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Application Materials
TRANMITTAL TO AGENCIES FOR COMMENTS ON DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN To ensure that your comments and recommendation will be considered by the Meridian Planning and Zoning Commission/City Council, Please submit your comments and recommendations to: cityclerk@meridiancity.org BY Transmittal Date: 09-10-18 Project Number: H-2018-0091 Hearing Date: 10-18-18 Application Request: Preliminary plat consisting of 47 residential lots and 8 common lots on 6.23 acres of land in an R-15 zoning district for Rockbury Townhomes By: 10-12-18 Located at: North of W. Chinden Bllvd. On the West side on N. Tree Farm Way City Council / Planning and Zoning Commission Valley Transit Mayor Idaho DEQ Sanitary Services West Ada School District Building Department & Community Development Meridian Post Office Fire Department Ada County Highway District Police Department Ada County Development Services City Attorney Central District Health City Public Works Compass City Planner Nampa Meridian Irrigation District Parks Departments Settlers Irrigation District Economic Development Idaho Power, Intermountain Gas, Century Link Historical Preservation Commission Idaho Transportation Department New York Irrigation District South or RR/SW Meridian Boise Project Board of Control NW Pipeline Boise-Kuna Irrigation District Ada County Associate Land Records Downtown Projects Meridian Development Corporation Cit y Clerk ’s Office 33 E. Broadway Avenue, Meridian, ID 83642 Phone 208-888-4433 Fax 208-888-4218 cityclerk@meridiancity.org www.meridiancit y.org Hearing Date: October 18, 2018 File No.: H-2018-0091 Project Name: Rockbury Townhomes — PP, PS Request: Preliminary Plat consisting of 47 residential lots, and 8 common lots on 6.23 acres of land in R-15 zoning district by Michael Nigh. The site is located north of W. Chinden Blvd on the west side of N. Tree Farm Way (R7532600400), in the NE 1/4 of Section 22, Township 4N., Range 1W. C��fIEP� Planning Division DEVELOPMENT REVIEW APPLICATION STAFF USE ONLY: Project name: �ur,WOtnr'1 �QJ��e'i File number(s): L Assigned Planner: AAA Related files: Type of Review Requested (check all that apply) ❑ Accessory Use ❑ Planned Unit Development ❑ Administrative Design Review M Preliminary Plat ❑ Alternative Compliance M Private Street ❑ Annexation and Zoning ❑ Property Boundary Adjustment ❑ Certificate of Zoning Compliance ❑ Rezone ❑ City Council Review ❑ Short Plat ❑ Comprehensive Plan Map Amendment ❑ Time Extension: ❑ Comprehensive Plan Text Amendment Director/ Commission/Council (circle one) ❑ Conditional Use Permit ❑ UDC Text Amendment ❑ Conditional Use Modification ❑ Vacation: Director/Commission (circle one) Director/ Council (circle one) ❑ Development Agreement Modification ❑ Variance ❑ Final Plat ❑ Other ❑ Final Plat Modification Applicant Information Applicant name: Michael Nigh Phone: 208-407-6710 Applicant address: 904 Madrid Ave. City: Torrance Email: myckey2u45@yahoo.com State: CA Zip: 90501 Applicant's interest in property: 0 Own ❑ Rent ❑ Optioned ❑ Other Owner name: Same as Above Owner address: City: Email: State: Phone: Zip: Agent/Contact name (e.g., architect, engineer, developer, representative): Jon Breckon Firm name: Breckon Land Design Phone: 208-376-5153 Agent address: 6661 N. Glenwood St. City: Garden C Primary contact is: ❑ Applicant ❑ Owner ® Agent/Contact Email: ibreckon@breckonld.com State: I D Zip: 83714 Subject Property Information Location/street address: 6437 N. Tree Haven Way Township, range, section: T4N, R1 W, Sect. 22 Assessor's parcel number(s): SO422347000 Total acreage: 6.23 Zoning district: R-15, C -N Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idalio 83642 Phone: 208-884-5533 Fax: 208-888-6854 %vNvw.meridiancity.org/i)lanning -l- (Rei. 06/12/2014) Project/subdivision name: Rockbury North Subdivision General description of proposed project/request: 6.50 unit residential development containing attached and detached single family homes, private roadways, landscaping, and amenities. Proposed zoning district(s): R-15 Acres of each zone proposed: 6.23 Type of use proposed (check all that apply): IN Residential D Office D Commercial D Employment D Industrial D Other Who will own & maintain the pressurized irrigation system in this development? Homeowner's Association Which irrigation district does this property lie within? Settlers Irrigation District Pressure Irrigation system Secondary: Primary irrigation source: y: potable water Square footage of landscaped areas to be irrigated (ifprimary or secondary point of connection is City water): Residential Project Summary (if applicable) Number of residential units.. 47 Number of building lots: 47 Number of common lots: 8 Number of other lots: 0 Proposed number of dwelling units (for multi -family developments only): 1 bedroom: 2-3 bedrooms; 4 or more bedrooms: Minimum square footage of structure (excl. garage): Minimum property size (s.f): 2,603 SF Gross density (Per UDC 11-1A-1): 5.8 DU/AC Maximum building height: Average property size (s.£): 3,527 SF Net density (Per UDC 11-1A-1): 12.4 DU/AC Acreage of qualified open space: 0.66 AC Percentage of qualified open space: 11% Type and calculations of qualified open space provided in acres (Per UDC 11 -3G -3B): (2)- 50'x100' Grass Areas 2,596 SF Plaza with Water Feature and 16,034 SF Buffer Adjacent to a Collector Road. Amenities provided with this development (if applicable): micropaths, plaza, fountain/water feature, community building Type of dwelling(s) proposed: R Single-family Detached El Single-family Attached D Townhouse D Duplex D Multi -family D Vertically Integrated D Other Non-residential Project Summary (if applicable) Number of building lots: Common lots: Other lots: Gross floor area proposed: Hours of operation (days and hours): Total number of parking spaces provided: Authorization Print applicant name: don Breckon Applicant signature: Existing (if applicable): Building height: Number of compact spaces provided: Date: Commmnity Development n Planning Division r 33) E. Broadway Avenue, Ste, 102 Meridian, Idaho 83642 Phone: 208-884-5533 Pax: 208-888-6854 %+,%vw.meridiaucitv.org/plannine -2- (Xev. 0611212014) Breckon Land Design Inc. Post Office Box 44465 Boise, Idaho 83711 "Naj� p:208-376-5153 f: 208-376-6528 www.breckonlanddesign.com Landscape Architecture • Civil Engineering • Graphic Communication • Erosion Control • Irrigation Design • Land Planning June 28, 2018 City of Meridian Planning Division 33 E. Broadway Ave, Ste 102 Meridian, ID 83642 (208) 884-5533 RE: Rockbury North Subdivision Preliminary Plat Application Project Address: 6437 N. Tree Haven Way, Meridian, ID The Preliminary Plat application before you is for a private 47 unit residential development located at 6437 N. Tree Haven Way, Meridian, ID. This subdivision will contain 47 single family residential homes (attached and detached), private roads, a gated entry, and associated landscaping and amenities. The development will occur on a currently vacant site. This development is intended to increase the livability of this developing area of Meridian, and of the current Spurwing Subdivision. This is achieved through the use of innovative architectural and site design, as well as the efficient use of space, in housing and open/common space. This project will also provide much needed diversity to the housing options currently in the northwest Meridian area. Areas for community outdoor space are achieved through the development of a postal pavilion type area, walking paths, shared use paths within the private streets, and connectivity of passive outdoor spaces. Storm water will be treated using a permeable paver system within the private streets. These paver areas will also delineate the shared use pathways within the development. The integration of storm water retention and treatment into the landscape will help to improve the quality of water that enters the groundwater in the area. Access to the site will be off of N. Tree Haven Way via a private street network that meets the design criteria of the fire department, as well as current building code requirements. Utilities will be brought into the site for all units to be serviced by public/municipal utilities (power, water, sewer, gas, etc). Landscape irrigation will be provided through the use of current surface water rights, and the existing pressure irrigation system that was installed with the Spurwing Subdivision development. Landscaping will also be designed to reduce water usage through the implementation of drip irrigation systems, and the reduction in turf grass areas. Plant species and variety will encourage the development of habitat, and enhance the overall aesthetics and livability of the development. If you have any further questions or comments, please contact me at 208-376-5153 or ibreckon@breckonld.com_. Sincerely, Breckon Land Design, Inc. Jon Breckon, PLA, ASLA, CLARB Cc: File, Michael Nigh, Gene Bennett, Glancey Rockwell Architecture CJ J -U -B ENGINEERS, INC. J -U -B COMPANIES Rockbury North Parcels Boundary Description Project Number 10-17-083 October 4, 2017 THE 00 1 GAY ANG N :' I MAPPINGATEG Two parcels of land situated in the southeast quarter of the southwest quarter of Section 22, Township 4 North, Range 1 West, Boise Meridian, City of Meridian, Ada County, Idaho, and being more particularly described as follows: Parcel 1 Commencing at the southeast corner of the southwest quarter of Section 22, Township 4 North, Range 1 West, Boise Meridian, from which the southwest corner of Section 22 bears N89°17'18"W, 2647.24 feet; Thence N89°17'18"W, 1323.62 feet along the south line of the southeast quarter of the southwest quarter to the southwest corner of the southeast quarter of the southwest quarter; Thence N00°30'49"E, 860.31 feet along the west line of the southeast quarter of the southwest quarter to the southwest corner of Spurwing Grove Subdivision No. 6 (Book 105 of Plats at Pages 14500 through 14502, records of Ada County, Idaho), the POINT OF BEGINNING: Thence 193.38 feet on a non -tangent curve to the left, concave northerly, having a radius of 485.54 feet, a central angle of 22°49'11", a chord bearing of N72°02'37"E, and a chord length of 192.11 feet, along the boundary of Spurwing Grove Subdivision No. 6; Thence N60°39'46"E, 608.61 feet along the boundary of Spurwing Grove Subdivision No. 6 to the northerly right-of-way line of W. Tree Crest Dr.; Thence 22.41 feet on a non -tangent curve to the right, concave northwesterly, having a radius of 15.00 feet, a central angle of 85°35'26", a chord bearing of S23°13'06"W, and a chord length of 20.38 feet, along the northerly right-of-way line of W. Tree Crest Dr.; Thence 126.00 feet on a reverse curve to the left, having a radius of 538.05 feet, a central angle of 13°25'01", a chord bearing of S59°18'18"W, and a chord length of 125.71 feet, along the northerly right-of-way line of W. Tree Crest Dr.; Thence 65.87 feet on a reverse curve to the right, having a radius of 468.00 feet, a central angle of 08°03'52", a chord bearing of S56°37'44"W, and a chord length of 65.82 feet, along the northerly right-of-way line of W. Tree Crest Dr.; Thence S60°39'40"W, 473.31 feet along the northerly right-of-way line V A' "A of W. Tree Crest Dr.; or=v Thence 142.61 feet on a curve to the right, having a radius of 768.00 1 4 feet, a central angle of 10°38'20", a chord bearing of S65°58'50"W, and �/ 9T OF �F < cti� EL S i Page 1 of 3 a 250 S Beechwood Avenue Suite 201 Boise ID 83709 p 208-376-7330 f 208-323-9336 iv wwwJub.com 0 JU J•U•6 ENGINEERS, INC. North Parcels continued... 7HE GATEWAY 1 -U -B COMPANIESLANGOON (MAPPING GROUP INC. a chord length of 142.40 feet along the northerly right-of-way line of W. Tree Crest Dr. to the west line of the southeast quarter of the southwest quarter; Thence N00°30'49"E, 51.57 feet along the west line of the southeast quarter of the southwest quarter to the POINT OF BEGINNING. The above-described parcel 1 contains 0.40 acres, more or less. Parcel 2 Commencing at the southeast corner of the southwest quarter of Section 22, Township 4 North, Range 1 West, Boise Meridian, from which the southwest corner of Section 22 bears N89°17'18"W, 2647.24 feet; Thence N89°17'18"W, 1323.62 feet along the south line of the southeast quarter of the southwest quarter to the southwest corner of the southeast quarter of the southwest quarter; Thence N00°30'49"E, 741.27 feet along the west line of the southeast quarter of the southwest quarter to the southerly right-of-way line of W. Tree Crest Dr.; Thence 42.35 feet on a non -tangent curve to the left, concave northwesterly, having a radius of 832.00 feet, a central angle of 2°54'58", a chord bearing of N71°22 16 E, and a chord length of 42.34 feet, along the southerly right-of-way line of W. Tree Crest Dr. to the POINT OF BEGINNING: Thence continuing 134.35 feet on a non -tangent curve to the left, concave northwesterly, having a radius of 832.00 feet, a central angle of 09°15'07", a chord bearing of N65°17'13"E, and a chord length of 134.20 feet, along the southerly right-of-way line of W. Tree Crest Dr.; Thence N60°39'40"E, 473.31 feet along the southerly right-of-way line of W. Tree Crest Dr.; Thence 74.88 feet on a curve to the left, having a radius of 532.00 feet, a central angle of 08°03'52", a chord bearing of N56°37'44"E, and a chord length of 74.82 feet, along the southerly right-of-way line of W. Tree Crest Dr.; Thence 103.53 feet on a reverse curve to the right, having a radius of 474.05 feet, a central angle of 1230'46", a chord bearing of N58°51'11"E, and a chord length of 103.32 feet, along the southerly right-of-way line of W. Tree Crest Dr.; Thence 24.95 feet on a compound curve to the right, having a radius of 15.00 feet, a central angle of 95°18'28", a chord bearing of S67°14'12"E, and a chord length of 22.17 feet, along the southerly right-of-way line of W. Tree Crest Dr. to the boundary of Jayker Subdivision (Book 101 of Plats at Pages 13341 through 13352, 1 SAN records of Ada County, Idaho);^ Page 2 of 3 %y TF OF �El S ./ a 250 S Beechwood Avenue Suite 201 Boise ID 83709 p 208-376-7330 % 208-323-9336 it, www.jub.com J �B J•U•B ENGINEERS, INC. North Parcels continued... THE GATEWAY J -U -B COMPANIES LANGDON MAPPING 9 GROUP M I INC. Thence S19'34'58"E, 66.34 feet along the boundary of Jaykers Subdivision; Thence 117.85 feet on a curve to the right, having a radius of 372.50 feet, a central angle of 1807'37", a chord bearing of S10°31'09"E, and a chord length of 117.36 feet, along the boundary of Jaykers Subdivision; Thence S01°27'21"E, 152.26 feet along the boundary of Jaykers Subdivision; Thence 95.00 feet on a curve to the left, having a radius of 227.50 feet, a central angle of 23°55'37", a chord bearing of S13°25109"E, and a chord length of 94.32 feet, along the boundary of Jaykers Subdivision; Thence S44°23'21"W, 139.64 feet; Thence N89°25'45"W, 678.90 feet; Thence N00*30'49"E, 140.84 feet to the POINT OF BEGINNING. The above-described parcel 2 contains 5.83 acres, more or less. Page 3 of 3 a 250 S Beechwood Avenue Suite 201 Boise ID 83709 p 208-376-7330 f 2.08-323-9336 it, www.jub.com ADA COUNTY RECORDER Christopher D. Rich 2017-000960 BOISE IDAHO Pgs=3 BONNIE OBERBILLIG 01104/2017 03:13 PM TITLEONE BOISE $16.00 When recorded, please return to: Richard F. Goodson HAWLEY TROXELL ENNIS & HAWLEY LLP P.O. Box 1617 Boise, ID 83701-1617 e�� a?ro 5~5-5 s c/sem SPECIAL WARRANTY DEED FOR VALUE RECEIVED, the receipt and sufficiency of which is hereby acknowledged, Oak Leaf Development Company, Inc., and Idaho corporation, whose address is 7270 N Tree Haven Place, Meridian, Idaho 83646 ("Grantor"), hereby conveys unto Rockharbor Church, Inc., an Idaho corporation, whose address is 1608 N, Meridian Rd., Suite 125, Meridian, ID, 83642 ("Grantee"), the following described real property, located in Ada County, Idaho, to wit: See Exhibit A attached and incorporated into this Special Warranty Deed by this reference (the "Property"). TOGETHER WITH all of Grantor's right, title and interest in and to all water rights associated therewith, streets, alleys and rights of way adjacent thereto, all mineral rights appurtenant thereto, and all and singular the tenements, hereditaments, and appurtenances thereunto belonging or in anywise appertaining, the reversion and reversions, remainder and remainders, rents, issues, and profits thereof, if any; and all estate, right, title, and interest in and to the Property, as well in law as in equity. TO HAVE AND TO HOLD the Property with its appurtenances, if any, unto Grantee, its successors, heirs, and assigns, forever. AND GRANTOR hereby covenants with Grantee that: (a) Grantor owns the Property in fee simple; (b) the Property is free from all encumbrances done, made, or suffered by Grantor except: (i) general taxes and assessments not yet due and payable; (ii) all matters of record or appearing on the land; and (iii) all matters made, done, or suffered by Grantee; and Grantor will warrant and defend the same against all lawful claims of all persons claiming by, through or under Grantor, but none other. [Remainder of page intentionally left blank; signature page follows.] SPECIAL WARRANTY DEED - 1 135000862 DATED effective as of the 918 day of January, 2017. GRANTOR: OAK LEAF DEVELOPMENT COMPANY, INC. �L 0"1A , By: ouglas Carnahan, President STATE OF IDAHO ) ss. County of Ada ) On this q "-4 day of January, 2017, before me a Notary Public, personally appeared Douglas Carnahan, known or identified to me to be the President of Oak Leaf Development Company, Inc. that executed the instrument or the person who executed the instrument on behalf of said corporation, and acknowledged to me that such corporation executed the same. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and year in this certificate first above written. SPECIAL WARRANTY DEED - 2 13500086_2 Notary Public for Residing at My Commission expires RESIDING: BOISE, it) COMMISSION EXPIRES:11.28.19 STATE OF IDAHO COUNTY OF ADA AFFIDAVIT OF LEGAL INTEREST 44—�— ��� /�06 N, � ,,��, rho (name) _ (address) (city) (state.) being first duly sworn upon, oath, depose and say: That I am the record owner of the property described on the attached, and I grant my permission to: (name) (address) to submit the accompanying application(s) pertaining to that property. I agree to indemnify, defend and hold the City of Nteridian and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herein or as to the ownership of the property which is the subject of the application. I hereby grant permission to City of Meridian staff to enter the subicct property for the purpose of site inspections related to processing said application(s). . Dated this 0' day of /,A/C-) J5vt— 2o—L7— (Signature) SUBSCRIBED AND SWORN to before me the day and year first above 4tmitten. KELLI DEANNE MCKEE Notary Public (Notary Public for Tdaho) State of Idaho 1 Residing at:/Or� My Commission Expires: My Qnmmi"QIQA E*PWe8 May 22, 2023 Cotmuunity Development ■ Planning Division ■ 33 E.13roadway Avenue, Ste. 102 Meridian, Idaho 53642 Phone: 208-884-5533 Fax: 208-888-6854 w\,,. -w nneridiancitv.ors-,filanninr* PROJECT LOCATION r:l-IIAIf1FPl RI Vn Ij� VICINITY MAP m M11111111 N 500 0 500 1000 1500 SCALE: I "= 500'-0" CNJ E�,-rk� n ' • La��pe Ardritecvre •Erosion 6 GeGment Control 3 • trophic Corrrnn�[un • kryation Gesi{yl 1 •Lard Plarn'eg uuwbredonlaxlYs�gtmm F-20&37&6523 Phmie: 2O6.3�6.6'163 . ILI 1 6661NorNGN ,o Gtreet al � Gari City, 1d oU3714 ri Rockbury North Subdivision Meridian, ID EXHIBIT 1: VICINITY MAP SCALE: 1" = 500' 08-7-2017 17137 X1.0 CITY OF MERIDIAN PRE -APPLICATION MEETING NOTES Project/Subdivision Name: Rockbury Townhomes Date: 6/9/17 Applicant(s)/Contact(s): Peter Rockwell City Staff: Bill, Brian, Josh, Bruce, Joe, Tom Location: Tree Farm Way and Tree Haven Way Size of Property: 6.7 acres Comprehensive Plan FLUM Designation: LDR Design Guidelines Development Context: ❑ Urban ❑ Urban/Suburban ® Suburban ❑ Rural Existing Use: Vacant Existing Zoning: R-15 Proposed Use: Proposed Zoning: R-15 Surrounding Uses: Single-family residential church Street Buffer(s) and/or Land Use Buffer(s): 20 foot landscape buffer along Tree Farm Way and 10 feet along Tree Haven Way Open Space/Amenities/Pathways: 10% open Space is required for single family residential plats Access/Stub Streets/Street System: depends on type of development (Public Vs Private roads) Sewer & Water Service: Waterways/ Floodplain/Topography/Hazards: History: Additional Meeting Notes: Verify with Settlers Irrigation District that you are able to landscape in their easement (Trees) 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) ❑ Nampa Meridian Irrigation Dist. (NMID) ❑ Public Works Department ❑ Idaho Transportation Dept. (ITD) ❑ Settler's Irrigation District ❑ Building Department ❑ Republic Services ❑ Police Department ❑ Parks Department ❑ 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 ❑ Preliminary Plat ❑ Variance ❑ Conditional Use Permit ❑ Private Street ❑ 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. Breckon Land Design Inc. ' Post Office Box 44465 Boise, Idaho 83711 p: 208-376-5153 f: 208-376-6528 .. • www.brecl(onlanddesign.com Landscape Architecture o Civil Engineering • Graphic Communication . Erosion Control • Irrigation Design • Land Planning SIGN IN SHEET Name: Company: Phone Number: Email: .. 1�1�✓/ / �/1�/. /r r�� I t n f., 23 7)-' rel 'Z Ali w 9(j g LAoO -V4 s- t,2.2. �o/��2-1J by /-A e s -C,? , ��1' i1 _ ZA-11'U- UcI I Dvj 3 k-21�c� ,n U ' 41) 62 IP 11— voe.-921 311-W � Breckon Land Design Inc. Post Office Box 44465 ,. Boise, Idaho 83711 p: 208-376-5153 f: 208-376-6528 _ - . www.breckonlanddesion.com Landscape Architecture • Civil Engineering • Graphic Communication • Erosion Control • Irrigation Design • Land Planning SIGN IN SHEET Name: Company: � _(",)Oy-) Cay- l -S'� Phone Number: .44z�- S-3 1 Email: 2V t ►� Q �'ZU c� 1 c. — COMMITMENT OF PROPERTY POSTING Per Unified Development Code (UDC) 11 -5A -5D, the applicant for all applications requiring a public hearing (except for a UDC text amendment, a Comprehensive Plan text amendment and/or vacations) shall post the subject property not less than ten (10) days prior to the hearing. The applicant shall post a copy of the public hearing notice of the application(s) on the property under consideration. The applicant shall submit proof of property posting in the form of a notarized statement and a photograph of the posting to the City no later than seven (7) days prior to the public hearing attesting to where and when the sign(s) were posted. Unless such Certificate is received by the required date, the hearing will be continued. The sign(s) shall be removed no later than three (3) days after the end of the public hearing for which the sign(s) had been posted. I am aware of the above requirements and will comply wit], the posting requirements as stated in UDC 11-5A-5. Applic /a ent signature Date Community Development r Planning Division ■ 33 E. Broadway Avenue, Ste. IU2 Meridian, Idaho 8;5642 Phone: 208-884-5533 Pax: 208-888-6854 www.meridiancitv.ore/nlnnninL, C� fIERIDIAN�--l' IDAHO Community Development Department Parcel Verification Date: 8/7/17 Meridian City Hall, Suite 102 33 E. Broadway Avenue Meridian, Idaho 83642 208.887.2211 The parcel information below has been researched and verified as correct by the City of Meridian Community Development Department. Project Name: Rockbury North Subdivision Parcel Number: SO422347000 Acres: 22.96 T/R/S: 4N 1W 22 Property Owner: Rockharbor Church, Inc. 1608 N. Meridian Rd., #125 Meridian, ID 83642 Address Verification Rev: 04/23/12 Ben Semple From: Ron Hodge <rhodge@foxlandsurveys.com> Sent: Monday, August 14, 2017 9:21 AM To: Ben Semple Subject: FW: Rockbury North Subdivision FYI From: Sub Name Mail [mailto:subnamemail@adaweb.net] Sent: Monday, August 14, 2017 9:14 AM To: Ron Hodge <rhodge@foxlandsurveys.com> Subject: Rockbury North Subdivision Ronald Hodge, Fox Land Surveys RE: Subdivision Name Reservation: ROCKBURY NORTH SUBDIVISION At your request, I will reserve the name Rockbury North 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, Dale P. Meyers, PLS, CFeclS Associate County Surveyor Ada County Development Services 200 W. Front St., Boise, ID 83702 (208) 287-7938 office (208) 287-7909 fax From: Ron Hodge[mailto:rhodoe(�foxlandsurveys.com] Sent: Tuesday, August 08, 2017 7:32 AM To: Sub Name Mail Subject: [EXTERNAL] Subdivision Name Revision Request For Rockbury Subdivisions We would like to request changing our name from Rockbury Subdivision No. 2 to Rockbury North Subdivision. Attached is the affidavit, that will get recorded, from the owner of the properties. We are requesting that the JUB submit a name change to Rockbury South Subdivision. The owner is in agreement and JUB will be submitting their own request and acknowledgment of our name. PERMISSION FOR USE OF SUBDIVISION NAME I, Keith Harrington, Lead Pastor of Rockharbor Church Inc., who made application for and reserved the name Rockbury Subdivision, do hereby grant permission for the use of the subdivision name of Rockbury North Subdivision to Michael Nigh of Spudwood 88, LLC whose current address is 904 Madrid Avenue Torrance, California 90501. Dated this day of August, 2017. Rockharbor C urch In By: - Name: Keith Harrington Its: Lead Pastor STATE of Idaho )ss. County of Ada On this day of August, in the year 2017, before me, the undersigned, a Notary Public in and for said State, personally appeared Keith Harrington, known or identified to me to be the person whose name is subscribed as Keith Harrington, Lead Pastor of Rockharbor Church Inc. and to the within instrument, and acknowledged to me that he executed the same as such. S E KEL U D MCKEE 9A. Notaryary Public State of Idaho A Notary Public for aa«nJ, 4: �9. � L My commission expires on My Commission Expires May 22, 2023 Ben Semple From: Mindy Wallace <Mwallace@achdidaho.org> Sent: Monday, August 7, 2017 11:38 AM To: Ben Semple Cc: Bill Parsons Subject: RE: Rockbury North Subdivision Ben, A traffic impact study isn't required forth is application, but I do suggest that we have a meeting with the City of Meridian to discuss trips on one access point and offsite improvements to Black Cat. Mindy Mindy Wallace, AICP Planner III Ada County Highway District 208-387-6178 From: Ben Semple [ma iIto: bsemple@breckonld.com] Sent: Monday, August 07, 2017 10:01 AM To: Mindy Wallace Subject: RE: Rockbury North Subdivision 50 single family residential units. Private roads. Gated. Benjamin S. Semple MAIN (208) 376-5153 x106 CELL (208) 340-5215 BRECKONlanddesign.com From: Mindy Wallace [mailto:Mwallace@achdidaho.org] Sent: Monday, August 7, 2017 9:59 AM To: Ben Semple <bsemple@breciconld.com> Subject: RE: Rockbury North Subdivision Ben, How many units? Mindy Mindy Wallace, AICP Planner III Ada County Highway District 208-387-6178 1 Consultinq, Soil Evaluations & Data Collection ff41rLEl!,R. Nor; Phone: 208.830.4926 Fax: 208.939-8602 January 5, 2015 Barry Semple, PE RiveRidge Engineering Co. 2447 S. Vista Avenue Boise, ID 86705 RE: Groundwater evaluation of Jaylter Village Subdivision site As requested I have reviewed the available test hole and monitoring data to project groundwater conditions for the jayker Village Subdivision site. Historical information is available for eleven test pits located near the subject site. An ACRD monitor well is also located north of the property. The locations of all reference test holes are shown on the attached map. The subject property is approximately 22 acres in size and lies south of N. Tree Haven Way and north of Highway 20-26. The approximate area of the total Spurwing Subdivision where the reference test holes are located is 140 acres. Monitor data shows all of the test pits shown on the map have remained dry to varying depths from 165 to 182 inches below ground level. The "dry hole depths" for each of the locations Is depicted in the following table. The only point where groundwater was observed is at the ACHD monitor well. That measurement was taken on February 26, 2014, Test Hole Number _ Dry Hole Depth Spurwing Grove #6 holes SG -1 167 inches 5G-2 178 inches Oakleaf Subdivision hole OK -1 I 163 inches Spurwing Rim Subdivision hole SR -1 I 180inches Spurwing Green holes SP -1 145inches SP -2 173 inches Test Hole Number F Dry Hole Depth Spurwing Orchard #2 holes SO -1 135 inches 50-2 141 inches SO -3 182 inches SO -6 160inches Center Community test hole 1-14 1561nches ACHD monitor well ACHD 1 241 Inches (water) 57411 A'. APPLEUROOK WI) ii(rm-.111.1110 i1'.i?1.t SR L. r •• 4^- i !llA 1 r 4T A& �.f.. -M =,a+ A�— s tom � SO -2 JAYKER VILLAGE r _ SUBDIVISION • ABY,, �L� '` p Hwy 2Q �,26 MATERIALS TESTI NG & INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Prepared for: Rockbury 88, LLC 904 Madrid Avenue Torrance, CA 90501 GEOTECHNICAL ENGINEERING REPORT of Rockbury at Spurwing Tree Farm Way & Tree Haven Way Meridian, ID MTI File Number B171025g 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(a)mti-id.com MATERIALS TESTING £r INSPECTION 1 August 2017 Page # 2 of 30 b171025g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing I❑ Special Inspections TABLE OF CONTENTS INTRODUCTION...............................................................................................................................................................3 ProjectDescription.................................................................................................................................................3 Authorization..........................................................................................................................................................3 Purpose...................................................................................................................................................................3 Scopeof Investigation............................................................................................................................................3 Warrantyand Limiting Conditions.........................................................................................................................4 SITEDESCRIPTION..........................................................................................................................................................5 SiteAccess..............................................................................................................................................................5 RegionalGeology...................................................................................................................................................5 GeneralSite Characteristics....................................................................................................................................5 Regional Site Climatology and Geochemistry6 GeoseismicSetting.................................................................................................................................................6 SOILSEXPLORATION......................................................................................................................................................6 Exploration and Sampling Procedures....................................................................................................................6 LaboratoryTesting Program...................................................................................................................................7 Soiland Sediment Profile.......................................................................................................................................7 VolatileOrganic Scan.............................................................................................................................................7 SITEHYDROLOGY...........................................................................................................................................................7 Groundwater...........................................................................................................................................................8 SoilInfiltration Rates..............................................................................................................................................8 FOUNDATION, SLAB, AND PAVEMENT DISCUSSION AND RECOMMENDATIONS...............................................................8 Foundation Design Recommendations...................................................................................................................9 CrawlSpace Recommendations...........................................................................................................................10 Floor Slab -on -Grade Floor, Patio, and Garage Slab-on-Grade.............................................................................10 RecommendedPavement Sections.......................................................................................................................11 FlexiblePavement Sections..................................................................................................................................11 PavementSubgrade Preparation...........................................................................................................................12 Common Pavement Section Construction Issues.................................................................................................12 CONSTRUCTION CONSIDERATIONS...............................................................................................................................12 Earthwork.............................................................................................................................................................12 DryWeather.........................................................................................................................................................13 WetWeather.........................................................................................................................................................13 SoftSubgrade Soils..............................................................................................................................................13 FrozenSubgrade Soils..........................................................................................................................................14 StructuralFill........................................................................................................................................................15 Backfillof Walls...................................................................................................................................................15 Excavations...........................................................................................................................................................16 GroundwaterControl............................................................................................................................................16 GENERALCOMMENTS..................................................................................................................................................17 REFERENCES.................................................................................................................................................................18 APPENDICES.....................................19 ............................................................................................................................ AcronymList........................................................................................................................................................19 GeotechnicalGeneral Notes.................................................................................................................................20 21 Geotechnical Investigation Test Pit Lo AASHTO Pavement Thickness Design Procedures............................................................................................. 27 Plate 1: Vicinity Ma 29 Plate2: Site Map..............................................................................................................................................30 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 copyright o 2017 Mateilals www.mti-id.com • mti(aDmti-id.com Testing&Inspection,1— MATERIALS TESTING £s INSPKTI N 1 August 2017 Page # 4 of 30 b171025g_geotech ❑ 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, Inc. ("Consultant"). Use or misuse of this report, or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes 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 Subject 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 Copynghl©20171d Ml 6.1s www.mti-id.eom • mtiomti-id.eom T.tin0&Inspection, In MATERIALS TESTING £s INSPECTION 1 August 2017 Page # 6 of 30 b171025g_geotech Q Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Regional drainage is north toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial 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 were not noted onsite. 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. 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. 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. 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. Samples have been visually classified in the field by professional staff, identified according to boring 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. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 C.pyri ht©2on `Asterials www.mti-id.com • mti(@mti-id.com Testing& Inspection, Inc. MATERIALS TESTING £: INSPECTION 1 August 2017 Page # 8 of 30 b171025g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Groundwater During this field investigation, groundwater was encountered in test pits at depths ranging from 14.8 to 17.3 feet bgs. Soil moistures in the test pits were generally dry to slightly moist within surficial soils. Within the poorly graded gravels, soil moistures graded from dry to saturated as the water table was approached and penetrated. In the vicinity of the project site, groundwater levels are controlled in large part by residential and commercial irrigation activity and leakage from nearby canals. Maximum groundwater elevations likely occur during the later portion of the irrigation season. During previous investigations performed in September 2011 and May 2013 within approximately'/4-mile to the north, east, and west of the project site (and within the larger Spurwing development), groundwater was not noted within numerous test pits advanced to depths as great as 14.7 to 15.6 feet bgs. However, groundwater was encountered at depths varying between 12.5 and 13.1 feet bgs during a previous investigation performed in January 2006, approximately 650 feet south of the project site (on the south side of Chinden Boulevard). Based on evidence of this investigation and background knowledge of the area, MTI estimates groundwater depths to remain greater than approximately 12.5 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 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. Calcium carbonate cementation present within the silty soils may reduce the listed values to near zero. Silty sand sediments usually display rates of 4 to 8 inches per hour. Poorly graded gravel sediments 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. It is recommended that infiltration facilities constructed on the site be extended into native poorly graded gravel with sand sediments. Excavation depths of approximately 4.4 to 10.3 feet bgs should be anticipated to expose these poorly graded gravel with sand sediments. Because of the high soil permeability, ASTM C33 filter sand, or equivalent, should be incorporated into design of infiltration facilities. An infiltration rate of 8 inches per hour should be used in design. Actual infiltration rates should be confirmed at the time of construction. FOUNDATIONS SLAB, AND PAVEMENT DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed structure. 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 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright O 2017 Materials www.mti-id.com • mti(cilmti-id.com Testing &Inspection, 111 . MATERIALS TESTING £r INSPKTIO 1 August 2017 Page # 10 of 30 b171025g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Footings should be proportioned to meet either the stated soil bearing capacity or the 2012 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately Yz 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 Considering the presence of shallow cemented soils and across the site, 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 Slab -on -Grade Floor, Patio, and Garage Slab -on -Grade Plow zones were encountered in portions of the site and should be treated as fill materials. MTI recommends that these materials be excavated to a sufficient depth to expose competent, native soils or to a minimum depth of 1 foot 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 D1557. 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. 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. The granular mat should be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D1557. 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 02017 Materials www.mti-id.com • mti(a)mti-id.com Testing 8lnspection, Ina MATERIALS TESTING £r INSPECTION 1 August 2017 Page 4 12 of 30 b171025g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Pavement Suburade Preparation Plow zones were encountered in portions of the site and should be treated as fill materials. MTI recommends that these materials be excavated to a sufficient depth to expose competent, native soils or to a minimum depth of 1 foot 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. Sub lade clays and silts near and above optimum moisture contents may pump during compaction. Pumping or soft areas must be removed and replaced with structural fill. Fill material and aggregates, as well as compacted native subgrade soils, 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. MTI recommends that rigid concrete pavement be provided for heavy garbage receptacles. This will eliminate damage caused by the considerable loading transferred through the small steel wheels onto asphaltic concrete. Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP should be 6 inches thick on a 4 -inch drainage fill course (see Floor Slab -on -Grade section), and should be reinforced with welded wire fabric. Control joints must be on 12 -foot centers or less. CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent, native lean clay or silt soils or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. 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 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright OO 2017 Materials www.mti-id.com • mti((Dmti-id.com Testing & inspection, Inc. MATERIALS TESTING £r INSPECTION 1 August 2017 Page # 14 of 30 b171025g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections • 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'/z 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 lean clay and silt 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 @ 2017 Materials www.mti-id.com • mti(a)mti-id.com Testing & hispection, Inc. MATERIALS TESTING £r INSPECTION 1 August 2017 Page # 16 of 30 b171025g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing Li Special Inspections 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 (1'/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, particularly after penetration of the water table. For deep excavations, native granular sediments 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. Shallow soil cementation (caliche) was observed throughout much of the site and may cause difficulties during foundation development and utility placement. Cemented soils should be anticipated throughout the site at depths of 3 to 7.4 feet bgs. Groundwater Control Groundwater was encountered during the investigation but is anticipated to be below the depth of most construction. Excavations below the water table will require a dewatering program. Dewatering will be required prior to placement of fill materials. Placement of concrete can be accomplished through water by the use of a treme. It may be possible to discharge dewatering effluent to remote portions of the site, to a sump, or to a pit. This will essentially recycle effluent, thus eliminating the need to enter into agreements with local drainage authorities. Should the scope of the proposed project change, MTI should be contacted to provide more detailed groundwater control measures. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright 02017 Materials www.mti-id.com • mti(a)mti-id.com Testing & Inspection, Inc. MATERIALS TESTING £: INSPECTION 1 August 2017 Page # 18 of 30 b 171025g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections REFERENCES American Concrete Institute (ACI) (2004). Guide for Concrete Floor and Slab Construction: ACI 302. IR. 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 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. American Society of State Highway and Transportation Officials (AASHTO) (1993). AASHTO Guide for Design of Pavement Structures 1993. Washington D.C.: AASHTO. Desert Research Institute. Western Regional Climate Center. [Online] Available: <http://www.wrce.dri.edu/> (2017). International Building Code Council (2012). International Building Code, 2012. Country Club Hills, IL: Author. Local Highway Technical Assistance Council (LHTAC) (2010). Idaho Standards for Public Works Construction 2010. 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> (2017). U.S. Geological Survey (2017). National Water Information System: Web Interface. [Online] Available: <http://waterdata.usgs.gov/nwis> (2017). 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ©2017 hlaterinls www.mti-id.com • mti(a)mti-id.com Testing & ln,ped-, Inc. 17 MATERIALS Pa1 August ge # 20 off 30 30 TESTI NG £r b171025g_geotech INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Coarse -Grained Soils Very Loose: Loose: Medium Dense: Dense: Very Dense: GEOTECHNICAL GENERAL NOTES SPT Blow Counts <4 4-10 10-30 30-50 >50 Description Field Test Dry Absence of moisture, dusty, dry to touch Moist Damp but not visible moisture Wet Visible free water, usually soil is below water table Fine -Grained Soils Very Soft: Soft: Medium Stiff: Stiff.. Very Stiff: Hard: SPT Blow Counts <2 2-4 4-8 8-15 15-30 >30 Description Field Test Weakly Crumbles or breaks with handling or slight finger pressure Moderately Crumbles or beaks with considerable finger pressure Strongly Will not crumble or break with finger 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 min Gravel: 3 in. to 5 mm Fine -Grained Sand: 0.2 to 0.075 mm ITNIFIEDSOIL 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©2017'Aate rials www.mti-id.com • mti(amti-id.com Testing& Inspection, Inc. MATERIALS TESTING S INSPECTION 1 August 2017 Page # 22 of 30 b 171025g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -2 Date Advanced: 20 July 2017 Logged by: Maren Tanberg Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.665121 Longitude: -116.446478 Depth to Water Table: Not Encountered Total Depth: 8.2 Feet bgs Lean Clay (CL): Light brown, dry, stiff to 0.0-2.1 very stiff. --Organic material to a depth of 2.1 feet. --Plow zone to 1.5 feet. Silt (ML): Brown, dry, very stiff to hard. 2.1-4.4 --Moderate to strong calcic cementation from 4.2 to 4.4 feet bgs. Poorly Graded Gravel with Sand (GP): 4.4-8.2 Brown to orange brown, dry, very dense, with fine to medium -grained sand, fine to coarse gravels, and 11 -inch -minus cobbles. 2.0-3.5 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 capytlght © 2017 rete Wi www.mti-id.com • mti(a)mti-id.com Testing & hispection, Inc. MATERIALS TESTING £r INSPECTION 1 August 2017 Page # 24 of 30 b171025g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -4 Date Advanced: 20 July 2017 Logged by: Maren Tanberg Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.665384 Longitude: -116.447277 Depth to Water Table: Not Encountered Total Depth: 8.8 Feet bgs Lean Clay (CL): Brown, dry, hard. 0.0-2.6 --Organic material to a depth of 1.8 feet. --Plow zone to 1.7 feet. Borderline Silty Sand/Sandy Silt (SM/ML): 2.6-5.8 Brown, dry, medium dense/stiff to hard, with fine grained -sand. Poorly Graded Gravel with Sand (GP): 5.8-8.8 Yellow/orange brown, dry, very dense, with fine to coarse-grained sand, fine to coarse gravels, and 8 -inch -minus cobbles. 4.5+ 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ©2017 Materials www.mti-id.eom • mti(a-)mti-id.eom Testing & Inspection, Inc. MATERIALS TESTING fs INSPECTION 1 August 2017 Page # 26 of 30 b171025g_geotech IJ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -6 Date Advanced: 20 July 2017 Logged by: Maren Tanberg Excavated by: Strudman's Backhoe Service Location: See Site Map Plates Latitude: 43.664700 Longitude: -116.446850 Depth to Water Table: Not Encountered Total Depth: 8.1 Feet bgs Lean Clay (CL): Brown, dry, medium stiff to 0.0-3.4 stiff. --Organic material to a depth of 1.0 foot. Silt with Sand (ML): Light brown, dry, very 3.4-6.1 stiff to hard, with fine-grained sand. --Moderate calcic cementation from 4.6 to 6.1 feet bgs. Poorly Graded Gravel with Sand (GP): 6.1-8.1 Yellow brown, dry to slightly moist, very dense, with fine to medium -grained sand, fine to coarse gravels, and 6 -inch -minus cobbles. GS ( 1.5-2.0 1 1.5-2.0 1 A Lab Test ID 1VI LL PI " Sieve Anal sis(% assin ) - #4 #10 #40 #100 #200 A 10.0 1 31 1 15 100 100 99 97 93.4 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 2017 Materials www.mti-id.com • mti(a)mti-id.com Copyright©nspection,Inc. Testing & Inspection, Inc. MATERIALS TESTING 6 INSPECTION 1 August 2017 Page # 28 of 30 b171025g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Rockbury at Spurwing, Truck Access Average Daily Tr-affic Count: Design Life: Percent of Traffic in Design Lane: Terminal Seviceability Index (Pt): Level of Reliability: Subgrade CBR Value: Passenger Cars: Buses: Panel & Pickup Trucks: 2 -Axle, 6 -Tire Trucks: Concrete Trucks: Dump Trucks: Tractor Semi Trailer Trucks: Double Trailer Trucks Heavy Tractor Trailer Combo Trucks: Average Daily Traffic in Design Lane: 180 All Lanes & Both Directions Structural 20 Years Inches Coefficient 50% Asphaltic Concrete: 3.00 0.42 2.5 Asphalt -Treated Base: 0.00 0.25 95 Cement -Treated Base: 0.00 0.17 4 Crushed Aggregate Base: Subgrade Mr: 6,000 Calculation of Design -18 kip ESAU 14.00 Daily Growth Load Design Traffic Rate Factors ESALs 60 2.0% 0.0008 426 5 2.0% 0.6806 30,180 15 2.0% 0.0122 1,623 5 2.0% 0.1890 8,381 2.0 2.0% 4.4800 79,462 1 2.0% 3.6300 32,193 1 2.0% 2.3719 21,035 1 2.0% 2.3187 20,563 0 2.0% 2.9760 0 90 Total Design Life 18 -kip ESAU: 193,863 Actual Log (ESALs): 5.287 Trial SN: 3.08 Trial Log (ESALs): 5.295 Pavement Section Design SN: 3.22 Design 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti0.)mti-id.com Copyright©2,p7cd.t,1- Testing 8 hispec6on, Inc. Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 3.00 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: 14.00 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 www.mti-id.com • mti0.)mti-id.com Copyright©2,p7cd.t,1- Testing 8 hispec6on, Inc. CD cu m 25 o E E co U Lu W O a O 0 ul a :0:1 a. i Q m Q d N E m N z o _C13 n Q V z u Y. (� N m E O Al WW N a cu 22 BZ G N YI 2: W F o to m ` Z Q O m E� Z N m CD cu m 25 o E E co U Lu W O a O 0 ul a :0:1 a. i Q m Q d E m N z o Q V z u Y. 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PRELIMINARY ENGINEERING August 2, 2017 PRIVATE ROAD MAINTENANCE AGREEMENT This Private Road Maintenance Agreement ("Agreement") is entered into this day of , 2017, by the undersigned developer, Spudwood 88 LLC. RECITALS: A. Carriage Loop is a private road situated within the City of Meridian, Idaho, more particularly shown on EXHIBIT A, attached hereto ("Roadway Property"). B. The Undersigned is the sole developer of the subdivision. Ultimately, all lot owners will become members of a new HOA which will manage and maintain the private roads. AGREEMENT NOW, THEREFORE, for good and valuable consideration, the receipt and adequacy of which are hereby acknowledged, the parties agree as follows: 1. Road Commission Agent. A Road Commission Agent shall be elected by a majority of the HOA members. The Road commission agent will serve a term as agreed to by the Participating Members of the HOA and shall be subject to removal by a majority vote of the Participating Members. The Road Commission Agent shall be responsible for monitorin the condition of the road surface and initiating maintenance activities as need to maintain road surface standards. Road Maintenance and Road Improvements: Road maintenance and road improvements will be undertaken and make whenever necessary to maintain the road in good operating condition at all times and to insure the provision of safe access, ingress, egress and passage by the Participating Members and by emergency vehicles. A majority vote of the Participating Members is required to approve any proposed road improvements and related contracts with a value in excess of $500.00. Before authorizing expenditure for future road improvements, Participating Members will be notified by the Road Commission Agent, cost estimates will be provided, and a majority agreement will be required. If any Participating Member performs improvements, maintenance, repairs, or replacements to the Roadway Property without prior approval of a majority of the Participating Members, the Participating Member performing such work shall be solely responsible for the costs incurred. 3. Cost Sharing: Road maintenance, road improvements and emergency funding costs shall be shared on a pro -rata basis amongst the Participating Members sharing access to the Roadway Property. 4. Prepayment: Prepayment of maintenance, improvement and emergency fund costs will be made to the HOA by each Participating Member monthly on or before a date as specified by the Road Commission Agent. Each Participating Member will contribute their pro -rata share of the estimated annual costs for road maintenance, road improvements and emergency repair funding. The Road Commission Agent will send each Participating Member a notice of the annual payment due, not less than two weeks prior to the due date, and each Participating Member shall pay the invoice within two weeks of receipt of the notice. Bank Account, Budget and Annual Report: The Road Commission Agent shall establish and maintain a bank account to hold the funds paid by the Participating Members and to pay maintenance, improvement and emergency repair costs. All checks or payments issued from the account shall require the approval/signature of the Road Commission Agent and one Participating Member as designated by a majority of the Participating Members. The Road Commission Agent shall also prepare and distribute to the participating Members an annual income and expense report and a year-end balance sheet, accounting for all funds received and disbursed. Not later than sixty (60) days before the end of the calendar year, the Road Commission Agent shall prepare a budget of the anticipated road maintenance, road improvement and emergency repair contingency funding for the next fiscal year. The Participating Members shall consider, amend as desired, and approve the final budget by a majority vote of all participating Members not later than thirty (30) days prior to the beginning of the fiscal year. 6. Emergency Repairs: If the Road commission Agent determines that an emergency repair to the Roadway Property is necessary, the Road Commission Agent is authorized to make or arrange for the emergency repair provided the costs of the emergency repair does not exceed the amount of the then available emergency repair funds. The Road Commission Agent will thereafter notify the Participating Members of the emergency repair and the amount due from the Participating Members to replenish the emergency contingency fund. 7. Effective Term: This Agreement shall be perpetual and shall encumber and run with the land as long as the Roadway Property remains private. S. Binding Agreement: This agreement shall be binding upon the parties hereto, their respective heirs, executors, administrators and assigns. 9. Amendment: This Agreement may be amended only by a two-thirds majority consent of all Participating Members. 10, Enforcement: This Agreement may be enforced by the Road Commission Agent, a majority of Participating Members, or the City of Meridian city manager. If a court action or lawsuit is necessary to enforce this Agreement, the party commencing such action or lawsuit shall be entitled to reasonable attorney fees and costs, if the party prevails. 11. Disputes: If a dispute arises over any aspect of the improvements, maintenance, or repair, the parties shall engage in binding arbitration to resolve the dispute. The decision of the arbitrator shall be final and binding on all of the Participating Members. In selecting a third party arbitrator, each Participating Member shall be entitled to one vote, and the nominee receiving the majority of the votes shall be the arbitrator. All parties shall share in the cost of any arbitration. 12. Notices: Any notice required herein shall be sent to Participating Members at the address or email address provided to the Road Commission Agent in writing by the Participating member. If an address of a Participating Member is not known, a certified notice will be mailed to the address to which the Participating Member's property tax bills are sent. 13. Invalidity: should any provision in this Agreement be deemed invalid or unenforceable, the remainder of the Agreement shall not be affected and each term and condition shall be valid and enforceable to the extent permitted by law. 14. Participating Members and their agents shall hold harmless and indemnify the City of Meridian, its officials, employees, consultants and agents forthe failure by the City to perform its obligations identified herein, and nothing in the Agreement shall be construed as imposing any obligation upon the City to perform maintenance or improvements to the Roadway Property or to enforce this Agreement. 15. Recording This Document: Original and amended copies of this document including added signatures, shall be recorded and provided to the City Clerk by the Road Commission Agent. The parties hereto have executed this Agreement effective as of the date written above. Michael L. Nigh Managing Member Spudwood 88 LLC Ben Semple From: Joe Bongiorno <jbongiorno@meridiancity.org> Sent: Tuesday, August 1, 2017 11:44 AM To: Ben Semple Subject: RE: Rockbury Townhomes Yes That would be fine. I would approved it with the new radius. Joe Bongiorno CFEI Deputy Chief — Fire Marshal Meridian Fire 33 E. Broadway Ave., Ste. 210, Meridian, ID 83642 (Direct) 208-489-0458 (Cell) 208-936-9554 Dedication -Loyalty -Tradition 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. From: Ben Semple [mailto:bsemple@breckonld.com] Sent: Tuesday, August 1, 2017 11:40 AM To: Joe Bongiorno <jbongiorno@meridiancity.org> Subject: RE: RockburyTownhomes Great. We will modify that radius of the road intersection to be a 20' back of curb radius to accommodate the 28/48. Since you are going to review and approve this when the rest of the city agencies review, should I mark the "written approval from fire department" checklist item as "N/A" when I submit the application for private streets (concurrent with preplat submittal)? Thank you, Benjamin S. Semple MAIN (208) 376-5153 x106 CELL (208) 340-5215 BRECKONlanddesign.com From: Joe Bongiorno f mailto:]bongiorno@meridiancitv.org] Sent: Tuesday, August 1, 2017 11:25 AM To: Ben Semple <bsemple@breckonid.com> Subject: RE: RockburyTownhomes Yes, I would feel better with the bigger radius. Joe Bongiorno CFEI Deputy Chief — Fire Marshal Meridian Fire r F q F 3 F 4 L A T AERIAL AERIAL PERSPECTIVE SCALE N.T.S. FRONT PERSPECTIVE SCALE BUILDING CONCEPT 2 N.T.S. REAR PERSPECTIVE SCALE BUILDING CONCEPT 2 N.T.S. J_ J D T r T P FRONT PERSPECTIVE SCALE BUILDING CONCEPT 1 N.T.S. REAR PERSPECTIVE SCALE BUILDING CONCEPT 1 N.T.S. j- J CONCEPT IDEAS SCALE N.T.S. CONCEPT IDEAS SCALE N.T.S. J_ REVISIONS DESCR{PI10:1 DATE OWI:EA 7� z O M �0 �W O COPYRIGHT 2017 d d SHEETDATA DRAN•N BY: KS ctffcAtnar. 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