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Application Materials
Charlene Way From:clerk@meridiancity.org Sent:Tuesday, June 30, 2020 3:19 PM To:Charlene Way Subject:Development Application Transmittals - Jocelyn Park Subdivision PP H-2020-0067 To help protect your privacy, Microsoft Office prevented automatic download of this picture from the Internet. Development Application Transmittal Link to Project Application: Jocelyn Park Subdivision PP H-2020-0067 Transmittal Date: 6-30-2020 Hearing Date: August 6, 2020 Assigned Planner: Joseph Dodson To view the City of Meridian Public Records Repository, Click Here The above “Link to Project Application” will provide you with any further information on the project. The City of Meridian is requesting comments and recommendations on the application referenced above. To review the application and project information please click on the application link above. The City of Meridian values transparency and makes a variety of information available to the public online through our public records repository. We request that you submit your comments or recommendations prior to the hearing date specified above. When responding, please reference the file number of the project. If responding by email, please send comments to cityclerk@meridiancity.org. For additional information associated with this application please contact the City of Meridian Planner identified above at 208-884-5533. Thank you, City Clerk’s Office 33 E. Broadway Ave., Meridian, Idaho 83642 Phone: 208.888.4433|Email: cityclerk@meridiancity.org To help protect your privacy, Microsoft Office prevented automatic download of this picture from the Internet. Built for Business, Designed for Living All e-mail messages sent to or received by City of Meridian e-mail accounts are subject to the Idaho law, in regards to both release and retention, and may be released upon request, unless exempt from disclosure by law. 1 Hearing Date: August 6, 2020 PLANNER: Joseph Dodson File No.: H-2020-0067 Project Name: Jocelyn Park Subdivision Request: Preliminary Plat consisting of 67 single-family residential lots and 7 common lots in existing an R-8 zoning district,by Bonnie Layton. Location: The site is located on the south side of W. Victory Road, approximately 1/4 mile west of S. Meridian Road, in the NW 1/4 of the NE '/4 of Section 25, Township 3N., Range 1 W. wIDIAN=--- Planning Division DEVELOPMENT REVIEW APPLICATION STAFF USE ONLY: MW Project name: File number(s): is Assigned Planner: Related files: 9r Type of Review Requested(check all that apply) ❑Accessory Use(check only 1) ❑Final Plat ❑Daycare ❑Final Plat Modification ❑Home Occupation ❑Landscape Plan Modification ❑Home Occupation/Instruction for 7 or more ®Preliminary Plat ❑Administrative Design Review ❑Private Street ❑ DR Modification ❑ Property Boundary Adjustment ❑Alternative Compliance ❑ Rezone ❑Annexation and Zoning ❑ Short Plat ❑ Certificate of Zoning Compliance ❑ Time Extension(check only 1) ❑ CZC Modification ❑ Director ❑ City Council Review ❑ Commission ❑ Comprehensive Plan Map Amendment ❑ Council ❑ Comprehensive Plan Text Amendment ❑UDC Text Amendment ❑ Conditional Use Permit ❑Vacation(check only 1) ❑ Conditional Use Permit Modification(0 ✓only 1) ❑ Council ❑Director ❑ Director ❑ Commission ❑Variance ❑Development Agreement Modification ❑ Other Applicant Information Applicant name: WHPacific, Inc. an NV5 Company - Bonnie L. Layton Phone: 208.342.5400 Applicant address: 690 S. Industry Way, Ste#10 Email: blayton whpacific.com City: Meridian State: ID Zip: 83642 Applicant's interest in property: ❑ Own ❑ Rent ❑ Optioned ❑ Other Agent Owner name: Cooperative DevCo, LLP-Austin Edwards Phone: 208.871.7038 Owner address: 3573 E Longwing Lane, Ste 210 Email: austin(a)-kinterraproperties.com City: Meridian State: ID Zip: 83642 Agent/Contact name(e.g.,architect,engineer,developer,representative): Bonnie L. Layton Firm name: WHPacific, Inc. an NV5 Company Phone: 208.342.5400 Agent address: 690 S. Industry Way, Ste#10 Email: blayton owhpacific.com City: Meridian State: ID Zip: 83642 Primary contact is: ❑Applicant ❑ Owner 0 Agent/Contact Subject Property Information Location/street address: TBD South Meridian Road Township,range,section: 3N, 1 W, 25 Assessor's parcel number(s): S1225120700; S1225110300 Total acreage: 12.675 Zoning district: R-8 Community Development■Planning Division■33 E.Broadway Avenue,Ste. 102 Meridian,Idaho 83642 Phone:208-884-5533 Fax:208-888-6854 www.meridianciiy.org/planning -1 Rev:(5/21/2020) i Project/subdivision name : Jocelyn Park Subdivision General description of proposed project/request : Single family residential development with 67 building lots t K and 7 common lots . 4 Proposed zoning district(s) : R-8 Acres of each zone proposed: 12 . 93 Type of use proposed (check all that apply) : N Residential ❑ Office ❑ Commercial ❑ Employment ❑ Industrial ❑ Other Who will own & maintain the pressurized irrigation system in this development? Jocelyn Park HOA Which irrigation district does this property lie within? Boise Project Board of Control 4, Primary irrigation source : Surface water Secondary: Well Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water) : i; Residential Project Summary (if applicable) Number of residential units : 67 Number of building lots : 67 Number of common lots : 7 Number of other lots : Proposed number of dwelling units and square footage of living area (for multi-family developments only) : 1 bedroom : 2-3 bedrooms : 4 or more bedrooms : (500 sq . ft. or less) (< than 500 sq . ft . — up to 1200 sq . ft. ) (more than 1200 sq . feet) Minimum square footage of structure (excl . garage) : per code Maximum building height: per code Minimum property size (s .f) : 4 , 000 sq . ft . Average property size (s .f.) : 4040 sq . ft . F Gross density (Per UDC 11 - 1A- 1 ) : 5 . 1 du /acre Net density (Per UDC 114A4 ) : 9 . 76 du/acre Acreage of qualified open space : 3 . 65 Percentage of qualified open space : 31 % Type and calculations of qualified open space provided in acres (Per UDC 11 -3G-3B ) : Amenities provided with this development (if applicable) : Walking paths , pond , play structure & gazebo Type of dwelling(s) proposed : N Single-family Detached ❑ Single-family Attached ❑ Townhouse ❑ Duplex ❑ Multi-family ❑ Vertically Integrated ❑ Other Non- residential Project Summary (if applicable) Number of building lots : Common lots : Other lots : Gross floor area proposed : Existing (if applicable) : Hours of operation (days and hours) : Building height: Total number of parking spaces provided : Number of compact spaces provided : Authorization Print applicant name : ��' rLe Applicant signature : ` " I Date : t Community Development ■ Planning Division ■ 33 E . Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone : 208484-5533 Fax: 208 -888 -6854 xarNarNv.meridiancity. org//planning -2- Rer: (5/21/2020) WHpacific AN N V 5 COMPANY Jocelyn Park Subdivision—Project Narrative Jocelyn Park Subdivision proposes to subdivide the property into 67 residential lots and 7 common lots in compliance with current city ordinances,the City of Meridian's Comprehensive Plan, and therefor will not require any variance requests. The proposed subdivision is located on the south side of W. Victory Road, between S. Linder Road and S. Meridian Road. Existing and approved residential developments are adjacent on the west, east and southern property boundaries and the Ridenbaugh Canal exists on the northern boundary of the project. The site is a former holding pond which has been drained and filled overtime. The property totals 12.93 acres and is currently located in the City of Meridian with a zoning designation of R-8: Medium-Density Residential. The overall gross density of the project is 5.1 du/acre and net density of 9.76 du/acre. Preliminary Plat Jocelyn Park has been designed to provide lot sizes generally ranging in width from 41' wide up to 45' wide and lot depths of 99.5' up to 108'deep,well suited lot sizes for patio homes.The submitted site plan incorporates revisions made per staff and ACHD comments and includes a stub street to an adjacent outparcel in the northeast corner of the property. Please note that lots 48 and 49,Block 3 will be combined at final plat once the existing cul-de-sac at W. Winnipeg Street is vacated. Buffers and Open Space There are 7 common lots that will provide for landscaping, walking paths, a tot lot and gazebo. These open spaces will provide open space connectivity within the project as well as connections to adjacent projects. The plan also preserves the existing pond on the south end of the property and will serve as a nice visual and natural amenity in the area. 690 Industry Way, Ste 10 •Meridian, ID 83642 • T 208.342.5400 • F 208.342.5353 •www.whpacific.com AFFIDAVIT OF LEGAL INTEREST TM STATE OF IDAHO ) COUNTY OF ADA ) iySi'✓1 GEt�[�CS 3 5�3 E Gaea u : Ldl . SL Div ���rc✓1a� (name) d ess) 630Z. (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: i�rLua�� Wa� 6 � /he ti1� /4,y�Qk2c /61244e`Z, (nam6) (address) 6Y2 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 hamiless 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 J U,l e 20 A C� 94- eI4, �.` (Signature) SUBSCRIBED AND SWORN to before me the day and year first above written. •�••,.....,.,,,�� CA %, 0G :••OTA y*r': otaryPublicforldaha)Y;• —•— � = � '' PUB LIC n Residing at: l U g 21 Q r�L;14 . f 0'� My Commission Expires: 7 2 OF ��••° Community Development.Planning Division.33 E.Broadway Avenue, Ste. 102 Meridian,Idaho 83642 Phone:208-884-5533 Fax:208-888-6854 www.merdiancityorg/planmng (0312712020) ADA COUNTY RECORDER Phil McGrane 2020-054496 BOISE IDAHO Pgs=2 HEATHER LUTHER 05/08/2020 03:26 PM 4TIERSOFTWARE LLC. $15.00 E 1A PIR E T I T L E & E S C R O W Title File No.: 4523EID CORPORATE WARRANTY DEED FOR VALUE RECEIVED, Epic Enterprises, a Nevada Corporation a corporation organized and existing under the laws of the State of ei/0,J C( with its principal office at 12920 W Auckland Ct., Meridian, ID 83642 of County of Ada, State of .Idaho, GRANTOR(s),does(do)hereby GRANT,BARGAIN, SELL and CONVEY unto: Cooperative.DevCo,LLP GRANTEE(s),whose current address is: 3573 E Longwing Avene,Meridian',ID 83642 the following described real property in Ada County, State of ID more particularly described as follows, to wit: SEE ATTACHED EXHIBIT A TO HAVE AND TO HOLD the said. premises, with their appurtenances unto said Grantee(s), and Grantee(s) heirs and assigns forever. And the said Grantor(s) does(do) hereby covenant to and with. said Grantee(s), that Grantor(s) is/are the o«�ner(s). .in fee simple of said premises; that said premises are free from all encumbrances, EXCEPT those to which this conveyance is expressly made subject and those made, suffered or done by the Grantee(s); and subject to reservations,restrictions, dedications, easements, rights of way and agreements, (if any), of record, and general taxes and assessments, (including irrigation and utility assessments, if any) for the current year, which are not yet due and payable,and that Grantor(s) will warrant and defend the same from all lawful claims whatsoever. The officers who sign this deed hereby certify that this deed and the transfer represented thereby was duly authorized under a resolution duly adopted by the board of directors of the Grantor at a lawful meeting duly held and attended by a.quorum. In witness whereof, the Grantor has caused its corporate name to be hereunto affixed by its duly authorized officers this day of 2020. ............. Epic Enterprises, a Nevada Corporation BY: AJ4- man Math s,President State of Idaho County 'IND" On this day of in the year of 202 b fo me a undersigned Notary Public in and for said State,p . onally appeared known or identified to me to be the , of the corporation that executed the instrument or the pers who executed the instrument on behalf of said corporation, and acknowledged to me that such corporation executed the same. ASHLEY ROJAH COMMISSION#20200729 Notary P for NOTARY PUBLIC STATE OF IDAHO Residing at: MY COMMISSION EXPIRES 02J26/2026 My Commission Expires: Corporate Warranty Deed Page 1 of 2 File No: 4523EID EXHIBIT A A parcel of land being a portion of the Northeast quarter, Section 25, Township 3 North,Range 1 West, Boise Meridian,Ada County,Idaho,more particularly described as follows: Beginning at an aluminum cap marking the Northwest corner of the Northeast Quarter of the Northeast Quarter of the Northeast quarter, Section 25,Township 3 North,Range 1 West,Boise Meridian,Ada County,Idaho which is the Real Point of Beginning;thence Along the Northerly Boundary of the Northwest Quarter of the Northeast quarter Section 25 North 89'43'11" West,467.00 feet to a point;thence Leaving said Northerly boundary South 22°00'00" East, 13.00 feet to a point marking a point of curve; thence Southeasterly along a curve to the right 248.25 feet, said curve having a central angle of 16°35'34", a radius of 857.22 feet,tangents of 125.00,and a long chord of 247.38 feet,bearing South 13°42'13" East to a point of ending curve;thence South 05°24'26"East 125.99 feet to a point marking a point of curve;thence Along a curve to the left 99.12 feet, said curve having a central angle of 18°35'34", a radius of 305.45 feet,tangents of 50.00 feet, and a long chord of 98.69 feet,bearing South 14°42'13"East to point ending of curve;thence South 24°00'00" East 295.00 feet to a point,thence South 00°04'50" West 240.00 feet to a point;thence South 31°19'38"East 365.69 feet to a point;thence South 00°04'50" West 37.95 feet to an iron pin marking the Northwest corner of lot 14,block 10, Meridian Heights Subdivision No. 3 as filed for record in the office of the Ada County Recorder,Boise, Idaho at Book 62,Page 6274 and 6275;thence Along the boundaries of said Meridian Heights Subdivision No. 3, South 89'04'15"East 207.08 feet to an iron pin;thence North 16°36'22"East 36.19 feet to an iron pin;thence North 21°47'22" West 50.94 feet to an iron pin;thence North 42°41'45" West 90.00 feet to an iron pin marking the Westerly corner of lot 3, said block 10, Meridian Heights Subdivision No. 3,which is also the Southwest corner of block 10,Meridian Heights Subdivision No. 2 as filed for record in the office of the Ada County Recorder,Boise,Idaho,at Book 41, Page 3353 and 3354;thence Leaving the boundary of Meridian Heights Subdivision No. 3 and along the boundary of said Meridian Heights Subdivision No. 2,North 00°04'50"East 190.00 feet to an iron pin;thence South 89'55'10"East 100.00 feet to an iron pin;thence North 00°04'50"East 599.66 feet to an iron pin marking the Northwest corner of lot 1,block 9, said Meridian Heights Subdivision No. 2;thence Leaving said Westerly boundary of Meridian Heights Subdivision No. 2,North 75°27'20" West 41.41 feet to a point;thence North 89°46'33" West 197.16 feet to a point on the Westerly boundary of said Northeast quarter of the northeast quarter, Section 25;thence Along said Westerly boundary North 00°04'50"East 385.55 feet to the Point of Beginning. Corporate Warranty Deed Page 2 of 2 File No: 4523EID EXHIBIT A A parcel of land being a portion of the Northeast quarter, Section 25, Township 3 North,Range 1 West, Boise Meridian,Ada County,Idaho,more particularly described as follows: Beginning at an aluminum cap marking the Northwest corner of the Northeast Quarter of the Northeast Quarter of the Northeast quarter, Section 25,Township 3 North,Range 1 West,Boise Meridian,Ada County,Idaho which is the Real Point of Beginning;thence Along the Northerly Boundary of the Northwest Quarter of the Northeast quarter Section 25 North 89'43'11" West,467.00 feet to a point;thence Leaving said Northerly boundary South 22°00'00" East, 13.00 feet to a point marking a point of curve; thence Southeasterly along a curve to the right 248.25 feet, said curve having a central angle of 16°35'34", a radius of 857.22 feet,tangents of 125.00,and a long chord of 247.38 feet,bearing South 13°42'13" East to a point of ending curve;thence South 05°24'26"East 125.99 feet to a point marking a point of curve;thence Along a curve to the left 99.12 feet, said curve having a central angle of 18°35'34", a radius of 305.45 feet,tangents of 50.00 feet, and a long chord of 98.69 feet,bearing South 14°42'13"East to point ending of curve;thence South 24°00'00" East 295.00 feet to a point,thence South 00°04'50" West 240.00 feet to a point;thence South 31°19'38"East 365.69 feet to a point;thence South 00°04'50" West 37.95 feet to an iron pin marking the Northwest corner of lot 14,block 10, Meridian Heights Subdivision No. 3 as filed for record in the office of the Ada County Recorder,Boise, Idaho at Book 62,Page 6274 and 6275;thence Along the boundaries of said Meridian Heights Subdivision No. 3, South 89'04'15"East 207.08 feet to an iron pin;thence North 16°36'22"East 36.19 feet to an iron pin;thence North 21°47'22" West 50.94 feet to an iron pin;thence North 42°41'45" West 90.00 feet to an iron pin marking the Westerly corner of lot 3, said block 10, Meridian Heights Subdivision No. 3,which is also the Southwest corner of block 10,Meridian Heights Subdivision No. 2 as filed for record in the office of the Ada County Recorder,Boise,Idaho,at Book 41, Page 3353 and 3354;thence Leaving the boundary of Meridian Heights Subdivision No. 3 and along the boundary of said Meridian Heights Subdivision No. 2,North 00°04'50"East 190.00 feet to an iron pin;thence South 89'55'10"East 100.00 feet to an iron pin;thence North 00°04'50"East 599.66 feet to an iron pin marking the Northwest corner of lot 1,block 9, said Meridian Heights Subdivision No. 2;thence Leaving said Westerly boundary of Meridian Heights Subdivision No. 2,North 75°27'20" West 41.41 feet to a point;thence North 89°46'33" West 197.16 feet to a point on the Westerly boundary of said Northeast quarter of the northeast quarter, Section 25;thence Along said Westerly boundary North 00°04'50"East 385.55 feet to the Point of Beginning. Corporate Warranty Deed Page 2 of 2 File No: 4523EID M44 ProplD Recipients Address CityStatelip R567207059 AMUNDSON KYLE 1, AMUNDSON KELLIE 0 3496 S PEORIA WAY MERIDIAN, ID 83642-6970 R0953750021 ANDERSON SEWELL S, ANDERSON JUDITH C 452 W TALL PRAIRIE DR MERIDIAN, ID 83642-0000 R846113006, BAILEY INVESTMENTS LLC 25002 SE 42ND ST ISSAQUAH, WA 98029-0000 R846113008, BAILEY INVESTMENTS LLC 25002 SE 42ND ST ISSAQUAH, WA 98029-0000 R846113014 BAILEY INVESTMENTS LLC 25002 SE 42ND ST ISSAQUAH, WA 98029-0000 R846113010 BAILEY INVESTMENTS LLC 25002 SE 42ND ST ISSAQUAH, WA 98029-0000 R8461130241 BAILEY INVESTMENTS LLC 25002 SE 42ND ST ISSAQUAH, WA 98029-0000 R846113026+ BAILEY INVESTMENTS LLC 25002 SE 42ND ST ISSAQUAH, WA 98029-0000 R84611303 BAILEY INVESTMENTS LLC 25002 SE 42ND ST ISSAQUAH, WA 98029-0000 R846113032,1 BAILEY INVESTMENTS LLC 25002 SE 42ND ST ISSAQUAH, WA 98029-0000 R846113038 BAILEY INVESTMENTS LLC 25002 SE 42ND ST ISSAQUAH, WA 98029-0000 R846113040 BAILEY INVESTMENTS LLC 25002 SE 42ND ST ISSAQUAH, WA 98029-0000 R846113042 BAILEY INVESTMENTS LLC 25002 SE 42ND ST ISSAQUAH, WA 98029-0000 S122512082t BAILEY INVESTMENTS LLC 25002 SE 42ND ST ISSAQUAH, WA 98029-0000 R567207069 BAKER LEON L, BAKER JENNIE M 8185 S LINDER RD MERIDIAN, ID 83642-0000 R08550401 BARTHOLOMEW TOBIN 3136 S BEAR CLAW PL MERIDIAN, ID 83642-0000 M855040151 BEAR CREEK HOA INC PO BOX 1246 MERIDIAN, ID 83680-0000 R085504022, BEAR CREEK HOA INC PO BOX 1246 MERIDIAN, ID 83680-0000 R085508017, BEAR CREEK HOA INC PO BOX 1246 MERIDIAN, ID 83680-0000 R085508018 BEAR CREEK HOA INC PO BOX 1246 MERIDIAN, ID 83680-0000 R085504017, BOTT FAMILY TRUST 1/9/01, BOTT GEORGE 1 TRUSTEE 3102 S BEAR CLAW PL MERIDIAN, ID 83642-0000 R567206042 BRADY JANET M 3423 S PEORIA WAY MERIDIAN, ID 83642-6970 S1225110161 BREWER-SCHMJDT FAMILY TRUST 2/28/2017, SCHMIDTJAMES RICHARD TRUSTEE 355 W VICTORY RD MERIDIAN, ID, 83642-0000 R567206039 BRIDENBAUGH FAMILY TRUST TRUST B, BRIDENBAUGH FAMILY TRUST TRUST 101 S CAPITAL BLVD STE 1400BOISE, ID 83702-0000 R567207038, BRUECK SCOTT E, BRUECK KALLI R 3601 S CARBONDALE PL MERIDIAN, ID 83642-0000 R567207064 BURNS TWILLA F RESIDENCE TRUST, COBLER JERRY 0 TRUSTEE 3505 S PEORIA WAY MERIDIAN, ID 83642-0000 R84611302D BUSALACCHI CUSTOM HOMES LLC 9395 W PANDION CT GARDEN CITY, ID 83714-0000 R846113044 BUSALACCHI CUSTOM HOMES LLC 9395 W PANDION CT GARDEN CITY, ID 83714-0000 R846113046 BUSALACCHI CUSTOM HOMES LLC 9395 W PANDION CT GARDEN CITY, ID 83714-0000 R488281016 BUSS MELENA K, BUSS JOSEPH K 3424 S ARCARO AVE MERIDIAN, ID 83642-0000 R567207060 CASTEEL STEVEN 3538 S PEORIA WAY MERIDIAN, ID 83642-0000 R085508011 CHRISTOFFERSEN STEVEN, CHRISTOFFERSEN NATAUCHA 3190 S SILVERTIP LN MERIDIAN, ID 83642-0000 R085508001 CITY OF MERIDIAN 33 E BROADWAY AVE MERIDIAN, ID 83642-0000 R567206044 CITY OF MERIDIAN 33 E BROADWAY AVE MERIDIAN, ID 83642-0000 R085504013 CORNWELL KEITH, CORNWELL AMBER 3105 S BEAR CLAW PL MERIDIAN, ID 83642-0000 R567207036 DUARTE STACEY 0, DUARTE REYES L 3639 S CARBONDALE PL MERIDIAN, ID 83642-0000 R567206026 ELKINS WILLIAM JR, BARRETT-ELKINS BRAND [ 227 W ROCKFORD ST MERIDIAN, ID 83642-0000 j R567207067 ENRIQUEZ VICTOR PEREZ, CASTILLO ENGRACIA TELLES 3553 S PEORIA WAY MERIDIAN, ID 83642-0000 S122511030t EPIC ENTERPRISES 11785 VALLEY SAGE DR SPARKS, NV 89441-0000 S1225120701 EPIC ENTERPRISES 11785 VALLEY SAGE DR SPARKS, NV 89441-0000 R567207065 GIEG MICHELLE 3521 S PEORIA WAY MERIDIAN, ID 83642-0000 R567206028, GREEN ORVILLE D 3424 S PEORIA WAY MERIDIAN, ID 83642-6970 R818612074i HALL GARY D, HALL KELLIE 3131 S APPIA AVE MERIDIAN, ID 83642-0000 R846113022, HANCOCK JASON, HANCOCK REBECCA 722 N HURON AVE PIERRE, SD 57501-0000 R567206030 HANEY TERRIL R, HANEYJULIE H 182 W WINNIPEG ST MERIDIAN, ID 83642-0000 R567207032 HANSELMAN MARY ANN 2308 N CARISSA PL BOISE, ID 83704-0000 R567207074 HANSON WILLIAM W 3614 S CARBONDALE PL MERIDIAN, ID 83642-0000 R5672070751 HARGROVE DEE WAYNE 3600 S CARBONDALE PL MERIDIAN, ID 831542-6990 R095375004A HILGERT DUSTIN MICHAEL, HILGERT TARA LYNN 490 W TALL PRAIRIE DR MERIDIAN, ID 83642-0000 R567207072b HO BRENT K JR, HO CHRISTY A 3642 S CARBONDALE PL MERIDIAN, ID 83709-0000 R567207061 HOLLINGSHEAD DUSTIN, HOLLINGSHEAD TERA KRISTINE 3562 S PEORIA WAY MERIDIAN, ID 83642-0000 R567206041, HOWARD DIANA M 3369 S PEORIA WAY MERIDIAN, ID 83642-6969 R567206032 HUFFMAN DIANE, WINNIPEG INVESTMENTS LLC 233 W WINNIPEG ST MERIDIAN, ID 83642-0000 R095375007, HUGO TODD R, HUGO BRITTNEY N 457 W TALL PRAIRIE DR MERIDIAN, ID 83642-0000 R818612073 HUMPHREYS DENISE 3107 S APPIA AVE MERIDIAN, ID 83642-0000 R567207073, KRZESNIK TREVOR 3628 S CARBONDALE PL MERIDIAN, ID 83642-6990 R095375003 KUKOWSKI PAUL M, KUKOWSKI MARYL ,j 474 W TALL PRAIRIE DR MERIDIAN, ID 83642-0000 R567207066, KUROSAWA MIKI &, WILMONEN SCOTT A 3537 S PEORIA WAY MERIDIAN, ID 83642-6993 R846113010 KW HOMES INC 3866 S LAMONE WAY MERIDIAN, ID 83642-0000 R5672070711 LANDRETH LESTER A 1430 E SHELLBROOK DR MERIDIAN, ID 83642-0000 R567206033 LEIGHTON DAVID R &, LEIGHTON MYRTIS E 3316 S PEORIA WAY MERIDIAN, ID 83642-6969 1156720604U LEJARCEGUI JOE L 3333 S PEORIA WAY MERIDIAN, ID 83642-0000 R167206033 MACIAS DOLORES 545 W TWO RIVERS DR EAGLE, ID 83616-0000 1 16984 N THURGOOD LOOP NAMPA, ID 83687-9164 csz A tv V� R0953750081 MANGER BREE TRUST, MANGER BREE TRUSTEE 479 W TALL PRAIRIE DR MERIDIAN, ID 83642-0000 R8461130021 MCDONALD RICHARD T 659 W BUROAK DR MERIDIAN, ID 83642-0000 R567206027 MONTGOMERYDOROTHYJ, MONTGOMERYJOSEPH 1 4417 LEMEN LN VACAVILLE, CA95688-0000 R567206029, MORMAN JON P 2089 38TH ST MANDAN, ND 58554-0000 R818613012, MWIINGA SAGE D 375 W GALVANI DR MERIDIAN, ID 83642-0000 R567207035 NEWBERRY ROBERT G &, NEWBERRY TAMARA L 3657 S CARBONDALE PL MERIDIAN, ID 83642-0992 R095375001, OAKWOOD ESTATES HOA INC PO BOX 518 MERIDIAN, ID 83680-0000 R567206043 OCAMPO HECTOR, OCAMPO CARRIE 314 W WINNIPEG ST MERIDIAN, ID 83642-0000 R846113018, OLSON CONSTRUCTION & DESIGN LLC 150 E WHITESPUR ST MERIDIAN, ID 83642-0000 R846113036 PALOMINO FINE HOMES LLC PO BOX 6935 BOISE, ID 83707-0935 R846113054 PALOMINO FINE HOMES LLC PO BOX 6935 BOISE, ID 83707-0000 R567206043 PAUL CHAD, PAUL JENNIFER 3441 S PEORIA WAY MERIDIAN, ID 83642-0000 R846113048 PETER HARRIS CONSTRUCTION INC 1309 S WILLOW WOOD WAY EAGLE, ID 83616-0000 R846113052 PETER HARRIS CONSTRUCTION INC 1309 S WILLOW WOOD WAY EAGLE, ID 83616-0000 R846113056PETER HARRIS CONSTRUCTION INC 1309 S WILLOW WOOD WAY EAGLE, ID 83616-0000 R488281018 PHELPS ANDREW L, PHELPS KELLI ANNE 3448 S ARCARO AVE MERIDIAN, ID 83642-0000 R567206034 PONGTHA SANITH 228 W ROCKFORD ST MERIDIAN, ID 83642-6968 R8461130344 RNR CUSTOM HOMES LLC 2310 W SELDOVIA ST KUNA, ID 83634-0000 R5672070631 SANIRANH VIRAPHONE, SANIRANH KHAMPHAENG 3489 S PEORIA WAY MERIDIAN, ID 83642-6970 R567207068' SCHUMACHER CRYSTAL 3569 S PEORIA WAY MERIDIAN, ID 83642-0000 R5672060271SIEMSEN THOMAS, SIEMSEN PAMELA 245 W ROCKFORD ST MERIDIAN, ID 83642-0000 R567206028 SITARAMAN MADAN MOHAN 746 E BRIDGEWATER CT BOISE, ID 83706-0000 R567206026 SMITH TINA L 572 VICTORIA DR BOISE, ID 83705-1707 R567207034 STEPHENS SARAH J 3671 S CARBONDALE Pl. MERIDIAN, ID 83642-0000 R818612075 STRADA BELLISSIMA HOMEOWNERS ASSOCIATION INC PO BOX 1246 MERIDIAN, ID 83680-0000 R818612075• STRADA BELLISSIMA HOMEOWNERS ASSOCIATION INC PO BOX 1246 MERIDIAN, ID 83680-0000 R8186130111 STRADA BELLISSIMA HOMEOWNERS ASSOCIATION INC PO BOX 1246 MERIDIAN, ID 83680-0000 S122444915( SW VICTORY LLC PO BOX 51298 IDAHO FALLS, ID 834054298 S122511014t SW VICTORY LLC PO BOX 51298 IDAHO FALLS, ID 83405-1298 R095375006 TATE SHEILA DENISE, TATE MICHAEL ANTHONY 435 W TALL PRAIRIE DR MERIDIAN, ID 83642-0000 R085504014, TENNESON MELVIN, TENNESON MELISSA 3135 S BEAR CLAW PL MERIDIAN, ID 83642-0000 R085508010 THACKER BRUCE J, THACKER LEEANN 3174 S SILVERTIP LN MERIDIAN, ID 83642-0000 R095375005 THIESSEN 1998 TRUST, THIESSEN GARY L TRUSTEE 413 W TALL PRAIRIE DR MERIDIAN, ID 83642-0000 R567206029 I TREASURE VALLEY HOME SOLUTIONS LLC 613 N MIDLAND BLVD NAMPA, ID 83651-0000 R5672070371 TWILEGAR SUNDAY 3615 S CARBONDALE PL MERIDIAN, ID 83642-0000 R567206041 VONDEMKAMP CHRISTOPHER, VONDEMKAMP MEGAN 3387 S PEORIA WAY MERIDIAN, ID 83642-0000 R567206042, WIDENER DAVID D, GOSS-WIDENER JANESE A 3405 S PEORIA WAY MERIDIAN, ID 83642-0000 R567206040 WILSON EDDIE A, WILSON JANICE K 3351 S PEORIA WAY MERIDIAN, ID 83642-6969 R5 67 207 0 3 11 WILSON JOSHUA, WILSON WHITNEY 3734 S MCGUIRE PL MERIDIAN, ID 83642-0000 R8461130281 WYLIE ERIK 1676 N CLARENDON WAY EAGLE, ID 83616-0000 R846113004 WYLIE JAKE 1676 N CLARENDON WAY EAGLE, ID 83616-0000 R846113012 WYLIE JAKE 1676 N CLARENDON WAY EAGLE, ID 83616-0000 R84611305D WYLIE JAKE 1676 N CLAREN )ON WAY EAGLE, ID 83616-0000 -�, cz ,I i 1 f}R k To Whom it May Concern, We are proposing a new layout for the Jocelyn Park Subdivision , This Subdivision includes parcel #' s S1225120700 & S1225110300 . The Meridian City Code requires a meeting between the applicant and neighbors . This is your notice to meet and review the creation of 68 buildable lots under the current 11- 8 zoning , The subdivision will be approved through the City of Meridian Planning and Zoning Commission and Meridian City Council . This is not a public hearing and public officials will not be present , if you have questions regarding meeting requirements, please contact the Planning Division at 208-884-5533 . Due to the current state of Emergency throughout the country, this meeting will be held via Zoom video , Here is a link to the meetingo lttjaa ;/ r�an ,.�is/ 1fi75978 You can type this into your web browser, and It will take you directly to the online meeting . You can download the Zoom app on your mobile device or Join the meeting on a desktop computer. If you have questions, please contact : Bonnie Layton 690 S Industrial Way, Ste 10 Meridian, ID 83642 208-275 -8704 Uayt«rLa) wi� acific . com Pur►aose , To review the Site Plan and Subdivision layout Jocelyn Park When : April 281h, 2020 at 6 ;00 PM Where : Meeting will be held online via Zoom video E �mR! _�w '_ lCIM„ } 4 . f CtS' .� fCIL" v7 _ e , r.� Nt?iSIA(QL't95,?4lHd N.1.�33t$1' N oil OId3 HIDAsk I g . • i I I I 9 S f^p pp HUM =: Hill � I IL ,Pik kkIk,%kg 41 f I a � t $ ! L A gkook} t € ed Ir I off � �aB , ,o fps 41. If Pow �, I y ` r rk [ -' f . f �! tz x �®..-r.<fl� frv>'trn.t•. Y+ No, PIN l ijl C� o! ( Car C� t (63S . t) K � 3 Ci . mij or go � � la ! �: f Vi . +t) rf F . 3 L POP so - ' E11,76314fI !- �� aC} m .._. f �x l v � . 14 I � a ! a rota�l t^Z -:wAYrt (E t: . z.'-"+u1y -t 4/U'fRlt,..,2 Oat I:u` aid AYa Iav :YvfBvAE C'st CktW1 !' 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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 . & l Applicant age signa 1J Date 4 i r t G Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian , Idaho 83642 Phone: 208-884-5533 Fax: 208- 888-6854 www. meridian city, or`//planning (0312712020) r F CITY OF MERIDIAN PRE-APPLICATION MEETING NOTES ProjectlSubdivision Name:Jocelyn Park Date:4/14/2020 Applicant(s)/Contact(s): Jarron Langston, Matt Munger, Bonnie, and Nick Hampton City Staff:Joe, Bill, Caleb, Tyson, Joe B., Scott,Terri, Steve, &Kyle Location: S1223120700&S1225110300 Size of Property: 13.32 Comprehensive Plan FLUM Designation: Medium Density Residential Existing Use: Drainage/Vacant Existing Zoning: R-8 Proposed Use: Residential Proposed Zoning: R-8 Surrounding Uses: Residential in all directions;Waterway along northern boundary. Open Space/Amenities/Pathways: Minimum 10% open space and one (1)amenity will be required. Access/Stub Streets:Two(2)main access points are proposed via extending existing local streets—W. Winnipeg in the south from Meridian Heights Sub#2; and,W. Contender in the north from Timberline Sub.#2.Applicant is also required to stub to the northeastern property. Staff recommends squaring off the proposed stub street a little more than what is shown currently. Waterways/Flood plain/Topography/Hazards: Ridenbaugh Canal runs along northern border— If requesting to remain open and not tile it, a Council Waiver will need to be explicitly requested in your narrative.This waterway also creates issues with potential of improving this section of Victory Road with sidewalks due to easement and ROW locations—Speak to ACHD regarding what they want in lieu of. History: AZ/PP, H-2018-0100 (Applicant is now requesting new PP that increases density). Additional Meeting Notes: Review open space requirements in UDC 11-3G to ensure lot with open water pond meets open space requirements. In addition, staff recommends revisiting your layout around this open space lot to try and open it up more(i.e. removing the buildable lot closest to the pond). Revisit pedestrian connections from the proposed pathway along the 1"portion of the property—connecting that into the subdivision more would allow the pathway to be counted towards open space, if it were landscaped according to code (UDC 11-313-12). Look at how your pathways/sidewalks work with adjacent properties. - Internal sidewalk/pathway along Ridenbaugh canal may have to count towards intent of improving Victory Road with side walk due to issues of easements abutting ROW. Ensure this issue is discussed in your narrative after discussions with ACHD. -Stub-street to the east in the north of the property will be required to have temporary turnaround until such that the property to the east develops; a T-type turnaround should be sufficient,work with Joe Bongiorno to ensure compliance prior to submitting. -PW will require at least a service line to 334 W. Winnipeg St.from this property. If option to connect to main in W.Winnipeg is available, staff recommends discussing this with PW. -See additional comments from Police and Land Development attached to the email. Staff has some concerns with some of the odd, pie-shaped lots. Note:A Traffic Impact Study(TIS)will be required by ACHD for large commercial projects and any residential development with over 100 units. To avoid unnecessary delays&expedite the hearing process, applicants are encouraged to submit the TIS to ACHD prior to submitting their application to the City. Not having ACHD comments andlor conditions on large projects may delay hearing(s)at the City. Please contact Mindy Wallace at 387- 6178 or Christy Little at 387-6144 at ACHD for information in regard to a TIS, conditions,impact fees and process. Other Agencies/Departments to Contact: X Ada County Highway Dist. (ACHD) ❑ Nampa Meridian Irrigation Dist.(NMID) ❑ Public Works Department ❑ Idaho Transportation Dept.(ITD) ❑ Settler's Irrigation District ❑ Building Department ❑ Republic Services ❑ Police Department ❑ Parks Department,Kim Warren ❑ Central District Health Department ❑ Fire Department ❑ Other: Application(s)Required: ❑ Administrative Design Review ❑ Conditional Use Permit Modification/Transfer ❑ Rezone ❑ Alternative Compliance ❑ Development Agreement Modification ❑ Short Plat ❑ Annexation ❑ Final Plat ❑ Time Extension—Council ❑ City Council Review ❑ Final Plat Modification ❑ UDC Text Amendment ❑ Comprehensive Plan Amendment—Map ❑ Planned Unit Development ❑ Vacation ❑ Comprehensive Plan Amendment—Text X Preliminary Plat ❑ Variance ❑ Conditional Use Permit ❑ Private Street X Other—Council Waiver for canal Notes: 1)Applicants are required to hold a neighborhood meeting in accord with UDC 11-5A-5C prior to submittal of an application requiring a public hearing(except for a vacation or short plat);and 2)All applicants for permits requiring a public hearing shall post the site with a public hearing notice in accord with UDC 11-5A-5D.3(except for UDC text amendments, Comp Plan text amendments, and vacations). The information provided during this meeting is based on current UDC requirements and the Comprehensive Plan.Any subsequent changes to the UDC andlor Comp Plan may affect your submittal andlor application. This pre-application meeting shall be valid for four(4)months. Bonnie Layton From: Mindy Wallace <Mwallace@achdidaho.org> Sent: Friday, June 5, 2020 2:57 PM To: Bonnie Layton; PlanningReview Cc: Austin Miller Subject: RE:Jocelyn Park Subdivision - Meridian, ID Hi Bonnie, A traffic impact study is not required for this application. Mindy Mindy Wallace,AICP Planning Review Supervisor Ada County Highway District 208-387-6178 ACHD Development Services is open for business at our new location at 1301 N. Orchard Street, Suite 200 in the CSC building. Parking and building entrance are located on west side of building. From: Bonnie Layton <BLayton@whpacific.com> Sent: Friday,June 05, 2020 2:20 PM To: PlanningReview<PlanningReview@achdidaho.org> Cc:Austin Miller<Amiller@achdidaho.org>; Mindy Wallace <Mwallace@achdidaho.org> Subject:Jocelyn Park Subdivision - Meridian, ID [THIS EMAIL ORIGINATED EXTERNALLY. PLEASE USE CAUTION WHEN OPENING ATTACHMENTS OR LINKS INSIDE THIS EMAIL.] Good afternoon Mindy, I am following up to confirm that the Jocelyn Park proposed subdivision will not require a traffic impact study. The project is located on the south side of Victory Road proposes to construct 67 residential lots south of Victory Road west of S. Meridian Road and East of S. Linder Road. Thank you in advance for your time on this. Please let me know if you have any questions. Kind regards, Bonnie Bonnie Layton I Senior Planner WHPacific,Inc.-an NV5 company 1 690 S Industry Way,Ste 10,Meridian, ID 83642 1 Stan, See below email from the county.Jocelyn Park Subdivision name is reserved. Thanks Jarron ---------- Forwarded message--------- From: Sub Name Mail <subnamemail@adaweb.net> Date:Thu,Aug 9, 2018 at 11:35 AM Subject:Jocelyn Park Subdivision Name Reservation To:Jarron Langston <jarronlangston@gmail.com> CC: Richard Gray [rgray.cls@gmail.com] <rgray.cls@gmail.com> August 9, 2018 Jarron Langston Richard Gray, Compass Land Surveying RE: Subdivision Name Reservation: JOCELYN PARK SUBDIVISION At your request, I will reserve the name Jocelyn Park Subdivision for your project. I can honor this reservation only as long as your project is in the approval process. Final approval can only take place when the final plat is recorded. This reservation is available for the project as long as it is in the approval process unless the project is terminated by the client, the jurisdiction or the conditions of approval have not been met, in which case the name can be re-used by someone else. Sincerely, 2 Jerry L. Hastings, PLS 5359 County Surveyor j' Deputy Clerk Recorder Ada County Development Services 200 W. Front St., Boise, ID 83702 208)287-7912 office (208)287-7909 fax From: Jarron Langston [ma ilto:iarronlangston@g mail.com] Sent: Monday, August 06, 2018 2:45 PM To: Sub Name Mail Subject: Jocelyn Park Subdivision Name Good afternoon! We are going with the name :Jocelyn Park Surveyor will be Richard Gray with Compass Land Surveying. I checked the name against the list and didn't have any conflict. Please confirm it's availailbty and that it's been reserved.We are looking to submit application the end of this week. Thanks Jarron Langston Commercial Leasing and Development BOISE, IDAHO C: 208-724-6239 iarronlangstonORmail.com Check out Boise!!! https://youtu.be/XRhGeau8RIE 3 https://youtu.be/ykdPM0EXx5s On Wed,Jul 25, 2018 at 9:15 AM, Sub Name Mail <subnamemail@adaweb.net>wrote: Primary name Echo has been used as well. The primary name is the first word. Please do searches on the primary name here: https://adacounty.id.gov/Development-Services/Surveying-Division/Subdivision-Search Glen Smallwood Surveying Technician i s Ada County Development Services 200 W. Front St., Boise, ID 83702 208) 287-7926 office (208) 287-7909 fax From: Jarron Langston [mai Ito:jarronlangston@gmail.com] Sent: Wednesday, July 25, 2018 8:53 AM To:Sub Name Mail Subject: Re: Dry Valley Ranch Subdivision Name Good morning! We would like to reserve the name "Echo Canyon". Thank you! Jarron On Wed,Jul 25, 2018 at 8:31 AM Sub Name Mail <subnamemail@adaweb.net>wrote: Neither is available. From: Jarron Langston [ma ilto:iarronlangston g mail.com] Sent: Tuesday, July 24, 2018 9:42 AM To: Sub Name Mail Subject: Re: Dry Valley Ranch Subdivision Name Good morning! Is Meadow Valley Ranch Available or just Meadow Valley? Thanks 4 Jarron On Thu,Jul 19, 2018 at 11:41 AM Sub Name Mail <subnamemail@adaweb.net>wrote: Jarron; The primary name has been used and is not available Please select another name. Glen Smallwood Surveying Technician x Ada County Development Services 200 W. Front St., Boise, ID 83702 208) 287-7926 office 208) 287-7909 fax From: Jarron Langston [mai Ito:iarronlangston@gmail.com] Sent: Friday, July 13, 2018 1:27 PM To: Sub Name Mail Subject: Dry Valley Ranch Subdivision Name Good afternoon! We would like to reserve the name Dry Valley Ranch For the infill Development we are doing on the two below parcels: Please confirm it's availability. 2018 Property Details for Parcel S1225120700 [2018 V] [Change Year] [Need Help? Email the Appraiser Assigned to this Parcel] [Print View] Details Valuation Tax Districts Taxes Characteristics 5 Fq 16 A• 1 r 4 r ti } -- A*� -, ' �" � ■yam 'F y- +�} Off- ;' o. 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CAP 25 30 — `° _ - 7.or dF. 17,524 SF SECTION CORNER cn M T A NO. 2017NER R 1004R25 Xss � N XSS- 452.53' XdHO X O- -XdHO- XdHO " w ( ) M ) I �� �. � 3 ALUMINUM CAP FEET �' °' � 0— CORNER RECORD I 1 INCH = 80 FT. UANAL _ — NO. 114024259 ' 0 \ice - ` ----------- o -------------- _____ --- 70,704 SF KODIAK DR / ----------- —X k--�\�� M � � S\pNAL FN I \ N R BL OC!( / '�\� o I 1 6/ /20200 II z o 8625 xl I IIII I w BEAR CREEK �ocuSigne - A=3'10'06" 409.37' I I g o SUB. STRADA 9TF \�P Li I BELLISSIMA L=47.40' W o W W. W W W W ¢ w p SUB W.CUMBE�AND DR. � J I z C; N �� SS SS S I z VICTORY RD. E5B537E89F154BD... d in � O o o J 57.54' 33.74' L=�, �a224.00' 40.00' 40.00' 40.00' ao.48' o o PROJECT SITE _ m F= ^' ° cn v) J (53 m I JOCELYN PARK SUB TIMBERLINE 2 I MERIDIAN = 6 0 5 0 4 0 3 o I I SUB HEIGHTS z o `030 00 ,989 SF� 4,9905 SF� 0 0 0 0 O I J �, cq 358 S 4,040 4,040 4,040 4,089 i I BUILTMORE SUB L. o N 47.0' 3 LLJm Z Z 48.00' 53.74' d I ESTATES ¢_ I d p I , SUB 9 CD 43.83' 40.00' 25.58' .�§' 40.00' 40.48' I I cn4)� M � •� I 4,650 SF ti 8 BLOCA( 3 I S Lo 6,0805 SF I I S89'26'38"E 197.07' 25pgs3 1o0s? i I I 197.07' 41• "f 41' r I E 41' 4 712 SF �i � I � - 7, SF �� p 4,445 SFzso.45'___ N 4,115 SF Q $ `0 10 COMMON 1a.7 � M a y 4,445 SF w �o 6 $ $. BL OCK 3 / 4,171 SF yZ �0 11 35 36 Oj 5,9Lu 4,445 SF �R� 5,951 SF O SF^ 37 �o> cP zi oo ° I '9i 7,238 SF 4,152 SF �N\ 12 b oO' U) 10 $ 4,652 SF 41" gs� ° 3ti41' L=32.47- `\� ���1 ZO coo x 34 �„ / y 4,132 SF zi 6,173 F s' w O cc z 4,113 SF 4,652 SF so.3s' cn `� 4,648 SF o 0 73.04' I N N N 14 4,216 SF � NOTES: clio cli 0 10 N �. 5,253 SF 91.14' ,;� o 4,094 SF 2� 404� ,163 SF 1) ALL LOT LINES COMMON TO A PUBLIC RIGHT-OF-WAY SHALL HAVE A 10' UTILITY EASEMENT. 2E m 2E I cn cn 100.08' 2) ALL SANITARY SEWER MAINS SHALL BE 8" 0 UNLESS OTHERWISE SHOWN. p W 0 4,554 OF Ic!M o 40 3 ALL WATER MAINS SHALL BE 8" 0 UNLESS OTHERWISE SHOWN. Z z LuLu > p Q 5,243 SF 0 4,072 SF _ e o � 9 � 4,103 SF � x 4) DRAINAGE SHALL BE DETAINED ON SITE VIA SURFACE AND SUBSURFACE FACILITIES AS APPROVED w � � U � � g9a 101.56' 31 0 100.08, BY THE CITY OF MERIDIAN AND ACHD. _ co � _ a- < O co O� 12 F- 4,079 SF aLr) 5) THIS SUBDIVISION IS SUBJECT TO COMPLIANCE WITH THE IDAHO CODE SECTION 31-3805 U Q J Q / E1L43 2 18 I g 41 `v CONCERNING IRRIGATION WATER. J 88.84 4,451 SF I 9 47.0' 4,103 SF cn o 100.08' N 30 -6 100.08' 6) SANITARY SEWER SERVICE PROVIDED BY MERIDIAN CITY. Q r)^ 0 13 0 1 2' 4,079 SF a cn 4,000 SF 0 17 o ® -J] m x 7) POTABLE WATER SERVICE PROVIDED BY MERIDIAN CITY. w � 4,017 SF s cn 4,103 SF � � 88.a7' � o � 100.08' � 8) LOT 2, BLOCK 1; LOTS 18 & 24, BLOCK 2; LOTS 1,2&24 BLOCK 3: ARE COMMON LOTS TO BE L 29 OWNED AND MAINTAINED BY THE H.O.A. O � Q 14 N 1 2' 4,079 SF a o ~ J 0 18 0 43 � 9) LOT 1, BLOCK 1; IS RIGHT OF WAY TO BE DEDICATED TO ACHD. z o w 4,002 SF g 4,017 SF 9 4,103 SF w Cn Lu (/) j R/W R/W o 88.90' U8o a �, 100.08' _ " 10)LOT 2, BLOCK 1; CONTAINS THE RIDENBAUGH CANAL AND ASSOCIATED EASEMENTS. NO Q Q 47'-0" o Lu z ENCROACHMENTS WILL BE ALLOWED IN THE EASEMENT WITHOUT A LICENSE AGREEMENT WITH THE U ap 33'-0" p N 15 o 0 1 192' 4,079 SF 0 44 o NAMPA MERIDIAN IRRIGATION DISTRICT. z , , 4,002 SF !9uLU !i! 4,017 SF 9 a 4,103 SF 11)LOT 2, BLOCK 1;& LOTS 1,2 BLOCK 3 CONTAINS THE FARR LATERAL AND ASSOCIATED EASEMENTS. 5'-0" 16'-6" 16'-6" 5'-O" � 100.08' LLJ °° N es.s2' o cn NO WORK WITHIN THE EASEMENT AND OR DITCH WILL BE PERFORMED WITHOUT APPROVAL FROM p i� z 1 2' 4,079 SF O X THE FARR LATERAL. Lei 14'-6" 14'-6" N o I cn g 45 >- m w Z 16 4,017 Sr a 4,103 SF 12)LOTS 48 and 49 BLOCK 3 WILL BE COMBINED AT FINAL PLAT ONCE EXISTING CUL-DE-SAC IS / SLOPE 2% SLOPE 2% J 4,001 SF u 926 0 100.08' VACATED BY ACHD. m s8.s5' N ' 212' 4,079 SF 0 46 /� 0 17 N 4,010 SF s 0' a 4,103 SF � 4,005 SF 0 100.08' x PRELIMINARY PLAT DEVELOPMENT FEATURES s s ; 9�' I 4,079 SF : 0 47 C1�1 4,004 SF 9 4,103 SF TOTAL ACRES....................................... 12.93 ACRES 0 o TOTAL LOTS......................................... 74 o / 19 o 4,079 SF cn cn o COMMON 0005 SF B�d�K 89'35'3 4 1 .08' x TOTAL OPEN SPACE............................ 3.93 ACRES U' �A \ `�933g• 99.50' r F BUILDING LOTS..................................... 67 0 R6 2 06 79.9R' BLj ' p LOCAL STREET SECTION I — DENSITY (GROSS)................................. 5.1 UNITS/Ac. x -NTS- 20 M w 130 SF �o„o o o DENSITY (NET)..................................... 9.76 UNITS/Ac. Q . p S - - - - - _ EXISTING ZONING.................................. R-8 W. . O MINIMUM BUILDING LOT SIZE................ 4,000 Sq. Ft. z w O 00 1 =37.89'1, 45. O 4cq ,9 SF G� J m �� 143 SF o 5 0 SF o " J O Q OWNER APPLICANT SURVEYOR Z o U �N BL OCK 2 o NICK HAMPTON BONNIE LAYTON ROBERT GROMATZKY, PLS > m J o CD E o) 6a" COOPERATIVE DEVCO, LLP WHPACIFIC WHPACIFIC LL m N 44.63' 67.27' I W 917 S. ALLANTE PL. 690 S. INDUSTRY WAY, STE 10 690 S. INDUSTRY WAY, STE 10 �'�/ Q (n z BOISE, ID 83709 MERIDIAN, ID 83642 MERIDIAN, ID 83642 1••� U �S� J � e9 p� (208) 353-0871 (208) 342-5400 Y � 51,827 SF '90- 8 (208) 342-5400 Q ; � o c I I EXISTING POND TO BE _0 I I PROTECTED G Q ,— � \ ul m 00 a_ Q) SS 55.20' W J W LoL w Z o x 3 C� _ _ C PL PIN r O O w 0 0- _ _ N89'28'41'W 55.20' — — — N(1'25'4.3"L C PLS 11118 d i�^ ^ N > — — — —NO'26'24"E 8.31' O op 0 206.73 N w MERIDIA, HEIGHTS SUB 3 / SHEET NUMBER to PP-01 QQ o � uu 1 2 3 4 5 6 7 8 9 10 cc a a n 0 U y C fE J O O J O STACK O CK(aG30o Mp a LANDSCAPE U C%) ARCHITECTURE CD & MASTER PLANNING U C fC (208) 345-0500 > 404 S Sth St. # 154 o Boise, ID 55702 o StackRockGroup.com 7 WILLET C HOWARD, PLA OFFICE: (208)345.0500 EMAIL: p WILL@STACKROCKGROUP.COM N www.STACKROCKGROUP.COM O 7 THE GRAPHICS AND DESIGNS ON T H IS S H EET ARE DELIVERABLES THAT REMAIN AT ALL TIMES PROPERTY OF W STACK ROCK GROUP, INC. >_ REPRODUCTION OR REUSE OF THIS PRODUCT CONTAINED PLAN OVERVIEW: LANDSCAPE NOTES: HERE IN IS PROHIBITED cc W WITHOUT THE WRITTEN — 1. REGULATIONS & STANDARDS 4.2. If imported topsoil is used it must be from a local source and be & Builder before installing. CONSENT OF STACK ROCK 1.1. All contractor work shall be conducted in accordance with ISPWC screened free of any debris or foreign matter. Topsoil must not 8.6. Use common trenching where possible.. G R O U P , I N C (Idaho Standard Public Works Construction), 2017; and City of contain rocks, sticks, lumps, or toxic matter. 8.7. All wires to be 18 gauge direct, bury wire at a minimum of 12" Meridian, ID codes, standards and state and local regulations. 4.3. Smooth, compact, and fine grade topsoil in lawn areas to smooth below finished grade. Size wire for correct voltage loss. ©2018 STACK 2. EXISTING CONDITIONS and uniform grade .5" below adjacent surfaces. 8.8. Supply a minimum of(2)spare wires to furthest valves from ROCK GROUP, INC. - --- M- 2.1. All utilities shall be located prior to construction and protected. 4.4. Amend soil for all new plantings 2 parts topsoil & 1 part compost. controller in all directions. + �✓� I Any damage to structures, utilities or concrete will be replaced at 5. LAWN AREAS 8.9. Flow control device to be included on all remote control valves, contractor's expense. 5.1. All lawn areas shall be sodded with Tall Turf Type Fescue. including master control valve. ILL . . ' I 2.2. The site has many existing improvements such as underground 5.2. All native seed areas shall be hyrdo-seeded with native dry land 8.10. Connect mainline to point of connection in approximate location seals PRELIMINARY _�-_ utilities, curb and gutter, light poles and sidewalks. seed mix. Apply at standard rates. shown on plan. I 2.3. See Engineer's plans for information about existing features. 6. PLANTS 8.11. Provide 2"winterization port in location near POC. Winterization �� OF /,D 3. GRADING &SITE PREPARATION 6.8. All plant material shall be installed per industry standards. port to be located inside of its own standard valve box. '�P N 8 q'y 3.1. Prepare finish grades for planting by grubbing and removing 6.5. All plant material shall meet or exceed the minimum federal 8.12. Contractor is responsible complying with all codes and paying all CD �5E vS� O weeds. If necessary apply Round-Up (or equivalent herbicide), standards as regulated by ANSI z60.1, American Standard for permits necessary. using a certified applicator. Remove rocks and other materials Nursery Stock. Plants not meeting these standards for quality, or 8.13. Sprinkler heads shall have matched precipitation within each over 2". plants determined to be unhealthy by Owner's representative, will control circuit. Velocities shall not exceed 5 feet per second. r AREA 1 - L 1 .01 I 3.2. All gravel overprep to be removed and disposed of off site. be rejected. 8.14. Locate irrigation materials in planters when possible. 3.3. Finish grade to be smooth transition to allow for entire site to be a 6.6. All Ball and Burlap trees to be installed per Balled and Burlapped 9. CONTRACTOR RESPONSIBILITIES cn LA-16830 _ natural flowing space. planting detail. 9.1. Estimated quantities are shown for general reference only. �O 06.02.20 3.4. Fine grade lawn areas to elevations set by Engineer's plans with 6.7. All shrubs to be planted per Shrub Planting detail. Contractor shall be responsible for all quantity estimates. 4'qNDSCA0'- positive drainage away from structures. 6.8. Trees and shrubs over 36"shall not be planted within clear vision 9.2. Refer to note 2.1 regarding damages to existing utilities & 3.5. Refer to Engineer's plans for grading information &for all triangles per city code. permitting note in Irrigation section. NOT FOR CONSTRUCTION drainage pipes and locations. Protect and retain drainage at all 6.9. Fertilize all trees and shrubs with 'Agriform' planting tablets or 9.3. All plant material and workmanship shall be guaranteed for a II times. approved equal. Apply per manufacturers recommendations. period of one year beginning at the date of Acceptance by Owner. III 3.6. No pooling or standing water will be accepted per industry 7. PLANTER BED MULCH Replace all dead or unhealthy plant material immediately with standards. 7.1. Planter beds to receive 3" rock mulch. Rock mulch to be black same type and size at no cost to Owner. LLI 4. SOILS and tan mini, or approved other. 9.4. Landscape contractor to turn in as built drawings at the end of 4.1. Reuse of existing topsoil that has been stockpiled on site is 7.2. Install over commercial grade weed barrier fabric. project. Substantial completion will not be granted until 2 copies _ permitted if: 8. IRRIGATION (POC) @ 1"=30'scale are turned in and approved by owner's 4.1.1. Topsoil is tested and analyzed to ensure a proper growing Irrigation system shall be built to the following specifications: representative. medium. Provide additional amendments as determined by 8.1. Adhere to city codes when connecting to city water. 10. ADDITIONAL REQUIREMENTS Y soil tests. And 8.2. All irrigation material to be new with manufacturers'warranty fully 10.1. In the event of a discrepancy, notify the Landscape Architect 4.1.2. Topsoil is to be loose,friable sandy loam that is clean and free of intact. immediately. toxic materials, noxious weeds, weed seeds, rocks, grass or 8.3. Install indoor rated controller in specified location on plan. 10.2. "Trees shall not be planted within 10' of ACHD storm drain pipe, other foreign materials. Coordinate with project manager on exact location. structures or facilities", or 10'within a fire hydrant. Z c 4.1.3. Topsoil should have a ph of 6.5 to 8.0. 8.3.1. Controller to include On/Off rain switch or other rain shut off 10.3. Seepage beds must be protected from any and all contamination c 4.1.4. If on site topsoil does not meet these minimum standards device that does not alter program. during the construction and installation of the landscape irrigation O contractor is responsible for providing approved imported 8.4. Irrigation system piping in landscape areas to be minimum system E II �, topsoil or improving onsite topsoil per the approval of the schedule 40 PVC or approved equal, sleeves to be double the 10.4. No trees or shrubs over 36" high shall be planted within the a Landscape Architect. size of pipes located within, all wires to be contained in separate 40'x40'clear vision triangles at intersections. _ I III 4.1.5. All lawn areas shall receive 12" minimum depth of topsoil, and sleeves 1-1/2" dia min. 10.5. Rock mulch in planter beds shall cover exposed concrete from 3 I - I I planter beds shall receive a minimum of 18"depth. 8.5. Coordinate all sleeving & pipe runs with owner(Local Construct) posts Sonotube footings, concrete shall not be exposed. AREA 2 cc L1 .02 cc N 4J Q O X I w �����E�=. I � d C/^/ a �// 7 O t I 00cc I cu a I � Q a - - - - - - - - - Z LANDSCAPE REQUIREMENTS: PLANT SCHEDULE J0 U GJ O TREES BOTANICAL/COMMON NAME CONT CAL QTY REMARKS W Z a, PER CITY OF MERIDIAN IDAHO MUNICIPAL CODE Q cu V _ c Acer truncatum Crimson Sunset /Crimson Sunset Maple B&B 2.5" 6 35'h x 25'w Q NOTES: (� 1. DO NOT DAMAGE OR CUT LEADER NOTE: BACKFILL SHALL BE 100%TOPSOIL. +cc CLASS II 2. DO NOT DISTURB ROOT OR DAMAGE ROOT BALL WHEN INSTALLING TREE OR TREE STAKES. REMOVE ALL TAGS, TWINE OR WATER SETTLE ALL PLANTINGS TO STREET BUFFER: O iz a, *1 TREE PER 35 LINEAL FEET W 3. TREE STAKING SHALL BE AT THE DISCRETION OF CONTRACTOR. HOWEVER ANY TREES DISTURBED OTHER NON BIODEGRADABLE ENSURE PLANT ROOTBALL Betula nigra'Heritage /Heritage River Birch B&B 2" 8 40 h x 40'w > FROM PLUMB DURING THE PLANT WARRANTEE PERIOD WILL BE REPAIRED OR REPLACED AT MATERIALS ATTACHED TO PLANT OR MAINTAINS 2' HEIGHT ABOVE 0 CONTRACTOR'S EXPENSE. ROOT MASS. EXISTING SOILS WHEN COMPLETE. STREET LENGTH (LF) TREES REQUIRED TREES PROVIDED CLASS II 4. WATER PLANTS THOROUGHLY IMMEDIATELY AFTER INSTILLATION. W. VICTORY RD 330' 9 0** ** 5. REMOVE ALL BURLAP,TWINE, ROPE, OR MATERIAL FROM THE TOP 3 OF THE ROOTBALL. NO TREES ALLOWED IN CANAL EASEMENT (D REVISIONS 6. 5' DIAMETER PLANTER BED/MULCH RING AROUND THE TRUNK OF THE TREE. 3"OF MULCH MIN. DO Malus x Spring Snow/Spring Snow Crab Apple B&B 2" 7 CLA x 20'w CLASS I MIRK DATE Description NOT PLACE MULCH WITHIN 2"OF TRUNK OF TREE. COMMON LOTS: 0 ** ** *1 TREE PER 8,000 SQUARE FEET 0 Z LOT AREA (SF) TREES REQUIRED TREES PROVIDED a COMMON LOT B1/1_2 70,704' 9 9 COMMON LOT B312 34,819' 4 4 y TOP TWO STRUCTURAL COMMON LOTB3/L23 4,206 1 1 LANDSCAPE LEGEND: a ROOTS: <3"BELOW TOP GRAFT VISIBLE ABOVE SOIL MULCH 2"MIN. COMMON LOT B2/ L24 51,827' 5 6 °; OF ROOTBALL. LINE AWAY FROM TRUNK COMMON LOT B2/1_18 1,579' 1 1 o FOLD BURLAP FROM TOP OF PLANT. +++++ SOD LAWN 8 m LOWEST STRUCTURAL SOIL LINE OF THE TOP OF OF ROOT BALL DOWN 3" DEEP MULCH MIN. BIODIVERSITY REQUIREMENT: ROOT<5" BELOW TOP OF THE ROOT BALL AFTER INTO GROUND; SET TOP *A MINIMUM OF 3 DIFFERENT TREE SPECIES ARE REQUIRED WHEN 11-30 TREES ARE PROPOSED. JOB NO: 18-1106 a, ROOT BALL REMOVING EXCESS SOIL. OF BALL FLUSH WITH NATIVE SEED MIX DATE: JUNE 02,2020 v 2y2 2-3" OF MULCH FINISH GRADE LAWN OR PAVING . PROPOSED TREES SPECIES REQUIRED: SPECIES PROVIDED: DRAWN BY: DW, KS o BACKFILL MIX SEE . 21 3 3 CHECKED BY: JB NOTES AND SPECIFICATIONS. 12"TO 18" FOR PLANT SIZING MINIMUM REQUIREMENTS: DRAWING TITLE cc LARGER SHRUB co SOIL SAUCER>3" HIGH ROOT BALLS, REMOVE AT END OF MAKE DEPTH MIN. TREE SIZING: PROJECT SHADE TREES: MIN 2" CAL, B&B UBAL)EPER THAN ORNAMENTAL TREES: MIN 2" CAL, B&B o EVERGREEN TREES: MIN 6 FEET IN HEIGHT LANDSCAPE Y CUT AND FOLD WIRE BALL AND BURLAP PLANT(IF BASKET FROM TOP OF _I — NOTES & CONTAINER-GROWN PLANT ADDITIONAL REQUIREMENTS: w N ROOTBALL COMPACT SOIL UNDER cn ROOTBALL TO 90% PROCTOR. SOIL SURFACE WITH ROOTS LOOSENED AND *"TREES SHALL NOT BE PLANTED WITHIN 10' OF ACHD STORM DRAIN PIPE, STRUCTURES OR FACILITIES", or 10' DETAILS 3: PULLED OUT TO PREVENT ROUGHENED TO WITHIN A FIRE HYDRANT III > o BIND WITH NEW SOIL PLANT FROM BECOMING ROOT w Q BOUND) *SEEPAGE BEDS MUST BE PROTECTED FROM ANY AND ALL CONTAMINATION DURING THE CONSTRUCTION AND 0. INSTALLATION OF THE LANDSCAPE IRRIGATION SYSTEM *NO TREES OR SHRUBS OVER 36" HIGH SHALL BE PLANTED WITHIN THE 401X40' CLEAR VISION TRIANGLES AT SHEET NUMBER U BALL AND BURLAP TREE PLANTING SHRUB PLANTING INTERSECTIONS * ROCK MULCH IN PLANTER BEDS SHALL COVER EXPOSED CONCRETE FROM POSTS SONOTUBE FOOTINGS, ° 1 3/4"= 1'-0" 329343.13-01 1"= 1'-0" 329333.16-05 CONCRETE SHALL NOT BE EXPOSED. Y L1 .00 v Y a U t Q U 1 2 3 4 5 6 7 8 9 10 1 2 3 4 5 6 7 8 9 10 c VV. V IU I UM T MUMU CL 7 SF N 1 1 R J O O O 1 (n 1STACK ROCK U) 1 cao � p PLANT SCHEDULE xSS 1 ARGHILANDTEGTURE L TREES BOTANICAL/COMMON NAME CONT CAL QTY REMARKS —xSS xSS xSS xSS xSS xSS 1 8 MASTER PLANNING Acer truncatum 'Crimson Sunset' /Crimson Sunset Maple B&B 2.5" 6 35'h x 25'w + CLASS II _ ,� (208) 345-0500 RIDENBAUGH CANAL os 1 404 S 5th St. # 154 o Betula nigra 'Heritage' /Heritage River Birch B&B 2" 8 40'h x 40'w BOI5e, ID 53"T 02 o CLASS II 1 1 StackRockGroup.com C2 (D WILLET C HOWARD, PLA c2 Malus x'Spring Snow' /Spring Snow Crab Apple B&B 2" 7 20'h x 20'w 1 I 1 OFFICE: (208)345.0500 EMAIL: N CLASS I co PATHWAY WILL@STACKROCKGROUP.COM • 1 x 1 www.STACKROCKGROUP.COM + + + + + + + + + + + + + + + + + N + + + + + + + + + + T + + + r + + + + + + + + + + + + + + + + + + + + + + fl- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + o Ur \ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + I THE GRAPHICS AND DESIGNS c� + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Y + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +. + + + + + + + O N THIS SHEET A R E a + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 7 4 + + + + + + + + + + + + + + + + + + + + + + + + + + + + 1 DELIVERABLES THAT REMAIN LANDSCAPE LEGEND: o + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + U) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + AT ALL TIMES PROPERTY OF � x + + + + + + + + + + + + + + + + + + + + • + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + STACK ROCK GROUP, INC. cn +I + + + + + + + + + 20'GAZEBO + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 1 N + TOT LOT- EQUIPMENT TO BE + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + > SOD LAWN 1 +� CHOSEN BY OWNER AT THE + + + +� + ............. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 1 REPRODUCTION OR REUSE OF + � TIME OF INSTALLATION + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + THIS PRODUCT CONTAINED + + + + + + + + + + + .+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + HERE IN IS PROHIBITED + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Cf) 1 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 1 WITHOUT THE WRITTEN NATIVE SEED MIX + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + c� CONSENT OF STACK ROCK ® + + + + + + + + + --- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + G R O U P I N C 1 X+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 1 Cr + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +m + + + + + 1 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + . + + + + + 1 ©2018 STACK + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ROCK GROUP, INC. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4 TEMPORARY + + + + + + + + + + + +�+ + + OF + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 1 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + � TURNAROUND + + + + + + 1 + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + PER CIVIL- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + . 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CUMBERLAND DR. 1 � * r U 1 SS—SS— —ss -SS- —SS— ss sS ssF 41 1 m �w �m LA-16830 z — — � — — 1 FQ 06.02.20 PQ-G 1 I 1 �gNDSCAP� 1 NOT FOR CONSTRUCTION CO 1 III o I 1 w I � 0 1 4,995 SF O O6 O 1, 4 ) O a l o 1 4,989 SF �/ } O a x 4,358 SF 4,040 SF 4,040 SF 4,040 SF 4,089 SF H LU Cr 1 x U) 1 U z o U) z 1 C X w ' 1 O Cn k c_n c 1 II N bbl 2ibl 2ibl 2ibi 2�Lil a I bbl 2i211 b2il 2i2i1 � —I. —IRR I R IRR 1 Cn 1 / I 3 0 1 p 4,650 SF d� 1 0 1 x X 1 �/1 NN 8 �= 6,0805 SF v 1 N 1 x O4 � 7,899 SF Q a 1 I 4,712 SF 1 W 1 \ NN 4,445 SF EXISTING qCCESS ROAD 1 z o o 2 T NO R 5O ry �R R 1 W Q 0 U 4,115 SF 1 N 4,445 SF 1 O W Cn REVISIONS \ 4,171 SF O- 36 MIRK DATE Description 1 11 ,off 35 5,958 SF A 1 N ��� 4,445 SF ry�gy 5,951 SF ® ** ** 1 7,238 SF 1 N 1 N° P 4,15522 SF I 1 12 d �' 1 4,652 SF I 1 o m �� Q I JOB NO: 18 1106 DATE: JUNE 02,2020 6,173 SF I DRAWN BY: DW,KS 4,132 SF 1 CHECKED BY: JB d U) 1 JCL II 1 DRAWING TITLE CL 38 1 \\ \ 13 4,648 SF �� 1 9O 4,652 SF d �� Cn 4,113 SF u. 1 LANDSCAPE PLAN W 1 33 C 1 �N GCS d Q 4,216 SF I w � w 2 Q 1P 1 4,094 SF 5,253 SF d U) O 1 SHEET NUMBER 0 30 60 120 feet �' 39 4,163 SF o cu = 1 NORTH 1 L1 .01 0 1 SCALE: 1" = 30' \ C 1 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10 1 2 3 4 5 6 7 8 9 10 cc MVoIlkIIIIIIIIIIIIIII =J-�■ m � MMM � � � � � � � � _� M � � � � cc 1 11 1 4,072 SF 1 3; 15 C co 40 1 g 1 5,243 SF �_ o _ 1 n co 4,103 SF 1 STACK ROCK O° \ u 1 31 1 c aoUp PLANT SCHEDULE 12 - 4,079 SF I LANDSCAPE M 1 \ O `t' 1 ARCHITECTURE CD TREES BOTANICAL/COMMON NAME CONT CAL QTY REMARKS 4,649 SF R f & MASTER PLANNING c Acer truncatum 'Crimson Sunset' /Crimson Sunset Maple B&B 2.5" 6 35'h x 25'w - \ 41 U L + p CLASS II 1 ? 16 v 4,103 SF 1 1 �' 4,451 SF `° 1 T - I (208) 345-0500 cc 404 5 Sth St. # 154 o Betula nigra 'Heritage' /Heritage River Birch B&B 2" 8 40'h x 40'w BOiSe, ID 83 702 c CLASS II 1 _ � 30� 1 StackRockGroup.com Cn 4,079 SF WILLET C HOWARD, PLA Malus x'Spring Snow' /Spring Snow Crab Apple B&B 2" 7 20'h x 20'w 1 �, 13 C I OFFICE: (208)345.0500 EMAIL: N CLASS I x N 4,000`SF I 42 WILL@STACKROCKGROUP.COM 1 I � 17 IY � I `� 4,103 SF 1 www.STACKROCKGROUP.COM • X I 4,017 SF cD Cn I 1 THE GRAPHICS AND DESIGNS x 29Cf ON THIS SHEET ARE o _ I 4,079 SF DELIVERABLES THAT REMAIN LANDSCAPE LEGEND. 1 I _� I 1 AT ALL TIMES PROPERTY OF 1 14 z 43 1 STACK ROCK GROUP, INC. co SOD LAWN ° 4,002 SF 18 1 4,017 SF C/) 4,103 SF REPRODUCTION OR REUSE OF 1 THIS PRODUCT CONTAINED v o HERE IN IS PROHIBITED cc C/) 1 28 WITHOUT THE WRITTEN NATIVE SEED MIX o I 4,079 SF GORSEON U OP STACK N OCCK U U Z> DO0 44 ©2018 STACK 1 cn 4,002 SF , cc4,017 SF Q 4,103 SF 1 ROCK GROUP, INC. 1 WCr cI 1 ILL. Uw LifL 27 ( I Seals PRELIMINARY 1 Z 4,079 SF I Uj U) 1 0 �E0 F �O x 1 UW 20 p 45 1 CO EN BVS�yO 16 01 4,017 SF I U) 4,103 SF 1 4,001 SF I.J C/) � r � 1 x (n cn 26 �cP LA-16830 2 1 - 4,079 SF 1 �O 06.02.20 �'9NDSCP, 1 x A °° c 21 46 1 4,010 SF 4,103 SF NOT FOR CONSTRUCTION 1 17 � 1 4,005 SF W 1 UN 4,079 SF 1 r, CL _ 22 47 1 - 4,004 SF 4,103 SF 1 cc 0 _ 1 24 7 0 1 �� \ + + + + + + + + + 4,079 SF 1 ` 19 + + + + + + + + O •0 y 1 #+ + + + + + + + + + D 1 4,005 SF 4- + + + + + + + + Qx \ + + + + + + + 49 U)+ + + + + + + + + + + + + + + + + + + + + `rs + + + + + + 3 + + + + + + + + + + + + + + + + 3,930 SF `� + + + + + + + + + + + + + + + + + + + + > 3 1 + + 2@6 + + + + + + + + + + + + + + + 1 _ + + + + + + + + + + + + + + + + + + cc \s + + y 1 IT- to o 00 1 4130 SF 1 - $°w s°w Q A, I U) 3 1 \''S� - W. WINNIPEG ST. ss ss Ss ss- -s N L.L N y RS L 4! 0 1 21 1 z 0 4,901 SF \T U / Q CU J - W z °' 1 1 a c U o U 22 6,143 SF O 23 W 1 5,437 SF 1 U iJ 1 1 REVISIONS 0 T 1 1 MIRK DATE Description U LJ N L 1 R R R I 1 QJ a, 1 1 _N 1 � 1 4J U 7 a � I 1 24 118-1106 0 51,827 SF JOB O. JUNE 02,2020 U CU DRAWN BY: DW, KS o CHECKED BY: JB 1 EXISTING 1 a3 1 POND 1 DRAWING TITLE co a U o LANDSCAPE 1 s sDk� 1 PLAN w s+ co 0 1 W tCU s Q 1 ss 1 �_ + ssx � SHEET NUMBER U 1 0 30 60 120 feet 1 1 NORTH X 1oe L1 .02 Y o SCALE: 1" = 30' o v 0 v a 1 1 2 1 3 1 4 1 5 1 6 1 7 1 8 1 9 1 10 3 4 5 6 7 8 9 10 OPEN SPACE EXHIBIT: W. VICTORY ROAD as x w a 17 U fE IZ U) C N o QUALIFIED OPEN SPACE y�s X 0 STACK ROCK (GROUP RIDENBAUGH CANAL °O LAND5GAPE ARCHITECTURE FATHwnv 8 MASTER PLANNING w X SITE DATA: 0 o TOTAL PROPERTY : 11.67 ACRES Q 20'GAZEBO 70.7OSF II 404458 h5 . #5 U TOT CHOSEN NBYOOWN X TIME OF INSTALLATION 5tar-kRor-kGroup.r-om M BoiSe, ID 83�02 0 0 OPEN SPACE ACRES SF c COMMON LOT 131/1-2 1.62 70,704 WILLET C HOWARD, PLA TEMPORA\ COMMON LOT B3/L2 0.8 34,819 OFFICE: (208)345.0500 EMAIL: L _ TUR AR OVIL COMMON LOT B2/L24 1.09 47,665* WILL@STACKROCKGROUP.COM L �� I COMMON LOT B3/L23 0.1 4,206 WWW.STACKROCKGROUP.COM o - - o COMMON LOT B2/ L18 0.04 1,579 (2)6'BENCHES 1 *16,648 SF Pond in Common Lot comprises 25% of required open space WCUMBERLAND DR. THE GRAPHICS AND DESIGNS ss SS ss SS -SS SS rS ON THIS SHEET ARE CD - TOTAL OPEN SPACE: 3.65 DELIVERABLES THAT REMAIN Y � AT ALL TIMES PROPERTY OF � a STACK ROCK GROUP, INC. a OPEN SPACE PROVIDED: 31 /o C 0 REPRODUCTION OR REUSE OF n THIS PRODUCT CONTAINED oa,9 SF `� 4 '< HERE IN IS PROHIBITED Y U1 4,99SF O X 4,35 SF 4, SF -0-,.SF 4,09SF 4,089 SF Y WITHOUT THE WRITTEN C/) CONSENT OF STACK ROCK X G R O U P I N C c v n al -aal aal I R IRR- ©2018 STACK I rl ROCK GROUP, INC. j U) I 4,6 SF C7 80 n 6,85 SF LL Seals � I PRELIMINARY 4 \ 7„9JSF OF 4,7 SF I) 9 EXISTINGACCESS ROAD `�',`P5 /t Bo O \ 4, SF -------------------------------- G�`i I Q 34,819 SF - - =115 SF (10 4,4dSSF r U �2 �W 6 �2 s LA-16830 4,171 sF a 11 35 ss �O 06.02.20 QUO 20 4,445 SF q 5,PIF 95a SF �-INDSCAP'�- \ N 37 7,2 SF 7 NOT FOR CONSTRUCTION 4,1 SF 4,6 SF 34 8 6,173 SF 4,132 SF N� f \ Uj U) 38 SF C 4 3 Cl) 4, O 9 ,6 SF O 4,1 SF NN CD U 33 O 4,2 SF R 010SF 5214SF n 4 n 39 Z MCP 4,1 SF 0 O O 32 O 4,5 SF to \ 4011SF a5,221F n v/ 15 a 5,2 SF - 40 4,1 SF �//'�) C v \ 612SF N 4'031 SF 4 I co O 0 y 4416SF 4,141SF Qj m �_ 30 4,0 SF O 4,013 SF U) 0 107 4 142 S �/F / 3 4,17 SF > U d 29 N -� 4,0 SF cc 4,014 SF 4,018 SF 4,143 SF O to a U 4,028SF F O C) a t4 4,005SF 4,019SF �Q!) 4,144SF I z � ILIJ Q a p N W 27 C7 Z 4,0 SF Uj IL Q uJ PS 0 U) 45 Z io6 ZO 4,0 SF 4,1 SF Uj 4;61 SF I� ' ` cc 206 V 0 w U Cr. 4;79 SF I O a LCCLI 4,021SF 4,146SF T G T U 17 d 4,0 SF 0 25 0 4,079 SF II REVISIONS 4,0 S 22 F U) 4,147 SF O T Cl) MIRKDATE Description vzoa 'a 4,79 SF A ** ** 19 L4,0 SF (� ) 49 G! U) 3,9 SF a I al aal GJ 7 r2 t� 20 SF CU U E ST. � � � SS w o m 21 v 4,9 SF o JOB NO: 18-1106 Q DATE: JUNE 02,2020 v DRAWN BY: DW, KS o s1<3SF 23 CHECKED BY: JB .r 5,4 SF O C CU �I DRAWING TITLE co sz c' 0 OPEN SPACE \ EXHIBIT w EXISTING POND LU 2 Q 0 c SHEET NUMBER U 0 60 120 180 feet I \Sox 0- CU \ ° E L1 .01 Y NORTH SCALE: 1" = 60' I v Y fN 4J L Q V) 1 2 3 4 5 16 7 8 9 10 _ I EX.SSMH - S �❑`I),/ ; Irr 112+45.44\ 265�^I li Xj x - 4,989 SF N i II III cn / O I 2I2+00 �'I I \ ® 4,650 SF r - _ LESS TIMBERLINE SUB NO. 1 O 4,712 SF 0 I r co � I I II II � M 6 4,115 SF SSMH A 2 395 SF \ \ - v I II I� I Lo M PROPERTY BOUNDARY xnS, O I 19+83.61 I III I I V L, RIGHT OF WAY LINE ! 0 �I Af I o 4,171 SF I 1 I EXISTING ROAD CENTERLINE i i ��- O o SS-+} a, 4 8 4,152 SF + SS o 8+00 SSMH A-1 I 1 II II � EXISTING LOT NUMBER _ _ / 4,132 SF N= N LINE A: 21+14.70 I I N 0 W W I II /III o ic LINE B: 7+89.60 I I I I >- EXISIING LOT LINE ' 4' X / \ 11 4,094 SF 4,113 SF Q joo/� 7 O O j II i II ' III (D w EXISTING SEWER LINE W MANHOLE ON O / 0 � 4,072 SF S•� � 4,358 SF � I � �,704 SF� I 11 II I I I � �'°� o ! ?� 17 12 cn �- o - EXISTING WATER MAIN W/ GATE VALVE Q i6 15 14 13 0 cP SS C P ® 2656- I I I I 1 p c> EXISTING PIRR W/ SERVICE Ig 1 F4,005 SSMH A 5 SF 4,002 SF 4,002 SF 4,000 SF 49 SF //o�v N` 1 II II I t - -Lot m 6,085 SF I I c/ 2 S N 4,005 SF �s / © I I I EXISTING STREETLIGHT 13+72.33 ti 040 SF 7+00 1 1 I I 4, U) � M 20 A- 0 ,w I ' I I I III III ( O L oo EP EDGE OF PROPOSED PAVEMENT, 4,130 SF o o o oo,� 10 4,445 SF � I I 1 11 III III N co N ROAD CENTERLINE ! ++- LONE P N9�71++- -ss��� / 11 4,445 SF RR 4,0400 SF ROAD RIGHT OF WAY / 01 SF ' - w -W �/�/ 4,445 SF o I 1 11 11 INTERIOR LOT LINE �� 0 16M51.80� 4,652 SF (� U, I I I 1 II ii 1 ass? p LOT NUMBER / SSMH A-6 � � 4,040 SF J L / 13 O cn 1 1 I \ S\0 S T E STANDARD STREETLIGHT 2666-/ 143 13+06.26 �/ SSMH A 44 14 4,652 SF \ 6 00 I Ij j N; N ��`��s� " O�� �C' R� / SSMH A 7 21 r DO 19 18 17 16 1 15 0' 5,253 SF 0 C I I I I �I��� ?� Q� �6/2/2020 SS 0 CONSTRUCT SEWER W/ 48"0 MANHOLE 4,010 �F 4,017 SF 4,017 SF 4,017 SF 4,017 SF 4,451 SF 5,243 SF L- 4,089 SF I I �'� \°� �`r6 _ 8625 / ' SSMH A 8 s' c,1 +48.55 - 1 U) ',1 /// / I \�' s N _ -w- SSMH C 900 WATER MAIN 5.' 11+92.57 N / R� - / -" __ __ � - -"ti65 y;�,� �f9ocuSigne > y: N CP 9 -� INSTALL FIRE HYDRANT // 11 00 23 Cti _ - - 19=_ ,_ - /�------ ------ Vol P� I. - - _ 2i _ -- �, -- 33 0 I -% �SSMH-�` _ 0 4 (J I 20 07 28 29 30 31 3 4,216 SF \ 1 I I I 5+00 5+20.00 E5B537E89F154BD. m / O 4,079 SF I4,0/9 SF 4,079 SF 4,079 SF 4,079 SF 4,079 SF 4,079 SF 4,079 SF 4,554 SF \ I I UNPLATTEL o 10 ti 11+00 9+31+`��' ! /� ® � I SSMH 35 I III x I 51,827 SF 511 I I I zf I . 0 5.95 SFSSMH A-11 I x a m SSMH A-9 u) 5+40.08 III 0 _ 2660 �� 10+50.96 w o W Wo- W w w lA, W w I I x / o S�ABIBFQ�� - -LINE A �- C/71 / / ;����w _ moss +-ss I + s $+��s�+ss !+ I I I / ) , 2610_. rn ao =� co 36 I I x 5,958 S x SCALE a I 80 0 40 80 160 CA / I z �49 @7 46 45 44 43 ® 41 �40 39 � I I \ ❑ m 30 S 4,103 SF 4,103 SF 4,103 SF 4,103 SF 4,103 SF 4 tg3 SF T,103 SF 14,103 SF 4,163 SF (R 37. �, ' III 19 S \ 0 G, 41 SF I I � I . 6�-- -7,2-38-8F� : � I I ( FEET ) cn I I 4,648 SF 1 INCH = 80 FT. NNI�- �IMi I NMI - -'I?ii-N?II�?�}II�`^ "�I I U) Lu Q 2680 2680 Of w Q XISTING GROUND ALONG PROPOSED SANITARY SEWER z CONST. 53.7 LF 8" 2672 m J ��(b' SDR-35 PVC Pipe ® 0.40%� 2672 ~ _ O �� � CONST. 52.0 LF 8" w z SDR-35 PVC Pipe ® 0.86% CONST. 62.1 LF 8" ~ - - - - _ _ ���' SDR-35 PVC Pipe ® 0.47% CONST. 126.7 LF 8" SDR-35 PVC Pipe ® 0.40% PPROXIMATE FINISHED SURFACE \ CONST. 57.4 LF 8" CONNECT TO EXISTING MANHOLE o 0�1 � SDR-35 PVC Pipe @ 0.40% IN TIMBERLINE SUB CONST. 386.9 LF 8" SDR-35 PVC Pipe ® 0.60% CONST, 116.0 LF 2664 2 2 2 2 2664 8 SDR-35 PVC pi „ 2!! 2!!- - ti�� ��� � � 43 2 2 2 2 co co pe �1 �� 0 INV OUT 1.689, CONST. 137.6 LF 8" - - - - - \ \ ti��� ti�� h1 Z o p w INV OUT 2661.20 SDR-35 PVC Pipe ® 0.80% z Lu z z o Lu 0 p Q Q INV IN o 2661.10 - - - _ _ `� o Q INV OUT 26NVOIN 2658.98 CONST. 214.1 LF 8" SDR-35 P - - _ _ _ _ -- // I I w w Q w a_ c i O m pe ® 1 I I 2656 c=n o o v Q ai 0 2657.27 C Pi CONST. 327.8 LF 8 3 2656 o rn INV OUT INV IN INV OUT 7 24% SDR-35 PVC Pie @ 0.40%- - - - - - - CONST. 127.1 LF 8" - - - v) o Q rn ~ INV U94 2656.53 2656.43 p SDR-35 PVC Pipe Q 0.40% z Q U) 2657.85 Q INV IN Lo > O � � U o INV IN Q INV OUT 0 U � cy) U) � _ ,n INV IN -0 Q) z0 Q o � NV OUT 2653.73 2653.38 2653.28 II Q 4- L cn U) 4- U) N INV IN INV IN 2651.95 2651.85 U z II + v) r INV OUT 2651.23 ~ 2648 0 c i N �+ INV IN Q INV OUT 2651.33 INV OUT 2648 Q U z Q co U) 2653.63 = INV IN Q = z O Q z lal INV OUT 2651.33 = o 2i w U cn co O co � n INV IN U) J 41 Q Q Q cn oo � + _ � = o Nm � + w + U) 00 Q 2657.75 r) N CD U) ao z II cn N N 0 2640 INV OUT - z Q + N + O Q z 1 2640 O N O H u> H co U cn O � U cn L� 0 + O a O a � / z U) U U)) u U cn / 2632 2632 q- 4+00 4+80 5+60 6+40 7+20 8+00 8+80 9+60 10+40 11+20 12+00 12+80 13+60 14+40 15+20 16+00 16+80 17+60 18+40 19+20 20+00 20+80 21+60 22+40 23+20 24+00 LL- 0 p L 0 I ~ 1 2672 2672 > O U x XISTING GROUND ALONG U w PROPOSED SANITARY SEWER W 0 APPROXIMATE FINISHED SURFACE z 11--I 0 2664 2664 0- U Q J J m ��� �� J J > Lu W 0)oN �� �� O 0 w \ > m J co E N 2656 _ - - 2656 p U) z o E j - CONST. 265.6 LF 8" _ - - SDR-35 PVC Pipe ® 0.40% O orfJ < < m U \ p Z w O J ~ 0 2652.41 2651.33 Q Q �2651.23 z o INV IN INV OUT INV OUT 2648 = 2651.33 Q 2648 _ � w 2i o INV IN = o co pp a- CCN D � w LLJ z o Q + + o� ° oQ zN Ov � O w 00 2640 U "' ov v) 2640 U N O U \w SHEET NUMBER N / O � 2632 2632 PP-02 Q Q 4+00 4+80 5+60 6+40 7+20 8+00 8+80 11 o � uu MATERIALS TESTING & INSPECTION AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL ENGINEERING REPORT of Jocelyn Park Subdivision Victory Road West of Meridian Road Meridian, ID Prepared for: Mr. Jarron Langston 9563 West Harness Drive Boise, ID 83709 MTI File Number B1902159 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti cbmti-id.com MATERIALS 14 March 2019 TESTING & Page# 1 of 35 INSPECTION b190215g geotech docx AN ATLAS COMPANY ❑ Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Mr. Jarron Langston 9563 West Harness Drive Boise, ID 83709 208-724-6239 Re: Geotechnical Engineering Report Jocelyn Park Subdivision Victory Road West of Meridian Road Meridian,ID Dear Mr. Langston: In compliance with your instructions, MTI has conducted a soils exploration and foundation evaluation for the above referenced development. Fieldwork for this investigation was conducted on 1 March 2019. Data have been analyzed to evaluate pertinent geotechnical conditions. Results of this investigation, together with our recommendations, are to be found in the following report. We have provided a PDF copy for your review and distribution. Often, questions arise concerning soil conditions because of design and construction details that occur on a project. MTI would be pleased to continue our role as geotechnical engineers during project implementation. Additionally, MTI can provide materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering services, we will meet with you at your convenience. MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions, please call (208) 376-4748. Respectfully Submitted, Materials Testing & Inspection NAL FN ENSF0 Jacob Schlador, P.E. Reviewed by: Lqnica Saculles P.E. Geotechnical Enginee 18300 Senior Geotechnical Engineer vq r9rF OF �e SCH�P 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mt!Ornti-id.com conrnem®zotem chop Totina&ln�oeoo MATERIALS 14 March 2019 TESTING & Page#2 of 35 INSPECTION b190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections TABLE OF CONTENTS INTRODUCTION.................................................................................................................................4 ProjectDescription....................................................................................................................4 Authorization.............................................................................................................................4 Purpose......................................................................................................................................4 Scopeof Investigation...............................................................................................................4 Warranty and Limiting Conditions............................................................................................5 SITEDESCRIPTION............................................................................................................................6 SiteAccess ................................................................................................................................6 RegionalGeology......................................................................................................................6 GeneralSite Characteristics ......................................................................................................7 Regional Site Climatology and Geochemistry..........................................................................7 SEISMICSITE EVALUATION..............................................................................................................7 GeoseismicSetting....................................................................................................................7 Seismic Design Parameter Values.............................................................................................8 SOILSEXPLORATION ........................................................................................................................8 Exploration and Sampling Procedures ......................................................................................8 Laboratory Testing Program .....................................................................................................9 Soiland Sediment Profile..........................................................................................................9 VolatileOrganic Scan ............................................................................................................. 10 SITEHYDROLOGY .......................................................................................................................... 10 Groundwater............................................................................................................................ 10 SoilInfiltration Rates .............................................................................................................. 10 SLOPESAND SETBACKS.................................................................................................................. 11 FOUNDATION, SLAB,AND PAVEMENT DISCUSSION AND RECOMMENDATIONS............................... 12 Foundation Design Recommendations.................................................................................... 12 Crawl Space Recommendations.............................................................................................. 13 Floor, Patio, and Garage Slab-on-Grade................................................................................. 13 Recommended Pavement Section........................................................................................... 14 Flexible Pavement Section...................................................................................................... 14 Pavement Subgrade Preparation.............................................................................................. 15 Common Pavement Section Construction Issues.................................................................... 15 CONSTRUCTION CONSIDERATIONS ................................................................................................. 15 Earthwork................................................................................................................................ 16 DryWeather............................................................................................................................ 16 WetWeather............................................................................................................................ 16 SoftSubgrade Soils................................................................................................................. 17 FrozenSubgrade Soils............................................................................................................. 17 StructuralFill........................................................................................................................... 18 Backfillof Walls ..................................................................................................................... 19 Excavations ............................................................................................................................. 19 GroundwaterControl............................................................................................................... 19 2791 S Victory View Way• Boise, ID 83709•(208)376-4748• Fax(208)322-6515 www.mti-id.com •mti(c�mti-id.com Copyright©2019 Testing&Inspectionspection MATERIALS 14 March 2019 TESTING & Page# 3 of 35 INSPECTION b190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GENERALCOMMENTS ....................................................................................................................20 REFERENCES...................................................................................................................................21 APPENDICES ...................................................................................................................................22 AcronymList...........................................................................................................................22 Geotechnical General Notes....................................................................................................23 Geotechnical Investigation Test Pit Log.................................................................................24 Gravel Equivalent Method—Pavement Thickness Design Procedures ..................................32 R-Value Laboratory Test Data................................................................................................33 Plate1: Vicinity Map ..............................................................................................................34 Plate2: Site Map .....................................................................................................................35 2791 S Victory View Way• Boise, ID 83709•(208)376-4748• Fax(208)322-6515 www.mti-id.com •mti(c�mti-id.com Copyright©2019 Testing&Inspectionspection MATERIALS 14 March 2019 TESTING & Page#4 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2015 International Building Code (IBC). Information in support of groundwater and stormwater issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or drawings for the proposed development from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in the provided recommendations are required. Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer. Project Description The proposed development is in the southern portion of the City of Meridian, Ada County, ID, and occupies a portion of the Nl/2NE'/4 of Section 25, Township 3 North, Range 1 West, Boise Meridian. This project will consist of construction of 27 residential lots, with associated streets. The site to be developed is approximately 12.66 acres in size. Total settlements are limited to 1 inch. Loads of up to 4,000 pounds per lineal foot for wall footings, and column loads of up to 50,000 pounds were assumed for settlement calculations. Additionally, assumptions have been made for traffic loading of pavements. Retaining walls are not anticipated as part of the project. MTI has not been informed of the proposed grading plan. Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Mr. Jarron Langston to Casey Heck of Materials Testing and Inspection (MTI), on 11 February 2019. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between and MTI. Our scope of services for the proposed development has been provided in our proposal dated 4 February 2019 and repeated below. Purpose The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by either design engineers or architects in: • Preparing or verifying suitability of foundation design and placement • Preparing site drainage designs • Indicating issues pertaining to earthwork construction • Preparing residential pavement section design requirements Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and laboratory testing of materials collected, and engineering analysis and evaluation of foundation materials. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 5 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Warranty and Limiting Conditions MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection("Consultant"). Use or misuse of this report,or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Report Recommendations are Limited and Subiect to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions,and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective field exploratory sampling. Upon commencement of construction, such conditions may be identified that require corrective actions, and these required corrective actions may impact the project budget. Therefore, construction recommendations in this report should be considered preliminary, and MTI should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. Since geotechnical reports are subject to misinterpretation, do not separate the soil logs from the report. Rather, provide a copy of, or authorize for their use, the complete report to other design professionals or contractors. Locations of exploratory sites referenced within this report should be considered approximate locations only. For more accurate locations, services of a professional land surveyor are recommended. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 6 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections This report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. Environmental Concerns Comments in this report concerning either onsite conditions or observations, including soil appearances and odors, are provided as general information. These comments are not intended to describe, quantify, or evaluate environmental concerns or situations. Since personnel, skills, procedures, standards, and equipment differ, a geotechnical investigation report is not intended to substitute for a geoenvironmental investigation or a Phase II/III Environmental Site Assessment. If environmental services are needed, MTI can provide, via a separate contract, those personnel who are trained to investigate and delineate soil and water contamination. SITE DESCRIPTION Site Access Access to the site may be gained via Interstate 84 to the Meridian Road exit. Proceed south on Meridian Road approximately 1.2 miles to its intersection with Victory Road. From this intersection,proceed west on Victory Road for 0.3 mile. The site resides to the south of Victory Road. Presently the site exists as a decommissioned lagoon and undeveloped land. The location is depicted on site map plates included in the Appendix. Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long,that developed about 14 million years ago(Ma)and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. The project site is underlain by"Gravel of Amity Terrace" as mapped by Othberg and Stanford (1993). The Amity terrace is the fifth terrace above the modern Boise River and represents the first level of Quaternary incision by the Boise River. The terrace, which has been correlated with Deer Flat terrace deposits to the west, is modified extensively by erosion and faulting. Where little erosion has taken place the terrace is mantled with loess 1.6-7 feet thick. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 7 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections General Site Characteristics This proposed development consists of approximately 12.66 acres of varying terrain. The western half of the site consists of previously decommissioned sewage lagoons. The bottom of the lagoons resided approximately 10 to 12 feet below the surrounding area. The sides of the lagoon were sloped at approximately 3 feet horizontal to 1 foot vertical (3:1) to 2:1. The eastern half of the site consisted of an undeveloped field that resided approximately 10 feet above the top of the lagoons. Throughout the majority of the site, surficial materials consist of various fills. No vegetation was noted within the western half of the site;however, in the eastern half of the site, vegetation was noted in the form of bunchgrass and other native grass varieties typical of and to semi-arid environments. Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by both sheet runoff and percolation through surficial soils. Runoff predominates for the steeper slopes near the lagoons while percolation prevails across the gently sloping and near level areas. From the west and north, intermittent off-site stormwater may drain onto the project site. Stormwater drainage collection and retention systems are not in place on the project site, but were noted in the form of curbs, gutters, and drop inlets along Victory Road. Regional Site Climatology and Geochemistry According to the Western Regional Climate Center, the average precipitation for the Treasure Valley is on the order of 10 to 12 inches per year, with an annual snowfall of approximately 20 inches and a range from 3 to 49 inches. The monthly mean daily temperatures range from 217 to 95°F, with daily extremes ranging from - 25°F to I I I'T. Winds are generally from the northwest or southeast with an annual average wind speed of approximately 9 miles per hour(mph)and a maximum of 62 mph. Soils and sediments in the area are primarily derived from siliceous materials and exhibit low electro-chemical potential for corrosion of metals or concretes. Local aggregates are generally appropriate for Portland cement and lime cement mixtures. Surface water, groundwater, and soils in the region typically have pH levels ranging from 7.2 to 8.2. SEISMIC SITE EVALUATION Geoseismic Setting Soils on site are classed as Site Class D in accordance with Chapter 20 of the American Society of Civil Engineers (ASCE)publication ASCE/SEI 7-10. Structures constructed on this site should be designed per IBC requirements for such a seismic classification. Our investigation did not reveal hazards resulting from potential earthquake motions including: slope instability, liquefaction, and surface rupture caused by faulting or lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 8 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Seismic Design Parameter Values The United States Geological Survey National Seismic Hazard Maps (2008), includes a peak ground acceleration map. The map for 2% probability of exceedance in 50 years in the Western United States in standard gravity (g) indicates that a peak ground acceleration of 0.195 is appropriate for the project site based on a Site Class D. The following section provides an assessment of the earthquake-induced earthquake loads for the site based on the Risk-Targeted Maximum Considered Earthquake (MCER). The MCER spectral response acceleration for short periods, Stirs, and at 1-second period, SNn, are adjusted for site class effects as required by the 2015 IBC. Design spectral response acceleration parameters as presented in the 2015 IBC are defined as a 5% damped design spectral response acceleration at short periods, SDs, and at 1-second period, SDI. The USGS National Seismic Hazards Mapping Project includes a program that provides values for ground motion at a selected site based on the same data that were used to prepare the USGS ground motion maps. The maps were developed using attenuation relationships for soft rock sites; the source model, assumptions, and empirical relationships used in preparation of the maps are described in Petersen and others (1996). Seismic Design Values Seismic Design Parameter —Design Value Site Class D "Stiff Soil" SS 0.286 (g) S1 0.101 (g) Fa 1.571 Fv 2.396 SMS 0.449 SMi 0.242 SDs 0.300 SD1 0.161 SOILS EXPLORATION Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means of a Global Positioning System (GPS) device and are reportedly accurate to within fifteen feet. Upon completion of investigation, each test pit was backfilled with loose excavated materials. Re-excavation and compaction of these test pit areas are required prior to construction of overlying structures. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 9 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff, identified according to test pit number and depth,placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented in the Appendix. MTI recommends that these logs not be used to estimate fill material quantities. Laboratory Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in an analysis of anticipated behavior of the proposed structures. Laboratory tests were conducted in accordance with current applicable American Society for Testing and Materials (ASTM) and American Association of State Highway and Transportation Officials (AASHTO) specifications, and results of these tests are to be found on the accompanying logs located in the Appendix. The laboratory testing program for this report included: Atterberg Limits Testing—ASTM D4318, Grain Size Analysis—ASTM C 117/C 136, and Resistance Value(R-value) and Expansion Pressure of Compacted Soils—Idaho T-8. Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which can be found in the Appendix. Various fill materials were encountered at ground surface. These materials varied from silty gravel with sand fills to sandy lean clay fills. These various fill materials were dark brown, brown, reddish brown, and light brown dry to moist, soft to stiff/loose to very dense, and contained fine to coarse-grained sand, fine to coarse gravel, 5-inch-minus cobbles, and in some instances varying debris. In test pits 1 through 3, clayey gravel with sand sediments were encountered beneath the fill materials. Clayey gravels with sand were light brown, light reddish brown, and reddish brown,dry to slightly moist, dense to very dense, and contained fine to coarse-grained sand, fine to coarse gravel, and 8-inch-minus cobbles. Within test pits 5, 6, and 7, silts with sand and lean clay soils were encountered beneath the fills. These lean clays and silts with sand were dark brown, brown, and light brown, dry to slightly moist, stiff to hard, and contained fine to medium-grained sand and varying degrees of induration. At depth throughout the majority of the site were poorly graded sand and gravel sediments with varying amounts of silt and clay contents. These poorly graded gravels and sands were brown, light brown, yellowish brown, and light reddish brown, dry to slightly moist, medium dense to very dense, and contained fine to coarse-grained sand, fine to coarse gravel, and 5-inch-minus cobbles. Competency of test pit sidewalls varied little across the site. In general, fine grained soils remained stable while more granular sediments and fill materials readily sloughed. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 10 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Volatile Organic Scan No environmental concerns were identified prior to commencement of the investigation. Therefore, soils obtained during on-site activities were not assessed for volatile organic compounds by portable photoionization detector. Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type of contamination. No groundwater was encountered. SITE HYDROLOGY Existing surface drainage conditions are defined in the General Site Characteristics section. Information provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report. Groundwater During this field investigation, groundwater was not encountered in test pits advanced to a maximum depth of 11.5 feet bgs. Soil moistures in the test pits were generally dry to moist throughout. In the vicinity of the project site, groundwater levels are controlled in large part by residential and commercial irrigation activity and leakage from Ridenbaugh Canal. Maximum groundwater elevations likely occur during the later portion of the irrigation season. During previous investigations performed in May 2004, May 2007, May 2017, and July 2018 within approximately 1/2-mile to the northeast and south of the project site, no evidence of groundwater was noted within numerous test pits advanced to depths as great as 12.5 to 16.5 feet bgs. Furthermore, according to United States Geological Survey (USGS) monitoring well data within approximately %2-mile of the project site, groundwater was measured at a depth of 35 feet bgs, which equates to groundwater elevations of 2,620 feet above mean sea level (msl). For construction purposes, MTI estimates groundwater depths to remain greater than approximately 20 feet bgs throughout the year. This depth can be confirmed through long-term groundwater monitoring. Soil Infiltration Rates Soil permeability,which is a measure of the ability of a soil to transmit a fluid,was not tested in the field. Given the absence of direct measurements, for this report an estimation of infiltration is presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay and silt with sand soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour. Sandy silt soils will commonly exhibit infiltration rates from 2 to 4 inches per hour. Clayey gravel with sand sediments,poorly graded sand with clay sediments, and poorly graded gravel with clay and sand sediments typically have infiltration rates ranging from 2 to 6 inches per hour; though induration may reduce these values to near zero. Poorly graded sand sediments and poorly graded gravels with silt and sand typically exhibit infiltration values in excess of 12 inches per hour. Infiltration testing is generally not required within these sediments because of their free-draining nature. Due to the variability of the soils encountered at depth, MTI recommends that infiltration testing be conducted to obtain site specific drainage rates. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 11 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections SLOPES AND SETBACKS Slopes steeper than 3 feet horizontal to 1 foot vertical (3:1) were near the lagoon. However, it is anticipated that the lagoons will be filled. If slopes remain after filling the lagoons, structures to be constructed near slopes like these,it is necessary to apply slope setback requirements as outlined in the IBC. No potential slope stability deficiencies were noted during the investigation. Soils onsite are not sufficiently stable to allow vertical cuts greater than 4 feet to stand for an extended period of time. Soils in the project vicinity are stable at a 2:1 gradient. However, soil types throughout the area are variable, and existing slopes will be dependent upon soil composition. Proposed cut-fill sections constructed from these soils should not be steeper than 2:1. Cut slopes in fine-grained soil are stable on a 1.5:1 slope with respect to mass movement and downslope creep. Fill slopes should be placed and compacted in a controlled manner as detailed in the Structural Fill section of this report. Fills to be constructed on existing slopes steeper than 20 percent(approximately 5:1) should be benched a minimum of 10 feet into competent native soils. To ensure slope stability with respect to surficial movement and gullying, cohesive soils should be placed on the face of slopes. This will help limit downslope creep and aid in re-vegetation of slope surfaces. When slopes are steeper than 2:1, soils must be aggressively protected from erosion. More granular soils will require an even greater degree of protection. Setbacks from constructed slopes should adhere to provisions of Section 1808.7 of the 2015 IBC. Footing loads on soil masses adjacent to slopes must be set back in accordance with the provisions of the IBC. For buildings constructed above slopes steeper than 3:1, the horizontal setback distance from the face of slope to the face of an upslope footing must be no less than %3 the vertical height of the total slope, however, need not exceed 40 feet. Benches or steps in the slope do not modify slope height. For buildings constructed below slopes steeper than 3:1, the horizontal setback distance from the toe of the slope to the face of a downslope structure must be no less than the vertical height of the total slope, however, need not exceed 15 feet. Retaining walls can be constructed to alter the dimensional parameters of a slope. The top of the retaining wall constitutes the toe of the slope, and slope height is determined from the top of wall. Downslope setback requirements can be reduced to zero if the retaining wall reduces the upslope gradient to 3:1 or flatter. Because upslope setbacks are determined at footing elevation,top of slope setbacks can be managed through the footing depth. In some cases, it may be desirable to use a foundation based on tip bearing piles or caissons to achieve greater footing depths. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 12 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections FOUNDATION, SLAB,AND PAVEMENT DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed development. Two requirements must be met in the design of foundations. First,the applied bearing stress must be less than the ultimate bearing capacity of foundation soils to maintain stability. Second, total and differential settlement must not exceed an amount that will produce an adverse behavior of the superstructure. Allowable settlement is usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure is normally controlled by settlement considerations. Considering subsurface conditions and the proposed construction, it is recommended that the development be founded upon conventional spread footings and continuous wall footings. Total settlements should not exceed 1 inch if the following design and construction recommendations are observed. Presently, there are approximately 27 lots proposed for the project site. The following recommendations are not specific to the individual structures,but rather should be viewed as guidelines for the subdivision—wide development. Foundation Design Recommendations Based on data obtained from the site and test results from various laboratory tests performed,MTI recommends the following guidelines for the net allowable soil bearing capacity: Soil Bearing Capacity Footing Depth ASTM D1557 Net Allowable Subgrade Compaction Soil Bearing Capacity Footings must bear on competent, undisturbed, 2 native lean clays, silts with sand, poorly graded 1,SOOlbs/ft sands, clayey gravels with sand, or compacted Not Required for Native A 1/3 increase is allowable structural fill. Existing fill materials must be Soil for short-term loading, completely removed from below foundation o which is defined by seismic elements. Excavation depths ranging from roughly 95/o for Structural Fill events or designed wind 1.3 to 10.2 feet bgs should be anticipated to expose speeds. proper bearing soils. 1It will be required for MTI personnel to verify the bearing soil suitability for each structure at the time of construction. 2Depending on the time of year construction takes place, the subgrade soils may be unstable because of high moisture contents. If unstable conditions are encountered,over-excavation and replacement with granular structural fill and/or use of geotextiles may be required. The following sliding frictional coefficient values should be used: 1) 0.35 for footings bearing on native lean clays, silts with sand, and poorly graded sands soils and 2) 0.45 for footings bearing on granular structural fill and clayey gravels with sand. A passive lateral earth pressure of 339 pounds per square foot per foot (psf/ft) should be used for lean clays, and silts with sand. For poorly graded sand sediments, a passive later earth pressure of 422 psf/ft should be used. For compacted sandy gravel fill and clayey gravels with sand, a passive lateral earth pressure of 496 psf/ft should be used. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 13 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Footings should be proportioned to meet either the stated soil bearing capacity or the 2015 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately '/2 inch. Objectionable soil types encountered at the bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the footings subgrade will require over-excavation and backfilling with structural fill. To minimize the effects of slight differential movement that may occur because of variations in the character of supporting soils and seasonal moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid as possible. For frost protection, the bottom of external footings should be 24 inches below finished grade. Crawl Space Recommendations All residences constructed with crawl spaces should be designed in a manner that will inhibit water in the crawl spaces. MTI recommends that roof drains carry stormwater at least 10 feet away from each residence. Grades should be at least 5 percent for a distance of 10 feet away from all residences. In addition, rain gutters should be placed around all sides of residences, and backfill around stem walls should be placed and compacted in a controlled manner. Floor, Patio, and Garage Slab-on-Grade Uncontrolled fill, which contained debris, was encountered in portions of the site. MTI recommends that these fill materials be excavated to a sufficient depth to expose competent, native soils or to a minimum depth of 4 feet below finished subgrade. If fill materials remain after over-excavation, the exposed subgrade must be compacted to at least 95 percent of the maximum da density as determined by ASTM D 1557. MTI personnel must be present during excavation to identify these materials. Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or floor-supporting fill. In addition, the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements detailed in the Structural Fill section. Fill materials must be compacted to a minimum 95 percent of the maximum dry density as determined by ASTM D1557. A free-draining granular mat(drainage fill course) should be provided below slabs-on-grade. This should be a minimum of 4 inches in thickness and properly compacted. The mat should consist of a sand and gravel mixture, complying with Idaho Standards for Public Works Construction (ISPWC) specifications for 3/4-inch (Type 1) crushed aggregate. The granular mat should be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D1557. A moisture-retarder should be placed beneath floor slabs to minimize potential ground moisture effects on moisture-sensitive floor coverings. The moisture-retarder should be at least 15-mil in thickness and have a permeance of less than 0.01 US perms as determined by ASTM E96. Placement of the moisture-retarder will require special consideration with regard to effects on the slab-on-grade and should adhere to recommendations outlined in the ACI 302.1R and ASTM E1745 publications. Upon request, MTI can provide further consultation regarding installation. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 14 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Recommended Pavement Section As required by Ada County Highway District (ACHD), MTI has used a traffic index of 6 to determine the necessary pavement cross-section for the site. MTI has made assumptions for traffic loading variables based on the character of the proposed construction. The Client should review these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. MTI collected a sample of near- surface soils for Resistance Value (R-value) testing representative of soils to depths of 2 feet below existing ground surface. This sample, consisting of silts with sand collected from test pit 7,yielded a R-value of 9. The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e.g. soil preparation, may be required to support construction equipment. These have been listed within the Soft Subgrade Soils section. Results of the test are graphically depicted in the Appendix. Flexible Pavement Section The Gravel Equivalent Method, as defined in Section 500 of the State of Idaho Department of Transportation (ITD) Materials Manual, was used to develop the pavement section. ACHD parameters for traffic index and substitution ratios, which were obtained from the ACHD Policy Manual, were also used in the design. The calculation sheet provided in the Appendix indicates the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement sections. MTI recommends that materials used in the construction of asphaltic concrete pavements meet the requirements of the ISPWC Standard Specification for Highway Construction. Construction of the pavement section should be in accordance with these specifications and should adhere to guidelines recommended in the section on Construction Considerations. Gravel Equivalent Method Flexible Pavement Specifications Pavement Section Component' Roadway Section Asphaltic Concrete 2.5 Inches Crushed Aggregate Base 4.0 Inches Structural Subbase 12.0 Inches Compacted Subgrade See Pavement Subgrade Preparation Section 1It will be required for MTI personnel to verify subgrade competency at the time of construction. Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC, Section 810 Class III plant mix. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. Aggregate Base: Material complying with ISPWC Standards for Crushed Aggregate Materials. Structural Subbase: Material complying with requirements for granular structural fill (uncrushed) as defined in ISPWC. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 15 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Pavement Submde Preparation Uncontrolled fill, which contained debris, was encountered in portions of the site. MTI recommends that these fill materials be excavated to a sufficient depth to expose competent, native soils or to a minimum depth of 4 feet below finished subgrade. If fill materials remain after over-excavation, the exposed subgrade must be compacted to at least 95 percent of the maximum dry density as determined by ASTM D698. MTI personnel must be present during excavation to identify these materials. Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be properly stripped, compacted (if indicated),inspected, and proof-rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber-tired, fully loaded,tandem-axle dump truck or equivalent. Verification of subgrade competence by MTI personnel at the time of construction is required. Fill materials on the site must demonstrate the indicated compaction prior to placing material in support of the pavement section. MTI anticipated that pavement areas will be subjected to moderate traffic. MTI does not anticipate pumping material to become evident during compaction, but subgrade clays and silts near and above optimum moisture contents may tend to pump. Pumping or soft areas must be removed and replaced with structural fill. Fill material and aggregates in support of the pavement section must be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D698 for flexible pavements and by ASTM D1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent, native lean clay soils, silt with sand soils,poorly graded sand sediments, clayey gravel with sand sediments, or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 16 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Earthwork Excessively organic soils,deleterious materials,or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Brush and thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic or disturbed soils, if encountered,be removed to depths of I foot (minimum), and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone or topsoil are removed prior to placement and compaction of structural fill materials. Exact removal depths should be determined during grading operations by MTI personnel, and should be based upon subgrade soil type, composition, and firmness or soil stability. If underground storage tanks,underground utilities,wells, or septic systems are discovered during construction activities,they must be decommissioned then removed or abandoned in accordance with governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined in the Structural Fill section. MTI should oversee subgrade conditions (i.e., moisture content) as well as placement and compaction of new fill(if required) after native soils are excavated to design grade. Recommendations for structural fill presented in this report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. For structural fill beneath building structures, one in-place density test per lift for every 5,000 square feet is recommended. In parking and driveway areas, this can be decreased to one test per lift for every 10,000 square feet. Dry Weather If construction is to be conducted during dry seasonal conditions,many problems associated with soft soils may be avoided. However,some rutting of subgrade soils may be induced by shallow groundwater conditions related to springtime runoff or irrigation activities during late summer through early fall. Solutions to problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require the addition of water to achieve near-optimum moisture levels. Low-cohesion soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. Wet Weather If construction is to be conducted during wet seasonal conditions (commonly from mid-November through May),problems associated with soft soils must be considered as part of the construction plan. During this time of year, fine-grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the possibility of drying soils to near optimum conditions. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 17 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. During periods of wet weather, construction may become very difficult if not impossible. The following recommendations and options have been included for dealing with soft subgrade conditions: • Track-mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris. Heavy rubber-tired equipment should be prohibited from operating directly on the native subgrade and areas in which structural fill materials have been placed. Construction traffic should be restricted to designated roadways that do not cross, or cross on a limited basis,proposed roadway or parking areas. • Soft areas can be over-excavated and replaced with granular structural fill. • Construction roadways on soft subgrade soils should consist of a minimum 2-foot thickness of large cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances should consist of a 6-inch thickness of clean, 2-inch minimum, angular drain-rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. • Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet subgrade soils. After stripping is complete,the exposed subgrade should be ripped or disked to a depth of 1'/2 feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a weekly basis to aid the aeration process. • Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. MTI is available to provide recommendations and guidelines at your request. Frozen Subgrade Soils Prior to placement of structural fill materials or foundation elements, frozen subgrade soils must either be allowed to thaw or be stripped to depths that expose non-frozen soils and wasted or stockpiled for later use. Stockpiled materials must be allowed to thaw and return to near-optimal conditions prior to use as structural fill. The onsite, shallow clayey and silty soils are susceptible to frost heave during freezing temperatures. For exterior flatwork and other structural elements, adequate drainage away from subgrades is critical. Compaction and use of structural fill will also help to mitigate the potential for frost heave. Complete removal of frost susceptible soils for the full frost depth, followed by replacement with a non-frost susceptible structural fill, can also be used to mitigate the potential for frost heave. MTI is available to provide further guidance/assistance upon request. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 18 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Structural Fill Soils recommended for use as structural fill are those classified as GW, GP, SW, and SP in accordance with the Unified Soil Classification System(USCS) (ASTM D2487). Use of silty soils (USCS designation of GM, SM, and ML) as structural fill may be acceptable. However, use of sil . soils (GM, SM, and ML) as structural fill below footings is prohibited. These materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high and may also be susceptible to frost heave under certain conditions. Therefore, these materials can be quite difficult to work with as moisture content, lift thickness, and compactive effort becomes difficult to control. If silty soil is used for structural fill, lift thicknesses should not exceed 6 inches (loose), and fill material moisture must be closely monitored at both the working elevation and the elevations of materials already placed. Following placement, silty soils must be protected from degradation resulting from construction traffic or subsequent construction. Recommended granular structural fill materials, those classified as GW, GP, SW, and SP, should consist of a 6-inch minus select, clean, granular soil with no more than 50 percent oversize (greater than 3/4-inch) material and no more than 12 percent fines (passing No. 200 sieve). These fill materials should be placed in layers not to exceed 12 inches in loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Structural fill material should be moisture-conditioned to achieve optimum moisture content prior to compaction. For structural fill below footings, areas of compacted backfill must extend outside the perimeter of the footings for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. All fill materials must be monitored during placement and tested to confirm compaction requirements, outlined below, have been achieved. Each layer of structural fill must be compacted, as outlined below: • Below Structures and Rigid Pavements: A minimum of 95 percent of the maximum dry density as determined by ASTM D1557. • Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by ASTM D 15 57 or 95 percent of the maximum dry density as determined by ASTM D698. The ASTM D 15 57 test method must be used for samples containing up to 40 percent oversize (greater than 3/4— inch)particles. If material contains more than 40 percent but less than 50 percent oversize particles,compaction of fill must be confirmed by proof rolling each lift with a 10-ton vibratory roller (or equivalent) until the maximum density has been achieved. Density testing must be performed after each proof rolling pass until the in-place density test results indicate a drop (or no increase) in the dry density, defined as maximum density or "break over"point. The number of required passes should be used as the requirements on the remainder of fill placement. Material should contain sufficient fines to fill void spaces, and must not contain more than 50 percent oversize particles. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 19 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Backfill of Walls Backfill materials must conform to the requirements of structural fill, as defined in this report. For wall heights greater than 2.5 feet, the maximum material size should not exceed 4 inches in diameter. Placing oversized material against rigid surfaces interferes with proper compaction,and can induce excessive point loads on walls. Backfill shall not commence until the wall has gained sufficient strength to resist placement and compaction forces. Further, retaining walls above 2.5 feet in height shall be backfilled in a manner that will limit the potential for damage from compaction methods and/or equipment. It is recommended that only small hand- operated compaction equipment be used for compaction of backfill within a horizontal distance equal to the height of the wall, measured from the back face of the wall. Backfill should be compacted in accordance with the specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. Excavations Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA)regulations, Section 1926, Subpart P. Based on these regulations, on-site soils are classified as type"C" soil, and as such, excavations within these soils should be constructed at a maximum slope of 11/2 feet horizontal to 1 foot vertical (11/2:1) for excavations up to 20 feet in height. Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered stable for short- term conditions only, and will not be stable for long-term conditions. During the subsurface exploration, test pit sidewalls generally exhibited little indication of collapse; however, sloughing of fill materials and native granular sediments from test pit sidewalls was observed,. For deep excavations, native granular sediments and fill materials cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby undermining upper soil layers. This is especially true when excavations approach depths near the water table. Care must be taken to ensure that excavations are properly backfilled in accordance with procedures outlined in this report. Groundwater Control Groundwater was not encountered during the investigation and is anticipated to be below the depth of most construction. Special precautions may be required for control of surface runoff and subsurface seepage. It is recommended that runoff be directed away from open excavations. Silty and clayey soils may become soft and pump if subjected to excessive traffic during time of surface runoff. Ponded water in construction areas should be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page#20 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GENERAL COMMENTS Based on the subsurface conditions encountered during this investigation and available information regarding the proposed development, the site is adequate for the planned construction. When plans and specifications are complete, and if significant changes are made in the character or location of the proposed structure,consultation with MTI must be arranged as supplementary recommendations ma,, b�quired. Suitability of subgrade soils and compaction of structural fill materials must be verified by MTI personnel prior to placement of structural elements. Additionally, monitoring and testing should be performed to verify that suitable materials are used for structural fill and that proper placement and compaction techniques are utilized. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page#21 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections REFERENCES Ada County Highway District (ACHD) (2017). Ada County Highway District Policy Manual (August 2017). [Online] Available: <http://www.achdidaho.org/AboutACHD/PolicyManual.aspx>(2019). American Concrete Institute(ACI)(2015).Guide for Concrete Floor and Slab Construction:ACI 302.1R.Farmington Hills,MI:ACI. American Society of Civil Engineers(ASCE)(2013). Minimum Design Loads for Buildings and Other Structures: ASCE/SEI 7-10. Reston,VA:ASCE. American Society for Testing and Materials(ASTM)(2013). Standard Test Method for Materials Finer than 75-µm(No. 200,)Sieve in Mineral A,ggreizates by Washing:ASTM C117.West Conshohocken,PA:ASTM. American Society for Testing and Materials(ASTM)(2014).Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: ASTM C136.West Conshohocken,PA:ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory CoMpaction Characteristics of Soil Using Standard Effort:ASTM D698.West Conshohocken,PA:ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory CoMpaction Characteristics of Soil Using Modified Effort:ASTM D1557.West Conshohocken,PA:ASTM. American Society for Testing and Materials (ASTM)(2011). Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System):ASTM D2487.West Conshohocken,PA:ASTM. American Society for Testing and Materials (ASTM) (2010). Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils:ASTM D4318.West Conshohocken,PA:ASTM. American Society for Testing and Materials (ASTM) (2011). Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs:ASTM E1745.West Conshohocken,PA: ASTM. Desert Research Institute.Western Regional Climate Center. [Online] Available:<http://www.wrcc.dri.edu/>(2019). International Building Code Council(2015).International Building Code,2015. Country Club Hills,IL: Author. Local Highway Technical Assistance Council (LHTAC) (2017). Idaho Standards for Public Works Construction, 2017. Boise, ID: Author. Othberg,K.L. and Stanford,L.A.,Idaho Geologic Society(1992). Geologic Map of the Boise Valley and Adjoining Area,Western Snake River Plain,Idaho. (scale 1:100,000).Boise,ID:Joslyn and Morris. U.S. Department of Labor, Occupational Safety and Health Administration. CFR 29, Part 1926, Subpart P: Safety and Health Regulations for Construction,Excavations(1986). [Online]Available:<www.osha.gov>(2019). U.S. Geological Survey (2019). National Water Information System: Web Interface. [Online] Available: <http://waterdata.usgs.gov/nwis>(2019). U.S. Geological Survey. (2011). U.S. Seismic Design Maps: Web Interface. [Online] Available: <https://earthquake.usgs.gov/designmaps/us/application.php>(2019). 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page#22 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections APPENDICES ACRONYM LIST AASHTO: American Association of State Highway and Transportation Officials ACHD: Ada County Highway District ACI American Concrete Institute ASCE American Society of Civil Engineers ASTM: American Society for Testing and Materials bgs: below ground surface CBR: California Bearing Ratio D: natural dry unit weight,pcf ESAL Equivalent Single Axle Load GS: grab sample IBC: International Building Code IDEQ Idaho Department of Environmental Quality ISPWC: Idaho Standards for Public Works Construction ITD: Idaho Transportation Department LL: Liquid Limit M: water content MSL: mean sea level N: Standard"N"penetration: blows per foot,Standard Penetration Test NP: nonplastic OSHA Occupational Safety and Health Administration PCCP: Portland Cement Concrete Pavement PERM: vapor permeability PI: Plasticity Index PID: photoionization detector PVC: polyvinyl chloride QC: cone penetrometer value,unconfined compressive strength,psi Qp: Penetrometer value,unconfined compressive strength,tsf Qu: Unconfined compressive strength,tsf RMR Rock Mass Rating RQD Rock Quality Designation R-Value Resistance Value SPT: Standard Penetration Test(140:pound hammer falling 30 in. on a 2:in. split spoon) USCS: Unified Soil Classification System USDA: United States Department of Agriculture UST: underground storage tank V: vane value,ultimate shearing strength,tsf 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page#23 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL GENERAL NOTES RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Coarse-Grained Soils SPT Blow Counts (N) Fine-Grained Soils SPT Blow Counts (N) Very Loose: <4 Very Soft: <2 Loose: 4-10 Soft: 2-4 Medium Dense: 10-30 Medium Stiff. 4-8 Dense: 30-50 Stiff. 8-15 Very Dense: >50 Very Stiff. 15-30 Hard: >30 Moisture Content Cementation Description Field Test Description Field Test Dry Absence of moisture,dusty,dry to touch Weakly Crumbles or breaks with handling or slight finger pressure Moist Damp but not visible moisture Moderately Crumbles or beaks with considerable finger pressure Wet Visible free water,usually soil is below Strongly Will not crumble or break with finger water table g y pressure PARTICLE SIZE Boulders: >12 in. Coarse-Grained Sand: 5 to 0.6 mm Silts: 0.075 to 0.005 mm Cobbles: 12 to 3 in. Medium-Grained Sand: 0.6 to 0.2 mm Clays: <0.005 mm Gravel: 3 in.to 5 mm Fine-Grained Sand: 0.2 to 0.075 mm UNIFIED SOIL CLASSIFICATION SYSTEM Major Divisions Symbol Soil Descriptions Gravel&Gravelly GW Well-graded gravels;gravel/sand mixtures with little or no fines Soils GP Poorly-graded gravels; gravel/sand mixtures with little or no fines Coarse-Grained <50% coarse fraction GM Silty gravels;poorly-graded gravel/sand/silt mixtures Soils passes No.4 sieve GC Clayey gravels;poorly-graded gravel/sand/clay mixtures <50% passes No.200 Sand&Sandy SW Well-graded sands;gravelly sands with little or no fines sieve Soils SP Poorly-graded sands;gravelly sands with little or no fines >50% coarse fraction SM Silty sands;poorly-graded sand/gravel/silt mixtures passes No.4 sieve SC Clayey sands;poorly-graded sand/gravel/clay mixtures ML Inorganic silts;sandy,gravelly or clayey silts Silts&Clays CL Lean clays;inorganic,gravelly, sandy,or silty,low to medium-plasticity clays Fine Grained LL<50 Soils>50% OL Organic,low-plasticity clays and silts passes No.200 MH Inorganic,elastic silts;sandy,gravelly or clayey elastic silts sieve Silts&Clays LL>50 CH Fat clays;high-plasticity,inorganic clays OH Organic,medium to high-plasticity clays and silts Highly Organic Soils PT Peat,humus,hydric soils with high organic content 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page#24 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-1 Date Advanced: 1 Mar 2019 Logged by: Jacob Schlador, P.E. Excavated by: Creighton Contracting Location: See Site Map Plates Latitude: 43.574859 Longitude: -116.399232 Depth to Water Table: Not Encountered Total Depth: 9.1 Feet bgs Depth Field Description and USCS Soil and .1111. Sample Sample Depth Lab (Feet b s) Sediment Classification Type (Feet b s) Qp Test ID Silty Gravel with Sand Fill (GM-FILL): 0.0-1.9 Brown, slightly moist to moist, medium dense to dense, with fine to coarse-grained sand and fine to coarse gravel. Clayey Gravel with Sand (GC): Light brown to light reddish brown, dry to slightly moist, 1.9-5.4 dense to very dense, with fine to coarse- grained sand, fine to coarse gravel, and 4- inch-minus cobbles. Poorly Graded Gravel with Clay and Sand (GP-GC): Light brown, dry to slightly moist, 5.4-9.1 dense to very dense, with fine to coarse- grained sand, fine to coarse gravel, and 5- inch-minus cobbles. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page#25 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-2 Date Advanced: 1 Mar 2019 Logged by: Jacob Schlador, P.E. Excavated by: Creighton Contracting Location: See Site Map Plates Latitude: 43.574136 Longitude: -116.399208 Depth to Water Table: Not Encountered Total Depth: 7.9 Feet bgs Depth Field Description and USCS Soil and .1111. Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID Silty Clayey Gravel with Sand Fill (GC-GM- 0.0-1.4 FILL): Dark brown to brown, slightly moist to moist, medium dense, with fine to coarse- grained sand and fine to coarse gravel. Clayey Gravel with Sand (GC): Reddish 1.4-7.9 brown, dry to slightly moist, dense to very dense, with fine to coarse-grained sand,fine to coarse gravel, and 5-inch-minus cobbles. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page#26 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-3 Date Advanced: 1 Mar 2019 Logged by: Jacob Schlador, P.E. Excavated by: Creighton Contracting Location: See Site Map Plates Latitude: 43.573075 Longitude: -116.399549 Depth to Water Table: Not Encountered Total Depth: 10.5 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet b s) Sediment Classification Type (Feet b s) Qp Test ID Silty Clayey Gravel with Sand Fill(GC-GM- 0.0-1.3 FILL): Brown, slightly moist to moist, loose to medium dense, with fine to coarse-grained sand and fine to coarse gravel. Clayey Gravel with Sand (GC): Reddish 1.3-6.2 brown, dry to slightly moist, dense to very dense, with fine to coarse-grained sand,fine to coarse gravel, and 8-inch-minus cobbles. Poorly Graded Sand with Clay (SP-SC): Light reddish brown, slightly moist, dense to 6.2-10.5 very dense, with fine to coarse-grained sand. --Moderate to strong induration encountered throughout. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page#27 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-4 Date Advanced: 1 Mar 2019 Logged by: Jacob Schlador, P.E. Excavated by: Creighton Contracting Location: See Site Map Plates Latitude: 43.572875 Longitude: -116.399130 Depth to Water Table: Not Encountered Total Depth: 11.5 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet b s) Sediment Classification Type (Feet b s) Qp Test ID Sandy Lean Clay to Clayey Sand with Gravel Fill (CL-SC-FILL): Brown to light brown, dry to moist, soft to stiff/loose to medium dense, with fine to coarse-grained sand,fine 0.0-10.2 to coarse gravel, and cementation debris encountered throughout. --Minor organic materials encountered throughout. --Varying amounts of sand and gravel content throughout. Poorly Graded Sand with Clay (SP-SC): Light brown, dry to slightly moist, dense, with 10.2-11.5 fine to coarse-grained sand. --Moderate induration encountered throughout. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page#28 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-5 Date Advanced: 1 Mar 2019 Logged by: Jacob Schlador, P.E. Excavated by: Creighton Contracting Location: See Site Map Plates Latitude: 43.573639 Longitude: -116.399126 Depth to Water Table: Not Encountered Total Depth: 4.5 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID Clayey Sand with Gravel Fill (SC-FILL): 0.0-1.2 Brown, moist, medium dense, with fine to coarse-grained sand and fine to coarse gravel. Clayey Gravel with Sand Fill (GC-FILL): Reddish brown, dry to slightly moist, medium 1.2-2.2 dense to very dense, with fine to coarse- grained sand, fine to coarse gravel, and 5- inch-minus cobbles. Silt with Sand (ML): Brown to light brown, dry, hard, with fine-grained sand. 2.2-4.5 --Very strong induration encountered throughout. --Refusal on induration at 4.5 feet bgs. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page#29 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-6 Date Advanced: 1 Mar 2019 Logged by: Jacob Schlador, P.E. Excavated by: Creighton Contracting Location: See Site Map Plates Latitude: 43.574061 Longitude: -116.398577 Depth to Water Table: Not Encountered Total Depth: 10.3 Feet bgs Depth Field Description and USCS Soil and .1111. Sample Sample Depth Lab (Feet b s) Sediment Classification Type (Feet b s) Qp Test ID Silty Gravel with Sand Fill (GM-FILL): Brown to light brown, dry to moist, medium 0.0-6.7 dense, with fine to coarse-grained sand,fine to coarse gravel, and 5-inch-minus cobbles. --Cementation and glass debris encountered throughout. 6.7-9.1 Lean Clay (CL): Dark brown, dry to slightly moist, hard, with fine-grained sand. Poorly Graded Gravel with Silt (GP-GM): 9.1-10.3 Brown, dry, dense to very dense, with fine to coarse-grained sand and fine to coarse gravel. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 30 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-7 Date Advanced: 1 Mar 2019 Logged by: Jacob Schlador, P.E. Excavated by: Creighton Contracting Location: See Site Map Plates Latitude: 43.573726 Longitude: -116.398406 Depth to Water Table: Not Encountered Total Depth: 6.8 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet bgs) Sediment Classification Type (Feet bgs) Qp Test ID Silty Sand Fill (SM-FILL): Brown to light brown, dry to slightly moist, medium dense to 0.0-2.2 dense, with fine to medium-grained sand. --Cementation debris encountered throughout. Silt with Sand (ML): Brown to light brown, dry to slightly moist, stiff to hard, with fine to medium-grained sand. Al 2.2-6.8 --Moderate to very strong induration Bulk 2.5-3.0 R-value encountered from 4.2 to 6.8 feet bgs. --Refusal on induration at 6.8 feet bgs. Lab Test ID M PI Sieve Analysis (% passing) % - - IF#4 #10 #40 #100 #200 A 22.0 41 12 100 99 91 84 81.2 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 31 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-8 Date Advanced: 1 Mar 2019 Logged by: Jacob Schlador, P.E. Excavated by: Creighton Contracting Location: See Site Map Plates Latitude: 43.573075 Longitude: -116.639326 Depth to Water Table: Not Encountered Total Depth: 10.8 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Lab (Feet b s) Sediment Classification Type (Feet b s) Qp Test ID Silty Sand Fill (SM-FILL): Brown to light 0.0-2.2 brown, slightly moist, medium dense to dense, with fine to coarse-grained sand and intermittent fine gravel. Poorly Graded Sand (SP): Light brown to 2.2-10.8 yellowish brown, slightly moist, medium dense, with fine to coarse-grained sand. 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyri www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 32 of 35 40 NS PE CTION b I90215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GRAVEL EQUIVALENT METHOD—PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Jocelyn Park Subdivision,Residential Roadways Average Daily Traffic Count: 200 All Lanes&Both Directions Design Life: 20 Years Traffic Index: 6.00 Climate Factor: 1 R-Value of Subgrade: 9.00 Subgrade CBR Value: 4 Subgrade Mr: 6,000 R-Value of Aggregate Base: 80 R-Value of Granular Borrow. 60 Subgrade R-Value: 9 Expansion Pressure of Subgrade: 0.72 Unit Weight of Base Materials: 130 Total Design Life 18 kipESAL's: 33,131 ASPHALTIC CONCRETE Gravel Equivalent,Calculated. 0.384 Thickness: 0.196923077 Use= 2.5 Inches Gravel Equivalent,ACTUAL: 0.41 CRUSHED AGGREGATE BASE: Gravel Equivalent(Ballast): 0.768 Thickness: 0.329 Use= 4 Inches Gravel Equivalent,ACTUAL: 0.773 SUBBASE: Gravel Equivalent(Ballast): 1.747 Thickness: 0.974 Use= 12 Inches Gravel Equivalent,ACTUAL: 1.773 TOTAL Thickness: 1.542 Thickness Required by Exp.Pressure: 0.798 Design ACHD Depth Substitution Inches Ratios Asphaltic Concrete(at least 2.5): 2.50 1.95 Asphalt TreatedBase(at least 4.2): 0.00 Cement Treated Base(at least 4.2): 0.00 Crushed Aggregate Base(at least 4.2): 4.00 1.10 Subbase(at least 4.2): 12.00 1.00 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection MATERIALS 14 March 2019 TESTING & Page# 33 of 35 40 NS PE CTION b 190215g_geotech.docx AN ATLAS COMPANY ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections R-VALUE LABORATORY TEST DATA Source and Description: TP-7: 2.5'-3.0', Silt with Sand Date Obtained: 5 March 2019 Sample ID: 19-7112 Sampling and ASTM D75: AASHTO T2: X ASTM AASHTO X Preparation: D421: T87: Test Standard: ASTM AASHTO Idaho T8: X D2844: T190: Sample A B C Dry Density(Ib/ft3) 95.2 93.9 92.6 Moisture Content(%) 26.0 26.5 27.3 Expansion Pressure (psi) 1.02 0.69 0.42 Exudation Pressure (psi) 286 175 127 R-Value 11 8 6 R-Value @ 200 psi Exudation Pressure = 9 R-Value @ Exudation Pressure 16.0 14.0 12.0 m j 10.0 8.0 6.0 4.0 300 250 200 150 100 Exudation Pressure(psi) 2791 S Victory View Way•Boise,ID 83709•(208)376-4748•Fax(208)322-6515 Copyright www.mti-id.com•mti(cDmti-id.com ght©Testing g&Inspection Vicinity Map Plate 1 Moridian -:- rrn MAP NOTES: sonny � �r—. •Delorme Street Atlas I� —i—� — _.,.,,.,. Not to Scale 6 tty NKL'IN RD W FItANKLIN RD w FRANKLJN RD F FRANKL IV!-RD E FRANKLIN RD ;0 'r ._ P a LEGEND Nt � v. z � 30 Approximate Site 30 - '' ��yy� 4� Location �F 7°— �. 4 .F DVERL. ND RD in 7 � 7 E VICTORY RD W ' T ftY FAD ' v N Site Locatio m i TT L•J Jocelyn Park Subdivision Victory Road West of Meridian Road rn Meridian,ID Modified by:JBS 13 March 2019 Drawing:B190215g ur COLUMBIA RO MATERIALS u, TESTING & INSPECTION AN ATLAS COMPANY 2791 S.Victory View Way Phone: 208 376-4748 z Boise,ID 83709-2835 Fax: 208 322-6515 E-mail: mti@mti-id.com G z Site Map Plate 2 NOTES: VICTORY ROAD To MERIDIAN ROAD - -Not to Scale 8 RIDENBAUGH CANAL 426,4v 256.12• 170.30' LEGEND 20.09751- ¢' 2 Approximate Site aa.o, 1z9 29,2 TP-1 Boundary 2a.os \ Approximate MTI Test Pit Location �J. 3 � 21,5485-F- 1 19,978E-F- §,� Approximate Canal Location vv , TP-2 4 sr 197.16' 4�.4, 2 ry N 3 7 14,2635.F. , 14.0635,E gry�5 54.7p. S 18.762E-F. 4 , TP-5 14,2b3S.F. - ti,�;y0 a N 5 4° 3g 6 15,1465.F- M 16.7525-F- N' 14,2175-F. ~ 2� TP7 75- TP-3 126-65 B10 �' 21,955i.F. 1 & 14�856-F- N 14,5325-F- ,n.59 Jocel n Park Subdivision }t9� Victory Road West of Meridian Road S 15,469F. TP-8 42 199-21 B o,,o,6.F. Meridian,ID 16,8066F. TP-4 118295F. - Modified by:JBS �• ,95-sa 8 °°°0 13 March 2019 •s v 96.62• $ Drawing:B190215g 14.94O25.F. - - WINNIPEG STREET 0. 79.55' � �$ s MATERIALS ,5,4 .f. N 17.3�5.F. g 1 CW TESTING & INSPECTION AN ATLAS COMPANY 14 COMMON LOT �p 6-37 20.6145.F- .a 2791 S.Victory View Way Phone: 208 376-4748 207-o-• Boise,ID 83709-2835 Fax: 208 322-6515 E-mail: mti@mti-id.com