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Application Materials
Development Application Transmittal Link to Project Application: Nick Estates PFP H-2019-0086 Transmittal Date: August 12, 2019 Hearing Date: September 19, 2019 Assigned Planner: Kevin Holmes 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 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. Hearing Date: September 19, 2019 File No.: H-2019-0086 Project Name: Nick Estates Subdivision - PFP Request: Request for a combined preliminary/final plat consisting of 4 building lots on 1.4 acres of land in the R-4 zoning district, by LR Geomatics, PLLC. Location: The site is located at 1180 N. Ten Mile Rd., in the SW 1/4 of the NW 1/4 of Section 11, Township 3N., Range 1 W. E STAFF USE USE ONLY: Project name: File number(s): o Assigned Planner: C,Sw 1CW- 11 .elated files: Planning Division REVIEW APPLICATION Type of Review Requested (check all that apply) Own ❑ Rent ❑ Optioned ❑ Accessory Use (check only 1) ❑ Final Plat Modification ❑ Daycare ❑ Landscape Plan Modification ❑ Home Occupation Preliminary Plat ❑ Home Occupation/Instruction for 7 or more ❑ Private Street ❑ Administrative Design Review ❑ Property Boundary Adjustment ❑ Alternative Compliance ❑ Rezone ❑ Annexation and Zoning ❑ Short Plat ❑ Certificate of Zoning Compliance ❑ Time Extension (check only 1) ❑ City Council Review ❑ Director ❑ Comprehensive Plan Map Amendment ❑ Commission ❑ Comprehensive Plan Text Amendment ❑ UDC Text Amendment ❑ Conditional Use Permit ❑ Vacation (check only 1) ❑ Conditional Use Modification (check only 1) ❑ Director ❑ Director ❑ Commission ❑ Commission ❑ Variance ❑ Development Agreement Modification ❑ Other Final Plat Information Applicant name: Applicant address: N l V M City: \ � ike:��D►� Phone:? -O$. (p3 1.115�J Email: �OLi (y)&%1- State: :r�D _ Zip: 13rQ9Z Applicant's interest in property: Own ❑ Rent ❑ Optioned ❑ Other PiOQ � toNl.� Owner name: 1 �1L UD¢.�inC An 7– Phone: Owner address: \V90 0 N 1 Zen M il-t RA nn Email: S&Nmyll 17– � tw4l'Y\A,,k1. C.OM City: State: T.Q— Zip: 4R--yoH 2 Agent/Contact (e.g., architect, engineer, developer, representative): Aarof\ , `Vs�N _ Firm name: L,9 name oyy\&k,L-S. Phone: zwT•�(04).Z. i Agent address: yQLL-L 2-S50 \,A. M `C `1 of 1 t S -t Email: O AC< P o 1 fid— d��.0 �i0yv1 City: rci Q� \ ��� a� State: To Zip: Primary contact is: ❑ Applicant ❑ Owner ""'AAgent/Contact Subject Property Information Location/street address: WO NT, -2D frn e, Township, range, section: 3N � VJ �.�-• �1 Assessor's parcel number(s): ��Z\ \ 233(50 Total acreage: I . 93 3 Zoning district: R_ y Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 www.meridiancitxorg/planning Rev: (2/1/20182/7/2018) Projectlsubdivisionname:. « l 10 t1 General description of proposed project/request: hQ. .. Proposed zoning district(s): Nib Acres of each zone proposed: N I A Type of use proposed (check all that apply)` residential ❑ Office O Commercial Q.Employment II Industrial ❑ Other Who will own& maintain the pressurized. irrigation system' -this development? Which irrigation district does this property He within, Primary irrigation source: tllf At t h_lj (, o.� S ndary: QC-" r1U.tY, $r1 square. footage of landscaped areas to be irrigated,(tprimey or secondary point ofconnmflon is city water): Number of residential units: 'u1 Number ofbuilding lots: -1 Number ofcommoplots: 1 Number of other lots - Proposed number of dwelling units (for multi -family developments only). Ar/A 1 bedroom 2-3 bedrooms: 4 or more bedrooms: r Minimum squitre footage of structure (excl. garage): Maximum building heightt- PI -9 Minimum property size(s:�: Average property size{s 0S,T- Gross density (per UDC 11-1A-1): Net.density (Per UDC II -IA -1): Acreage of qualified open spaceq bw Percentage of qualified open space: Tine and calculations of qualified operr$pace provided in acres (Pe{UDC 11-3G=3B Amenities provided with this development (ifapplicable) tVei Q/ Type of dwelling(s) proposed: U Single-family Detached Single-family Attached O Townhouse 13Duplex U Multi -family O Vertically 1degmted ❑ Otber Non-residential Project Summary.(i€applicable) Number of building lots: Cotilmonlots: Otherlots: Gross floor area proposed, Existing (if applicable): Hours of operation (days and ho")., Building, height: utal.number.ofparUng spaces provided: Number of compact spaces provided: . Print applicant name: V o,- Applicant signature: Date: Community evelopmen't Planning Division ■ 33 E.Bioadwa} Avenue Ste; ]OTMeridian Idaho 83642 Ph6ne:208-884--5533 Faa 208-888-6854 "," meridiancrtvorcJplannine , a- CQ GEOMATICS �SURVEYING `MAPPING July 19, 2019 City of Meridian Planning Division 33 E. Broadway Ave, Ste. 102 Meridian, Idaho 83642 2850 W. Mirmonte Street Meridian, Idaho 83646 Project Narrative — Nick Estates Subdivision The attached application is for the subdividing of the property at 1180 N. Ten Mile Road into four (4) buildable parcels, and has taken into account the Pre -Application Meeting held for this project on May 7th, 2019. A neighborhood meeting was held by the Owner on June 28th, 2019 This property is 1.433 acres in size, meeting the conditions of Zoning District R-4 for a four -lot subdivision. The Preliminary Plat and Final Plat are being submitted concurrently as allowed for a four -lot subdivision. There is one existing residence on the property that will remain. The detached garage will be either moved or demolished. Irrigation will be provided by the Eight -Mile lateral, via a source point near the Southeast corner of the property. An irrigation pump will be installed at this location. The secondary irrigation source will be provided by a private well on the property, which will be converted solely to this purpose. Potable water and sewer are available from respective 8" stub -outs to this property from the main lines located in Ten Mile Road. Due to the size of the property, we propose that all lots be serviced by a private shared driveway, meeting all design criteria of the City of Meridian UDC and Meridian Fire Code. Landscaping and tree removal mitigation will be provided for in accordance with the UDC. At this time, we ask for a waiver/variance to the requirement of closing the driveway to the existing house. This request is made on grounds that the closure of this access combined with the landscape buffer will make vehicular approach to the existing garage all but impossible without costly modifications to the existing house. Perhaps a "Right in Right out only" requirement for both driveways would be an acceptable means for mitigating some of the perceived hazards of maintaining these two approaches on the arterial. We also feel that existing irrigation facilities and rights can be preserved with the dedication of easements on the plat as opposed to separate common lots. An area larger than ten -feet wide should be unnecessary. TICS 2850 W. Mirmonte Street GEOMA \� SURVEYING MAPPING Meridian, Idaho 83646 The city requirement for providing an ingress/egress easement to the northerly adjoiner to facilitate future development is also asked to be waived at this time. As this project will be serviced by a private drive, its' usage will be maxed out by the four proposed lots of this development. The layout, design, and platting of this property is a joint effort between LR Geomatics, PLLC (Surveyor), Rodney Evans & Partners, PLLC (Landscape Architect), and Ackerman-Estvold, INC (Civil Engineer). We have put together the elements of this application in conformance with the requirements of the UDC and applied acceptable engineering and surveying practices in conformance with Idaho Code, as it applies to Land Surveyors, Engineers, and Architects. Respectfully, Aaron Rush, PLS 2 3"1 TitleOne a title x escrow co. Order Number: 19326835 For Value Received, ADA COUNTY RECORDER Phil McGrane 2019-013223 BOISE IDAHO Pgs=3 BONNIE OBERBILLIG 02/19/2019 03:02 PM TITLEONE BOISE $15.00 Warranty Deed Millie Bailey, an unmarried woman, the Grantor, does hereby grant, bargain sell and convey unto, Elizabeth M. Schranz, an unmarried woman, and Nicholas Shearer, an unmarried man, whose current address is 12631 W. Horsham Dr., Boise, ID 83709, the Grantee, the following described premises, in Ada County, Idaho, To Wit: A tract of land in the Southwest quarter of the Northwest quarter of Section 11, Township 3 North, Range 1 West, Boise Meridian, Ada County, Idaho, more particularly described as follows: Commencing at the section corner common to Sections 2, 3,10 and 11 in Township 3 North, Range 1 West, Boise Meridian; thence South along the section line common to Sections 10 and 11, 1328.37 feet to the Real Point of Beginning; thence South 89°20' East along the North boundary of the Southwest quarter of the Northwest quarter of said Section 11, 332.03 feet to a point on the approximate centerline of a certain canal; thence South 40°04'40" East along said centerline, 716.11 feet to a point; thence South 58045'30" East along said centerline 67.90 feet to a point; thence South 80014'50" West, 343.42 feet to a steel pin; thence North 88°00' West on a line between two certain ditches, 508.04 feet to a point on the section line common to said Sections 10 and 11; thence North along said section line, 628.32 feet to the Real Point of Beginning. Except any portion lying within Thunder Creek Subdivision, according to the plat thereof, filed in Book 78 of Plats at Pages 8209 and 8210, records of Ada County, Idaho. Except any portion lying within North Ten Mile Road. Except the Eight Mile Lateral conveyed on November 20, 1998 as Instrument No. 98111576. Excepting therefrom: A parcel of land located in the Southwest quarter of the Northwest quarter of Section 11, Township 3 North, Range 1 West, Boise Meridian, Ada County, Idaho, said parcel also being a portion of that Warranty Deed Page I of 3 Millie Bailey, by Deborah A. Mather, her attorney in fact2 State of-J-J� _, County of hdc-'- 'ss. On this iq"�" day of February in the year of 2019, before me, the undersigned, a Notary Public in and for said State, personally appeared Deborah A. Mather known or identified to me to be the person whose name is subscribed to the within instrument, as the attorney-in-fact of Millie Bailey, and acknowledged to me that he/ h subscribed the name of -1i eu thereto as Principal, and his he own name as Attorney -In -Fact. y Notary Public ••.GPgLy�,,� Residing in: •••.• j••000sao•o� •�� My Commission Expires: a • `�' (seal) 140T.0y •• M �� pU9LIC Residing In: Solse, W Commission expires: 07/19/2024 �>► 0-fo •O OF I'v. Warranty Deed Page 3 of 3 0LRGEOMK fICS 2850 W. Mirmonte Street SURVEYING MAPPING Meridian, Idaho 83646 July 18, 2019 Nick Estates Subdivision — Exter;or Boundary Description A PARCEL OF LAND LOCATED IN THE SOUTHWEST QUARTER OF THE NORTHWEST QUARTER OF SECTION 11, TOWNSHIP 3 NORTH, RANGE 1 WEST, BOISE MERIDIAN, CITY OF MERIDIAN, ADA COUNTY, IDAHO, MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING; AT THE SECTION CORNER COMMON TO SECTIONS 2, 3, 10, AND 11, TOWNSHIP 3 NORTH, RANGE "l WEST, BOISE MERIDIAN, FROM WHICH THE WEST QUARTER OF SAID SECTION 11 BEARS SOUTH 00024'47" WEST, 2656.56 FEET, THENCE SOUTH 00024"47" WEST, 1328.44 FEET TO THE NORTH SIXTEENTH CORNER, MONUMENTED BY A FOUND ALUMINUM CAP; THENCE SOUTH 88055'29" EAST, 48.00 FEET TO THE EASTERLY RIGHT-OF-WAY OF NORTH TEN MILE ROAD, MONUMENTED BY A FOUND 5/8" REBAR WITH PLASTIC CAP MARKED "PLS 12464", THE POINT OF BEGINNING; THENCE CONTINUING SOUTH 88055'29" EAST, 249.23 FEET TO WESTERLY RIGHT-OF-WAY OF THE EIGHT MILE LATERAL, MONUMENTED BY A FOUND 5/8" REBAR MARKED "PLS 12464"; THENCE SOUTH 39011'22" EAST, ALONG SAID RIGHT-OF-WAY, 249.01 FEET TO THE NORTHERLY BOUNDARY OF THUNDER CREEK SUBDIVISION (BOOK 78 OF PLATS, PAGES 8209 THOUGH 8210), MONUMENTED BY A FOUND 5/8" REBAR MARKED "PLS 12464"; THENCE NORTH 88055'47" WEST, ALONG SAID NORTHERLY BOUNDARY, 407.97 FEET TO THE EASTERLY RIGHT-OF-WAY OF NORTH TEN MILE ROAD, MONUMENTED BY A FOUND 5/8" REBAR MARKED "CSC PLS 5082'; THENCE NORTH 00024'47" EAST, ALONG SAID RIGHT-OF-WAY, 190.04 FEET TO THE POINT OF BEGINNING. CONTAINING 1.433 ACRES, MORE OR LESS. Prepared by: Aaron Rush, PLS LAND 5� TF S RFo sG �m 12464 9 9TF OF �R0N P. ��� STATE OF IDAHO COUNTY OF ADA AFFII3A.VIT OF LEGAL INTEREST (name) ` (address) (city) (state) being first duly sworn upon, oath, depose and say: That I am the record owner of the property described on the attached, and i grant my permission to: k4rO^ L-9, Gjt'am&�r <a Po- t;na�. e S' ' (name) (address) to submit the accompanying application(s) pertaining to that property. I agree to indemnify, defend and hold the City of Meridian and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herein or to the ownership of the property which is the subject of the application. 3. I hereby grant permission to City of M< purpose of site inspections related to pro Dated this 1 —4'"" SUBSCRIBED AND SWORN to before me the day staff to enter the subject property for the said application(s). above (Notary Public for—MMI-6) Residing at::N;Pex�ol % 1m)'R. OfAnL3A My Commission Expires 1 6� Community Development ■ Planning Division a 33 E. Broadway Avenue, Ste. .102 Meridian, Idaho 83592 Phone: 208-889-5533 FaY:208-888-6854 wivw:meridiancity:nr.Jplannin� (0312312018) JASON COVERT Notary Public - State of Idaho Commission Number 20190058 My Commission Expires Jan 11, 2025 Q o m '? 01 N N 0 C. — w wav DRI P { / y 3AV N33a3 330 N_5 } m r N BRITT = PL —N`TEN`MILE`Pn 0 i -LA n N LIGHTNING PL j - z � J —N CU EEK 4-N --CREE_P4 �C !�N-OqK -�� 41 o z '- n N CLIFF - m CREEK IPL_ 1 m I -rte I Q D CDm n CL y Q O n i � r n 3 O Q r n O 3 (n .. ....._N-nFI-ANF-u..: Q13os °q� 3 E T N ° o :E 6.3 °" p o Q Q 7 3 7 ° D 6 < (U o 0 7 ° ° o S ° 0 7 ° H 3 3 QN N "o (D o `• - O �n N 3 70 ° 0 30-03 Q00 tea, 0 ° -o m �? o- 00� ° < o 0 fl m j 3 Q QQQ 7 0 F ° WE O cn ,N -VICTOR -WAY— � .. ....._N-nFI-ANF-u..: Q13os °q� 3 E T N ° o :E 6.3 °" p o Q Q 7 3 7 ° D 6 < (U o 0 7 ° ° o S ° 0 7 ° H 3 3 QN N "o (D o `• - O �n N 3 70 ° 0 30-03 Q00 tea, 0 ° -o m �? o- 00� ° < o 0 fl m j 3 Q QQQ 7 0 F ° WE O cn CITY OF MERIDIAN PRE -APPLICATION MEETING NOTES Project/Subdivision Name: Shearer Subdivision Date: 5/7/19 Applicant(s)/Contact(s): Aaron Rush Elizabeth Tom City Staff: Sonya Bill Scott Joe Kim Terri Amanda Location: 1180 N. Ten Mile Rd. Size of Property: 1.41 Comprehensive Plan FLUM Designation: MDR (3-8 units/acre) Existing Zoning: R-4 Existing Use: SFR Proposed Use: SFR (4 lots) Proposed Zoning: NA Surrounding Uses: SFR Street Buffer(s) and/or Land Use Buffer(s): 25' buffer along Ten Mile Rd in a common lot landscaped per UDC 11 -3B -7C Open Space/Amenities/Pathways: a newer attached sidewalk exists along N Ten Mile Rd Access/Stub Streets: Access via a common driveway from Ten Mile Rd.; existing home should take access off the common driveway in accord with UDC 11-3A-3 (unless otherwise approved by City Council): provide a cross -access easement to the property to the north for future access via the common driveway upon redevelopment Waterways/ Floodplain/Topography/Hazards: the Eight Mile Lateral runs off-site along the east boundary History: Annexed around 1998 w/Thunder Creek Sub (?) no DA found Additional Meeting Notes: ■ Comply with the dimensional standards of the R-4 district in UDC Table 11-2A-5 ■ Existing house is required to hook up to City water & sewer services ■ Combined Preliminary/Final Plat to subdivide property: comply with subdivision design & improvement standards listed in UDC 11- 6C-3, specifically common driveways ■ Irrigation easements wider than 10' are required to be in a common lot that is a minimum of 20' wide & outside of a fenced area unless otherwise modified by City Council per UDC 11 -3A -6D ■ Existing structures that don't conform to the dimensional standards/setbacks of the district are required to be removed prior to signature on the final plat by the City Engineer ■ Secondary dwellings are required to comply with the standards listed in UDC 11-4-3-12 ■ Contact Elroy Huff City Arborist (489-0589) prior to removing any existing trees from the site to confirm mitigation requirements (if any) ■ Signage is required for addressing purposes at the entrance to the common driveway from Ten Mile Rd. 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 and/or 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: ❑ Ada County Highway Dist. (ACHD) ❑ Idaho Transportation Dept. (ITD) ❑ Republic Services ❑ Central District Health Department Application(s) Required: ❑ Administrative Design Review ❑ Alternative Compliance ❑ Annexation ❑ City Council Review ❑ Comprehensive Plan Amendment - Map ❑ Comprehensive Plan Amendment - Text ❑ Conditional Use Permit ❑ Nampa Meridian Irrigation Dist. (NMID) ❑ ❑ Settler's Irrigation District ❑ ❑ Police Department ❑ ❑ Fire Department ❑ ❑ Conditional Use Permit Modification/Transfer ❑ ❑ Development Agreement Modification ❑ ❑ Final Plat ❑ ❑ Final Plat Modification ❑ ❑ Planned Unit Development ❑ X Preliminary/Final Plat ❑ ❑ Private Street ❑ Public Works Department Building Department Parks Department Other: Rezone Short Plat Time Extension - Council UDC Text Amendment Vacation Variance Other Notes: 1) Applicants are required to hold a neighborhood meeting in accord with UDC 11 -5A -5C prior to submittal of an application requiring a public hearing (except for a vacation or short plat); and 2) All applicants for permits requiring a public hearing shall post the site with a public hearing notice in accord with UDC 11 -5A -5D.3 (except for UDC text amendments, Comp Plan text amendments, and vacations). The information provided during this meeting is based on current UDC requirements and the Comprehensive Plan. Any subsequent changes to the UDC and/or Comp Plan may affect your submittal and/or application. This pre -application meeting shall be valid for four (4) months. E Mayor Tanney de Woerd L1 IDIAN � onity council Members: Fes— Joe alms or Genesis Mitam ry patmer Luke Csvener I r) A Fs 0 Treg 8ernf Anne Little Roberts Land Development Staff Amanda McNutt Date 05/07!2019 Project Name and Location Ten Mile Rd. and Forecast St. Sanitary Sewer Service Available? n Yes Notes fewer is stubbed to the property. See map. Domestic Water Service Available? F] Yes Notes Reuse Water Service Available? Notes Nater is stubbed into the property. See map. 0 Yes .ontact Laurelei McVey in Public Works regarding reuse water. Depending on the demand for vater it may or may not be suitable to use in this location. Waterways I Floodplain I Hazards? M Yes Irrigation District Notes Notes Public Street Lights Required? Notes Additional Meeting Notes 'roject borders on Eight Mile lateral, this will be left open. NMID —� f reuse isn't used surface water will need to be used as a primary source, well could be used as >econdary, or city water/reuse could be used as secondary source. All PI need to use surface Nater primarily and have some backup source for year-round availability. . nYes .fights are required on all public streets. It looks like one additional light might be required on Ten dile - contact At Christy with Public Works to verify �eac� we`\ P--ogk'1� FOR THE CITY OF MERIDIAN Mzlev%lr�� WWII SIGN IN SHEET t 1300Al ,revs r'1 � /E 3. a 5. 6. 7. 6. 9. 10. 11. 12. 13. 14. 15. 16. 17. COMMITMENT OF PROPERTY POSTING Per Unified Development Code (UDC) 11 -5A -5D, the applicant for all applications requiring a public hearing (except for a UDC text amendment, a Comprehensive Plan text amendment and/or vacations) shall post the subject property not less than ten (10) days prior to the hearing. The applicant shall post a copy of the public hearing notice of the application(s) on the property under consideration. The applicant shall submit proof of property posting in the form of a notarized statement and a photograph of the posting to the City no later than seven (7) days prior to the public hearing attesting to where and when the sign(s) were posted. Unless such Certificate is received by the required date, the hearing will be continued. The sign(s) shall be removed no later than three (3) days after the end of the public hearing for which the sign(s) had been posted. the posting requirements as stated in xDate /19 Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 www meridiancityorg/planning (03123/2018) Address Verification Complete Subject: Address Verification Complete From: "noreply@meridiancity.org" <noreply@meridiancity.org> Date: 7/19/2019, 10:24 AM To: <bizl04O@yahoo.com>, <aaron@Ir-geo.com>, <tricks@meridiancity.org>, <rbeecroft@meridiancity.org> Address verification is complete for record LDAV-2019-0467 Project: Nick Estates Subdivision Address: 1180 N TEN MILE RD MERIDIAN, ID 83642 Parcel(s): S1211233650 Lot: null Block: null Subdivision: NICK ESTATES City of Meridian 33 E. Broadway Ave., Meridian, Idaho 83642 Phone: 208-888-4433 www.meridiancity.org 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. 7/19/2019,11:59 AM RE: Nick Estates Subdivision - 1180 N. Ten Mile Road Subject: RE: Nick Estates Subdivision -1180 N. Ten Mile Road From: Mindy Wallace <Mwallace@achdidaho.org> Date: 7/18/2019, 3:26 PM To: Aaron Rush <aaron@Ir-geo.com> Aaron, A traffic impact study is not required for this application. Please let me know if you have any other questions. 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: Aaron Rush <aaron@Ir-geo.com> Sent: Thursday, July 18, 2019 2:13 PM To: Mindy Wallace <Mwallace@achdidaho.org> Subject: Fwd: Nick Estates Subdivision -1180 N. Ten Mile Road [THIS EMAIL ORIGINATED EXTERNALLY. PLEASE USE CAUTION WHEN OPENING ATTACHMENTS OR LINKS INSIDE THIS EMAIL.] Mindy, Thank you for speaking with me this morning. As discussed, we are submitting a combined Preliminary/Final Plat application to the City of Meridian for a 4 -lot subdivision of this parcel. (Preliminary Plat attached) The owner would like to retain the existing access to the existing house as entry into the garage will be limited, if not impossible otherwise. As part of this application, I would like to request "Written confirmation that a traffic impact study or change of use is not required or has been accepted for review by ACHD. " (Meridian Preliminary Plat Application Checklist) Sincerely, 7/18/2019,3:28 PM Nick Estates Subdivision Name Reservation Subject: Nick Estates Subdivision Name Reservation From: Sub Name Mail <subnamemail@adacounty.id.gov> Date: 5/20/2019, 9:11 AM To: Aaron <aaron@Ir-geo.com> CC: "biz1040@yahoo.com" <biz1040@yahoo.com> May 20, 2019 Aaron Rush, LR Geomatics Nick Schearer RE: Subdivision Name Reservation: NICK ESTATES SUBDIVISION At your request, I will reserve the name Nick Estates 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, Jerry L. Hastings, PLS 5359 County Surveyor ANN NIA, Deputy Clerk Recorder S Ada County Development Services 200 W. Front St., Boise, ID 83702 �.. (208) 287-7912 office (208) 287-7909 fax E-mail: jhastings@adacounty.id.gov From: Aaron [mailto:aaron@Ir-geo.com] Sent: Wednesday, May 15, 2019 3:33 PM To: Sub Name Mail Subject: Subdivision Name Request - Shearer Estates Subdivision Glen, At the client's request, I would like to update the name requested below to "Nick Estates Subdivision". Sincerely, Aaron Rush, PLS, Partner OLR GEOMATICS SURVEYING MAPPING www.Ir-geo.com 208.869.2805(c) The contents of this email message and any attachments are intended solely for the addressee(s) and may contain confidential and/or privileged information and may be legally protected from disclosure. _r„ 7/17/2019, 1:05 PM ypp A3 was , .,. e.- O o6gdSgzg a^^o ani sgsss¢8 ®epeel. £z 344146, pn$1�' F 4"�'oAzo'z^S f � �s Mom n as8 In Egg". g z e H mall,o �����84V A=P.Nm1 oo 16S9/OA1fYl1MTIAN A1FA51FIiU HOfE59IXY1 VND 9RVEYgt 11(91931 H T1E SiAI E 61DN0. MU 1NAT S MI➢ H3T N91 VP®IND HiON NI ACi Wl D Mn N `,ggjgp y 9 H11 8 eelo O I N. TEN NILE ROAD I >, WD•24V7E 190D1'- 9lW I I I i9 0 I I I Ian II I I moa - \i I I i o I I o ✓/ / o I ° /'' a / Z P A a /�� (��' ! a I I I^ 1 GEOMAM S SURVEYING MAPPING H50 W. WimvsR MelSn WnL361F ffA9FB29J5 wxx4g�° 2 I C I I A=P.Nm1 oo 16S9/OA1fYl1MTIAN A1FA51FIiU HOfE59IXY1 VND 9RVEYgt 11(91931 H T1E SiAI E 61DN0. 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ADACOUNTY, IDAHO W19 CERTIFICATE OF SURVEYOR � A=P.Nm1 oo 16S9/OA1fYl1MTIAN A1FA51FIiU HOfE59IXY1 VND 9RVEYgt 11(91931 H T1E SiAI E 61DN0. MU 1NAT S MI➢ H3T N91 VP®IND HiON NI ACi Wl .�f°°` 'e9. � 1246A 9 9AThY 1IMEpN TiE WIIIp LLVC6l11Y A¢1RAiE^�ITAI°N OfOf YUD 9RVEY. .� •i ��9/N P. F°5 PRELIMINARY PLAT NICK ESTATES SUBDIVISION IOCNEDWNIIINTHESW 1/4OFTHENWI/4OF SECTION 11, TOWNSHIP 3 NDQIK RANGE 1 WEST, EDGE NEEIDWl. ADACOUNTY, IDAHO W19 � sq� O PRELIMINARY PLAT NICK ESTATES SUBDIVISION IOCNEDWNIIINTHESW 1/4OFTHENWI/4OF SECTION 11, TOWNSHIP 3 NDQIK RANGE 1 WEST, EDGE NEEIDWl. ADACOUNTY, IDAHO W19 BASIS OF BEARING I w V C n � 500'244700 2656.56' 1328.41' G na �lo lz N. TEN MILE ROAD o mC hZ] $ °g NOW 24' 47"E 190.04' 50.91' 50.00' 41.@ N 32AD' l9g O ,2©7E8 NOW 24' 47'E Fi SLSS' 40.77' G t-% Z. 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IDAHO 2W.853.64%.853.64863.fi470 vmx.9ckerman-eslrokf.aan rnmm, r3o t•Yur�smn, wo ease, m ^om In ° \` -I g; NICK ESTATES SUBDIVISION ,ESTVOAN ESTVOLD iii w 1180 N TEN MILE ROAD 7661 W2, Rlvemide DdYe, 51e. 102 Gerdee", 1083714 O z Z5 o n MERIDIAN, IDAHO 208.853.6470 - Kvmackerman�eweld.c- mmot Ido Iwmrsloe, r.o 001_x, m NICK ESTATES SUBDIVISION 1180 N. Ten Mile Road, Meridian, Idaho c�s\oNAL FNC n' 16369 STORMWATER REPORT 07.17.2019 Project #R19065 Nick Estates Subdivision Stormwater Report July 2019 EXECUTIVE SUMMARY The purpose of this report is to confirm that the on-site storm water management system design for the Nick Estates Subdivision is adequate for the specified design storms per the City of Meridian, Ada County Highway District (ACHD) and Idaho Department of Environmental Quality standards. DESCRIPTION The subject property is located at 1180 N Ten Mile Road, lying in SW Quarter of the NW Quarter of Section 11 Township 3 North Range 1 West, Boise Meridian, City of Meridian, Ada County, Idaho. The limits of construction are approximately 1 acre, as shown on the attached drainage basin map and the construction documents. See Appendix A for the post development drainage basin map and a copy of the stormwater construction plans. Currently, the site is gently sloping and runoff from the study area collects drainage from a portion of the existing residential home and is conveyed to the northeast at an average slope of 0.3%. Proposed improvements consist of residential buildings, associated structures, utility and roadway improvements servicing the subdivision. Stormwater draining to the private drive will be captured by the proposed improvements, as described in the post development analysis. All stormwater within the limits of construction will be contained on site to the extent possible with the addition of the proposed improvements and on -lot retention of water completed during the building construction. Soil properties and infiltration rates were obtained from the Geotechnical Engineering Report prepared by Material Testing and Inspection, dated June 51h, 2019. See Appendix B for a copy of the report. DESIGN CRITERIA ACHD Criteria The system is designed to accommodate the peak flow for the 25 -year and 100 -year design storm in accordance with the latest edition of the Ada County Highway District Policy Manual Sections 8000 and 8200. The portions of the project area draining to the private drive utilize the latest edition of spreadsheets provided by ACHD, equations derived from the spreadsheet and/or the Policy Manual. The storm water peak runoff flows are calculated using the Rational Method with a weighted post development runoff coefficient calculated for each drainage area and duration equal to the calculated time of concentration. The rainfall intensity used was taken from the Boise Area Intensity -Du ration - Frequency, with Revised OF Curves for ACHD as published in Section 8202.1 in the latest edition of the Ada County Highway District Policy Manual Stormwater Management Design Manual. See Appendix B for a copy of this curve. 1I PAGE Nick Estates Subdivision Stormwater Report July 2019 The design storm peak volumes are calculated using the Modified Rational Method for a 100 -year, 1 - hour storm duration. The required pre-treatment volume (defined as the 95th percentile, 24 -hr storm (0.60" in Section 8007.2) is calculated as 0.60 inches over the basin area. This is effectively calculated equivalent to 63% of the design storm peak volume. The conservative value derived from the ACHD spreadsheet methodology will be used. PEAK FLOW The proposed storm drainage conveyance facilities are sized to provide the necessary capacity to convey the design storm, as required. The following steps were taken to design the storm conveyance facilities. 1. Calculate the individual drainage basin areas (A), the Runoff Coefficient (C) and Time of Concentration (Tc) values for the developed basins. Combine basins, as appropriate, to determine flow at specific Design Points. 2. Determine the peak flow for each basin and Design Point using the Rational Equation (Q=CIA), utilizing the Rainfall Intensity (1) from the appropriate Intensity -Duration -Frequency curves based on the Tc value. 3. Verify capacity of the inlets, storm drain lines, sand and grease traps and other storm water conveyance facilities to accommodate the peak flows. The proposed storm drainage conveyance system has been sized to accommodate the 100 -year peak flow rates. All facilities have been verified to adequately pass the peak flow and convey the stormwater to a facility for disposal by infiltration and off-site discharge at below pre -development conditions. See Appendix C for detailed calculations. DESIGN STORM RETENTION VOLUME The proposed storm drainage retention facilities are sized to provide the necessary capacity to store the 100 -year storm event, to provide for initial settlement of sediments in the runoff and dispose by infiltration and off-site discharge within the required time frame. The following steps were taken to design the storm drain facility. 1. Calculate the individual drainage basin areas (A) and estimate the Runoff Coefficient (C) for the developed basins. Combine basins, as appropriate, to determine volume at specific Design Points. 2. Determine the Rainfall Intensity (1) from the appropriate Intensity -Duration -Frequency curves based on the design storm event and storm duration (T) of one hour. 3. Verify capacity of facilities for design volume and maximum drain time. 2I PAGE Nick Estates Subdivision Stormwater Report July 2019 100 YEAR RETENTION The proposed drainage facilities have been designed to adequately detain and dispose of the 100 -year design storm event. See Appendix C for detailed calculations. PRE -DEVELOPMENT DRAINAGE BASIN A Pre -development analysis was not performed to demonstrate pre -development site conditions, as all drainage is proposed to be detained on-site to the extent possible. As the design intent is to retain the stormwater discharge from the project on-site, the off-site discharge will be reduced significantly with the proposed improvements. POST DEVELOPMENT DRAINAGE BASIN For the Post -development analysis, the drainage patterns for the proposed site can be connected to one drainage basin as shown in Appendix A. The selected runoff coefficients are a composite of impervious surfaces (C=0.95), single family residential lots (C=0.23) and undeveloped pervious areas (C=0.10). Design Point 1 is the point of discharge for the site and covers approximately 1.06 acre consisting of mostly impervious surfaces and lot drainage. Stormwater runoff includes sheet flow and gutter flow draining to a proposed sump inlet. The flow is intercepted by the inlet and directed to the proposed sand and grease trap. One (1) proposed 1,000 gal sand and grease trap will be used as a pretreatment facility before entering the proposed infiltration basin. Peak flows will not exceed the maximum flow rate of the sand and grease trap; therefore, a bypass will not be required. Design flows are routed to and disposed in the proposed infiltration basin. See Appendix C for sizing calculations. 3 1 P A G E 7661 West Riverside Dr, Ste 102 Garden City, ID 83714 208.853.6470 www.ackerman-estvold.com July 17, 2019 RE: Nick Estates Subdivision 1180 N Ten Mile Road, Meridian, ID To Whom It May Concern = AGKERMAN ,�ESTVOLD I hereby certify that the centerline elevation of the private driveway is se at a minimum of 3' above the highest ground water elevation as shown in the Geotechnical Report. (Lt L. Antonio Conti, PE Minot, ND I Williston, ND I Boise, ID %ONAC FH fNsCL �Ociyt�z� 1E369 i MATERIALS i TESTING & INSPECTION_ AN ATLAS COMPANY El Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL ENGINEERING REPORT of Proposed 4 -lot Subdivision 1180 North Ten Mile Road Meridian, ID Prepared for: LR Geomatics PLIC 2850 West Mirnmont Street Meridian, ID 83646 MTI File Number B1909069 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(cDmti-id.com MATERIALS TESTING 6 INSPECTION 5 June 2019 Page # 2 of 26 b 190906g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections TABLE OF CONTENTS INTRODUCTION...............................................................................................................................................................3 ProjectDescription.................................................................................................................................................3 Authorization..........................................................................................................................................................3 Purpose...................................................................................................................................................................3 Scopeof Investigation............................................................................................................................................4 Warrantyand Limiting Conditions.........................................................................................................................4 SITEDESCRIPTION..........................................................................................................................................................5 SiteAccess..............................................................................................................................................................5 RegionalGeology...................................................................................................................................................5 GeneralSite Characteristics....................................................................................................................................6 Regional Site Climatology and Geochemistry........................................................................................................6 SEISMICSITE EVALUATION............................................................................................................................................6 GeoseismicSetting.................................................................................................................................................6 SeismicDesign Parameter Values..........................................................................................................................6 SOILSEXPLORATION......................................................................................................................................................7 Explorationand Sampling Procedures....................................................................................................................7 LaboratoryTesting Program...................................................................................................................................8 Soiland Sediment Profile.......................................................................................................................................8 VolatileOrganic Scan......................................................................................................................................... 8 SITEHYDROLOGY...........................................................................................................................................................9 Groundwater...........................................................................................................................................................9 SoilInfiltration Rates..............................................................................................................................................9 FOUNDATION, SLAB, AND PAVEMENT DISCUSSION AND RECOMMENDATIONS.............................................................10 Foundation Design Recommendations.................................................................................................................10 CrawlSpace Recommendations...........................................................................................................................11 FloorSlab-on-Grade.............................................................................................................................................11 RecommendedPavement Sections.......................................................................................................................12 FlexiblePavement Section...................................................................................................................................12 PavementSubgrade Preparation...........................................................................................................................13 Common Pavement Section Construction Issues.................................................................................................13 CONSTRUCTIONCONSIDERATIONS...............................................................................................................................13 Earthwork.............................................................................................................................................................13 DryWeather.........................................................................................................................................................14 WetWeather.........................................................................................................................................................14 SoftSubgrade Soils..............................................................................................................................................14 FrozenSubgrade Soils..........................................................................................................................................15 StructuralFill........................................................................................................................................................15 Backfillof Walls...................................................................................................................................................16 Excavations...........................................................................................................................................................16 GroundwaterControl............................................................................................................................................17 GENERALCOMMENTS..................................................................................................................................................17 REFERENCES.................................................................................................................................................................18 APPENDICES.................................................................................................................................................................19 AcronymList........................................................................................................................................................19 GeotechnicalGeneral Notes.................................................................................................................................20 Geotechnical Investigation Test Pit Log...............................................................................................................21 AASHTO Pavement Thickness Design Procedures.............................................................................................24 Plate1: Vicinity Map............................................................................................................................................25 Plate2: Site Map...................................................................................................................................................26 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(cbmti-id.com ��n Teskg 69ns=on MATERIALS TESTING Fs INSPECTION 5 June 2019 Page # 4 of 26 b 190906g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections 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. 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. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright 62019 Materials www.mti-id.com • mti(a)mti-id.com Tesling& Impedion MATERIALS TESTING 6 INSPECTION 5 June 2019 Page # 6 of 26 b190906g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections General Site Characteristics This proposed development consists of approximately 1.434 acres of relatively flat terrain. A residence with a detached garage is located in the western portion of the site, fronting Ten Mile Road. The remainder of the site is a vacant field with Eightmile Lateral located along the eastern property boundary. Throughout the majority of the site, surficial soils consist of lean clays. Vegetation primarily consists of mature trees, bunchgrass, and other native grass varieties typical of arid to semi -arid environments. Regional drainage is north toward the Boise River. Stormwater drainage for the site is achieved by percolation through surfcial soils. The site is situated so that it is unlikely that it will receive any stormwater drainage from off-site sources. Stormwater drainage collection and retention systems are not in place on the project site, but do exist along Ten Mile Road in the form of curbs, gutters, and drop inlets. 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 21°F to 95°F, with daily extremes ranging from - 25°F to 111°F. 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. 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 0.197 is appropriate for the project site based on a Site Class D. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ®2079 Materials www.mti-id.com • mtina mti-id.com Testing& Inspection MATERIALS TESTING & INSPECTION 5 June 2019 Page # 8 of 26 b 190906g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections 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) 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 and Grain Size Analysis — ASTM C117/C136. Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which can be found in the Appendix. The materials encountered during exploration were quite typical for the geologic area mapped as Gravel of Whitney Terrace. Lean clay soils were encountered at ground surface. These soils were dark brown, slightly moist, and medium stiff to very stiff. Organic materials were measured to depths of roughly 2 feet bgs. Underlying the lean clays in test pit 3 were silty sand sediments. The silty sand sediments were light brown, dry to slightly moist, very stiff and contained fine to medium -grained sand and intermittent coarse-grained sand. In test pits I and 2 beneath lean clay and in test pit 3 below the silty sand, silt with varying sand contents were noted. The silt soils were light brown to brown or red brown, dry to slightly moist, stiff to hard, and contained fine to coarse-grained sand. In test pits 1 and 2, poorly graded sands with varying silt contents were encountered below the silts. The sand sediments were light brown, dry to slightly moist, loose to medium dense, and contained fine to coarse-grained sand. Silty sand was noted underlying the sands in test pits I and 2. The silty sand was red brown, dry to moist, and dense to very dense, with fine to coarse-grained sand. At depth, poorly graded sand with gravel was found. The poorly graded sand with gravel was brown, moist to saturated, medium dense to dense, and contained fine to coarse-grained sand and fine to coarse gravel. Competency of test pit sidewalls varied little across the site. In general, fine grained soils remained stable while more granular sediments readily sloughed. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. 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. Groundwater encountered did not exhibit obvious signs of contamination. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ®2019 Materials www.mti-id.com • mtiCcDmti-id.com Testing a Inspection I CMATERIALS TESTING £r INSPECTION 5 June 2019 Page # 10 of 26 b 190906g_geotech 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 4 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 CaDacity Footing Depth ASTM D1557 Sub rade Compaction Net Allowable Soil Bearing Capacity Footings must bear on competent, undisturbed, 1,500 lbs/ft2 native lean clay, sandy silt, silt, and silty sand soils Not Required for Native or compacted structural fill. Existing organic Soil , A /3 increase is allowable materials must be completely removed from below for short-term loading, foundation elements.' Excavation depths ranging 95% for Structural Fill which is defined by seismic from roughly 1.4 to 2.0 feet bgs should be events or designed wind anticipated to expose proper bearing soils.2 speeds. 'It 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 clay, sandy silt, silt, and silty sand soils and 2) 0.45 for footings bearing on granular structural fill. A passive lateral earth pressure of 297 pounds per square foot per foot (psf/ft) should be used for lean clay, sandy silt, and silt soils. A lateral earth pressure of 351 psf/ft should be used for sandy silt and silty sand soils. For compacted sandy gravel fill, 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 Cap/right®2019 Materiels www.mti-id.com • mti(a)mti-id.com Testing B lnspecgon I CMATERIALS TESTING 6 INSPECTION 5 June 2019 Page # 12 of 26 b190906g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Recommended Pavement Sections MTI has made assumptions for traffic loading variables based on the character of the proposed construction. The Client shall review and understand these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. Based on experience with soils in the region, a subgrade California Bearing Ratio (CBR) value of 4 has been assumed for near -surface lean clay, sandy silt, and silt soils on site. 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. Flexible Pavement Section The American Association of State Highway and Transportation Officials (AASHTO) design method has been used to calculate the following pavement section. A calculation sheet provided in the Appendix indicates the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement section. MTI recommends that materials used in the construction of asphaltic concrete pavements meet 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. AASHTO Flexible Pavement Specifications Pavement Section Component' Residential Roadway Asphaltic Concrete 2.5 Inches Crushed Aggregate Base 4.0 Inches Structural Subbase 8.0 Inches Compacted Subgrade See Pavement Subgrade Preparation Section 'It will be required for MTI personnel to verify subQrade 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: Granular structural fill material complying with the requirements detailed in the Structural Fill section of this report except that the maximum material diameter is no more than 2/3 the component thickness. Gradation and suitability requirements shall be per ISPWC Section 801, Table 1. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright 02019 Materials www.mti-id.com • mti(o_mti-id.com Testing B inspection MATERIALS TESTING & INSPECTION AN ATLAS COMPANY 5 June 2019 Page # 14 of 26 b190906g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections 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. 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. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ®2019 Materiels www.mti-id.com • mti mti-id.com Testing&Impection MATERIALS TESTING £r INSPECTION 5 June 2019 Page # 16 of 26 b190906g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing U Special Inspections Each layer of structural fill must be compacted, as outlined below: • Below Structures and Rijaid Pavements: A minimum of 95 percent of the maximum dry density as determined by ASTM D 1557. • Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by ASTM D1557 or 95 percent of the maximum dry density as determined by ASTM D698. The ASTM D1557 test method must be used for samples containing up to 40 percent oversize (greater than %- 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. 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 1'/2 feet horizontal to 1 foot vertical (I Y2:1) 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 lone; -term conditions. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 als www.mti-id.com • mtiOmti-id.com ��n ; TesU�8&]-= MATERIALS 5 June 2019 Page # 18 of 26 TESTING INSPECTION b190906g geotech AN ATLAS COMPANY ❑ Environmental Services U Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections REFERENCES American Association of State Highway and Transportation Officials (AASHTO) (1993). AASHTO Guide for Design of Pavement Structures 1993. Washington D.C.: AASHTO. 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 Aggregates by Washing: ASTM C117. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2014). Standard Test Method for Sieve Analysis ofFine 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 Laborator�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 Mgp 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/desigmnaps/us/application.php> (2019). 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Cop/right 02019 Materials www.mti-id.com • mtiAmti-id.com Tesgng&ImpecUon MATERIALS TESTING & INSPECTION 5 June 2019 Page # 20 of 26 b190906g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL GENERAL NOTES Moisture Content RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Diy 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 Description Field Test Diy Absence of moisture, dusty, dry to touch Moist Damp but not visible moisture Wet Visible free water, usually soil is below water table 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 Cementation Description Field Test Weakly Crumbles or breaks with handling or GP Poorly -graded gravels; gravel/sand mixtures with little or no fines slight finger pressure Moderately Crumbles or beaks with considerable SW Well -graded sands; gravelly sands with little or no fines finger pressure Strongly Will not crumble or break with finger Fine Grained Soils >50% passes No.200 sieve 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 Coarse -Grained Soils <50% passes No.200 sieve Gravel & Gravelly Soils <50% coarse fraction passes No.4 sieve GW Well -graded gravels; gravel/sand mixtures with little or no fines GP Poorly -graded gravels; gravel/sand mixtures with little or no fines GM Silty gravels; poorly -graded gravel/sand/silt mixtures GC Clayey gravels; poorly -graded gravel/sand/clay mixtures Sand & Sandy Soils >50% coarse fraction passes No.4 sieve SW Well -graded sands; gravelly sands with little or no fines SP Poorly -graded sands; gravelly sands with little or no fines SM Silty sands; poorly -graded sand/gravel/silt mixtures SC Clayey sands; poorly -graded sand/gravel/clay mixtures Fine Grained Soils >50% passes No.200 sieve Silts & Clays LL < 50 ML Inorganic silts; sandy, gravelly or clayey silts CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium -plasticity clays OL Organic, low -plasticity clays and silts Silts & Clays LL > 50 MH Inorganic, elastic silts; sandy, gravelly or clayey elastic silts 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 Copyright ®2019 Materials www.mti-id.com • mti(@mti-id.com Testing&Inspection I CMATERIALS IFTESTING 6 INSPECTION 5 June 2019 Page # 22 of 26 b 190906g_geotech AN ATLAS COMPANY ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -2 Date Advanced: 22 May 2019 Logged by: Maren Tanberg, E.I.T., G.I.T. Excavated by: Xtreme Xcavation Location: See Site Map Plates Latitude: 43.615267 Longitude: -116.432136 Depth to Water Table: 14.5 Feet bgs Total Depth: 15.0 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet bgs) Sediment Classification Type (Feet bgs Test ID Lean Clay (CL): Dark brown, slightly moist, 0.0-1.6 medium stiff to very stiff. 1.0-2.5 --Organics noted throughout. Silt (ML): Light brown, dry to slightly moist, 1.6-3.7 stiff to very stiff. 2.0-4.0 --Organics noted to 2.0 feet bgs. Silt with Sand (ML): Brown, dry to slightly moist, very stiff, with fine to medium -grained 3.7-6.4 sand. --Sand content increases with depth. Poorly Graded Sand with Silt (SP -SM): Light brown, dry to slightly moist, medium dense, 6.4-8.4 with fine to coarse-grained sand and intermittent coarse-grained sand. Silty Sand (SM): Red brown, dry to moist, very dense, with fine to coarse-grained sand. 8.4-12.6 --Calcium carbonate veining noted throughout. Poorly Graded Sand with Gravel (SP): 12.6-15.0 Brown, moist to saturated, medium 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 www.mti-id.com • mti(a)mti-id.com Copyn TesUg&9lnspeotion I CMATERIALS IFTESTING £r INSPECTION AN ATLAS COMPANY 5 June 2019 Page # 24 of 26 b 190906g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ®2019 Materials www.mti-id.com • mti(ci)mti-id.com TeslingElnspec0on Pavement Section Design Location: Proposed 4 -Lot Subdivision, Residential Roadway Average Daily Traffic Count: 200 All Lanes & Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 50% Terminal Seviceability Index (Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 4 Subgrade NIr: 6,000 Calculation of Design -18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESALs Passenger Cars: 69 2.0% 0.0008 490 Buses: 0 2.0% 0.6806 0 Panel & Pickup Trucks: 30 2.0% 0.0122 3,246 2 -Axle, 6 -Tire Trucks: 0 2.0% 0.1890 0 Emergency Vehicle: 1.0 2.0% 4.4800 39,731 Dump Trucks: 0 2.0% 3.6300 0 Tractor Semi Trailer Trucks: 0 2.0% 2.3719 0 Double Trailer Trucks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 100 Total Design Life 18 -kip ESALs: 43,466 Actual Log (INALs): 4.638 Trial SN: 2.40 Trial Log (ESALs): 4.643 Pavement Section Design SN: 2.41 Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 2.50 0.42 n/a Asphalt -Treated Base: 0.00 0.25 n/a Cement -Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 4.00 0.14 1.0 Subbase: 8.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ®2019 Materials www.mti-id.com • mti(ci)mti-id.com TeslingElnspec0on CV Z E m o Jtb s �Zv0 — W ��' o >� °moo 0 W Q N u g a LLW in aci C) 0 o m m o 2 E� E' c m oZ 0 o m c Z o Z Z J Qm Qd W d.-� O V O w -o N m / � N d I �m I CL co LU W Of I ~ — 30b'ld JNINiHJII I w O I I LL I I I I I I GVMJ 31IW NR