform four percolation tests according the EPA (1980) test procedure. 3. Performed one iii place nuclear densometer test on the silt soil present near the ground surface of test pit TP -7 and obtained a sample of the soil and performed one modified Proctor moisture -density relationship test on the sample. FIELD INVESTIGATION We excavated a total of five test pits with a rubber -tire backhoe subcontracted to GeoEngineers on June 8, 2007. Four of the test pits were excavated at the approximate locations of test pits TP -3, TP -5, TP -7, and TP -9, which were excavated during the field investigation for our April 27, 2007 report. Test pit TP -la was R.iveRidge Engineering Company June 19, 2007 Page 2 excavated approximately 50 feet north of the location of test pit TP -1 from our April 27, 2007 report. This test pit was relocated at your request. SUBSURFACE INVESTIGATION In general, the subsurface soils in test pit TP -1a consisted of fine=grained silt to a depth of approximately 6 feet. The silt was lightly to moderately cemented below 2 feet. The silt was stiff to verystiff and moist in place. Below the silt, we encountered coarse-grained soil consisting of gravel with sand and cobbles. The gravel was dense and dry in place. The excavations for test pits were performed for the sole purpose of completing percolation tests. We attempted to excavate the test pits for the percolation tests in the approximate locations of the test pits excavated during the field investigation for the April 27, 2007 report. Soil codditions were assumed to be similar to those logged for our geotechnical investigation; however, the following notable changes were observed: The caliche or cemented soil layer that caused termination of the excavation of test pit TP -1 at an approximate depth of % feet was not significant in the location of test pit TP -la. • We intended to perform a'percolation test in test pit TP -3 at a depth of approximately 6 feet, but cemented soil layers were present in our test pit to a depth of approximately 10 feet. • Silt was encountered to a depth of 3 feet and was underlain by lightly cemented silty sand to a depth Of 816 feet in test pit TP -5 for our April 27, 2007 geotechnical investigation. At the location of our percolation test performed for this area, silt was encountered at our percolation test depth of 4 feet below the ground surface. CONCLUSIONS AND RECOMMENDATIONS PERCOLATION TESTS We performed percolatiocs tests on soils encountered at various depths in four test pits Iocated near the locations of our previous test pits. We could not determine the exact locations of our previous test pits because the fields had been plowed. The percolation tests were performed in general conformance with the Environmental Protection Agency (EPA) 1980 testing procedure. An approximately 6 -inch diameter hole was dug at the depth of our test to an approximate depth of 8 inches. We placed a 6 -inch diameter polyvinyl Chloride (PVC) pipe approximately 14 inches long in the hole, and placed approximately 2 inches of pea gravel in the bottom. The PVC pipe was filled approximately 12 inches with water and the soils were "pre-soaked" prior to performing the tests. For the granular soils, presoaking consisted of the percolation of two 12 -inch columns of water in 10 minutes or less each. The silt soils were pre-soaked under a column of water at least 12 inches high for four hours. The results of our percolation tests and approximate depth and type of soils the tests were performed in are presented in Table I below. h?!e No. 12434-001-01 GEoENGINEEaS—O/ • RiveRidge Engineering Company June 19, 2007 Page 3 Table I. Percolation Test Results Test Pit Number Approximate Depth feet TP 3 10 TP -5 4 TP -7 7 TP -9 4 • The silt encountered at a depth of approximately 4 feet in the area near TP -5 excavated for our percolation tests is similar to the silt encountered at approximately 2 feet in the location of test pit TP -5 during out investigation for the April 27, 2007 report. The Ada County 13ighway District (ACRD) Design Manual (February 2003) states "k no event will a rate exceeding 15 inches per hour be allowed" Based upon the soils encountered in our test pits and the results Of our percolation test results, the recommended infiltration rates for gest pits TP -1, TP -3, TP -5, TP -7, and TP -9 are provided in Table 2 below. Table 2. Allowable -Infiltration Rates Test Pit Depth Soil Type Allowable Infiltration Ral TP -1a %to 8 Sit with sand Not suitable for infitratim 6 to 9 feet Gravel with sand 15 inches per hour Recommen&Won: Discharge water to the gravel below 6feet at 15 inches per how: Test Pit De Solt TOO Allowable Infiltration Rate TP -3 '/s to 6% feet Sit Not suitable for Infiltration 534 to 6 Myand hardpan Not suitable for infiltration 6 to 8 feet Sand with sift 2 Inches per hour 8 to 1 o% feet oravel with sand 16 inches per hour Recommendation: Discharge water to the silty gravel below 8 feet at 15 inches per hour. Recommendation: Discharge water to the fine sand below 8 -% feet at 4 inches per hour. File No. 12434-001-01 GEOENGINEERS19 Test Pit Depth Soil Type Allowable Inflitration Rate TP -5 % to 3 feet Silt with sand Not suitable for infiltration 3 to 8% feet Sdty sand 1 inch per hour 8% to 12 feet Fine sand 4 inches p2r hour Recommendation: Discharge water to the fine sand below 8 -% feet at 4 inches per hour. File No. 12434-001-01 GEOENGINEERS19 U RiveRidge Engineering Company June 19, 2007 Page 4 • Test Pit 'Depth Soif Type Allowable infiltration Elate Tp -7 % to 3 feet Silt Not suitable for infiltration 134 to 3 feet 3 to 4 feet Sand with silt hardpan Not suitable for infiltration Sand with gravel h Not suitable for infiltration 4 to 6'r4 feet Sand with silt 1 inch per hour 6% to 7 feet Cemented sand with silt Not suitable for infiltration ion to WA feet Gravel with sand 15 inches per tmur Recommendation: Discharge water to the gravel with sand below 7 feet at 15 inches per how: Test Pit Py -M soil Tyllie Allowable IMiitration Rate TP -9 %to 1% feet sit Not suitable for infiltration 134 to 3 feet Sandy silt % inch per hour 3 to 4 feet Sand with gravel h Not suitable for infiltration 4 to 7'/s feat caravel with sand 15 Inches per hour Recommendwion: Discharge water to the sand with gravel below 4 feet at 15 inches per how. We encountered local variations in the type and depths of soils during our investigations both for our April 27, 2007 report and for this report. We believe the depths to suitable infiltration soils may vary across the infiltration basins designed for this subdivision. We recommend a representative from GeoEngineers be present during construction of the infiltration galleries to verify the proper depth has been attained, and to verify the gallery has penetrated the proper soil type- SHRINKISWELL, CONsitmx ow We removed the topsoil from the surface near the location of test pit TP -7 from our April 27, 2007 report, and performed an in-place field density test on the near surface silt soils using a nuclear densometer. We understand similar soil is to be used as structural fill. The in-place wet density was approximately 95 pounds per cubic foot (pct), and the moisture content was approximately 6.8 percent. We obtained a bulk sample of the soil and brought it back to our laboratory and performed a modified Proctor density test (per ASTM D- 1557) on the sample. The maximum modified Proctor density of the soil was 118.1 pcf, and the optimum moisture content was 10.8 percent, Assuming a minimum dry density of 95 percent of the maximum modified density (MMD), we estimate a shrinkage factor of 22 percent. Stated another way, 1.27 cubic feet of out soil will be required per cubic foot of sdvctural fill. DEPTH TO GROUNDWATER We stated in our April 27, 2007 geotechnical engineering services report that we measured groundwater in test pit TP -5 from the preliminary geotechnical investigation at a depth of approximately 7%z feet on August 28 and September 25, 2006. Test pit TP -S was located near Chinden Boulevard in the southwest comer of the property. We estimated high groundwater elevations to be as high as 7 feet in our April 27, 2007 repork We reviewed the Idaho Department of Water Resources (IDWR) web site for on-line well information. For wells located in Section 22 of Township 4N, Range 1 W, the static groundwater elevation ranged from IS to File No. 12434-001-0I /� GtoENGiNEEnS 1 s 0 RiveRidge Engineering Company June 19, 2007 Page 5 37 feet below the ground surface, with most of the well logs indicating a static groundwater depth of greater than 20 feet. We indicated in our previous geotechnical investigations for this site that we estimate seasonal high groundwater Ievels will occur in late summer as a result of irrigation recharge. We have also encountered cemented soils, caliche and relatively impermeable silt and clay soils at this site. We believe the water measured at 7'/z feet in test pit TP -7 on August 28 and September 25, 2006 may have been, present due to irrigation recharge or indicative of a perched layer of water and did not indicate the statio groundwater elevation. We estimate that static groundwater levels will likely be deeper than 15 feet at this site, however, perched groundwater levels may develop due to irrigation and precipitation. SUITABILITY OF ON-SITE SOIL FOR USE AS GRANULAR SUBBASE We were asked to provide recommendations on the suitability of the on-site soils for use as aggregate subbase material for the construction of roads at the site. The Idaho Transportation Department Standard Spechcailorrs' for fighway Construction, 2004, provides a table for acceptable particle size distribution for Aggregate for Granular Subbase (Section 703.11). The maximum acceptable percentage of fine-grained matcrial (that portion passing the No. 200 U.S. standard sieve) is 15 percent. 'the minimum acceptable R value for granular subbase is 60. We belipve that relatively clean sand and gravel similar to that encountered in test pits TP- Ia, TP -3, and TP -8 at depths ranging from 6 to 10 feet below the ground surface are suitable for use as granular subbase. Please refer to the above referenced section of the Standard Specifications for the acceptable grain size distribution range. Ada County Highway District (ACHD) may require that these soils be certified by means of laboratory testing prior to their approval. On site soils other than those mentioned above may also be suitable for use as granular subbase. It is unlikely that any on-site soils would conform to the "3/44 nch minus aggregate road base" criteria specified in Section 703.04 of the Standard Speckations. File No. 12434-001-01 GEOENGINEERS RiveRidge Engineering Company June 19, 2007 Page b LIMITATIONS We have prepared this report for use by the R.iveRidge Engineering Company for design of the Jayker Subdivision located in Meridian, Idaho. This report is not intended for reliance by others and the information contained herein is not applicable to other sites. Our conclusions and recommendations described herein are based on our site observations and experience in the area. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time tt" report was prepared. No warranty or other condition, express or implied, should be understood. Any electronic form or bard copy of this document (email, text, table, and/or figure] if provided, and any attachments are only a copy of a master document. The master hard copy is stored by GeoEngineers, Inc. and will serve as the official document of record. Sincerely, GeoEngineers, Inc. Daniel P. Zimmerman, PE Project Engineer Attachments: Log of Test Pit TP -la Three copies submitted Steven B. Richey, PE Principal DP7-SBP-mlh BoiSCA12\12434001\OIVimb�1243400101R-fDD.doe Disclai nw. Any elochonic fbm% facsimile or hard copy of the original document (email, text, table, and/or 6gurei, if provided, and my auwj mmts are only a copy of the original domwnt The original dwiment is stored by GeoBaginms, Inc. and will serve as the official documeat orramd. CopyrightO 2001 by GeoEnginccM Inc. All rights teser®ed. File No. 12434401-01 CiE EwwEEAS LI Date Excavated: 06/08/07 Equipment: Case 580 Super L Backhoe • Logged by: BVH Surface Elevation (ft), NA MATERIAL DESCRIPTION Zane to o0arse NO groemdwate¢� Obmarved iYb to caving observed aL 6 Poet 10 10 �IOTHER TESTS AND NOTES 11 to 13 14 5 tTOtte: Sot Figura A-1 for "Planation of symbols. l The depths on the test pit loss are based on an aveiage of measuanents across the test pit and sboWd be considered wmwate to 0.5 foot LOG OF TEST PIT TP -1a o OF Project Location: Meridian, Idaho FigureA -2a e o e 000 TEo 0 0 3 0 0 0 0 0 8 00L., 00 • Logged by: BVH Surface Elevation (ft), NA MATERIAL DESCRIPTION Zane to o0arse NO groemdwate¢� Obmarved iYb to caving observed aL 6 Poet 10 10 �IOTHER TESTS AND NOTES 11 to 13 14 5 tTOtte: Sot Figura A-1 for "Planation of symbols. l The depths on the test pit loss are based on an aveiage of measuanents across the test pit and sboWd be considered wmwate to 0.5 foot LOG OF TEST PIT TP -1a Project: Jayker Subdivision GEoENGINEVIS Project Location: Meridian, Idaho FigureA -2a Project Number. 12434-001-01 Sheet 1 of t • October 12, 2006 RiveRidge Engineering Company 405 West Myrtle Street Boise, Idaho, 83702 Attention: Barry Semple, PE Subject: Addendum Report Preliminary Geotecbnical Investigation, High Groundwater Estimates Proposed Treehaven Subdivision Meridian, Idaho File No. 12434-001-01 GEoEN(HNEERS GeoEngineers, Inc. has completed the groundwater level monitoring for the proposed Tftehaven Subdivision in Meridian, Idaho. The site is bounded on the south by Chinden Boulevard; on the east by North Basco Lane and Ten Mile Road; on the north by the Phyllis Canal; and'on the west by an unnamed road approximately'h east of Black Cat Road. GeoEngineers, Inc, previously completed a Geotechnical Report of the site dated November 1, 2005 (GEI File No. 12434-001-00). These services have been complete as requested by you. During our preliminary geotechnical investigation, we installed four piezometers at the site to measure the depth to groundwater. We did not observe any .groundwater at the time of our site exploration on September 1, 2005. We returned to the site on October 14, 2005, August 28, 2006, and September 25, 2006 and measured the depth to groundwater in the piezometers. The groundwater level measurements arb shown in Table I below. Measurements made in the piezometers are accurate for the date they were acquired. Table I. Depth to Groundwater Representative groundwater measurements for TP -1 could not be taken on August 28 and September 25, 2006 due to standing water around the piezometer from flood irrigations. Groundwater Depth Measured Test Pit 0 14, 2005 August 28, 2006 September 25,2006 TP -1 Dry Not Measured Not Measured TP -2 Dry . D TP -3 Dry JO TP -5 Dry 7.5 7.5 Representative groundwater measurements for TP -1 could not be taken on August 28 and September 25, 2006 due to standing water around the piezometer from flood irrigations. RiveRidge Engineering Company October 12, 2006 Page 2 We aat""Pate that the seasonal high groundwater level should occur in the late summer as a result of recharge from irrigation. We reviewed groundwater level measurements in nearby water wells obtained from the Idaho Department of Water Resources (IDWR). We estimate that groundwater depths will range from 7 feet below ground surface near the southern portion of the site, and increase to 15 feet below ground surface at the northern end of the site. We understand that the current land tenant is actively irrigating the site, which may account for local areas of shallow groundwater perched above the hardpan layers encountered throughout our investigation. If we can provide any additional information, please don't hesitate to c( Respectfully submitted, GeoEngineers, Inc. e R. Thomas, EMIT Staff Engineer &J,P - ( A�- James B. U, PE Senior Principal JRT:DZP:1BH:ml6 Boise:112U243400lWlTiuhkl2434001018 GW.doc Daniel P. Zimmerman, PE Project Engineer Disclaims Any deet COP fO f facsimile do ame L of ahe original doom -d (email, text, tafile, sndlor Arxl� if provided, sad any downMt o are only s copy of the oriBianat document TBe 06gaId doevmeat is stored (loo documcutofrecord. 1iY W8=. Inc. and will save as dre o>ilcisl COPYriP1102006 by QeoEpghmm Inc. All risw resen-ei Three copies submitted File No. 12434-001_ -01 aZZ `�sa�����o� �u�,r�aaur�u� i Z l 2 'N O _ N 5 M M � J _ � � JSY'LLCI M BC OL005 Tilla QfWZZ a elf CL � pp p33 R F-= 00 tuZ wz Of MRggID '11h Fg ZproC! M [C, LOC6 l / g21 s < rorol%nocoo �p11C�k9;k4Xk I � :i Q �. S�SEI II .preul [Y,eGeeN lii I 1 I Him I�t ' b I uFl � 56Q sf • Zw 0at =, r �w i U O p Za II a �r i 1 pvft US 4 v • • w o Q 'Gi = U � c �� F a� w 8 0% y t a. - - ZO�L) a J N O W K lil Q(O Noa 8 '� a w D N 5�w U) c (Dz O c� in C: L m Q :4- I ry _....._.__..__..._... -------------------------------------------- ---------------- 0 ------------------ - ---- - - - - z g'I W U) W Z j W W W ! W W I � z GC LL i w I W s Sj l 3 I � I k I I I ry ga q �Z 0 0 0 1 I P 0 1 1 1`jx9 [ i 1 1 [ e z [ i 6. a k P F i w 0 2pu I p7 0 N �s 888222�� uW Z c a i 1 1 Ile p j < 6. ,�g41 r. uW Z c a • 0 0, REPORT- .r C3RGTEMSCAL. SNGMERNQ SCgM#CM JAYKER SVWMSMK PRASPA I AND 11 MERIDIM, IDAHO A►PRi4 2'i, 2007 Fm RIVERME EMNEEFdMQ'COMPAiY Report Geotechnical Engineering Services Jayker Subdivision, Phases I and If Meridian, Idaho File No. 12434.001-01 Prepared for: April 27, 2007 RiveRidge Engineering Company 405 West Myrtle Street Boise, Idaho 83702 Attention: Barry Semple, PE Prepared by: GeoEngineers, Inc. 802 West Bannock Street, Suite 700 Project Engineer Steven B. Richey, PE Principal DPZ:SBP:-Mtl:mlh Boise:1121124340011011Fimils112434001olkOT.doe Disciairpet: •Any elecuvnie form, facsimile or hard copy of the original document (email, text. table, and/or figure), if provided, and any attachments are only a copy of the original document The original docament is stored by GeoEngineers, Inc. and will servo as the official document of record. CopyrightO 2007 by Geoagineers, Inc. All rights reserved. File No. 12434-001-01 • INTRODUCTION TABLE OF CONTENTS U Pane No. .....................................................I.....I.... _......................................................................1 SCOPE OF SERVICES ............................................. .......................................... TASK 1— GROUNDWATER MONITORING SERVICES ........................................... TASK 2 — GEOTECHNICAL INVESTIGATION SERVICES............................................................... SITECONDITIONS_............................................................. .....:...... SURFACE CONDITIONS ...................................... ... ..........................2 SUBSURFACE CONDITIONS ........................ ......... CONCLUSIONS AND RECOMMENDATIONS..................................................................... ,,.,3 ................. GENERAL.................................................................................................... ....3 .................................... SITEPREPARATION..................................................................................................................:.......3 STRUCTURALFILL.......................................................................................... ..4 General...........................................................................................................................4 Suitability of On -Site Soil........................................................................... .....................5 Imported Soil ...................................................... ................ EXCAVATABILIIY.......................................................................................................... 6 .................. PERMANENT SLOPES......................................................................................... 6 INFILTRATION CONSIDERATIONS ............... . DepthtoGroundwater..:..............................................,...........................................6 InfiltrationRate............................................................................................. .6 PAVEMENT RECOMMENDATIONS..................................................................................................8 LIMITATIONS .................................... List of Tables Table 1. Allowable infiltration Rates .......................... Table 2. Recommended Pavement Sections ......................... ...............................6 List of Figures Figure 1. Vicinity Map Figure 2. Site Plan APPENDICES APPENDIX A — FIELD EXPORATION AND LABORATORY TESTING ................................................... A-1 Appendix A Figures Figure A-1. Key to Exploration Logs Figures A-2 —A-12. Logs of Test Pits Figure A-13. Grain Size Analysis Figure A-14. Atterberg Limits Test Results Figure A 15. R -value Test Results APPENDIX B — REPORT LIMITATIONS AND GUIDELINES FOR USE.........................................13-1...B-3 File &.12434-001-01 Page i GEoEaGiHeefl April 27, 200? REPORT GEOTECHNICAL ENGINEERING SERVICES JAYKER SUBDIVISION MERIDIAN, IDAHO FOR RIvERIDGE ENGINEERING COMPANY INTRODUCTION This report presents the results of our geotechnical engineering evaluation for Phases I and II of the Jayker Subdivision located between Chinden Boulevard and the Phyllis Canal, west of Ten Mile Road in Meridian, Idaho as shown in the Vicinity Map, Figure 1. We understand that Phases I and R of the subdivision will consist of approximately 290 lots containing single-family patio homes and single-family homes, including a garden retail center, and a community center. Guts will be on the order of 2 to 4 feet in the northeast portion of the site and fills will be on the order of 6 feet or less throughout the center of the site. Stormwater will be disposed of by means of infiltration galleries. Water supply and wastewater collection and treatment will be serviced by public agencies and companies. SCOPE OF SERVICES Our services have been completed in general accordance with our proposal dated February 9, 2007. Our study was authorized by RiveRidge Engineering Company on February 21, 2007. The purpose of our evaluation was to provide geotechnical information for use in design of infiltration basins, suitability of on-site soils for use as structural fill, and pavement design, and to monitor groundwater elevations in the piezometers installed for the Preliminary Geotechnical Investigation dated November 1, 2005. Specifically, we completed the following scope of services: TASK 1 — GROUNDWATER MONITORING SERVICES L Monitored groundwater conditions in piezometers we installed for the preliminary investigation, a total of two times over a 2 -month period. 2. Provided a brief addendum letter dated October 12, 2006 to our preliminary report addressing the estimated seasonal high groundwater levels for the site. TASK 2 — GEOTECHNICAL INVESTIGATION SERVICES 1. Contacted Idaho State "Dial -Before -You Dig" contractor number to notify them of our intent to excavate test pits at this site. 2. Explored the subsurface conditions by excavating 11 test pits to depths ranging from % to 12 feet below the existing ground surface with a backhoe subcontracted to GeoEngineers. 1. Evaluated the engineering properties of the soils by completing a series of laboratory tests. 4. Provided conclusions and recommendations regarding site development with respect to the soil and groundwater conditions at the site. Provided earthwork recommendations including erosion protection during construction, compaction requirements, structural fill criteria, wet weather constriction considerations, and the suitability of on-site materials for use as structural fill. Rk No_ 12434-001.01 Page 1 GEoENGINEERS Apri127,2007 0 • 5. Provided recommendations for design infiltration rates for stormwater disposal based on the classification of the soils encountered. 6. Provided recommended pavement sections for the on-site roadways based upon the results of an R value test. Pavement sections for residential and residential collector streets were provided according to Ada County Highway District requirements. SITE CONDITIONS SURFACE CONDITIONS The site is bounded on the south by Chinden Boulevard, on the east by a sod farm, a private driveway '/a -mile east of Black Cat Road on the west boundary, and on the north by the Phyllis Canal. The site is currently used for Jayker's Wholesale Nursery, Inc, and is currently planted with various types of trees. We observed multiple access roads throughout the site. Multiple irrigation ditches, both lined and un lined, cross the site to supply water to the nursery's trees. Jayker's offices and equipment storage shops border Chinden Boulevard on the southern end of the site. A few houses are present north of the Property. West Wing Estates are located southeast of the subject site, north of Chinden Boulevard. The site is relatively flat, and slopes gradually to the north and west. SUBSURFACE CONDITIONS Soil and groundwater conditions at the site were explored to depths of approximately 5'/s to 12'feet below existing ground by excavating I1 test pits (TP -1 through TP -11) on April 5, 2007 with a backhoe subcontracted to GeoEngineers. The test pits were excavated at the approximate locations shown on the Site Plan, Figure 2. A variety of soil conditions were revealed at the locations of our test pits. Topsoil and an associated root zone were encountered at each test pit. We also encountered fine and coarse-grained soil deposits in all of our test pits except test pit TP -1, which was terminated due to rehsal on hardpan. Generally, fine-grained soils were encountered near the ground surface and were separated from the deeper coarse-grained deposits by a cemented hardpan or caliche- layer. The character of the soil deposits varied as generally described in the following paragraphs. Detailed logs of conditions encountered at the location of each test pit are shown on the test pit logs in Appendix A, along with laboratory best results. The fine-grained soil deposits consisted of clay, silt and sandy silt. In general, these deposits were soft to hard in place, and characterized by low to moderate strength, low to moderate compressibility, and low permeability. We also encountered very dense hardpan consisting of silt and silty fine to coarse sand. The hardpan was 3 inches to more than I foot thick. The fine-grained hardpan possessed low compressibility and moderate. to high strength. The coarse-grained hardpan also possesses low compressibility and high strength in place. The coarse-grained soil deposits included fine to coarse sand, and fine to coarse gravel with variable silt and cobble content. in general, the sand and gravel deposits were medium dense to dense in place and characterized by moderate to high strength, low compressibility and low to high permeability. We did not encounter groundwater in our test pits at the time of our exploration. We had periodically monitored the piezometers installed during our preliminary geotechnical investigation for groundwater Fite No. 12434-001-01 Page 2 GtcOiiNGiNEfas Aprrl29, 2009 elevation. The results of that monitoring were presented in a letter dated October 12, 2006. Groundwater levels should be expected to fluctuate as a function of season, precipitation, irrigation and other factors. CONCLUSIONS AND RECOMMENDATIONS GENERAL A summary of the design and construction considerations for the proposed project is provided below. The summary is presented for introductory purposes only and should be used in conjunctibn with the complete discussion in the appropriate sections of this report. • The site soils are moisture -sensitive because of the fines (silt and clay -sized soil particles passing the U.S. No. 200 sieve) content and the plasticity of some of these fines. It will be difficult to properly compact these soils if the moisture content is significantly above or below optimum. Tmfficability at the site under wet conditions might be difficult for rubbcMired equipment and. could result in considerable surface soil disturbance. • We encountered layers of lightly to strongly cemented soils and Hardpan or caliche layers in our test pits. Excavation for site grading and trenching through these layers will likely require the use of heavy-duty equipment. • Earthwork for the project should be completed during dry weather. If construction must continue during periods of wet weather, disturbance of the native soil will occur, requiring overexcavation and replacement with imported material. Over+excavation will increase grading costs. • Infiltration rates are relatively low in the upper soils and relatively high in the sand and gravel soils (below 3 to 8 feet in depth) that we encountered at the site. A table of infiltration rates and depths is provided in the "Stormwater Infiltration Considerations" section of this report. • We encountered low to moderately plastic clays in a few of our test pits near the ground surface. Recommendations for the use of these soils as fill are provided below. - SITE PREPARA-nom The area to be developed should be stripped of all topsoil, sod, vegetation, and otherwise unsuitable material. Stripping depths are expected to range from about 3 to 9 inches across the site. The stripped material should be wasted off-site or stockpiled and used for landscaping purposes, if determined suitable by the Owner. For the purposes of this report, we generally define topsoil as a fine-grained soil with an appreciable amount of organic matter based on visual examination. It is unsuitable for direct support of the proposed improvements. However, the organic content, and other mineralogical and gradational characteristics used to evaluate the suitability of soil for use in landscaping and for agricultural purposes was not evaluated, nor considered in our analyses. Therefore, the information and recommendations in this report, and our logs and descriptions should not be used as a basis for concluding that topsoil from the subject site is suitable for use in landscaping or for agricultural purposes, -nor for estimating the volume of topsoil that could be available for such purposes. After stripping, roots larger than about 'A inch in diameter should be grubbed out. The site then should be proofroped with a loaded dump truck or other heavy vehicle to identify soft, wet, unstable or other areas of unsuitable soil. Any soft, loose or otherwise unsuitable areas identified during proofrolling should be recompacted if practical or removed to a depth of about 2 feet or firm bearing, whichever is less, and File No. 12434-001-01 Page 3 QoENG1mn April27, 2007SO replaced with structural fill. We recommend the proofrolling of the subgrade be observed by a representative of our fumt to assess the adequacy of the subgrade conditions and to identify areas needing remedial work. We Rather recommend that this procedure not be performed during wet weather. If construction needs to continue during wet weather, it may be necessary to overexcavate disturbed material and place a layer of sand and gravel with less than 5 percent fines to provide a working surface over moisture -sensitive soils. Areas of deeper, soft, wet, unstable subgrade that are encountered or created, may require the Contractor to overexcavate and stabilize the subgrade by placing an Engineer -approved woven geotextile and clean compacted granular fill to create a working platform. Relatively light, non -vibratory compaction equipment should be used during this operation to minimize further softening and pumping of the exposed subgrade. The prevailing surfieial soils on the site will be moisture -sensitive, difficult to operate on, and very difficult to compact during wet weather. Rubber -tired vehicles will disturb this type of soil when it is above the optimum moisture content. It readily absorbs moisture and is difficult to. dry out. It has a moderate erosion potential in-place and is easily transported by running water when disturbed. Therefore, silt fences and other Best Management Practices (BMPs) may be necessary to control erosion and sediment transport during construction. The vegetation and topsoil act as protective layers to the surficial soil. Therefore, they should be removed only where and when necessary. AR areas to be filled first should be scarified to a minimum depth of 8 inches, moisture conditioned to within 2 percent of the optimum moisture content, and then compacted to a minimum relative compaction of 90 percent of the maximum dry density (NIDD), based -on the American Society -for Testing and, Materials (ASTM) D1557 laboratory test procedure. STRUCTURAL FILL General All new structural fill and backfill placed under building pads and parking lot areas should be placed and compacted as structural fill subsequent to site preparation work as described above. The fill should- be placed in horizontal lifts not exceeding 8 inches in loose thickness, or less if necessary to obtain adequate compaction. Each lift must be thoroughly and uniformly moisture conditioned and compacted. Fine- grained clay soils should be moisture conditioned to optimum moisture content to two percent above. Optimum moisture content. Moisture conditioning of all other soils should be to within two percent above or below optimum moisture content. We recommend that all structural fill placed beneath the building pads and within 2 feet of pavement elevation be compacted to at least 95 percent of the maximum dry density (MDD) as determined by the ASTM D 1557 test procedure. Below this depth in roadway areas, we recommend that structural fill be compacted to at least 90 percent of the MDD. All structural fill material should be free of organics, debris and other deleterious material, with no individual particles larger than 4 inches in diameter or one-half the lift thickness, whichever is smaller. As the amount of fines increases, the soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve, particularly during wet weather. Generally, soils containing more than about 5 percent fines by weight cannot be properly compacted when the moisture content is more than a few percent from optimum moisture content. Full -tinge earthwork monitoring and a sufficient number of in-place density tests should be performed by GeoEngineers to evaluate fill placement and compaction operations and to confirm that the required compaction is being achieved. Fite No. 12434-001-01 Page 4 GEOENGINEERS April29, 2007 Suitability of On -Site Soil The soils encountered in all the test pits consisted of fine-grained soils (clay, silt, sandy silt) and granular soils (silty sand, sand, and gravel) throughout the site. The on-site soils are suitable for use as fill, provided they are properly moisture conditioned and compacted as recommended above. The fine-grained clay soils near the surface of our best pits oxhibited low to moderate plasticity and have a small potential of volume change upon wetting (expansion). This. potential expansion/swell can be minimized by proper moisture conditioning as discussed in the General subsection above. The on-site soils contain a significant amount of fines, are moisture sensitive and will be difficult to compact if the moisture content is more than a few percent either wet or dry of optimum moisture content. Moisture conditioning will be required to facilitate compaction. Additionally, it may be necessary to stop placing the fine-grained soils as structural fill during rains. For these reasons, we recommend that a contingency be included in the construction budget for importing select, free -draining sand or sand and gravel mixtures. The hardpan encountered at the site is generally not suitable for reuse as structural fill. It is difficult to adequately pulverize and uniformly moisture condition and compact the material. 'Variable moisture conditioning results in variable compaction of the hardpan material. The hardpan may be used in conjunction with other soil for use as structural fill ander the following conditions. 1) the hardpan pieces are less than 4 inches in greatest dimension and are thoroughly mixed with sufficient soil such that the interstitial spaces are filled with soil; 2) the hardpan pieces are not allowed to `nest," creating voids; and 3) the soil mixture is thoroughly moisture conditioned and compacted in liifis using .large vibratory equipment. We recommend hardpan inaterial not be placed within 2 feet of the bottom of the asphalt pavement in roadway areas or finish subgrade of building pads. Other structural fill should be used in this zone. The fine-grained soils we encountered in our test pits are suitable for use as structural fill, but should be considered for deeper fills. The granular soils are more suitable for structural fill use. Imparted Soil On-site and imported soil, if used as structural fill, should conform to the recommendations provided in the "General' section above. On-site and import soils used as structural fill shall be non -expansive, reasonably well -graded, and be free of organics, other perishable material and construction debris. In addition, they shall meet the following criteria. Sieve Size 4" #4 No. 200 Percent Passing No. 200 Sieve Percent Passing tbv dry weight) 100 70-100 0-35 Max. Max. LL PI 0-20 40 15 21-35 35 10 Liquid Limit (LL); Plasticity index (Pl) Min. R value = 40 (pavement areas only) File No. 12434-001-01 Page S S� ApH127, 2007 GEOENGINEER • EXCAVATABILITY • We encountered dense to very dense hardpan in most of our test pits at this site. The rubber -tired backhoe that we used to excavate our test pits had difficulty penetrating some of the harder layers. Large track-mountedexcavators and dozers will typically be more efficient than a rubber -tired backhoe for excavations through the hardpan. PERMANENT SLOPES We recommend a maximum permanent slope inclination of 2H: IV (Horizontal:Vertical) in the native soil or in structural fill placed in accordance with our recommendations. Fill should be carefully compacted on the slope face, or the fill embankment can be overbuilt and cut back to a 2HJV configuration. Permanent slopes must be hydroseeded or otherwise protected from erosion. Temporary erosion control measures may be necessary until permanent vegetation is established. INFILTRATION CONSIDERATIONS Depth to Groundwater We installed four piezometers at the site to measure the depth to Rroundwater during our preliminary geotechnical investigation. We returned to the site approximately eleven months Igor to measure groundwater levels. These results have previously been reported to you but ranged from 7% feet or more below existing ground. We did not install additional piezometers during our current investigation, not did we encounter groundwater. We anticipate that groundwater levels will fluctuate between 7 feet below the ground surface to greater than 15 feet. We anticipate that the seasonal high groundwater level will occur in the late summer as a result of recharge from irrigation. Groundwater levels should be expected to fluctuate as a function of season, precipitation, irrigation, and other factors. 1nffltrallon Rate Table 1, below, describes the soil conditions encountered at the locations of our 11 test pits, the recommended allowable infiltration rate for each layer, and our stormwater disposal recommendations. Table 1. Allowable Infiltration Rates Test Pit Depth selIType F Allowable Intiltratlon Rai TP -1 % to 5%+ feet LSilt and $It hardpan Not suitable for infiltration Recommendation: Discharge water to suitable soil below S% feet. Test Pit Depth Soil Type Allowable Infiltration Rate 7P-2 i4 to 3 feet Silt Not suitable for Infiltration 3 to 4 feet Silty sand hardpan Not suitable for infiltration 4 to 4% feet Sand with silt hardpan Not suitable for infiltration. 4'r4 to 10 feet Sand with silt 2 inches per hour 10 to 11 feet Sand hardpan Not suitable for infiltration 11 to 11% feet Sand with gravel and cobbles 4 inches per hour Recommendation: Discharge water to the sand with gravel below 11 feet at 4 inches per hour. File No. 12434-001-01 Page 6 GEoENaiNEERS Apr1127, 2007 i' I • • Test Pit Depth Soil Type Allowable Infiltration Rate TP -3 34 to 5% feet Slit Not suitable for infiltration 6% to 6 Sifty sand hard an Not suitable for infiltration 6 to 8 feet Sand with silt 2 Inches per hour 8 to 10'x4 feet Silty gravel 4 inches per hour Recommendation: Discharge water to the silty gravel below 8 feet at 4 inches per hour. Test Pit Depth Soli TWO Allowable Infiltration Rate TP -4 34 to 4% feet Silt Not suitable for infiltration 4% to 8 feet Sand with sit 2 inches M hour 8 to 10 feet Sand with gravel 4 incites per hour •w4VI(N({G/{Uu{{V//. ,1rscfrar9e water TO me Sana wnrr slit below 4%2 feet at 2 inches per hour or to the scald with gravel below 8 feet at 4 inches per how: Test Pit Dept! " Allowable Infiltration Rate TP -5 34 to 3 feet Sit with sand Not suitable for Infiltration 3 to 8% feet Siy sand 1 iflC11 RE ttottr 834 to 12 feet T - Fine sand 1 inch RE hour necammenaMon: utscnarge water to thefine sand below 8y feet at 1 inch per hour. Y (, Test Pit Depth Soil Allowable Infiltration Rafe TP -6 %to 4 feet Silt with sand Not suitale for Infiltration 4 to 834 feet Silty -sand 1 inchpr hour $% to 10 feet Sand with gravel 4 inches per hour Recommendation. Discharge water to the sand with gravel below 8 feet at 4 inches per hour. Test Pit Depth Soil Tyve Allowable Infiltration Rate TP -7 Y2 to 3 feet sit Not suitable for intitratio►i 3 to 4 feet Sand with sit Not eatable for infiltration hardpan 4 to 6% feet Sand with silt 1 inch Mr hour 6% to 7 feet Cemented sand with Not suitable for infiltration tion silt to 9% feet Silty sand with 2 inches per hour ravel A— Recommendation: Discharge water to the sand with gravel below 7 feet at 2 inches per how: Fite No. 12434-001-01 Page 7 GEoExcumEERS� ApH127,2007 • 0 Test Pit Depth Sol! Type Allowable Infiltration Rate TP -8 % to 1'/, feet silt Not suitable for infiltration silt 11/2 to 2% feet Sand with silt hardpan Not suitable for infiltration 1% to 3 feet 2% to 6 Cemented silty sand Not suitable for infiltration ---6L 9'r4 feet Grave, with sand 4 inches per hour Recommendation; Dischargewater to the gravel with sand below 6 feet at 4 inches per hour. Test Pit qMth Soil Type Allowable Infiltration Rate TP -9 %to 1'% feet silt Not suitable for infiltration 1% to 3 feet Sandy silt 'A inch r hour 3 to 4 feet sand with gravel hard an Not suitable for infiitratton 4 to 7% feet Sand with silt and gravel 2 inches per hour Recommendation: Discharge water to the sand with gravel below 4 feet at 2 inches per hour, Test Pit Depth $oli T tJe Allowable Inflitratlon Rate TP -10 % to 5% feet Silt and hart! an Not suitable for infiltration 5'h to 8% feet Silty sand with ravel 2 Inches Per hour nccvmmerttuujpn.- insenarge wafer to the silty sand with gravel below S% feet at 2 inches per hour. Test Pit tJe Soli Type Allowable fnfittration,Rate TP -11 34 to 5 feet Clay and silt with sand Not suitable for infiltration 5 to 9 feet Sand with gravel 4 inches per hour no Recommendation: Discharge water to the sand with gravel below S feet at 4 Indies per W. The infiltration rates above are based on the soil types encountered. They also are based on the assumption that the infiltration system will be designed and constructed in general accordance with Ada County Highway District Development Policy Manual recommendations. If another methodology will be used, please consult with us to be sure that the infiltration rates above are applicable. PAVEMENT RECOMMENDATIONS We recommend that the subgmde be prepared in accordance with the recommendations in the "site Preparation" section above. The pavement sections presented below are recommended for residential streets and residential collector streets. We do not have traffic loading data to complete a formal pavement design; however, the following pavement sections have generally proven to be adequate under typical traffic loads in this vicinity with a stiff silt subgrade. File No. 12434-001-01 Page 8 GEOENGINEIRS� April27, 2007 We performed a resistance value (R -value) test on a soil sample from test pit TP -7. The R value for the silt was 46. This soil was chosen for testing because it was representative of the surficial silt encountered across the site, and would likely be used as fill in the central portion of the site. The recommended Pavement sections, based on a minimum R value of 40, are provided in Table 4. Table Z. Recommended Pavement Sections Silt Sub rade Residential Streets Collector Streets Material Thiclmess inches 1?iic mess orches Plantmix Class 11 2.5 3 3/4 -inch, crushed aggregate base 4 4 3 -inch minus granuiar subbase g 10 The thicknesses above are minimum thicknesses for each layer. The materials should meet the requirements specified below. We recommend that the roadway construction be completed in accordance with the current edition of the Idaho Standards for Public Works Construction (ISPWC). The base course should conform to all of the specifications for "3/4 -inch (Type 1) crushed aggregate for base" as described in Section 802 of the ISPWC. The plantmix pavement should conform to all of the specifications for Class H infix as described in Section 810 of the ISPWC. The crushed aggregate base should be compacted to a minimus: of 95 percent of MDD per ASTM D1557.. LIMITATIONS We have prepared this report for use by RiveRidge Engineering Company, and the rest of the design team for design, of the 7ayker Subdivision located between Chinden Boulevard and the Phyllis Canal, west of Ten Mile Road in Meridian, Idaho, as shown in the Vicinity Map, Figure 1. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. Any electronic form or hard copy of this document (email, text, table, and/or figure), if provided, and any attachments are only a copy of a master document. The master hard copy is stored by GeoEngineers, Inc, and will serve as the official document of record. Please refer to Appendix B titled "Report Limitations and Guidelines for Use" for additional information pertaining to use of this report. We appreciate the opportunity to work with you on this project. If you have any questions regarding this report, or if you need additional information, please call. RkWo. 12434-001-01 Page 9 Apri127, x007 GEoERGINUw-0 0 • tri Legend a47P-6 Test pe number and approxbreae loplforr Q $ Subdivision U. g OAP%DpA&j I�..scclLs+�rEt r� e r s z; Ins i t.TA,ATf u� 1 i�ap i31,!~tv15 Q 0 0 0 N N R Fy Notes. 7, The locations of all features shown are approximate. 2. This drawing is for infemalion purpoess. It Is Intended to assist In sheering features p discussed in an stteched document. GwEnglnears, Inc can not guarantee the accuracy b and content of elactronic files. The master rile is stared byGeoEnginsers, Inc, and will servo as the official record olh this communication. i I ,Ipu np,Gof & COWIVY Club , eel' 5 Not to scale Reference: 2004 Aerial Photo from NAIR Subdivision map, titled "Jayker Subdivision, Meridian, Idaho", undated, provided by RiveRidge Engineering Company. Site Plan Jayker Subdivision Meridian, Idaho GWENGINEERS Figure2 • GEOENGINEERs • APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING EXPLORATION PROGRAM Soil and groundwater conditions at the site were explored using a backhoe subcontracted to GeoEngineems on April 5, 2007. A total of 11 test pits were completed at the site to depths ranging from 5% to 12 feet deep below the existing ground surface. The approximate locations of the test pits are shown in Figure 2. The test pits were located in the field by pacing and/or measuring from survey stakes and based on the site plan provided by RiveRidge Engineering Company. The test pit locations should be considered approximate. A soils scientist from our office observed the test pits on a full-time basis, maintained detailed logs, and obtained representative samples of the soils encountem`ed for further examination in our laboratory. The soils encountered were classified visually in accordance with the classification system shown in Figure A- 1. The logs of the test pits are shown in Figures A-2 through A 12. Each of the soil samples was evaluated in our laboratory to confirm the soil classifications and soil properties described in the logs. LABORATORY TESTING Grain Size Analysis A grain size analysis (ASTM D421) indicates the range in diameter of soil particles included in a particular sample. Grain size analyses were performed on three representative samples obtained from the site. The results of the grain size determinations for the samples are presented in Figure A-13. Atterberg Limits Atterberg limits (ASTM D4318-98) were established on three selected samples. -Atterberg limits are used Primarily for classification and indexing of cohesive fine-grained soils. The liquid and plastic limits are defined as the moisture content of a cohesive soil at arbitrarily established limits for liquid and plastic behavior, respectively. The results of the Atterberg limits are presented on Figure A-14. Resistance Value A resistance value (Idaho Method T-8) was completed on one selected sample from test pit TP -7. Resistance value data is used primarily for estimating bearing strength of soil from a vertically applied load. The result of the resistance value testis presented on Figure A-15. File Aro. 12434 -001 -OJ PageA-1 GsEoENGINEERs April 27 1007 SOIL CLASSIFICATION CHART MAJOR DMSIONS SYMBOLS TYPICAL GRAPH wrmit Sheftiy tube DESCRIPTIONS Piston DS Dked Push ® Bulk or grab MD Quarry Spalls GRAVEL CLEM GRAVELti PM GtN s n waiww o rleo AND GRAVELLY SOILS OAnluoe"oMM d°°° ° O GP roalnveOAssoonAVELs eMVaL-SAJOMCKr M GRAD SOILS wensltme" OF COARIS FRACUM GRAVEISWTH SEs o CM afLrrGRAMS. GRAVEL •eAN- acr LLOeuus No Visible Sheen WAMEOONNa seEVE Orman MS GRAVEL -0m. eurfeminee SAND AND SANV( ��. MEAN SANDS #n=L+fNomq NotTested ,fitly NaLt�aeAomaAilos.°aAvuLY asrAsenµeNlio 70021 7.- EoaurhgAom &ANDS, eENYBLYiN/0 MMSVATM FINES SIN M.rf&ANDS,SAND -Ia-T LNcfaKt "fes EaACNCN ."SINN Nae OAND•CW Suva PnAcw�aLarAofwrSCOAybyil vw«rq ML slanalNS OL.b PIAMFIMML aAVarsaT*vww uow eLAercarr CiR�NF1ED ry1� CtAYB AND CL slwewweaAvsocLavm rEwraAsrtcm.wlAvoaY OLAYCLEM tl�OWL LTYCUY:. OL °a°weelarsAln°IL°Nso E�7'►CU W80F Lp W.LAE,IERtl SDIIS PAU I I I I SE.S1NTMiCA «OtN OR WU ALTs UWAD AND WEAIEa ww�D CLAYS �' I CH CUYs of NON OH oaorx°CLAYSAWSLUOE KNVII TO NON rtAVK fY NIGNLYORMANICSCU Z., pT Our.NwiN awLUPeouwnll NaNgtONSC Ofa1rORY NOTE: MwNple symbols are used b ktdtade bardMkw a duel aoi d06smeataOYa er n bol Dose ■ 2A tach I.D. split barrel GRAPH LETTER Standard Penetration Test (SPT) D Sheftiy tube ® Piston DS Dked Push ® Bulk or grab Bloweount Is recorded for driven sampiors as the number of blms required to advance sarnplor 12 Inchon (or dhtmm notsd}. See exploration tog for hammer weight and drop. A "P" Ind* r 11,1 sampler pushed using the weight of the drill rig. 0 ADDITIONAL MATERIAL SYMBOLS SYMBOL8 TYPICAL DESCRIPTIONS GRAPH LETTER CC ;�P-;• Cement concMe Groundwater ofiew"d attime of AC Asphalt Concrete DS CR Crushed Rodd Ussinued product In well or, pkamw MD Quarry Spalls f 3Topsov, Omank content PM Forest DuMod SkoraDhie Contact Dletlnet eoubwt b*tNesn sW strata Or gsobgk:•urdb Oflidb9 between sash or geo—�.—CA3000withiria gsotogba�ollunia bor tolyl Field %F Measured groundwater level in CAUed" CA exp1oraflok+*4 or phaomebr CP Groundwater ofiew"d attime of _ axpioratlon DS Pnrohed wator observed at tlmo of exploration HA INC Ussinued product In well or, pkamw SkoraDhie Contact Dletlnet eoubwt b*tNesn sW strata Or gsobgk:•urdb Oflidb9 between sash or geo—�.—CA3000withiria gsotogba�ollunia bor tolyl Field %F PertmA rim CAUed" CA Mb anaTysle CP CS Com rrtidetionn DS Dkectshear HA INC Hydrenatera isle Molstureconlan MD MoMureconbrt s ul drydensity OC Omank content PM 110 conductivity �abO4►penst o rleo 7X Tstuddeampresston UC Unconfined compression V3 Vane show Sheen Ciassakion NS No Visible Sheen $S Slight Sheen MS Moderate Sheen HS Heeaavvyy Sheen NT NotTested NOTE: The reader must refer to the discussion h the repo" text arw the kgs or explorations for a properunderstarldhg of subsurrErca coodilions. Descroms on tate bgs appy only at the sp dk exploratbn boaQons and at the tune the raprese 411*49 of sutauAace 00141111m, at other orations or Utes, eX 't10 " made; they aro riot warraTRed to be KEY TO EXPLORATION LOGS GLoENGINEERS� FIGURE A11 • 0 • 0 Date Excavated: 04/05/07 togged by: BwH Equipment: Case 580 Super L Backhoe Surface Elevation (ff)• NA 0 9 Date Excavated: 04/05/07 Logged by: B'WH Egyipment: Case 580 Suver L Backhoe Surface Elevation (ft)• NA 0 • Date Excavated: 04/05/07 Logged by: BWH Equipment: —Case 580 Super L Backhoe Surface Elevation (R)• NA Date Excavated: 04/05/07 Logged by: Bwx Equipment Case 580 Suner L Backhoe Surface Elevabon (ft)• NA Grain Size Analysis Figure A-13 0 0 s , i!A4 Clie Project- -" SubdftlonAli �01 Lob Number B7LOW Client c. Enginem File Nam GEOE01i %,mple ID. Subgradet Son Date %mpled: NIA .... e1 -V Sampled by; Client Son Desoription: Red -Brown bill W/ $and Date Ro*lved: 411=7 Tested ft z1.8 MM 2oa R VALUE, 48 D.0$ 0.31 fl.37 err als wo, a sao wo ila. e Na 16 t�.ao No, ao tial �o� Aa. soc► ..r PdRvato-.r R 't17 Clie twlrwi a+ras: Ibt„ea �• P81 `f66 2�4 �► Derraily. �'GF MOM Moisture cortbari� !14 z1.8 MM 2oa �P• Pressure• PEti D.0$ 0.31 fl.37 Reference: Laboratory Testing Services provided by Tr01ftAlfaflTptrH 't17 a' r r arr err als wo, a sao wo ila. e Na 16 t�.ao No, ao tial �o� Aa. soc► ..r 11 -value Test Results Jayker Subdivision Meridian. Idaho GMENGINEERSFigure A-15 • GWENGINEER� • APPENDIX B REPORT LIMITATIONS AND GUIDELINES FOR USE • APPENDIX B 11 REPORT LIMITATIONS AND GUIDELINES FOR USE' This appendix provides information to help you manage your risks with respect to the use of this report, GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES, PERSONS AND PROJECTS This report is for the use by RiveRidge Eligineering,Company and the rest of the design team for design of the Jayker Subdivision located between Chinden Boulevard and the Phyllis Canal, west of Ten Mile Road in Meridian, Idaho, as shown in the Vicinity Ntap, Figure 1. This report is not intended for use by others, and the information contained hereiwis not applicable to other sites. GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction contractor or even another civil engineer or architect that are involved in the same project, Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique, prepared solely for the specific client and project site. No one except RiveRidge Engineering Company should rely on this report without first conferring with Geol3ngineers. This report should not be applied for any purpose or project except the one originally contemplated. A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT Is BASED ON A UNIQUE SET OF PROJECT -SPECIFIC FACTORS This report has been prepared for RiveRidge Engineering Company and the rest of the design team for design of the Jayker Subdivision. GeoEngineers considered a number of unique, project -specific factors when establishing the scope of services for this project and report. Unless GmEngineers specifically indicates otherwise, do not rely on this report if it was; • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. For example, changes that can affect the applicability of this report include those that affect: • the function of the proposed structure; • elevation, configuration, location, orientation or weight of the proposed structure; • composition of the design team; or • project ownership. If important changes are made after the date of this report, GeoEngineers should be given the opportunity to review our interpretations and recommendations and provide written modifications or confirmation, as appropriate. 'Developed based on material provided by AVE, Professional Firms Practicing in the Geosciences; www.asfe.org. FileNo.12434-001-01 Page B-1 S� April 27, 2007 GEOExGrKrER • 0 SUBSURFACE CONDITIONS CAN CHANGE This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine if it remains applicable. MOST GEOTECHNICAL AND GEOLOGIC FINDINGS ARE PROFESSIONAL OPINIONS Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied our professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. GEOTECHNICAL ENGINEERING REPORT RECOMMENDATIONS ARE NOT FINAL Do not over -rely on the preliminary construction recommendations included in this report. These recommendations are not : f nal, because they were developed principally from GeoEngineers' professional judgment and opinion. GeoEngineers' recommendations can be finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability for this report's recommendations if we do not perform construction observation. Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our recommendations. Retaining GeoEngmeers for construction observation for this project is the most effective method of managing the risks associated with unanticipated conditions. A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT COULD BE SUBJECT TO MISINTERPRETATION Misinterpretation of this report by other design team members can result in costly problems. You could lower that risk by having GeoEngineers confer with appropriate members of the design team after submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by providing construction observation. DO NOT REDRAW THE EXPLORATION LOGS Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. File M.12434-001-01 Page B-2 GEOi=t1GINEERS� .ipri127 2007 • GIVE CONTRACTORS A COMPLETE REPORT AND GUIDANCE Some owners and design professionals believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage there to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre- bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might an owner be in a position to give contractors the best information available, while requiring them to at least share the financial responsibilities stemming from unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your project budget and schedule. CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION PROJECTS Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on-site personnel and to adjacent properties. READ THESE PROVISIONS CLOSELY Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. GeoEngineers includes these explanatory "limitations" provisions in our reports to help reduce such risks. please confer with GeoEngineers if you are unclear how these "Report Limitations and Guidelines for Use' apply to your project or site. GEOTECHNICAL, GEOLOGIC AND ENVIRONMENTAL REPORTS SHOULD NOT BE INTERCHANGED The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. File No. 12434-001-01 Page B-3 April 27, 2007 GEoEm auiEERS-o Hearing Date: August 19, 2010 Project Name: Spurwing Greens File No: PP -10-001 Request: Preliminary plat approval for 214 residential building lots and 16 common lots on approximately 86.66 acres in an R-2, R-8 and R-15 zoning district by Spurwing Greens, LLC. File No: VAR -10-001 Request: Variance to UDC 11 -6C -3B.4 to exceed the maximum cul-de-sac length allowed in a residential district for Block 24 by Spurwing Greens, LLC. Location: North of Chinden Boulevard; approximately 1/4 mile east of Black Cat Road and west of Spurwing Subdivision in the S %2 of Section 22, Township 4 North, Range 1 West.