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Cit y Clerk’s Office ▪ 33 E. Broadway Avenue, Meridian, ID 83642 ▪ P: 208-888-4433 E:cityclerk@meridiancity.org ▪ www.meridiancity.org 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, attention Chris Johnson, Interim City Clerk By May 17, 2019 Transmittal Date: April 22, 2019 Hearing Date: May 21, 2019 Project Name & File Number: Blakeslee Commons No. 2 FP H-2019-0050 Applicant: Bungalows Meridian, LLC Property Location: South Side of E. Ustick Rd. between N. Locust Grove Rd. and N. Eagle Rd. Application Request: A Final Plat consisting of 28 building lots and 2 common lots on 3.94 acres of land in the R-15 zoning district. 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 Historic 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 Hearing Date: May 21, 2019 File No.: H-2019-0050 Project Name: Blakeslee Commons No. 2 Request: Final plat consisting of 28 building lots and 2 common lots on 3.94 acres of land in the R- 15 zoning district, by Bungalows Meridian, LLC. Location: The site is located on the south side of E. Ustick Rd. between N. Locust Grove Rd. and N. Eagle Rd., in the NE ¼ of Section 5, Township 3N., Range 1W. �EGEIVE - E IDIAN Planning Division t a L T` VIEW APPLICATION[11) 1. r Y: STAFF USE ONLY: ��++-� Project name: It C. Cgwm vel n . 2 File number(s):�� / Assigned Planner: LE-;",rf/ Related files: Type of Review Requested (check all that apply) ❑ Accessory Use ❑ Planned Unit Development ❑ Administrative Design Review ❑ Preliminary Plat ❑ Alternative Compliance ❑ 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 AFinal Plat ❑ Other ❑ Final Plat Modification Applicant Information Applicant name: Bungalows Meridian LLC Phone: 208-867-8682 Applicant address: P.O. Box 1297 Email: ron(a,globalseniorhousing.com City: Eagle State: TD Zip: 83616 Applicant's interest in property: 12 Own ❑ Rent ❑ Optioned ❑ Other Owner name: Bungalows Meridian LLC, Ron Walsh, Manaeiniz Member Phone: 208-867-8682 Owner address: P.O. Box 1297 Email: ron@globalseniorhousing.com globalseniorhousin,g.com City: Eagle State: ID Zip: 83616 Agent/Contact name (e.g., architect, engineer, developer, representative): Pamela Walsh, Development Representative Firm name: Bungalows Meridian LLC Phone: 208-861-4416 Agent address: 2218 W. Woodlawn Ave. Email: p amela v(l illagehnngalows.cem City: Boise State: in Zip: R3702 Primary contact is: ❑ Applicant ❑ Owner la Agent/Contact Subject Property Information Location/street address: 2545 E. Ustick Rd.,Meridian, ID Township, range, section: 3N 1 E 5 Assessor's parcel number(s): S1105129667, S1105120701 Total acreage: 3.94 Zoning district: R15 Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 www.meridiancity.orglplanning (Rev. 06/12/2014) Project/subdivision name: Blakeslee Commons No 2 General description of proposed project/request: Active Adult 55+ Community consisting of homesites in Phase 2 with use of clubhouse, park, improved path on slouth and common areas throughout Phase 1; additionally 2 common areas. Proposed zoning district(s): R15 Acres of each zone proposed: Phase 2 is 3.94 Acres Type of use proposed (check all that apply): 0 Residential ❑ Office ❑ Commercial ❑ Employment ❑ Industrial ❑ Other Who will own & maintain the pressurized irrigation system in this development? Village Bungalows HOA Which irrigation district does this property lie within? Nampa Meridian Irrigation Dist. Primary irrigation source: Milk Lateral Secondary: Public / Suez Water Dist. Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water): Residential Project Summary (if applicable) Number of residential units: 2 Number of common lots: Number of building lots: 28 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): 1,200 Maximum building height: 40, Minimum property size (s.f): 3,91 R Average property size (s.£): 4,497 Gross density (Per UDC 11-1A-1): 7.10 Net density (Per UDC 11-1A-1): Acreage of qualified open space: .2 Percentage of qualified open space: Type and calculations of qualified open space provided in acres (Per UDC 11 -3G -3B): .05 Common Lot 26 Block 4 .15 Acres Common Lot 27 Block 4 .05 Acres Acres. Clubhouse, pool, central park with covered picnic area, improved path on S. Slough, Amentttes provided with this development (if applicable): walking path & sitting bench m front treed area.Two common areas tor visting or dogs. Type of dwelling(s) proposed: 12 Single-family Detached ❑ Single-family Attached ❑ Townhouse ❑ Duplex ❑ Multi -family ❑ Vertically Integrated ❑ Other Non-residential Project Summary (if applicable) N/A Number of building lots: Gross floor area proposed: Hours of operation (days and hours): Total number of parking spaces provided: Authorization Common lots: Other lots: Existing (if applicable): Building height: Number of compact spaces provided: Print applicant name: Pamela J Walsh Applicant signature: a li I Ale'h Date: 3/29/19 Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 www.meridiancitv.org/planning -2- (Rev. 06/12/2014) BUNGLOWS MERIDIAN LLC P.O. Box 1297 Eagle. ID 83616 Mr. Bill Parson, City Planner Planning Division City of Meridian 33 E. Broadway Ave., Suite 102 Meridian, Idaho 83642 RE: Blakeslee Commons No. H-2016-0066 2545 E. Ustick Road, Meridian, ID 83642 Final Plat Application Dear Mr. Parsons, March 29, 2019 Please find attached for your review and consideration the Final plat application for Blakeslee Commons No. 2 located on the south side of East Ustick Road between Eagle Road and Locust Grove Road. The entire plat consists of 74 lots and 9 common lots on 11.355 acres located in the R15 district. Blakeslee Commons No. 2 construction will include 28 building lots and 2 common lots on 3.94 acres. Statement of Conformance This final plat is in conformance with: (1) The uses and layout as shown on the preliminary plat. The exception is the entrance location. After meeting with the city arborist and having the existing trees surveyed, we worked with our engineer to move the entrance road slightly west to preserve the two rows of healthy established trees. This also provided an additional amenity with mature trees on each side of a walking path to include a seating bench. This change was reviewed and approved in a meeting with Bill Parson, yourself and the Fire Marshall. (2) The use, requirements and provisions of the UDC. Blakeslee Commons No. 2 Page 2 Annexation Application Approved Application H-2016-0066 Development Agreement Executed and recorded 4/13/2017 Ada County Recorder # 2017-032110 Bunglows Meridian LLC respectfully requests approval of the final plat for Blakeslee Commons No. 2. This project will provide housing opportunities in a quality and desirable community with amenities for active 55+ adult residents in the City of Meridian. Thank you in advance for your assistance in this matter. Please don't hesitate to contact me or Pamela Walsh at (208)861-4416 if you have any questions or require additional information. Sincerely, Pamela Walsh Bungalows Meridian, LLC 12594 W. Explorer Drive, Suite 150 o Boise, Idaho 83713 (208) 385-0636 Fax (208) 385-0696 DESCRIPTION FOR BLAKESLEE COMMONS SUBDIVISION NO. 2 A parcel of land being a portion of Government Lot 2 lying in the NE 1/4 of Section 5, T.3N., RAW., B.M., Meridian, Ada County, Idaho and more particularly described as follows: Commencing at a brass cap marking the Northeast corner of said Section 5; thence along the North boundary of said Section 5 North 89°44'30" West 1907.96 feet to a point on the extended East boundary of Blakeslee Commons Subdivision No. 1, filed for record in the office of the Ada County Recorder, Boise, Idaho in Book 115 of Plats at page 17211; thence leaving said North boundary along said extended East boundary and East boundary of said Blakeslee Commons Subdivision No. 1 South 00035'01" West 75.00 feet to an iron pin marking the Southeast corner of Lot 1 of Block 5 of said Blakeslee Commons Subdivision No. 1, said point marking the POINT OF BEGINNING; thence leaving said boundary South 00035'01" West 292.53 feet to an iron pin; thence South 89041'37" East 159.94 feet to an iron pin on the West boundary of Carol's Subdivision No. 2, filed for record in the office of the Ada County Recorder, Boise, Idaho in Book 39 of Plats at page 3248; thence along said West boundary South 00°35'01" West 302.36 feet to an iron pin; thence continuing North 88053'49" West 335.02 feet to an iron pin on the East boundary of said Blakeslee Commons Subdivision No. 1; thence along said East boundary North 00°1630" East 104.08 feet to an iron pin; thence continuing North 01 009'09" West 50.02 feet to an iron pin; thence continuing North 00°15'30" East 83.00 feet to an iron pin; thence continuing North 89044'30" West 41.00 feet to an iron pin; thence continuing North 00015'30" East 138.00 feet to an iron pin; thence continuing North 89°44'30" West 16.00 feet to an iron pin; thence continuing North 00°15'30" East 83.00 feet to an iron pin; thence continuing South 89°44'30" East 7.19 feet to an iron pin; thence continuing North 00015'30" East 50.00 feet to an iron pin; thence continuing W142631PIatlPhase 21Doc%4263 plat 2 desc.docx • jdc T'EA LEY' S LAND SURVEYING 12594 W. Explorer Dr. - Suite #150, Boise, Idaho 83713` (208) 385-0636 Project No.: 4263-2 Page 2 Date: March 29, 2019 North 44044'30" West 28.28 feet to an iron pin; thence continuing North 00°15'30" East 62.00 feet to an iron pin; thence continuing South 89044'30" East 249.47 feet to the POINT OF BEGINNING, Said parcel of land contains 3.94 acres, more or less. 0 TitleOne A lime A wrov m Order Number. 15255864 Warranty Deed For value received, John A. Blakeslee and Julie Blakeslee, husband and wife the grantor, does hereby grant, bargain, sell, and convey unto Bungalows Meridian LLC, an Idaho Limited Llabltity Company whose current address Is P.O. Box 1297 Eagle, ID 83616 the grantee, the following described premises, in Ada County, Idaho, to wit: See attached Exhibit W ADA COUNTY RECORDER Christopher D. Rich 2017.029701 BOISE IDAHO Pgs=3 VICTORIA BAILEY 04/07/2017 10:50 AM TITLEONE BOISE 516.00 Dated: Marc 8, 2017 John A. Blakeslee Julie Blakesfae by JohnA.keslee her at ney in fact State of Idaho, County of W&�q„_____, Ss, On this bat day of April in the year of 2017, before me, the undersigned, a Notary Public In and for said State, personally appeared John A. Blakeslee, known or Identified to me to be the person(s) whose names) Is/are subscribed to the within instrument and acknowledged to me that helshe/they executed the some. 4 ''',k�fit!llilrlr�,•,, Notary Public •+`,d�rA©,"`�b•�4 Residing In: RESIDING AT BOISE ID ,.*`a,.••,'•' My Commission Expires: COMMISSION EXPIRES AUG15, � ��'IBfj� ' (seal) 14 �•� State of Idaho ++' '••s10 4..,� County of Ada )ss ••'�AII,I1�1N`��� +.rags. On this � day of April, in the year of 2017, before me, the undersigned notary public, who being by me duly sworn (affirmed), did say that lie is the attorney -fn -fact of Julie Blakeslee, and that said instrument was signed on behalf of sold Julie Blakeslee, by authority, and said John A. Blakeslee acknowledged to nie that he as such attorney-in-fact, executed the same. +,,,tp! rilnrrralrrr, 4sii,s:at: DISE ID xpHUG i5, z02oeH 16 -PtIBLIC, O �,�•� OF Page 1 of 3 1012612017 2:03 PM Exhibit A Parcel l — -�5 11 C ,�T 1 �9-0 7 U A part of Lot 2 of Section 6, Township 3 North, Range 1 East of the Boise Meridian, Ada County, Idaho, more particularly described as follows: Commencing at the quarter corner common to Sections 32, Township 4 North, Range 1 East, and Section 5, Township 3 North, Range 1 East of the Boise Meridian; thence South 0°00'15° East, 30.00 feet to the South side of Ustick Road; thence along the South side of Ustick Road North 8948' East, 419.25 feet to the Real Point of Beginning; thence continuing North 89°48'00° East, 150.00 feet to a point; thence parallel to the West line of said Lot 2 South 000915" East, 290.40 feet to a point; thence parallel to the North line of said Lot 2 South 89°48'00" West, 150.00 feet to a point; thence parallel to the West line of said Lot 2 North 0"0015" West 290.40 feet to the Point of Beginning. Excepting that portion deeded to Ada County Highway District in Warranty Deed recorded October 9, 2013 as instrument No. 113113859, described as follows: A parcel of land situated in Government Lot 2 In Section 5, Township 3 North, Range 1 East, Boise Meridian, Ada County, Idaho and being a portion of that parcel as described in Warranty Deed flied as Instrument No. 8241910 in the records of Ada County, Idaho, more particularly described as follows: Commencing at a found 5/8 Inch Iron pin marking the Northwest corner of said Government Lot 2 (North quarter corner) from which a 5/8 inch rebar marking the Northeast comer of said Government Lot 2 (East 1116 corner) bears South 89°44'29" East, 1328.21 feet, thence South 0°24'05" West, 30.00 feet (formerly South 0°00'15" East, 30.00 feet) to the Southerly right-of-way of Ustick Road, thence South 890429" East, 419.25 feet (formerly South 89°48' East, 419.25 feet) along said South right-of-way to the Northwest comer of said Warranty Deed and the Point of Beginning; thence continuing South 89°44'29" East, 149.89 feet (formerly South 89°48'00" East, 150.00 feet) along the North boundary of said Warranty Deed parallel with and measuring 30.00 feet from said North boundary of said Government Lot 2 and centerline of Ustick Road to the Northeast corner of said Warranty Deed; thence South 0°27'19" West, 20,00 feet (formerly South 0000115" East) along the East boundary of said Warranty Deed to a point; thence North 89"44'29" West, 149.89 feet parallel with and measuring 50.00 feet from said North boundary of said Government Lot 2 and centerline of Ustick Road to the West boundary of said Warranty Deed; thence North 0°27'09" East, 20.00 feet (formerly North 0°00'15" West) along said West boundary to the Point of Beginning. Parcel 11 A tract of land in Lot 2 of Section 5, Township 3 North, Range 1 East, Boise Meridian, Ada Country, Idaho, more particularly described as follows: Beginning at the North quarter comer of said Section 5 which is also the Northwest corner of said Lot 2; thence South 0000'13 East, 30.00 feet to the South right of way line of Ustick Road; thence North 89°48' East, 280.00 feet on said right of way line to the Real Point of Beginning; thence South 0°00'15" East, 436.18 feet to a point; thence South 86°34' West, 67.74 feet to a point; thence South 0°00'15 East, 513.41 feet to a point on the North line of that certain property described in Instrument No. 695164, Warranty Deeds, Ada County Records; thence North 89°51'40" East, 356.87 feet to a point; thence North 0°00'15" West, 663.39 feet to a point; thence South 89°48' West,150.00 feet to a point; thence North 0°00'15" West, 290.40 feet to a point on the South right of way line of Ustick Road; thence South 89°48' West, 139.25 feet on sold right of way line to the Real Point of Beginning. Page 2 of 3 1012512017 2:03 NA Excepting that portion deeded to Ada County Highway District in Warranty Deed recorded October 9, 2013 as 113113859, described as follows: A parcel of land situated In Government Lot 21n Section 5, Township 3 North, Range i East, Boise Meridian, Ada County, Idaho and being a porton of (het parcel as described In Warranty Deed filed as Instrument No. 8241910 In the records of Ada County, Idaho, more particularly described as follows: Commencing at a found 518 Inch Iran pin marking the Northwest corner of said Government Lot 2 (North quarter corner) from which a 518 inch rebar marking the Northeast corner of said Government Lot 2 (East 1/18 comer) bears South 89°44'29° East, 1328.21 feel thence South 0°241051 West, 30.00 feet (formerly South 0°00'15" East, $0.00 feet) to the Southerly right-of-way, of Ustek Road, thence Sough 89°44'29" East, 280.00 feet (formerly South 88'48' East, 280.00 feet) along said Southerly right-of-way to the Northwest comer of said Warranty Deed and the Point of Beginning; thence continuing South 89°4479" East, 139.25 feet (formerly South 89'48' East, 139.25 feet) along the North boundary of said Warranty Deed parallel with and measuring 30.00 feet from said North boundary of said Government Lot 2 and centedlne of Ustick Road to the Northeast corner of sold Warranty Deed; thence South 0°27'09" West, 20.00 feet (formerly South 0°0015' East) along the East boundary of said Warranty Deed to a point; thence North 8904429" West, 139.25 feet parallel with and measuring 50.00 feet from said North boundary of said Government Lot 2 and centerline of Ustick Road to the West boundary of said Warranty Deed; thence North 0°27'09" East, 20.00 feet (formerly North 0°00'15" West) along said West boundary to the Point of Beginning. Parcel til 5 11 OSiad"t51 A parcel of land In Lot 2 of Section 5, Township 3 North, Range 1 East, Boise Meridian, Ada County, Idaho, more particularly described as follows: Beginning at the North quarter corner of said Section 5, which Is also the Northwest corner of said Lot 2; thence South 0°00'15" East, 30.00 feet to the South right of way line of Ustick Road; thence North 88'48' East, 140.00 feet on said fight of way line to the Real Point of Beginning; thence continuing North 89'48' East,140.00 feet on said right of way line to a point; thence South 0°00'15" East, 436.18 feet to a point; thence South 85'34' West, 140.25 feet to a point; thence North 0°00'15' West, 444.09 feet to the Real Point of Beginning. Excepting A parcel of land situated In Government Lot 2 in Section 5, Township 3 North, Range 1 East, Boise Meridian, Ada County, Idaho and being a podlon of that parcel as described In Trustee's Deed glad as Instrument No. 108108772 In the records of Ada County, Idaho, more particularly described as follows: Commencing at a found 5/8 inch Iran pin marking the Northwest comer of said Government Lot 2 (North quarter comer) from which a 518 Inch rebar marking the Northeast comer of sold Government Lot 2 (East one -sixteenth comer) bears South 89°4419" East, 1328,21 feet; thence South 0"24'05" West, 30.00 feet (formerly South 0'00'15' East, 30.00 feet) to the Southerly right.of-way of Ustick Road; thence South 89'44'29" East,140.00 feet parallel with and measuring 30.00 feet from said North boundary of said Government Lot 2 and centedlne of Ustick Road to the Northwest corner of said Warranty Deed, said point being the Point of Beginning; thence contnuing South 69"029" East,140.00 feat (formerly South 89'48' East,140.00 feet) parallel with and measuring 30.00 feet from said North boundary of said Government Lot 2 and centedlne of Ustick Road to the Northeast comer of said Warranty Deed; thence South 0°27'09" West, 20.00 feet (formerly South 000015" Easi) along the East boundary of said Warranty Deed to a point; thence North 89"4429' West, 140,00 rest parallel with and measuring 50.00 feet from said North boundary of said Government lot 2 and centerline or Ustick Road to the Wastboundary of said Warranty Deed; thence North 0'27'09' East, 20.00 feet (formerly North 0'00'15" West) along said West boundary to the Point of Beginning. Page 3 of 3 WNW? 2:03 Pa �D TitleOne a otic & cscrow co. Order Number: 15255864 For Value Received, ADA COUNTY RECORDER Christopher D. Rich 2017-029702 BOISE IDAHO Pgs-3 VICTORIA BAILEY 04/0712017 10:50 AM TITLEONE BOISE $16.00 WARRANTY DEED Global Senior Housing, LLC, an Idaho Limited Liability Company, the Grantor, does hereby grant, bargain sell and convey unto, Bungalows Meridian LLC, an Idaho Limited Liability Company, whose current address Is P.O. Box 1297, Eagle, ID 83616, the Grantee, the following described premises, in Ada County, Idaho, To Wit: See attached Legal. TO HAVE AND TO HOLD the said premises, with their appurtenances unto the said Grantee, its heirs and assigns forever, And the said Grantor does hereby covenant to and with the said Grantee, that Grantor is the owner in fee simple of said premises; that they are free from all encumbrances EXCEPT those to which this conveyance is expressly made subject and those made, suffered or done by the Grantee; and subject to all existin t reservations, easements, right(s) of way, protective covenants, zoning ordinances, and acable building ca e , ws and regulations, general taxes and assessments, including irrigation and utility assessments (if any) for a current year, which are not due and payable, and that Grantor will warrant and defend the same from all la ul claims whatsoever. Whenever the context so requires, the singular number includes the plural, Dated: 04/05/2017 By: Ron Warranty Decd Page I ort Page 1 of 3 1012512017 206 PM State of - 7—A , County of _Ad , ss. On this ,� day of ApdI 2017, before me, the undersigned, a Notary Public in and for said State, personally appeared Ron E. Walsh, known or identified to me to be a Member of the limited liability company that executed the within instrument and acknowledged to me that he executed the same for and on behalf of said limited liability company and that such limited liability company executed it. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seat the day and year in this certificate first above written. ` A ---- Notary Public for Id ho Residing In:_ IpI�G AC' RUSE, ID My Commission E r ►1 rbc AUG 15, 2020 Warranty Decd Page 2 or 2 Page 2 of 3 i012S/207 2:36 PM Parcel VI A portion of the Northwest quarter of the Northeast quarter of Section 5, Township 3 North, Range 1 East, Boise Meridian, Ada County, Idaho, described as follows: Commencing at the Northeast corner of Section 5, Township 3 North, Range 1 East, Boise Meridian, Ada County; thence South 89°39'20` West along the North line of Section 5 and the center of Ustick Road, a distance of 1748.44 feet to a point; thence South 0004'25" East a distance of 25 feet to the South line of Ustick Road and a 516 Inch pin, the Point of Beginning; thence South 89°39'20' West along the South line of Ustick Road, a distance of 338.73 feet to a 518 inch pin, which is the East line of the West 34112 rods of the Northwest quarter of the Northeast quarter of said Section 5; thence South 0008'49" East parallel with the West line of said Northwest quarter of the Northeast quarter a distance of 640.00 feel to a 518 Inch pin on the North side of a ditch; thence South 89129'50' East along the North side of a ditch, a distance of 337.92 feet to a 518 inch pin; thence North 0'04'26" West a distance of 645.00 feet to the Point of Beginning, Excepting therefrom: A parcel of land being a portion of the Northwest quarter of the Northeast quarterof Section 5, Township 3 North, Range 1 East, Boise Meridian, Ada County, Idaho, more particularly described as follows: Beginning at a spike marking the Northeast comer of said Section 5; thence North 89'44'26' West 1,748.02 feet along the Northerly boundary of said Section 5 and the centerline of Ustick Road to a point; thence leaving said Northerly boundary of Section 5 South 00'33'03" West 25.00 feet to a 518 Inch iron pin marking the intersection with the Southerly right-of-way of Ustick Road, said iron pin being the Real Point of Beginning; thence continuing South 00'3T03" West 342,60 feet to a 518 Inch Iron pin; thence North 89°426" West 159.97 feet to a 518 inch iron pin, thence North 00°33'03" East 342.60 feet to a 518 Inch Iron pin marking the Intersection with the Southerly right-of-way of Usilck Road; thence South 89°44'26" East 159.97 feet along said Southerly right-of-way line to the Real Point of Beginning. Further excepting therefrom that portion deeded to Ada County Nlghway District In Warranty Deed recorded August 23, 2013 as Instrument No. 113096781, described as follows: A parcel of land situated in Government Lot 2 In Section 5, Township 3 North, Range 1 East, Boise Meridian, Ada County, Idaho and being a portion of that parcel as described in Warranty Deed filed as Instrument No. 8562893 and as shown on the Record of Survey (ROS) No. 2738 filed as Instrument No. 94004838 in the records of Ada County, Idaho, more particularly described as follows: Commencing at a found brass cap marking the Northeast comer of said Section 5 at the intersection of Ustick Road and Eagle Road from which a found 518 Inch 1= pin marking the Northwest comarof said Government Lot 2 (North quartercomer) bears North 89'44129' West, 2656.66 feet; thence North 89'44'29' West, 1748.02 feet (North 89'44'26' West 1748.02 feet per ROS) along the North boundary of said Government Lot 2 and centerline of Ustick Road to a point; thence South 0033'00" West, 25.00 feet (South 0'33'03" West, 25.00 feet per ROS) to the South right-of-way of Ustick Road; thence North 89'44'29' West, 159.97 feet (formerly North 89"4426' West,159.97 feet) along said South right-of-way to the Northeast comer of sold Warranty Deed and the Point of Beginning; thence continuing North 89'44'29' West,179.36 feet (formerly North 89'026' West,179,36 feet) parallel with and measuring 25.00 feet from said North boundary of said Government Lot 2 and centedlne of Ustick Road to the Northwest comerof said Warranty Deed; thence South 0°27'19° West, 25.00 feet (South 0°27'19" West per ROS) along the West boundary of said Warranty Dead to a point; thence South 89044'29' East, 179.32 feet parallel with and measuring 50,00 feet from said North boundary of said Government Lot 2 and centerllne of Uslick Road to the East boundary of said Warranty Deed; thence North 0'33'00" East, 25.00 feet (Norah 0'33'03" East per ROS) along said East boundary to the Paint of Beginning. Page 3 of 3 10126/2017 2:36 PM 0 TitleOne a title & escrow co. Order Number: 15255864 For Value Received, ADA COUNTY RECORDER Christopher D. Rich 2017-029702 BOISE IDAHO Pgs=3 VICTORIA BAILEY 04/07/2017 10:50 AM TITLEONE BOISE $16.00 WARRANTY DEED Global Senior Housing, LLC, an Idaho Limited Liability Company, the Grantor, does hereby grant, bargain sell and convey unto, Bungalows Meridian LLC, an Idaho Limited Liability Company, whose current address is P.O. Box 1297, Eagle, ID 83616, the Grantee, the following described premises, in Ada County, Idaho, To Wit: See attached Legal TO HAVE AND TO HOLD the said premises, with their appurtenances unto the said Grantee, its heirs and assigns forever. And the said Grantor does hereby covenant to and with the said Grantee, that Grantor is the owner in fee simple of said premises; that they are free from all encumbrances EXCEPT those to which this conveyance is expressly made subject and those made, suffered or done by the Grantee; and subject to all existinq patent reservations, easements, right(s) of way, protective covenants, zoning ordinances, and a Icable building ws and regulations, general taxes and assessments, including irrigation and utility assessments (if any) for a current year, which are not due and payable, and that Grantor will warrant and defend the same from all la ul claims whatsoever. Whenever the context so requires, the singular number includes the plural. Dated: 04/05/2017 By: Ron Warranty Deed Page I of 2 Page 1 of 3 09/131201711:46 AM State of County of —'ss' On this _ day of April 2017, before me, the undersigned, a Notary Public in and for said State, personally appeared Ron E. Walsh, known or identified to me to be a Member of the limited liability company that executed the within instrument and acknowledged to me that he executed the same for and on behalf of said limited liability company and that such limited liability company executed it. WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and year in this certificate first above written. Notary Public for Id ho Residing In: �p�SIgING AT: BOISE, ID My Commission E'VfISS�pIRES AUG 15, 2020 Warranty Decd Page 2 of 2 •1116918818, ,��•.•��1TTINC00o T A JB LICO ��'.�J'••'•••....••'•��.. 800#'OF" 00 Page 2 of 3 0911312017 11:46 AM Parcel VI Q A portion of the Northwest quarter of the Northeast quarter of Section 5, Township 3 North, Range 1 East, Boise Meridian, Ada County, Idaho, described as follows: Commencing at the Northeast corner of Section 5, Township 3 North, Range 1 East, Boise Meridian, Ada County; thence South 89°39'20° West along the North line of Section 5 and the center of Ustick Road, a distance of 1748,44 feet to a point; thence South 0°04'25" East a distance of 25 feet to the South line of Ustick Road and a 518 inch pin, the Point of Beginning; thence South 89°39'20° West along the South line of Ustick Road, a distance of 338.73 feet to a 518 inch pin, which is the East line of the West 341/2 rods of the Northwest quarter of the Northeast quarterof said Section 5; thence South 0°0849" East parallel with the West line of said Northwest quarter of the Northeast quarter a distance of 640.00 feet to a 5/8 inch pin on the North side of a ditch; thence South 89°29'50" East along the North side of a ditch, a distance of 337.92 feet to a 518 inch pin; thence North 0°04'25" West a distance of 645.00 feet to the Point of Beginning, Excepting therefrom: A parcel of land being a portion of the Northwest quarter of the Northeast quarter of Section 5, Township 3 North, Range 1 East, Boise Meridian, Ada County, Idaho, more particularly described as follows: Beginning at a spike marking the Northeast corner of said Section 5; thence North 89°44'26" West 1,748.02 feet along the Northerly boundary of said Section 5 and the centerline of Ustick Road to a point; thence leaving said Northerly boundary of Section 5 South 00°33'03" West 25.00 feet to a 5/8 inch iron pin marking the intersection with the Southerly right-of-way of Ustick Road, said iron pin being the Real Point of Beginning; thence continuing South 00°33'03" West 342,60 feet to a 5/8 inch iron pin; thence North 89°44'26" West 159.97 feet to a 5/8 inch iron pin; thence North 00°33'03" East 342.60 feet to a 5/8 inch iron pin marking the intersection with the Southerly right-of-way of Ustick Road; thence South 89°44'26" East 159.97 feet along said Southerly right-of-way line to the Real Point of Beginning. Further excepting therefrom that portion deeded to Ada County Highway District in Warranty Deed recorded August 23, 2013 as Instrument No. 113096781, described as follows: A parcel of land situated in Government Lot 2 in Section 5, Township 3 North, Range 1 East, Boise Meridian, Ada County, Idaho and being a portion of that parcel as described in Warranty Deed filed as Instrument No. 8562893 and as shown on the Record of Survey (ROS) No. 2738 filed as Instrument No. 94004938 in the records of Ada County, Idaho, more particularly described as follows: Commencing at a found brass cap marking the Northeast corner of said Section 5 at the intersection of Ustick Road and Eagle Road from which a found 5/8 inch iron pin marking the Northwest corner of said Government Lot 2 (North quarter corner) bears North 89°44'29" West, 2656.56 feet; thence North 89°44'29" West, 1748.02 feet (North 89°44'26" West, 1748.02 feet per ROS) along the North boundary of said Government Lot 2 and centerline of Ustick Road to a point; thence South 0°33'00" West, 25.00 feet (South 0°33'03" West, 25.00 feet per ROS) to the South right-of-way of Ustick Road; thence North 89°44'29" West, 159.97 feet (formerly North 89°44'26" West, 159.97 feet) along said South right-of-way to the Northeast corner of said Warranty Deed and the Point of Beginning; thence continuing North 89°44'29°West, 179.36 feet (formerly North 89°44'26"West, 179.36 feet) parallel with and measuring 25.00 feet from said North boundary of said Government Lot 2 and centerline of Ustick Road to the Northwest comer of said Warranty Deed; thence South 0°27'19" West, 25.00 feet (South 0°27'19" West per ROS) along the West boundary of said Warranty Deed to a point; thence South 89°44'29" East, 179,32 feet parallel with and measuring 50.00 feet from said North boundary of said Government Lot 2 and centerllne of Ustick Road to the East boundary of said Warranty Deed; thence North 0°33'00" East, 25.00 feet (North 0°33'03" East per ROS) along said East boundary to the Point of Beginning. Page 3 of 3 09/13/201711:46 AM AFFIDAVIT OF LEGAL INTEREST STATE OF l®AHO ) COUNTY OF ADA ) I Meridian Bungalows LLC (name) Eagle (city) being first duly sworn upon, oath, depose and say: P.O. Box 1297 (address) Idaho (state) 1. That I am the record owner of the property described on the attached, and I grant my permission to: Pamela Walsh 2218 W. Woodlawn Ave., Boise, Idaho 83702 (name) (address) to submit the accompanying application(s) pertaining to that property. 2. I agree to indemnify, defend and hold the City of vidian Mrd-' mployees harmless from any claim or liability resulting from dispute as to the state nts contained herein or as to the ownership of the proper which is the subject of the app li tion. 3. I hereby grant permission to City of 1er4jdian staff to enter the subject prope for the purpose of site inspections related to Vrocessing said application(s). Dated this 17th day (Signature) SUBSCRIBED AND SWORN to before me the day and year firs ab ve written. C (Notary Public for Idaho) PATRICIA J. SHACKLE �"� Notary Public Residing at: r�A'� , r�—C�C,��C) State of Idaho My Commission Expires: 0-7- 1 202 33 E. Broadway Avenue, Suite 102 o Meridian, Idaho 83642 Phone: (208) 884-5533 ® Facsimile: (208) 888-6678 ® Website: www.meridiancity.org Exhibit A Exhibit A — Vicinity/Zoning Map Vicinity Map D.1 oz , 0 Mlles -- -- - The in{cmlian shorn on ihis map a —Ply ft— ,3 Legend aaw�e end is subject to oonstent —hi an The C'y & q Meridian makes no--ty u 9—tee er W the mnt=_nf, ■ Area °Flm act 3 N Lesfi° emery te"aa"err• ar wmPrden�ss ar —y ar the dale P �r Dawn Dr {r-idd. and oaramF. na raaai re:Pon:xaiy ser th. Parcels - Meridian _ ,- �5rtnvn er D aw n St mF_vmatnn —W -den this—P. 138 c t' qa°eQerStR-8 o r r,' I 2 3 :302 GNI — • . 'Satterfield St sL86 1,25U �7 -- - "3390 a o -? > E Satterfield SIL `'a0 •53x8 [[�.7 z - GG �r r hl R-2 E Picard 7 MW 1989 array b �� `° ir% ,Jr 7ae5 1407 tvZS a m Seville Ln i — 'C� t; 13 R-15 2677 uc 28800 _ - -•'1375 1438 R -8c z � UTW 2860 4 r'hr � <'_ Rz- -z-2859 2840 28jA -,� _ aY.• 1406' 2817 - x z 2835 m -- 2814l i 1342 .(. 2_:n9 ;. -- R4 2807 - 12790 •� ai: llt2 2631 ,Z»,. -in 11 1774 2811 2787 .l--E�Ef'� eIr.y111;' tt 1_ 2225:2251 ' � �T T = CN' EIDIAN --- Prinl Date: 9712016 Blakeslee Commons FP H-2017-0164 7 Meridian City Council Meeting Agenda February 20, 2018 — Page 117 of 601 EIDIAN:--- Community Development Department Parcel Verification Date: 10/13/17 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: Blakeslee Commons Subdivision T/R/S: 3N 1E 05 Parcel Numbers: S1105120667 (3.637 Acres) S1105120751 (1.351 Acres) S1105120727 (2.431 Acres) 51105120940 (3.0 Acres) S1105120701 (0.936 Acres) Property Owner: Bungalows Meridian, LLC P.O. Box 1297 Eagle, ID 83616 Address Verification Rev: 04/23/12 z' O s`t41t M b u� G 'g•5 g=! a N yi S m Fo g 3"� Y! Tb<grc�9. F3. it i[1�: y•bU C ,3�3{{0:'"2,�ig<O'J I{O Cl llppm0 - �..� VWill F zinpF'ffig6'F $ z •poS c a B HER Au. v o 9.. 2 m$ .. HOW _ 3 usCultm si$ v �g a o' .NOVOtl 919Y3 H1210N 4: 1Fi'g R g I o :oN mm 8 1 u+ o 0 'EIf7lt°70[3'7:)mo .. �$ w� o *o p:3d1h''t ifUt o 0 0 o �o Mo om i t ♦, P Z.N uosv g.arF9 E oo E9 o7u S sPz 1 $ e ( minN. �° 00'9fif �j`$#.. m } to J M OE. 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L� 141 KU N yLL 141 Review Date: Project Name: Parcel Number(s) ADA COUNTY STREET NAME REVIEW November 6, 2017 Project/Plat Applicant: BLAKESLEE COMMONS S1105120701,S1105120727,S1105120940,S1105120667 BUNGALOWS MERIDIAN LLC City/County Agency: MERIDIAN Preliminary Plat Final Plat RX T/R/S 3N 1E 05 Phone No: 208-861-4416 THE FOLLOWING EXISTING STREET NAMES SHALL APPEAR ON PLAT N LESLIE WAY 1 41 ai a, L Proposed Street Names: U E AUDREY LN (PVT) 2 N BULLOCK AVE 3 N BUNGALOW AVE 4 N BUNGALOW PL 5 N EASTON LN (PVT) 6 E FOSTER LN (PVT) 7 E LUCAS LN (PVT) 8 E MADDY LN (PVT) 9 N OLI LN (PVT) 10 N PANKRATZ AVE 11 E PICARD CT 12 E PICARD DR 13 E RINGNECK ST 14 E SHARPTAIL ST E USTICK RD N WINGATE LN Comments Sound like existing Awbrey, Not needed, less than 150ft and will be addressed off of Bullock Aligns with Gaviola Aligns with Bullock about 96 ft apart Aligns with Bullock Not needed, less than 150ft and will be addressed off of Ringneck Sounds like existing Lexus, Can use Oli or Easton Ln Not needed, less than 150ft and will be addressed off of Picard PLEASE MAKE THE FOLLOWING CHANGES OR CORRECTIONS Please replace existing street USTICK RD with E USTICK RD Please remove E AUDREY LN (PVT) as the private drive is too short & will be addressed off Picard Please replace N BULLOCK AVE with N GAVIOLA AVE Please replace N BUNGALOW AVE with N BULLOCK AVE Please replace N BUNGALOW PL with N BULLOCK PL Please remove N EASTON LN (PVT) as the private drive is too short & will be addressed off Ringneck Please replace E LUCAS LN (PVT) with E EASTON LN (PVT) Please remove N OLI LN (PVT) as the private drive is too short & will be addressed off N BULLOCK PL NOTE: If there are corrections and changes recommended, please make these changes on the subdivision plat and resubmit to the Ada County Assessor. A final review with no changes required and the matching plat must be presented to the Ada County Surveyor at time of recording. Page 1 of 2 Codes/criteria regarding denial A Sounds like an existing street B Alignment with existing street C Duplicate street name within Ada County D Street name exceeds 13 letters E Other The overall final street names are subject to change at Final Plat phase levels due to design changes, time constraints and or previous recorded plat street alignments. Page 2 of 2 RECEIVED STREET NAME REVIEW By Amanda Morse at 11:42 am, Nov 06, 2017 Please attach a legible copy of plat or site plan with t . Ada County Assessor -190 E. Front Street, Boise, ID 83702, Email: Streetnamemail@adoweb.net Applications will be reviewed in the order in which they are received Application Date 10ctober 23, 2017 SUBMITTED 11/03/17 Review Needed By November 3, 2017 AT 8:59 PM Project/Subdivision Name Blakeslee Commons Preliminary Plat Final Plat ✓ Type Of Dwellings)/Structure(s) Proposed Single Family ❑✓ Multi -Family F-1 Other I'm Applying To: F✓ Name New Public or Private Street(s) FIChange Existing Street Name Existing Street Name N/A Number Of New Public Streets Proposed 7 Number Of Private/Changed Streets Proposed 17 (Please Attach Plat/Plan) (Please Attach Plat/Plan) Private/Changed Street Names Choices 1st Choice 2nd Choice See Plat attached 3rd Choice 4th Choice Applicant Information Company/Firm Name: Bungalows Meridian LLC 71 Applicant Type: Architect Developer Engineer P & Z Dept. Contractor Owner F] Agent/Contact Name: Pamela Walsh Phone: (208) 861-4416 Email: pamela@villagebungalows.com Subject Property Information Township Range Section Location/Street Address 12545 E. Ustick Road, Meridian 3N 1 E Parcel Numbers) #5110512701, S1105120727, 51105120751, S1105120940, S1105120667 Owner Information Same As Applicant? No Yes Owner Name/Company 113ungaiows Merdian LLC, Ron Walsh, Managing Member Phone (208)867-8682 Address JP.0. Box 1297 City JEagle State ID Zip 83616 Street name reviews will be completed within 2 to 3 weeks of receipt of application. Completed reviews will be uploaded to the following Ada County Assessor link: https://adacounty.id.gov/Assessor/Land-Records/Street-Naming••and-Addressing Ada County Assessor -190 E. Front St., Suite 107, Boise, ID 83702 - Phone: 208-287-7273 anuanV elolneD N v N N i E to E a ) c wl m IE o z @ 1PM 212J�lUedU N tr v JC h W T pM bac._ anuanV uoxla N neM 1sa�ouawwnS N LU c m > N D E `E m m U) 14 Sutra$ 1 a ----------- 1 ' ,4 I v > - i W 1 1 aue-1 unfeo N 1 , c � @ J W 1 i , - •-'�----------------r-. 1 1 1 1 P _ 1 1 1. 1 I 1 1 ---------------- r' c y w � � c ZQ e \NaY y�. v anuanV elolneD N v N N i E to E a ) c wl m IE o z @ 1PM 212J�lUedU N tr v JC h W T pM bac._ anuanV uoxla N neM 1sa�ouawwnS N LU c m > N D E `E m m U) 14 Sutra$ U 1 neM ouem 1 N a @ J tA ,$ v > W aue-1 unfeo N v , c � @ J W 7 t, i U 1 neM ouem 1 N a 0 tA ,$ v > a w y W J ;wodW) aIISa-1 N 0 c 1 0 v r = @ 1 1 i /W 7 >� N rn o'a ' 0 l i -- --------- - -----------..--v----r---;. w anuany w -_- ; ZIeJAued N 1 1 1 � 1 AF I., 1 1 1 1 aue-I a;efiulM N to - N t U e1 N w anuanV Y anuanV wlnap N u c rn enc W p a anuanV cuI ipelaA N ai aoeld IGaoueyD Devlin o` d E_ r U W anuanV uljnaa N 0 N E CD s U w aoeld w aa;ueS N N 2A @ N Z 2 V v wo N locus) Gro, Nd� Q Avg.. U z Q 0 rr w 5 F �( z��o�� wi80(fVN `q�c' Up 'a 'a S E 3� u�dz u �Ztt i�o'pzw �ZZ� w a 8 y^li °a tir za W4wV wo: w v a n zd�g oca w ELc R. O oho �p5 �§z G o O W N �� ��� Y <�oo W G b 9 U e H.Rg U Mu e- -.;3 Z, Zq oi Q � w m s J i p0 3 6 6 Z N i f 3 o ¢ Oj z O m Z i�\ g j� K m �w w�� g Bgm,a �n w �s w =o _ U Cl) J% xo ZiG�o " s o�ba�rcn oma Z„<� (A so & o w Q GGS. ��6' $� �o LL s n n fA �o�'nao S 8.� m z m e n u (wr} owi 3 Wba z I I I I I L — e 6 0 Z w V w J q O O^ W � � ar U < ucr w 3 m cli IN r.1 3 o N s y Q Z m f I 0 Z w V w J �11cn -SIL ed, less I and will ssed off of . Needs an "E" pre -directional cn - cD_ S. n — In _ _ _ — — — S S USTICK RD. II II MILKLATERAL i • �- +- I IY I I ml 7 I,Im CO ISI N (• Q L- UL L -27W I — IRR -== IRR — IRR — IRR — 1R� — IRR F MILK LATERAL I I I igns with Bullock—<—<�---�-�~-� U 1N III m�Ill03a2Ill I'u o U v II a �I a I I I'So 1,t 1 _ —II Not needed, less N I than 15Oft and will be addressed off of Picard M I I 589`4 TETE 159.80 II M � urt I II I•I s -- III I I I A L L -1:L J L 888'5349 W 335.02 \ \ I\ I\\ i o z O o ��� �w o a �• a }' .n a N J w o rc N Ji#I J F Q -�� z Q U fn ; p z Cr O 6 Q® e m L3 k'ow A g Cr �Uj OO V/II Q �a4 �OOO ��❑❑�❑❑-V�14 ri Y hbr �11cn -SIL ed, less I and will ssed off of . Needs an "E" pre -directional cn - cD_ S. n — In _ _ _ — — — S S USTICK RD. II II MILKLATERAL i • �- +- I IY I I ml 7 I,Im CO ISI N (• Q L- UL L -27W I — IRR -== IRR — IRR — IRR — 1R� — IRR F MILK LATERAL I I I igns with Bullock—<—<�---�-�~-� U 1N III m�Ill03a2Ill I'u o U v II a �I a I I I'So 1,t 1 _ —II Not needed, less N I than 15Oft and will be addressed off of Picard M I I 589`4 TETE 159.80 II M � urt I II I•I s -- III I I I A L L -1:L J L 888'5349 W 335.02 \ \ I\ I\\ i ��WALSH 3/11/2019 Regina Cunningham Ada County Highway District 3775 N. Adams Street Garden City, ID 83714 208.387.6181 Subject: Blakeslee Commons Phase II - Stormwater Compliance Letter Dear Regina, The purpose of this letter is to demonstrate that the existing underground seepage bed constructed as part of the Blakeslee Commons Phase I was sized adequately to manage the stormwater runoff generated from Phase The approved drainage report provided by Walsh Engineering for Phase I dated 7/27/2018 (attached), shows that the primary underground seepage bed was sized to include the full buildout of Phase II. Drainage patterns and amount of impervious surface area have remained the same since the time of initial analyses, therefore all calculations completed during Phase I are still valid. Based upon our review of the attached drainage report from Phase I and the civil plans for Phase II, it is our professional opinion that the existing underground seepage bed has the capacity to adequately manage the stormwater runoff resulting from Phase II. Thank you, 4� IV-7,4,�AJA - 17562 Matt Walsh, Principal Engineer�""QF, Walsh Engineering \�'�tW P. WALSHENGINEERING.NET (805) 319-4948 1108 GARDEN STREET, SUITE 202-204 SAN LUIS OBISPO, CA 93401 Global Senior Housing, LLC Blakeslee Commons DRAINAGE REPORT POST - CONSTRUCTION STORMWATER MANAGEMENT BLAKESLEE COMMONS SUBDIVISION 07/27/2018 Prepared For: Global Senior Housing, LLC Prepared By: lj�ltf J WNA-I\,L H -SHENGINEERING WALENGINEERING.NET (805) 319-4948 979 OSOS ST. SUITE F-4 SAN LUIS OBISPO, CA 93401 S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\Drainage Report_2018_07.docx 1 of 10 Global Senior Housing, LLC Blakeslee Commons Table of Contents 1. Purpose................................................................................................................................................. 3 2. Existing Site Features and Conditions................................................................................................... 3 3. Opportunities and Constraints for Stormwater Control....................................................................... 3 4. Design Criteria.......................................................................................................................................4 5. Hydrologic & Hydraulic Analysis........................................................................................................... 4 6. Summary of Proposed Facilities............................................................................................................ 5 Appendices.................................................................................................................................................... 6 A: Pre and Post -Development Hydrology Exhibits................................................................................6 B: ACHD Calculation Sheet for Finding Peak Discharge/Volume.......................................................... 6 C: ACHD Calculation Sheet for Sand/Grease Traps............................................................................... 6 D: Geotechnical Engineering Investigation........................................................................................... 6 S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\Drainage Report_2018_07.docx 2 of 10 Global Senior Housing, LLC 1. Purpose Blakeslee Commons The Blakeslee Commons Subdivision is a residential development within the City of Meridian in the Ada County, Idaho. The project site is 12.01 acres located at 2545 East Ustick Road. Upon ultimate build -out of the proposed project, it is anticipated the site will include seventy-four residential homes and a clubhouse. The purpose of this report is to demonstrate how to mitigate runoff from stormwater in compliance with the local regulations discussed as Design Criteria in Section 4 of this report. The goal is to identify best management practices (BMPs) that provide compliance while best utilizing the project site and existing conditions. 2. Existing Site Features and Conditions The existing site topography gently slopes in the northwestern and southwestern directions at approximately 0.5 - 2%. There is a small ridge created by an irrigation ditch that cuts through the site, which separates the drainage tributary areas. The historical drainage path of the site's stormwater runoff travels to the northwest and ultimately discharges toward the Milk Lateral and Ustick Road, while the water that travels to the southwest discharges into Finch Lateral. According to the geotechnical report provided by STRATA, dated March 29, 2016, the surface soils consisted of near surface lean clay and silt overlying cemented silty sand and poorly graded gravel with sand and silt. Vegetation and organics were located up to approximately 12 inches below the ground surface. Below the surface material, lean clay with sand was found from approximately 2 to 5 feet deep across the site. Below the lean clay, cemented sandy silt and silty sand was found up to 5 feet in depth. Below 5 feet in depth, poorly -graded gravel with sand overlain with a limited thickness of silty gravel was discovered. Free groundwater was not encountered immediately following the drilling operations. Although groundwater was not found, seasonal high groundwater in the surrounding area typically occurs at approximate depth of 12 to 14 feet. Per the geotechnical report, the soil infiltrated at a rate of 20 inches per hour, but per the geotechnical engineer's recommendation an infiltration rate of 8 inches per hour was selected in order to provide a factor of safety greater than 2. This value corresponds to the maximum allowed infiltration rate per section 8009.3 of ACHD's Drainage and Stormwater Management requirements. The reader should reference the Project Geotechnical Engineering Investigation in Appendix D of this Report for further information. 3. Opportunities and Constraints for Stormwater Control Open space parcels near the middle of the site and the southerly portion of the site created opportunities for locating the proposed seepage beds. Additional opportunities for mitigation of stormwater include infiltration due to the nature of the native soils and adequate depth of groundwater discussed in the Existing Site Features and Conditions Section 2 of this Report above. S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\Drainage Repo rt_2018_07.docx 3 of 10 Global Senior Housing, LLC 4. Design Criteria Blakeslee Commons This project will comply with the City of Meridian's local regulations via ACHD's Section 8000 — Drainage and Stormwater Management requirements to control the volume and quality of stormwater. For peak rate control purposes, the project must mitigate the post -development peak runoff rates to no greater than pre -development peak runoff rates for the 2-, 5-, 10-, and 25 -year storm events. In addition to peak rate attenuation for the 2-, 5-, 10-, and 25 -year storms, the peak flow rate and maximum water surface elevations must be calculated for the 100 -year storm event. For runoff reduction purposes, this project must retain the first 0.6 inches of rainfall from a 24-hour event. The proposed project does not provide an adequate overflow path from the seepage beds, and therefore must completely retain and infiltrate the 100 -year storm event (ACHD Section 8007.4). This makes the peak runoff analysis trivial, as all required storm events (2-, 5-, 10-, and 25 -year) will be contained within the seepage beds. In other words, the site will experience zero discharge for the 2-, 5-, 10-, 25-, and 100 -year storm events. In order to utilize infiltration BMPs, seasonal high groundwater must be three feet below the surface of the infiltration facility. 5. Hydrologic & Hydraulic Analysis In order to comply with the design criteria mentioned above, an impervious area analysis was completed for both the pre -development and post -development conditions (See Appendix A for Hydrology Exhibits). The ACHD Calculation Sheet for Finding Peak Discharge and Volume was used to determine the required capacity for each of the seepage beds. Runoff coefficients were determined from the table provided in the ACHD Calculation Sheet. Runoff coefficients of 0.95 and 0.11 were used for impervious and pervious areas respectively. Using these values, the areas presented in the post - development hydrology exhibit and the ACHD Calculation Sheet for Finding Peak Discharge and Volume, the volume required for each seepage bed was determined. These analyses have been provided in Appendix B. Seepage bed 1 has two contributing drainage areas and therefore the analysis for seepage bed 1 was split into two separate analyses. One for seepage bed 1.1 and the other for seepage bed 1.2. Referencing the post -development hydrology exhibit, drainage management areas 1A and 113 were used to size seepage bed 1.1 and drainage management areas 1C, 1D, 1E and 1F were used to size seepage bed 1.2. The final sizing of seepage bed 1 is the combination of seepage beds 1.1 and 1.2. The proposed seepage beds are located entirely within shared lots and have an infiltration rate of 8 inches per hour, and therefore are not required to comply with ACHD's requirement to increase the total volume by 15% to account for sediment. In order to comply with Section 8200 of ACHD specifications, the flow rate into each sand and grease trap needs to be less than 3.33 cubic feet per second. Utilizing the post development hydrology exhibit and ACHD's Calculation Sheet for Sand/Grease Traps, this analysis has been completed and has been presented in Appendix C. S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\Drainage Report_2018_07.docx 4 of 10 Global Senior Housing, LLC 6. Summary of Proposed Facilities Blakeslee Commons Since the design of the homes for the building permit are ongoing, the worst-case scenarios were used for impervious area calculations on the lots. This was done by fitting the largest possible floor plan within the desired setbacks. This ultimately resulted in an impervious area of 64% for the shared driveway lots, and 70% for the front -loaded lots. Using ACHD's Calculation Sheet for Finding Peak Discharge and Volume the seepage beds have been designed to completely retain and infiltrate the 100 - year storm event. The site will experience zero discharge for the 2-, 5-, 10-, 25-, and 100 -year storm events. Seepage bed sizes shown in Appendix B have been incorporated into the construction drawings for the site improvements. Per the project soils report, the seasonal high groundwater surface elevation ranges from 12 to 14 feet below existing ground. See approximate groundwater elevations presented on plan sheet C4.0. Both seepage beds have three feet or greater of separation between the bottom of the drain rock and the seasonal high groundwater elevation. Given the stormwater facilities are built per the construction drawings and this report, the project will be served with adequate drainage mitigation in compliance with requirements of the local jurisdictions. S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\Drainage Report_2018_07.docx 5 of 10 Global Senior Housing, LLC Appendices A: Pre and Post -Development Hydrology Exhibits Blakeslee Commons B: ACHD Calculation Sheet for Finding Peak Discharge/Volume C: ACHD Calculation Sheet for Sand/Grease Traps D: Geotechnical Engineering Investigation S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\Drainage Report_2018_07.docx 6 of 10 Global Senior Housing, LLC Blakeslee Commons Appendix A: Pre and Post -Development Hydrology Exhibits S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\Drainage Report_2018_07.docx 7 of 10 Global Senior Housing, LLC Blakeslee Commons Appendix B: ACHD Calculation Sheet for Finding Peak Discharge/Volume S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\Drainage Report_2018_07.docx 8 of 10 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method calculated for post -development Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User Input in yellow cells. 1 Project Name Blakeslee Commons - Seepage Bed 1.1 Sizing 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 4 Enter number of storage facilities (25 max) 1 rlirk to Shnw More Suhh-l- I-1 S Area of Drainage Subbasin (SF or Acres) Acres Acre. 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn))/A Weighted Avl Subbasin 2.58 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 4.11 Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 6,220 ft 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) _- cis Light areas 4.11 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds _ _0.20-0.35 0.70 _ Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets 0.70 0.95 Concrete 0.95 Brick 0.95 Roofs __. _-- --__ -_. _ 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default User Calculate 10 min [10 mm_ 8 Determine the average rainfall intensity (i) from IDF Curve based on(� 1 2.58 in/hr 9 Calculate the Post -Development peak discharge (QPeak) Qceak 7.43 cis 0.70-0.95 Urban neighborhoods 10 Calculate total runoff vol (V) (for sizing primary storage) V 9,952 ft V = Ci(Tc=60)Ax3600 Single Family 11 Calculate Volume of Runoff Reduction Vrr Multi -family_ Enter Percentile Storm 1 (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 6,220 ft 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) _- cis 13 Volume Summary Surface Storage: Basin Basin Forebay V 995 ft' Primary Treatment/StorageBasin V 8,957 ft' Subsurface Storage Volume With 15% Sediment Factor V 11,445 9,952 ft' S:\Projects_Eng\2016190_ Bungalows_Meridian\Storm\ACHD Sizing Calculations\Seepage Bed 1.1 -Seepage Bed Sizing.xlsm Version 9.0, December 2016 I Fctimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family_ _0.60-0.75_ Residential (rural) 0.25-0.40 Apartment Dwelling Areas _0.70_ _- Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds _ _0.20-0.35 _ Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs __. _-- --__ -_. _ 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A 0 C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-695 0.09 0.12 0.15 0. _ Steep:>6% 0.13 - 0.18 0.23 O. Adapted from ASCE 7/26/2018, 3:02 PM ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE: This worksheet is Intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls Information from the "Peak Q,V" tab Steps for Seepage Bedm Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User Input In yellow cells. 1 Project Name Blakeslee Commons - Seepage Bed 1.1 Sizing 2 Enter number of Seepage Beds (25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 0.70 Link to: ori Q.V TR;i 5 Area A (Acres) 4.11 acres QVTR551 6 Approved discharge rate (if applicable) 0.00 cis QvT ,,w - 7 Design Vol W/15% Sediment V 11,445 9,952 ft3 8 Set Total Design Width of All Drain Rock W 105.0 ft 9 Set Total Design Depth of All Drain Rock D 7.0 ft Rock Only, Do Not Include Filter Sand Depth or Cover 3.8 hours 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips C_ff/k re. 11 Design Infiltration Rate (8 in/hr max) Perc 8.00 in/hr 12 Size of WQ Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 360°), REQD if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 294.3 ft'/ft Spf=Apf=WxD-Ar,,,r r;r,.,xVoids+l/2 Perf-Area 15 Calculate Design Length L Override Value Required for Chambers 16 Variable Infiltration Window L SWL 17 Variable Infiltration Window W SWW 18 Time to Drain 90% volume in 48 -hours minimum 19 Length of WQ & Overflow Perf Pipes 20 Perf Pipe Checks. Qperf>=Qpeak; where Qperf=CdxAxV(2xgxH) 18 in 7.6 12 in 6.1 Qp = free outfall flow rate through one perforation cfs Ca = Coefficient of discharge = 0.60 34 ft 34 it 105.0 it 0.0109 3.8 hours 34 ft 0.00 A = Area g = 32.17 ft/s` H = Head (ft); Assume H=1.15 -ft (weighted avg with 0.5 -ft over top of pipe Perfs per Valley = 5 (for top half); 8 (for entire); Valleys per ft=57/20 ff Perf/ft = assumed 5 x 57/20 This assumes chambers are organized in a rectangular layout. 1 Type of Chambers 2 Volume to Store V 3 Installed Chamber Width CW Installed Chamber Depth Cd Installed Chamber Height Ch 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 6 Chamber Storage Volume, With Rock, Per Manuf 7 Total Number of Units Required 8 Area of Infiltration Aperc 9 Volume Infiltration Vperc 10 Time to Drain 9036 volume In 48 -hours minimum 5 -Other A 0.0008 ft` A/ft pipe for 18" 0.0109 ft'/ft A/ft pipe for 12" 0.0175 0.00 C_ff/k re. 0.2256 cfs QW/rr, �z• 0.18 cfs Q�a 0.59 cfs o ft3 0.00 it 0.00 ft 0.00 ft 0.00 ft3/Unit 0.00 ft'/Unit ea ft' 0 ft'/hr hours S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\ACHD Sizing Calculations\Seepage Bed 1.1 - Seepage Bed Sizing.xlsm 7/26/2018, 3:02 PM Version 9.0, December 2016 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method calculated for post -development Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Blakeslee Commons - Seepage Bed 1.2 Sizing 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 4 Enter number of storage facilities (25 max) 1 rlir4 to Chnw Mnre Suhhacinc n 5 Area of Drainage Subbasin (SF or Acres) Acres Acre! 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avt Subbasin 0.50-0.70 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 6.26 Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 6.26 _0.20-0.3_5 _ - Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets 0.70 Asphalt0.95 Concrete 0.95 Brick 0.95 0.70 Roofs _ 0.95 Gravel 0.75 Fields: Sandy soil Soil Type 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default User Calculate 10 min [lv Mii 8 Determine the average rainfall intensity (i) from IDF Curve based on 9 Calculate the Post -Development peak discharge (QPeak) 10 Calculate total runoff vol (V) (for sizing primary storage) V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) 13 Volume Summary Surface Storage: Basin Basin Forebay Primary Treatment/Storage Basin Subsurface Storage Volume With 15% Sediment Factor -+peak 11.31 cfs V 15,153 95th 0.60 in V,r 9,470 ft' cfs V 1,515 ft' V 13,637 ft' V 17,425 15,153 ft' S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\ACHD Sizing Calculations\Seepage Bed 1.2 - Seepage Bed Sizing.xlsm Version 9.0, December 2016 Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients "l Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 Multi -family _ 0.60 -0.75_ - Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds _ _ _ _0.20-0.3_5 _ - Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt0.95 Concrete 0.95 Brick 0.95 Roofs _ 0.95 Gravel 0.75 Fields: Sandy soil Soil Type B C D Slope A Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% o.09 0.12 0.15 0. Steep;>6�o - T 0.13 0.18 0.23 O. Adapted from ASCE 7/26/2018,3:11 PM ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineers methodology must result in facilities that meet or exceed these calculations In order to be accepted. Note this spreadsheet pulls information from the "Peak 0,V'tab �heps for Seepage Beds, Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input In yellow cells. 1 Project Name Blakeslee Commons- Seepage Bed 1.2 Sizing 2 Enter number of Seepage Beds (25 max) 1 3 Design Storm 100 ov - 4 Weighted Runoff Coefficient C 0.70 Link to: Q.V 5 Area A (Acres) 6.26 acres Q.v T.355z 6 Approved discharge rate (if applicable) 0.00 cfs Qv Tc+roe 7 Design Vol W115% Sediment V 17,425 15,153 ft' 8 Set Total Design Width of All Drain Rock W 105.0 it 9 Set Total Design Depth of All Drain Rock D 7.0 it Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Pero 8.00 in/hr 12 Size of WQ Perf Pipe (Pert 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 3600), REQD if Q100>3.3 cfs 12 in 14 Calculate Total Storage per Foot Spf 294.3 ft'/ft Spf=Apf=WxD-A,,,r r;r,xVoids+l/2 Perf_Area 15 Calculate Design Length L 51 ft Override Volue Required for Chombeff 16 Variable Infiltration Window L SWL 51 It 17 Variable Infiltration Window W SWW 105.0 ft ISI 18 Time to Drain 3.8 hours 90% volume in 48 -hours minimum 19 Length of WC, & Overflow Perf Pipes 51 It 20 Perf Pipe Checks. Qperf >= Qpeak; where Qperf=CdxAxV(2xgxH) 18 in 11.6 12 in 9.3 Q9 = free out fall flow rate through one perforation cfs A 0.0008 ft` Cd = Coefficient of discharge = 0.60 A/ft pipe for 18" 0.0109 ft'/ft A/ft pipe for 12" 0.0175 A = Area Ogen/a rs• 0.2256 cfs g = 32.17 ft/s` Qin/ft iz- 0.18 cfs H = Head (k); Assume H=1.15 -ft (weighted avg with 0.5 -ft over top of pipe) Qcen 0.90 cfs Perfs per Valley = 5 (for top half); 8 (for entire); Valleys per ft=57/20 if Perf/ft = assumed 5 x 57/20 Optional Storage Chambers Note: This assumes chambers are organized in a rectangular layout. 1 Type of Chambers 5 -Other 2 Volume to Store V 0 ft' 3 Installed Chamber Width Cw 0.00 ft Installed Chamber Depth Cd 0.00 ft Installed Chamber Height Ch 0.00 It 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 0.00 ft'/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 0.00 ft'/Unit 7 Total Number of Units Required ea 8 Area of Infiltration Aperc ft' 9 Volume Infiltration Vperc 0 ft'/hr 10 Time to Drain hours 90% volume in 48 -hours minimum S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\ACHD Sizing Calculations\Seepage Bed 1.2 - Seepage Bed Sizing.xlsm 7/26/2018, 3:11 PM Version 9.0, December 2016 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method calculated for post -development Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Blakeslee Commons - Seepage Bed 2 Sizing 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 4 Enter number of storage facilities (25 max) 1 flir4 to Chnw Mnra Giihhacinc I� 5 Area of Drainage Subbasin (SF or Acres) Acres Acre! 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avi Subbasin 2.58 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 1.62 Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vr, 2,449 ft' 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) 0.09 0.12 0.15 0. cfs 0.13 0.18 0.23 O. Adapted from ASCE 1.62 0.70 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default user Calculate 10 min [10 Min. 8 Determine the average rainfall intensity (i) from IDF Curve based on i 2.58 in/hr 9 Calculate the Post -Development peak discharge (QPeak) Qp k 2.93 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 3,919 ft V = Ci (Tc=60)Ax3600 0.60-0.75_ Residential (rural) 11 Calculate Volume of Runoff Reduction Vrr _ Apartment Dwelling Areas 1 0.70 - Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vr, 2,449 ft' 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) 0.09 0.12 0.15 0. cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 392 ft' Primary Treatment/Storage Basin V 3,527 ft' Subsurface Storage Volume With 15% Sediment Factor V 4,507 3,919 ft' S:\Projects_Eng\2016190_ Bungalows_Meridian\Storm\ACHD Sizing Calculations\Seepage Bed 2 -Seepage Bed Sizing.xlsm Version 9.0, December 2016 Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients "I Business 0.20-0.40 Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 0.95 Single Family 0.35-0.50 Multi -family 0.60-0.75_ Residential (rural) 0.25-0.40 _ Apartment Dwelling Areas 1 0.70 - Industrial and Commercial Soil Type Light areas 0.80 Heaw areas 0.90 Playgrounds _ 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs_ _0.95_ Gravel 0.75 Fields: Sandy soil Soil Type Slope A --- - -B C -- - 0 Flat: 0-2% 0.04 0.07 0.11 O. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6%- _ - - 0.13 0.18 0.23 O. Adapted from ASCE 7/27/2018,9:23 AM ACHD Calculation Sheet for Sizing Seepage Bed With Optional Chambers NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Note this spreadsheet pulls information from the "Peak Q,V" tab j steps%rSeepage Beds Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Blakeslee Commons - Seepage Bed 2 Sizing z triter numaer or seepage iseas tz5 max) 3 Design Storm 4 Weighted Runoff Coefficient C 5 Area A (Acres) 6 Approved discharge rate (if applicable) 7 Design Vol W/15% Sediment V 100 0.70 1.62 acres 0.00 cfs 4,507 Link to:LQ-V— QV TR55 QV IR:>sr QV TxSsz � 3,919 ft, 8 Set Total Design Width of All Drain Rock W 27.5 ft 9 Set Total Design Depth of All Drain Rock D 7.8 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 0.4 for 1.5"-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 8.00 In/hr 12 Size of WQ Perf Pipe (Perf 180°) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 3601), READ if Q100>3.3 cf,, 12 in 14 Calculate Total Storage per Foot Spf 85.6 ft3/ft Spf=Apf=WxD-Ap,f} pi,xVoids+1/2 Perf _Area 15 Calculate Design Length L 46 ft Override Value Required for Chambers 16 Variable Infiltration Window L SWL 46 ft 17 Variable Infiltration Window W SWW 27.5 ft 18 Time to Drain 4.2 hours 901% volume in 48 -hours minimum 19 Length of WQ & Overflow Perf Pipes 46 ft 20 Perf Pipe Checks. Qperf >= Qpeak; where Qperf=CdxAxV(2xgxH) his assumes chambers are organized in a rectangular layout. 1 Type of Chambers 5 -Other 2 Volume to Store V 0 ft3 3 Installed Chamber Width Cw 0.00 ft Installed Chamber Depth Cd 0.00 ft Installed Chamber Height Ch 0.00 ft 4 Chamber Void Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 0.00 ft`/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 0.00 ft3/Unit 7 Total Number of Units Required ea 8 Area of Infiltration Aperc ft' 9 Volume infiltration Vperc 0 ft'/hr 10 Time to Drain hours 90% volume in 48 -hours minimum S:\Projects_Eng\2016190_ Bungalows_Meridian\Storm\ACHD Sizing Calculations\Seepage Bed 2 - Seepage Bed Sizing.xlsm 7/27/2018, 9:23 AM Version 9.0, December 2016 Global Senior Housing, LLC Blakeslee Commons Appendix C: ACHD Calculation Sheet for Sand/Grease Traps S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\Drainage Report_2018_07.docx 9 of 10 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method calculated for post -development Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Blakeslee Commons - Sand and Grease Trap 1.1 Sizing 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 4 Enter number of storage facilities (25 max) 1 Click to Show More Subbasins ❑ 5 Area of Drainage Subbasin (SF or Acres) Acres Acre, 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avl Subbasin 1.85 Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 4.11 Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 6,220 ft' 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) 0.75 cfs Fields: Sandy soil Soil Type 4.11 -A 8 -. C D Slope Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.70 0.15 0. Steep:>6%_ - 0.13 0.18 0.23 0. Adapted from ASCE 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default User Calculate 10 min [10 h1in. 8 Determine the average rainfall intensity (i) from IDF Curve based oni 1.85 in/hr ( 9 Calculate the Post -Development peak discharge (QPeak) 0peak 5.33 cfs Urban neighborhoods 0.50-0.70 Residential 10 Calculate total runoff vol (V) (for sizing primary storage) V 7,153 ft V = Ci(Tc=60)Ax3600 _ 0.60-0.75 Residential (rural) 11 Calculate Volume of Runoff Reduction Vrr Apartment Dwelling Areas _ 0.70 - Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 6,220 ft' 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) 0.75 cfs 13 Volume Summary Surface Storage: Basin Basin Forebay V 715 ft' Primary Treatment/Storage Basin V 6,438 ft' Subsurface Storage Volume With 15% Sediment Factor V 8,226 7,153 ft s S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\ACHD Sizing Calculations\Seepage Bed 1.1 -SG Trap Sizing.xlsm Version 9.0, December 2016 Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients "1 Business Railroad yard areas Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Streets - Single Family 0.35-0.50 _Multi -family _ 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas _ 0.70 - Industrial and Commercial 0.95 Light areas 0.80 Heavy areas 0.90 Playgrounds_ 0.20-0.35 Railroad yard areas 0.20-0.40 Unimproved areas 0.10-0.30 - - - Streets - - --- --- Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type -A 8 -. C D Slope Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6%_ - 0.13 0.18 0.23 0. Adapted from ASCE 7/26/2018, 3:14 PM ACHD Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps..for Sand/Gregse Trap Velocity Calculatlon User input in yellow cells. 1 Project Name Blakeslee Commons - Sand and Grease Trap 1.1 Sizing 2 Enter number of Sand/Grease Traps (25 max) 1 Baffle Throat Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ft) S/G Traps Q-cfs inch inch max. ok? 1500 G 2 5.33 20 60 16.67 Reference for Throat widths (inch) ADS Boise Lar -ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\ACRD Sizing Calculations\Seepage Bed 1.1- SG Trap Sizing.xlsr7ti/26/2018, 3:14 PM Version 9.0, December 2016 0.5 fps Velocity S/G Traps Q-cfs inch inch max. ok? 1500 G 2 5.33 20 60 16.67 0.32 S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\ACRD Sizing Calculations\Seepage Bed 1.1- SG Trap Sizing.xlsr7ti/26/2018, 3:14 PM Version 9.0, December 2016 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method calculated for post -development - Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Blakeslee Commons - Sand and Grease Trap 1.2 Sizing 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 4 Enter number of storage facilities (25 max) 1 r'iirlr rn [hnw Mnra Gihhacinc n 5 Area of Drainage Subbasin (SF or Acres) Acres Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avl Subbasin Runoff Coefficients "I Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 6.26 0.80 Heavv areas 0.90 6.26 0.70 0.70 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default user Calculate 10 min [10 Nim Determine the average rainfall intensity (i) from IDF Curve based on 1 1.85 in 9 Calculate the Post -Development peak discharge (ClPeak) 09eak 8,11 cis 10 Calculate total runoff vol (V) (for sizing primary storage) V 10,891 tt- V = Ci (Tc=60)Ax3600 it Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) 95th 0.60 in Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) Vrr 9,470 ft, 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) cfs Volume Summary Surface Storage: Basin Basin Forebay V 1,089 ft. Primary Treatment/Storage Basin V 9,802 ft, Subsurface Storage Volume With 15% Sediment Factor V 12,525 10,891 ft' S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\ACHD Sizing Calculations\Seepage Bed 1.2 - SG Trap Sizing.xlsm Version 9.0, December 2016 Estimated Runoff Coefficients for Various Surfao Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 I Residential Flat: 0-2% Single Family 0.35-0.50 -Multi-family - _ _0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70_ Industrial and Commercial 0.13 Light areas 0.80 Heavv areas 0.90 ( Playgrounds _ Railroad yard areas unimproved areas Streets Asphalt Concrete 0.20-0.35- 0.20-0.40 0.10-0.3 0.95 0.95 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope AB C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-6% 0.09 0.12 0.15 0. Steep:>6% _ __ 0.13 0.18 0.23 O. Adapted from ASCE 7/26/2018, 3:12 PM ACHD Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Sand/grease Trap Velocity Calculation User input in yellow cells. 1 Project Name Blakeslee Commons - Sand and Grease Trap 1.2 Sizing 2 Enter number of Sana/urease i raps izs maxi Reference for Throat widths (inch) Baffle Throat Boise Velocity Is the Vault Size Number of Peak Flow Spacing width Area (ft) 0.5 fpsVelocity BMP 16 1000 G S/G Traps Q-cfs inch inch 60.0 max. ok? 1500 G 2 8.11 20 60 16.67 0.49 60 Reference for Throat widths (inch) S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\ACHD Sizing Calculations\Seepage Bed 1.2 - SG Trap Sizing.xlsr7y26/2018, 3:12 PM Version 9.0, December 2016 ADS Boise Lar -ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a WQU1000 n/a n/a 60 WQU1500 n/a n/a 60 S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\ACHD Sizing Calculations\Seepage Bed 1.2 - SG Trap Sizing.xlsr7y26/2018, 3:12 PM Version 9.0, December 2016 ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Peak Discharge Rate using the Rational Method calculated for post -development Calculate Post -Development Flows (for pre -development flows, increase number of storage facilities to create new tab) User input in yellow cells. 1 Project Name Blakeslee Commons - Seepage Bed 2 - Sand & Grease Trap Sizing 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 25 4 Enter number of storage facilities (25 max) 1 Click to Show More Subbasins ❑ 5 Area of Drainage Subbasin (SF or Acres) Acres Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(CSxAl)+(C2xA2)+(CnxAn)]/A Weighted Avl Subbasin Runoff Coefficients "I Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 30 1.62 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 1.62 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 0.70 _ _ _ Railroad yard areas 0.20-0.40 unimproved areas _ 0.10-0.30 _ Streets 0.70 Concrete 0.95 Brick 0.95 Roofs _ 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default User Calculate 10 min [10 Min. 8 Determine the average rainfall intensity (i) from IDF Curve based on 9 Calculate the Post -Development peak discharge (ClPeak) 10 Calculate total runoff vol (V) (for sizing primary storage) V = Ci (Tc=60)Ax3600 11 Calculate Volume of Runoff Reduction Vrr Enter Percentile Storm I (95th percentile = 0.60 in) Enter Runoff Reduction Vol (95th Percentile=0.60-in x Area x C) 12 Detention: Approved Discharge Rate to Surface Waters (if applicable) 13 Volume Summary Surface Storage: Basin Basin Forebay Primary Treatment/Storage Basin Subsurface Storage Volume With 15% Sediment Factor QP_k 2.10 cfs V 2,817 ft 95th 0.60 in Vrr 2,449 W cfs V 282 ft' V 2,535 ft' V 3,239 ft, S:\Projects_Eng\2016190_ Bungalows_Meridian\Storm\ACHD Sizing Calculations\Seepage Bed 2 - SG Trap Sizing.xlsm Version 9.0, December 2016 I Rrrnnff rn ffiria tc f- Varinu 1 -far. Type of Surface Runoff Coefficients "I Business Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential Single Family 0.35-0.50 -Multi-family _ 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks, Cemeteries 0.10-0.25 Playgrounds 0.20-0.35 _ _ _ Railroad yard areas 0.20-0.40 unimproved areas _ 0.10-0.30 _ Streets Asphalt0.95 Concrete 0.95 Brick 0.95 Roofs _ 0.95 Gravel _ 0.75 Fields: Sandy soil Soil Type Slope A -- g �C---- 0 Flat: 0-2% 0.040.07 Average: 2-6`% 0.09 0.12 0.15 0. Steepa6%_ 0.13 0.18 0.23 0. Adapted from ASCE 6/22/2018, 6:19 AM ACHD Calculation Sheet for Sand/Grease Traps NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Steps for Sand/Grease Trap Velocity Calculation User input in yellow cells. 1 Project Name Blakeslee Commons - Seepage Bed 2 - Sand & Grease Trap Sizing Enter number of Sand/Grease Traps (25 max) 1 Reference for Throat widths (inch) Baffle Throat Boise Velocity I Is the Vault Size Number of Peak Flow Spacing width Area (ft) 0.5 fps Velocity 1000 G S/G Traps Q-cfs inch inch 60.0 max. ok? 1000 G 1 2.1 20 48 6.67 0.32 60 Reference for Throat widths (inch) S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\ACRD Sizing Calculations\Seepage Bed 2 - SG Trap Sizing.xlsm6/22/2018, 6:19 AM Version 9.0, December 2016 ADS Boise Lar -ken WQU, Vault BMP 16 1000 G 48.0 50.5 n/a 1500 G 60.0 61.5 n/a QU1000 n/a n/a 60 WQU1500 n/a n/a 60 S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\ACRD Sizing Calculations\Seepage Bed 2 - SG Trap Sizing.xlsm6/22/2018, 6:19 AM Version 9.0, December 2016 Global Senior Housing, LLC Blakeslee Commons Appendix D: Geotechnical Engineering Investigation S:\Projects_Eng\2016190_Bungalows_Meridian\Storm\Drainage Report_2018_07.docx 10 of 10 4 A PROFESSIONAL ')'LRVICES CORPOHATIOP! �rtk4,�rv,4y Frow( 4 -IL-- :!�Ivot4 UI - Ms. Wendy Shrief, AICD Horrocks Engineers 5700 E. Franklin Road, Suite 160 Nampa, Idaho 83687 wendys@horrocks.com Dear Wendy: March 29, 2016 File: B016014A RE: Geotechnical Engineering Evaluation Walsh -Dixon Development Ustick Road and Wingate Lane Meridian Idaho STRATA, A Professional Services Corporation (STRATA) is pleased to present our authorized Geotechnical Engineering Evaluation for the proposed Walsh -Dixon Apartments development located southeast of the intersection of West Ustick Road and Wingate Lane in Meridian, Idaho. Our evaluation's purpose was to explore the subsurface conditions in the proposed development area and provide geotechnical recommendations to assist project planning, design and construction. The attached report summarizes our field and laboratory test results and presents our geotechnical engineering opinions and recommendations. The following report provides specific geotechnical recommendations for preparing the site, including earthwork activities, stormwater disposal and pavement section design. The project design, owner, and construction team must read, understand and implement this report in its entirety. Portions of the report cannot be relied upon individually without the supporting text of remaining sections, appendices and plates. Our opinion is the success of the proposed construction will depend on following the report recommendations, good construction practices, and providing the necessary construction monitoring, testing and consultation to verify that work has been constructed as recommended. We recommend STRATA be retained to provide monitoring, testing, and consultation services to verify our report recommendations. We appreciate the opportunity to work with Horrocks Engineers. We look forward to our continued involvement on this project throughout construction. Please do not hesitate to contact us if you have any questions or comments. MGWljs Sincerely, STRATA ` �tvAL �/� ) f.//G/�i-c-trr.`L..- ® n Darnall ngineer e or- '��� (a, Vil0 � ael G. Woodworth gineering Manager VtlC' t )`r�6Ckanlore Di ive, Rol! e� Idaho �%c> 09 Phone,N'8 `Y6.vZOO{.:il�e,u��) �. www.stratageotech.com Geotechnical Engineering Evaluation Walsh -Dixon Development Ustick Road and Wingate Lane Meridian, Idaho Prepared For: Ms. Wendy Shrief, AICP Horrocks Engineers 5700 E. Franklin Road, Suite 160 Nampa, Idaho 83687 iff HU"R R ("DOW Prepared By: Nihan Darnall Reviewed BY: Michael G. Woodworth, P.E. STRATA, Inc. 8653 W. Hackamore Dr. Boise, Idaho 83709 P. 208.376.8200 F. 208.376.8201 March 29, 2016 TABLE OF CONTENTS -----�1 |K]TF�[�D[jCTi[)N—.........—.....—....—.----~---~---.------ PROJECTUNDERSTANDING ................................................................................... 1 SUBSURFACE EVALUATION PROCEDURES .......................................................... 2 SUBSURFACE CONDITIONS .................................................................................... 2 LABORATORYTESTING ........................................................................................... 2 GEOTECHNICAL {}P|N|C)yJS AND RECOMMENDATIONS ------------..3 Earthwork......—..--......---..—...----...--^..--..------.J EXCGVeUoD Characteristics .................................................................................... 3 EstablishingSUhorGdeG......................................................................................... 4 Structural Fill ..---.....—.—.....-----.---------------.4 Required Cn[D ------------------------------'. 5 VVetVV8Gthen»WOt Soil Construction ...................................................................... 6 L]U|Uv Trench Construction .................................................................................... M G8OteXUles ........---.......—.—......—....--........—.---7 P8VeDleOtSUbo[8dB Preparation and G8ChoD Design ............................................. 7 GeDe[8L-------------------------------------' / Traffic and SUhn[ade---~....'—.---.........'.--.~....—.....~.-- / Asphalt, Aggregate Base Course and Subbase Materials .................................... 8 Pavement Section Thickness ................................................................................ 9 Pavement Maintenance Considerations .............................................. ................. 8 She D[oiD8ge....--.........—......----..---~..---..---.—. 10 StorDlvVate[ Disposal ...... 10 ExteriorGrading .................................................................................................. 1O ADDITIONAL RECOMMENDED SERVICES ............................................................ 10 Geotechnical [}88igD Continuity ............................................................................. 10 Plan and Specification Review ............................................................................... 11 Geotechnical Observation []UhDg CODStRJCboD ..................................................... 11 EVALUATION L|KA[TATI{]0G -----.----.----------------.-- 11 REPORT TABLES Table 1: Structural Fill Specifications and Allowable Use .......................................... 5 Table 2: Required Compaction for Designated Project Areas ................................... 0 Table 3:Ge0teXt|eSpecifications --.----------.-------------7 Table G: Pavement Design Parameters -----------------------U Table O:Traffic Loading Assumptions .---.....—.—..—.—....,............0 Plate 1: Exploration Location Plan Appendix A: Exploration Logs & Unified Soil Classification System ([lSCS) Appendix B: Summary Report 11% Geotechnical Engineering Evaluation Walsh -Dixon Development Ustick Road and Wingate Lane Meridian, Idaho INTRODUCTION STRATA, A Professional Services Corporation (STRATA) has performed our geotechnical engineering evaluation for the proposed Walsh -Dixon Apartments development planned to be located southeast of the intersection of West Ustick Road and Wingate Lane in Meridian, Idaho. The project site location is illustrated on Plate 1, Exploration Location Plan. STRATA accomplished our services referencing the scope of services presented in our January 13, 2016 proposal. Our evaluation's purpose was to assess subsurface conditions within the proposed project area and to provide geotechnical recommendations to assist project planning, design, and construction. Below, we outline the services accomplished in providing our geotechnical engineering evaluation: 1. Coordinated exploration with the Idaho Utility Notification Center to help reduce the potential for damage to existing subsurface utilities due to exploration. 2. Accomplished subsurface exploration at the site via 6 exploratory test pits extending up to 14 feet below the existing ground surface. Approximate test pit locations are provided on the attached Plate 1. 3. Performed 2 infiltration tests referencing the Idaho Department of Environmental Quality Technical Guidance Manual. 4. Installed one piezometer for future ground water level readings. 5. Accomplished laboratory testing on select soil samples obtained during exploration referencing ASTM International (ASTM) procedures. 6. Performed engineering analyses to provide geotechnical recommendations for the planned development, including earthwork, pavement and stormwater disposal recommendations. 7. Prepared and provided this geotechnical deliverable including our engineering opinions and recommendations, exploration and laboratory test results. Site exploration plans and illustrative schematics are also provided. PROJECT UNDERSTANDING The proposed development area consists of agricultural land that is relatively flat and has been previously cultivated in row crops. The site bounded by existing residential development to the south and east, Wingate Lane to the west, and Ustick Road to the north. We understand the approximate 12.5 -acre site is to be developed with 23 residential apartment buildings, an in -ground pool and clubhouse structure. We understand the development will also include municipal and franchise utilities as well as private asphalt -paved drive aisles and parking. We understand stormwater will be retained and infiltrated on-site via subsurface infiltration beds. STRATA has not reviewed a grading plan for the development, but we anticipate grading will be limited, with cuts and fills of less than approximately 2 to 3 feet. 04 www.stratageotech.com O 2016 by Strata, A Professional Services Corporation. All rights reser vett. Geotechnical Engineering Evaluation Walsh -Dixon Development— Meridian, ID File: B016014A Page 2 SUBSURFACE EVALUATION PROCEDURES STRATA accomplished subsurface exploration on January 21, 2015 via 6 exploratory test pits extending up to approximately 14 feet below existing ground surface. The approximate exploration locations are illustrated on Plate 1, Exploration Location Plan, which also delineates the proposed development. We established test pit locations in the field by taping from existing site features. A staff engineer from our office visually evaluated the soil encountered in each test pit and logged the soil profile referencing the USCS. We provide a brief USCS explanation in Appendix A to help interpret the terms on the test pit logs. We also provide individual test pit logs in Appendix A. The test pits were loosely backfilled with the excavated material to the ground surface following the completion of the excavations. We performed in-situ infiltration testing to assist in evaluating stormwater disposal infiltration rates in the gravel subsoil. We accomplished infiltration testing referencing the Idaho Department of Environmental Quality Technical Guidance Manual infiltration test method. SUBSURFACE CONDITIONS Subsurface conditions encountered in test pits comprised near surface lean clay and silt overlying cemented silty sand and poorly graded gravel with sand and silt. We observed limited vegetation and organics in the exploratory test pit up to approximately 12 inches below the ground surface. Beneath the surficial vegetation and organics, we encountered 3 subsurface soil units: Lean Clay with Sand: We observed lean clay with sand at the ground surface across the site. We noted the clay to be dark brown to brown, soft to firm, and moist. We observed clay soil to approximately 2 to 5 feet in the test pits. Cemented Sandy Silt (ML) and Silty Sand (SM): Underlying lean clay we encountered light brown to tan, moist, cemented sandy silt and silty sand. We noted moderate calcium carbonate cementation, with cemented soil extending to depths of approximately 5 feet in select test pit locations. Poorly -Graded Gravel with Sand (GP): Below depths of 5 feet, we encountered light brown to tan, moist, dense, poorly graded gravel alluvium. We observed cobbles of up to 6 to 10 inches in diameter in the gravel alluvium with varying amounts of silt. In select test pits, the poorly graded gravel alluvium is overlain by a limited thickness of silty gravel. Gravel alluvium extended through the termination depth of all test pits. We did not encounter groundwater during exploration. We installed a piezometer in TP -4 to allow for future groundwater monitoring at the project site. Infiltration tests were performed in TP -1 and TP -6. LABORATORY TESTING We tested select soil samples obtained during exploration referencing ASTM procedures. Laboratory test results are summarized on the Exploratory Logs in Appendix A and the Summary Report in Appendix B. We used test results to correlate soil design factors such as subgrade modulus and infiltration rates. 040 www.stratageotech.com 0 2016 8v Strata, A Professional Servicer Corporation. All righis reserved. Geotechnical Engineering Evaluation Walsh -Dixon Development— Meridian, ID File: B016014A Page 3 GEOTECHNICAL OPINIONS AND RECOMMENDATIONS We present the following geotechnical recommendations to assist planning, design and construction of the proposed Walsh -Dixon Apartments development located southeast of the intersection of West Ustick Road and Wingate Lane in Meridian, Idaho as illustrated on Plate 1 attached to this report. This report provides geotechnical design criteria for the development which the structural and civil design and construction teams must review to verify the applicability to the planned structure as design is underway presently. We base our recommendations on the results of our field evaluation, laboratory testing, our experience with similar soil conditions and our understanding of the proposed construction. If design plans change or if the subsurface conditions encountered during construction vary from those observed during our field evaluation, we must be notified to review the report recommendations and make necessary revisions. Earthwork Excavation Characteristics We anticipate site soil may be excavated using conventional excavation techniques. Carefully plan and implement temporary excavations to be sloped, shored, or braced in accordance with the OSHA excavation regulations, Document 29, CFR Part 1926, Occupation Safety and Health Standards — Excavations, Final Rule. Regulations outlined by OSHA provide temporary construction slope requirements for various soil types and slopes up to 20 feet high. Based on our exploration results, we anticipate alluvium encountered at the site is typically classified as Type C soil, which can be temporarily sloped as steep as 1.5H:lV (horizontal to vertical), when in a dry condition. Due to the potential for varying soil conditions during construction, we recommend earthwork contractors evaluate each slope configuration specific to OSHA guidelines and to seek appropriate professional guidance to create safe and stable excavations. Construction vibrations can cause excavations to slough or cave. We do not recommend stockpiling materials adjacent to or within 10 feet of excavations, which may cause a surcharge and contribute to excavation instability. Ultimately, the contractor is solely responsible for site safety and excavation configurations factoring in water infiltration, construction access, adjacent loading, and other factors that contribute to excavation stability. The earthwork contractor shall plan excavations with water collection points and utilize conventional sumps and pumps to remove nuisance water from runoff, seeps, or precipitation. If site soil excavations are not immediately backfilled, they may degrade when exposed to runoff and require over -excavation and replacement with granular structural fill. We recommend construction activities and excavation backfilling be performed as rapidly as possible following excavation to reduce the potential for subgrades to degrade under construction traffic. 04 www.stratageotech.com 0 2016 by Sirata, A Professional Semites Corporation. All rights resernrd, Geotechnical Engineering Evaluation Walsh -Dixon Development— Meridian, ID File: B016014A Page 4 Establishing Subgrades We provide the following recommendations for site preparation: Excavate loose backfill from existing test pit locations and replace as structural fill for all test pits located below proposed buildings, flatwork or pavements. Excavate the exposed subgrade to the project design elevations and tolerances. Existing vegetation and organic soil must be completely removed below all foundation, slab and pavement areas. We encountered roots to depths of up to approximately 12 inches during exploration, however, we anticipate stripping depths of 6 to 8 inches will be sufficient to remove significant vegetation and organic matter. Scarify and moisture -condition the finished native subgrade below f pavement areas to within 3 percent of optimum moisture content to at least 8 inches prior to compaction effort. Moisture -conditioning may include aeration or adding moisture. To improve support characteristics, compact subgrade soil to at least 92 percent of ASTM D1557 (Modified Proctor). Earthwork contractors must expect substantial moisture -conditioning and compaction efforts to achieve proper subgrade moisture. If the subgrade is wet at the time of construction and compaction and moisture -conditioning is not practical, STRATA should be contacted to evaluate the use of a woven geotextile, as discussed in this report's Geosynthetics section. STRATA must observe and approve subgrade conditions and we recommend STRATA work with the earthwork and general contractors to help identify fill areas and provide quantity estimates. After preparing subgrades, it is the contractor's sole responsibility to protect subgrades from degradation, freezing, saturation, or other disturbance. Our opinion is careful construction and earthwork procedures will be critical to achieving adequate subgrade preparation and reducing over - excavation. Specifically, these procedures could include, but are not limited to, carefully staging equipment and/or stockpiles, routing construction equipment away from subgrades, and implementing aggressive site drainage procedures to help reduce saturating subgrades during wet weather conditions. As stated above, it is the contractor's responsibility to protect subgrades throughout construction. Subgrade disturbance that occurs due to the contractor's means and methods must be repaired at no cost to the owner. STRATA will remain available to consult with the project team and the contractor as the project moves forward regarding subgrade preparation procedures. Structural Fill All fill for this project must be placed as structural fill. Site soil (excluding topsoil containing vegetation and organics) may be re -used as General Structural Fill for site grading provided it meets the requirements in this report. Various imported fill materials will also be required throughout construction. Our recommended material requirements for structural fill are provided, referencing the latest Idaho Standards for Public Works Construction (1SPWC) specifications. Project structural fill products are described in Table 1, below, �4 www.stratageotech.com © "oi6 Lv Strata, A Professional Services Corporation. All rights reserved. Geotechnical Engineering Evaluation Walsh -Dixon Development— Meridian, ID File: B016014A Page 5 Table 1: Structural Fill Snecifications and Allowable Use Soil Fill Product Allowable Use Material Specifications ® Soil must be classified as silt, sand, or gravel (GP, GM, GW, SP, SM, SW, or ML) according to the USCS. ® Soil may not contain particles larger than 6 -inches in General Site grading, temporary median diameter. Structural Fill haul/access roads • Soil must consist of inert earth materials with less than 3 percent organics or other deleterious substances wood, metal, plastic, waste, etc). Over -excavations, soil Granular improvements, temporary ® 6 -inch minus granular subbase meeting the latest Structural Fill haul roads, temporary requirements in ISPWC' Section 809 -Uncrushed (Granular platforms, Granular Aggregates. Subbase) subbase, general structural fill Aggregate Base ® Asphalt pavement section ® Type 1 Crushed Aggregate meeting the latest Course aggregate, general requirements in ISPWC' Section 802— Crushed structural fill Aggregates. Soil meeting requirements for Type I bedding as Pipe Bedding ® Utility pipe bedding within stated in the latest edition of the ISPWC', Section 305 6 inches of the pipe invert — Pie Bedding. ® Aggregate meeting the latest requirements for 3 -inch Drainage Infiltration features Drain Rock in ISPWC' Section 809 -Uncrushed Aggregate Aggregates. ® Soil classified as MH, OH, CL, CH, OL, or PT may not be used at the project site. ® Excess moisture does not render a soil unsatisfactory. Contractors must attempt moisture Unsatisfactory conditioning (i.e. wetting or drying) prior to soil disposal. ® NONE However, soil not moisture conditioned to within 3% of Soil optimum during compaction is unsatisfactory soil and requires additional moisture conditioning. ® Any soil containing more than 3 percent (by weight) of organics, vegetation, wood, metal, plastic or other deleterious substances. 'Idaho Standards for Public Works Construction Other than topsoil and clay encountered, the site soil is expected to be suitable for reuse as general structural fill, providing it can meet the criteria presented in Table 1 above and can be properly moisture conditioned for compaction. Required Compaction Place structural fill only over subgrades reviewed and approved by STRATA. Never place structural fill over frozen, saturated, or soft subgrades. Fill placed exclusively in landscape areas, not including fill embankments, can be placed as non-structural fill (i.e. landscape fill) providing there are no structures (sidewalk, curbs, utilities, signs, etc.) or embankments planned directly above the landscape fill. Structural fill products must be moisture conditioned to near optimum moisture content as defined by ASTM D1557 and placed in maximum 10 -inch -thick, loose lifts. This lift thickness requires compaction equipment with energy ratings of at least 5 tons. If smaller or lighter compaction www.stratageotech.com © 2016 by Strata, A Arofesslonal Service., Corporation. All rights roson ed. Geotechnical Engineering Evaluation Walsh -Dixon Development— Meridian, ID File: B016014A Page 6 equipment is used, reduce the lift thickness to meet the compaction and moisture content requirements presented in Table 2: Required Compaction for Designated Project Areas. Table 2: Required Compaction for Designated Project Areas Project Area Required Structural Fill Product Compaction Requirement' ® In-situ subgrades below the a Existing Native Soil 92% planned structural fill areas ® Pavement aggregates ® General structural fill • Site grading ® Granular subbase 95% ® Trench backfilling • Aggregate base 'Relative compaction and moisture content requirement compared to the maximum dry density of the soil as determined by ASTM D1557 (Modified Proctor). Wet Weather/Wet Soil Construction Once the subgrade elevation is achieved, it is the contractor's responsibility to protect the soil from degrading under construction traffic, freezing and/or wet weather. The condition of the subgrade and careful construction procedures are critical to embankment and subsequent foundation and slab stability and long-term performance. We strongly recommend earthwork construction take place during dry weather conditions. The majority of the near surface on-site soil will be susceptible to pumping or rutting from heavy loads such as rubber -tired equipment or vehicles any time of the year. If construction commences before soil can dry after precipitation or during wet periods of the year (November through April), the contractor must be prepared to achieve project requirements with respect to subgrades and structural fill placement. This may require earthwork to be completed by low pressure, track -mounted equipment that spreads and reduces vehicle load, or other means and methods. Utility Trench Construction Structural fill for utility trench backfill must be placed and compacted to the structural fill requirements presented herein. Loose soil must be removed from the base of utility trenches prior to placing pipe bedding. In addition, if water is encountered, it must be removed from the base of the utility trench before placing pipe bedding. We recommend utility pipes be placed on at least 4 inches of bedding conforming to Table 1 — Pipe Bedding, placed over undisturbed native soil, structural fill or otherwise supported according to the pipe manufacturer's specifications. After bedding the pipe, place structural fill and compact it from the pipe invert to 1 foot above the top of the pipe with tamping bars and/or plate compactors to render the backfill in a firm and unyielding condition. Thoroughly place and compact bedding below pipe haunches or the zone between the pipe invert and the spring line. To accomplish backfilling, the distance between the side of the pipe at the spring line and the trench wall should be at least 12 inches. The remainder of the utility trench should be backfilled in accordance with this report's Structural Fill section. ORO www.stratageotech.com © 201U by 5 Vala, A Proressianel Services Corporation. All rigbis reserved. Geotechnical Engineering Evaluation Walsh -Dixon Development— Meridian, ID File: B016014A Page 7 Geotextiles Non -woven geosynthetics are required for drainage facility construction. Additionally, geosynthetic fabrics can facilitate constructability over soft, wet subgrades. If, or where required, geotextiles shall meet the minimum properties shown in Table 3 below: Table 3: Geotextile Specifications Geosynthetic Type Use Minimum Material Specifications • Grab tensile strength: 120 pounds (ASTM D4632) e Non -Woven ® Surrounding drain ® Puncture resistance: 3100 pounds (ASTM D6241) Geosynthetic rock in infiltration ®A Apparent opening size: US Sieve #70 ASTM D4751 pp p g ( ) facilities 1 ® Permittivity: 1.7 seconds (ASTM D4491) o Woven ® Soft subgrade ® Grab tensile strength: 350 pounds (ASTM D4632) Geosynthetic conditions ® Puncture resistance: 1000 pounds (ASTM D6241) Apply geosynthetics directly on approved subgrades, taut, free of wrinkles, and over -lapped at least 12 inches. Consult STRATA to review geosynthetic applications or other subgrade improvement alternatives. Pavement Subgrade Preparation and Section Design General The following flexible asphalt pavement section design is provided referencing the American Association of State Highway and Transportation Officials (AASHTO) Guide for Design of Pavement Structures (1993). STRATA estimated traffic loading and design parameters based on our proposed construction and traffic understanding, results from laboratory testing and our understanding of the subsurface conditions. Traffic and Sub. rq ade The tables continued on the next page present our traffic loading estimates, geotechnical design parameters, and references as well as the resulting flexible pavement section design recommendations. 04 www.stratageotech. com C 2016 by Strata, ?. Professional Sen,ices Corporation. /it/ rights reserved. Geotechnical Engineering Evaluation Walsh -Dixon Development— Meridian, ID File: B016014A Page 8 Table 5: Pavement Design Parameters Design Parameter Value Used References Reliability R 90% Estimated Standard Deviation S 0.45 AASHTO 1993 Initial Serviceability PSli 4.2 Typical regional values Terminal Serviceability PSIZ 2.1 Typical regional values Traffic Loading 33,000 ESALS' See Table 6 below Design Life 20 years Assumed Resilient Modulus (Mr) 6,000 psi2 Assumed based on R -value correlations (see paragraph below Asphalt Layer Coefficient a1 0.42 Figure 2.5 AASHTO 1993 Aggregate Base Course Layer Coefficient a2 0.12 Figure 2.6 AASHTO 1993 Aggregate Base Course Drainage Coefficient m2 1'0 Table 2.4 AASHTO 1993 for "fair" drainage, 1 to 8 percent saturation Granular Subbase Course Layer Coefficient a2 0.10 Figure 2.6 AASHTO 1993 Granular Subbase Course Drainage Coefficient m2 1'0 Table 2.4 AASHTO 1993 for "fair" drains e, 1 to 8 percent saturation 'Equivalent Single Axle Loads (ESALs). 2Pounds per square inch (psi). Table 6: Traffic Loading Assumptions Pavement Section Area Traffic Loading Parameters; Frequency' or Value Used EALF2 ESALS Standard -Duty Section (marking areas) Passenger Vehicles 200 trips per day 0.004 7,000 Garbage, Mid Range GVW Trucks 4 trips per day 0.75 26,000 Annual Growth Factor 2.0% Construction Traffic3 **None** 'One trip is one complete pass by the vehicle. 2Equivalent Axle Load Factor; Loading by one vehicle trip, 3Construction traffic is not included in design. From correlations to index laboratory testing, we estimate the subgrade for proposed asphalt areas will have a resilient modulus (Mr) correlation of approximately 6,000 psi. To help improve subgrade characteristics, the pavement subgrade should be prepared as recommended in this report's Site Preparation section. Subgrades must be shaped (crowned) and graded to facilitate positive drainage and inverted crowns must be avoided. Asphalt Aggregate Base Course and Subbase Materials Crushed aggregate base course and granular subbase shall conform to the Structural Fill requirements section, and be placed directly over a properly prepared subgrade. A woven geotextile is an option for constructability during wet and inclement weather and to increase performance at the subgrade and should have material properties and be placed as outlined in this report's Geosynthetics section. We recommend STRATA observe final subgrade preparations, geotextile placement and all aggregate placements. 04 www.stratageotech.com C; 2016 by Strata, A Professlonal Sernices Corporation. All rights re sensed. Geotechnical Engineering Evaluation Walsh -Dixon Development— Meridian, ID File: B016014A Page 9 Compact asphalt concrete to between 92 and 96 percent of the maximum density for Superpave mix design. The final traveling surface of asphalt concrete shall meet ISPWC % or 3/ - inch asphalt mix design requirements. Asphalt mix designs and all appropriate aggregate source certificates should be accepted by STRATA at least 5 days prior to initiating asphalt paving. Asphalt construction and final surface smoothness, joints and density should meet ITD specifications. If subgrade conditions appear significantly different during construction, traffic loading conditions change or traffic volumes increase, STRATA should be notified to amend our design accordingly. Pavement Section Thickness STRATA evaluated the pavement sections utilizing the AASHTO pavement design methodology, soil -engineering parameters from previous field and laboratory testing and the estimated traffic -loading conditions. Based on the above pavement design parameters, Table 7 below provides our flexible pavement design recommendations. If traffic loading or subgrade conditions change as design is finalized or during construction, STRATA must review our pavement analyses and resulting sections. Table 7: Standard Asphalt Pavement Section Thickness Asphalt Pavement application Asphalt Concrete inches Aggregate Base inches Granular Subbase inches Standard Duty Section — Parking 2.5 4 8 The above pavement section assumes the subgrade will be prepared as descrii)ea in the Establishing Subgrades and Structural Fill report sections. Pavement Maintenance Considerations We recommend crack maintenance be accomplished on all pavement surfaces every 3 to 5 years to reduce the potential for surface water infiltration into the underlying pavement subgrade. Slurry seals and chip seals can extend flexible pavement life and reduce water infiltration to the subgrade. As asphalt pavements age, brittle/thermal cracking and isolated areas of distress and deterioration are normal and commensurate with pavement design assumptions. Identifying soil fines seeping through cracks can identify subgrade areas that may retain water. These distressed areas should be sealed to help reduce water infiltration. Pavement maintenance and reducing water infiltration to pavement subgrades will slow pavement distress and may extend pavement life. Surface and subgrade drainage are extremely important to the performance of the pavement section. Therefore, we recommend the subgrade, aggregate and pavement surfaces slope at no less than 2 percent to an appropriate stormwater disposal system or other appropriate daylight location that does not impact adjacent properties; higher subgrade slopes improve drainage and pavement performance. Surface irrigation overspray, ponded water, or other water infiltrating the pavement surface must be avoided to the maximum extent practical. Pavement performance will depend upon achieving adequate drainage throughout the section and especially at the subgrade. Water that #4 www.stratageotech.com U 2016 by Strata, A Arofesslata! Services Corporation. All righis reserved. Geotechnical Engineering Evaluation Walsh -Dixon Development— Meridian, ID File: B016014A Page 10 ponds at the pavement subgrade surface reduces pavement support, can induce heaving during the freeze -thaw process and create pavement distress. Site Drainage Stormwater Disposal We performed infiltration testing in TP -1 and TP -6 within native, poorly graded gravel with sand encountered at depth across the site. We measured an infiltration rate of approximately 20 inches per hour during testing. Considering the relatively permeable gravel soil, we recommend all infiltration facilities extend a minimum of 1 foot into native, poorly graded gravel soil. Approximate excavation depths of 3.5 to 6 feet below existing grade should be anticipated to expose native gravel alluvium. We recommend all subsurface infiltration facilities that extend into poorly graded gravel with silt be designed using an allowable infiltration rate of 8 inches per hour, which includes a factor of safety of 2 or greater. We did not encounter groundwater during our investigation. Groundwater in the site vicinity is primarily related to irrigation, and will fluctuate seasonally. Based on our experience in the area, we estimate typical seasonal high groundwater may occur at an approximate depth of 12 to 14 feet. STRATA will continue to accomplish groundwater monitoring during the irrigation season to evaluate the potential for groundwater fluctuation. Exterior Grading Other than areas governed by ADA requirements, we recommend the ground surface outside of any structure be sloped a minimum of 5 percent away for 10 feet to rapidly convey surface water or roof runoff away from foundations. Remaining landscapes should slope at least 2 percent away from structures. Roof downspouts must be provided and connected to a solid pipe placed away from structures and not allowed to infiltrate into the soil underlying the structure. Stormwater should be routed away from disturbed soil areas and should be disposed of in stormwater disposal facilities located at least 20 feet from the proposed building foundations. Irrigation within 10 feet of the buildings is discouraged. ADDITIONAL RECOMMENDED SERVICES Geotechnical Design Continuity The information contained in this report is based on anticipated structural loads and current development plans provided the design team. The final floor elevation, floor configuration, loading conditions, as well as site geometry, can significantly alter our opinions and design recommendations. Specifically, changes in structural design loads and planned site grading may require additional foundation and earthwork evaluations specific to the actual anticipated construction conditions. We should be contacted once final designs are completed to review our opinions and design recommendations contained herein. www.stratag eotech .com 0 2016 by Strata, A Professional Services Corporation. All rights reserved. Geotechnical Engineering Evaluation Walsh -Dixon Development— Meridian, ID File: B016014A Page 11 Plan and Specification Review We recommend STRATA be retained by the project owner to review geotechnical related plan and specification sections prior to issuance of the construction documents for bidding. It has been our experience that having the geotechnical consultants from the design team review the construction documents reduces the potential for errors, and reduces costly changes to the contract during construction. Geotechnical Observation During Construction We recommend STRATA be retained to provide construction observation and testing to document the report recommendations have been followed. Providing these services during construction will help to identify potential earthwork and foundation construction issues, thus allowing the contractor to proactively remedy problems and reduce the potential for errors and omissions. If STRATA is not retained to provide these design verification services during construction, then we will no longer have geotechnical engineer -of -record continuity and cannot be responsible for design or construction errors or omissions. Consistent with the standard of care in the industry, the firm retained to accomplish this work will assume the responsibility as the geotechnical engineer -of - record. EVALUATION LIMITATIONS This geotechnical engineering report has been prepared to assist in planning, design, and construction for the proposed Walsh -Dixon Apartments development located southeast of the intersection of West Ustick Road and Wingate Lane in Meridian, Idaho. Our scope does not include an engineering evaluation for proposed structures, including shallow or deep foundations, slab -on - grade design, concrete pavement section design, or shoring design. Variation in subsurface conditions may exist between or beyond our exploration locations, which can necessitate changes to the geotechnical recommendations in this report. Also, changes to the planned development can significantly affect our recommendations. If the improvement plans change from those described herein, we must be notified so that we may make modifications to our recommendations with respect to the modified improvements. If unforeseen conditions are encountered during earthwork, STRATA must be afforded the opportunity to review our recommendations and provide necessary consultation, revision, or modifications to information contained herein. We recommend STRATA be retained to review the final project plans and specifications, to provide geotechnical continuity throughout construction, and to identify any soil variations which could impact our recommendations. Exploration allows observing only a small portion of the site's subsurface conditions. Subsurface variations may not be apparent until construction. We recommend STRATA be retained to provide continuity throughout project design and construction to review site preparations, specifically slab and foundation excavations to verify the conditions encountered in exploration and relied on for design exist in the field and to identify any undocumented fill not encountered during 040 www.stratageotech.com 0 201E by Strata, A Professional Servicas Corporation. All rights reserved. Geotechnical Engineering Evaluation Walsh -Dixon Development— Meridian, ID File: BO16014A Page 12 exploration. If subsurface variations exist, they may impact the opinions and recommendations presented in this report, as well as construction timing and costs. This report was prepared for the exclusive use of Horrocks Engineering, the project owner, and their project design team, for the specific project referenced herein. STRATA cannot be held responsible for unauthorized duplication or reliance upon this report or its contents without written authorization. The geotechnical recommendations provided herein are based on the premise that an adequate program of tests and observations will be conducted by STRATA during construction in order to verify compliance with our recommendations and to confirm conditions between exploration locations. Subsurface conditions may vary from the locations explored and the extent of variation may only be known at the time of construction. Where variations occur, it is critical STRATA be afforded the opportunity to modify our report to reflect the site conditions exposed. This acknowledgment is in lieu of all warranties either express or implied. The following plates accompany this report. Plate 1: Exploration Location Plan Appendix A: Exploration Logs and Unified Soil Classification System (USCS) Appendix B: Summary Report www.stratageotech.com 0 2016 6y Strafe, A Professional Services Corporation. All rights mwved, t4- CL o o n ¢ n z ' 0 G OO ¢ Y o o v i J LUAo o Z •o to G i M Z� W Z r ' � N Wingate lane G� � j.{ %% � •L N ui G � Z �� U` ?. CL �� � W 20 a$ J ¢w H F g�` torr, x� F f u ' m r .r as a r, M1_ M � aha se: A94 V52 r, M � a 9. ac 4.j a No 3 ��Y o o a t� f e x e Ygg�E � v � -'�;ofe�r'" ,.. w sl^ �aur`is+srcawmarxo a r " o mo N B y N a Remarks USCS Description vi — E a E a � � a o �, o •o �- a. 1DNote: BGS =Below U) U)o z o a Ground Surface 0.0 LL PI LEAN CLAY WITH SAND, (CL) brown, soft, moist {x N, Vegetation and Organics to 12". BK 71.0 21.9 36 15 CL 2.5 ti , i POORLY GRADED SAND, (SP) light brown, medium dense, moist SP e a o 5.0 POORLY GRADED GRAVEL, With Sand, (GP) light brown, dense, moist pvl`J. 1 p p• ? GP Q'• Op o D: 75 Infiltration rate greater than 20'7hr. a D• i Test Pit Terminated at 8.0 Feet. e 0 v _D D O V 7 7 L i Y Client: Horrocks Engineers Test Pit Number: TP -1 -r a EXPLORATORY TEST PIT LOG L Project: BO16014A Date Excavated: 01-21-2016 Backhoe: CASE 580 Bucket Width: 3' n Depth to Groundwater: N.E. Logged By: ND Sheet 1 Of 1 USCS Description p.^ U N a ; ny Q ca F mo j IAN a c N o a do �•• G s �-^ y " m mf .a •_ E Remarks Note: BGS = Below o �; U OW a z o 0a a Ground Surface LL PI LEAN CLAY WITH SAND, (CL) brown, soft, oA ' moist \ Vegetation and Organics to 12". BK CL x 2.5 SILT, (ML) tan, dense, moderate cementation ML SILTY SAND, (SM) brown, medium dense, " i moist SM j 0 F �c G 5.0 �p POORLY GRADED GRAVEL, With Sand, (GP) light brown, dense, moist ° GP Q... i b Qo. i o..�. Test Pit Terminated at 6.0 Feet. i c c c 7 u t c 0 u e L 7 C D V _D 'a v 'n Si Y n Client: Horrocks Engineers Test Pit Number: TP -2 EXPLORATORY PEST PIT LOG L Project: B016014A Date Excavated: 01-21-2016 Backhoe: CASE 580 Bucket Width: 3' A Nu ... i. a St,ou Cum,,,, o., N Depth to Groundwater: N.E. Logged By: ND Sheet 1 Of 1 Qom. �j'N as NN> C �c USCS Description �; a o -E o a s � �� J o 0 � z 20 � e 0 0 0 CL LEAN CLAY WITH SAND, (CL) dark brown to light brown, soft to firm, moist IPOORLY GRADED GRAVEL, With Sand Cobbles, (GP) tan, medium dense, moist Test Pit Terminated at 10.0 Feet, MM a Client: Horrocks Engineers N Project: B016014A a Backhoe: CASE 580 i- Depth to Groundwater: N.E. 2.5 CL 68.0 35.8 t, 5.0' b Qo. ., G' QO . 7.5 GP .0 Ob: Pao.: Test Pit Number: TP -3 Date Excavated: 01-21-2016 Bucket Width: 3' Logged By: ND /i PFOFIS �IUI(,�L SC]!m" C. ... ..... r'of. J r,7' Up Remarks Note: BGS = Below Ground Surface Vegetation and Organics to 12". TEST PIT . USCS Description N ro U. @° � oo v > M o c o g B o a3. a.. o Y a d v w m ro 4 ._ „ E Remarks Note: BGS =Below o `o U' a in o Z o 0 a Q Ground Surface LL PI 0.0 LEAN CLAY WITH SAND, (CL) dark brown, soft, moist X\' Vegetation and Organics to 12". CL 2.5 SILT, (ML) tan, dense, moist, moderate cementation ML 5.0 POORLY GRADED GRAVEL, With Sand And Cobbles, (GP) tan, dense, moist �Qfl' Qb. 9e) bl 7.5 0a aoa 01 o i a. � • GP Ob 10.0 Q.' b �4•• o •D l� > o ''p A D:. o D• Piezometer installed at 14'. i �• V 0 ' Test Pit Terminated at 14.0 Feet. f Y t Client: Horrocks Engineers Test Pit Number: TP -4 EXPLORATORY TEST PIT LOG Project; BO16014A Date Excavated: 01-21-2016 U i Backhoe: CASE 580 Bucket Width: 3' r, r.;",�f„„,� sH•r«,. ca,o�4„�r. Depth to Groundwater: N.E. Logged By: ND n Sheet 1 Of 1 vi o Remarks Description d� — E E Q El$C$ Note: BGS =Belowo V) U) Za o 0_ a° a Ground Surface 0.0 LL PI LEAN CLAY WITH SAND, (CL) brown, soft, moist CL Vegetation and Organics to 12". 13K e SILTY SAND, (SM) light brown, medium dense, moist �} 2.5 E_I fi `0 r F f SM F. C f C �E, 4Ir I !'• `I f-I fi I� c 5.0 POORLY GRADED GRAVEL WITH SILT AND SAND, With Cobbles, (GP-GM) tan, ° dense, moist I p i 1 1 o p j 0 GP_ p i GM 1 0 j O > o i 7.5 O � o i � i p ' Test Pit Terminated at 8.0 Feet. s 0 v 3 h t 2 C Client: Horrocks Engineers Test Pit Number: TP-5 7 C L® ® O 6 i .rEs.,. PIT LOG L Project: B016014A Date Excavated: 01-21-2016 s Backhoe: CASE 580 Bucket Width: 3' A rl,,,wv",:a, ""'"` `'"fi°" "' Depth to Groundwater: N.E. Logged By: ND"'"'r"{, Sheet 1 Of 1 Description N E m P E Remarks oU a 0 ` :DUSCS Note: BGS =Below a Q Ground Surface 0.0 LL PI LEAN CLAY WITH SAND, (CL) dark brown, soft, moist �- Vegetation and Organics to 12". CL BK 78.0 18.9' 2.5 . SILTY SAND, (SM) light brown, medium € t dense, moist ki . SM'F�r ,r c� e i` 5.0 POORLY GRADED GRAVEL WITH SILT AND SAND, With Cobbles, (GP-GM) tan, ° dense, moist o i i i o O j o ' GP- o GM > o > o i >_ 7.5 4 Infiltration rate greater than ° 20'Yhr. o Test Pit Terminated at 8.0 Feet. V V Client: Horrocks Engineers Test Pit Number: TP-6 n P,o.zm-=mstaV,E� EXPLORATORY f PEST PIT LG Project: B016014A Date Excavated: 01-21-2016 z Backhoe: CASE 580 Bucket Width: 3' Depth to Groundwater: N.E. Logged By: ND Sheet 1 Of 1 11ACADU Standards\Borders\BoringU 2014.dwE 5/23/2014 11:46:05 ANI, DWG To PDRpO MAJOR DIVISIONS GRAPH SYMBOL LETTER SYMBOL TYPICAL NAMES = aCalifornia Modified 3—Inch OD Split—Spoon Sample (7_3-07) Indicates Date ofBulk GW Well—Graded Gravel, Reading CLEAN Groundwater FR G Ring Sample Gravel—Sand Mixtures. D GP Poorly—Graded Gravel, _ GRAVEL0 Gravel—Sand Mixtures. GRAVEL Silty Gravel, Gravel— GRAVEL TR�� GM Sand—Silt Mixtures. WITH Clayey Gravel, Gravel— COARSE FINES GC Sand—Clay Mixtures. GRAINED 01 -, O 0 " Well—Graded Sand, SOIL CLEAN C 0 C' 0 o 6 C: G O SW Gravelly Sand. J Poorly—Graded Sand, SAND SP Gravelly Sand. SAND `` Silty Sand, SAND f " r SM Sand—Silt Mixtures. WITH FINES `� � � SC Clayey Sand, r Sand—Clay Mixtures. Inorganic Silt, Sandy ML or Clayey Silt. SILT AND CLAY \'�� Inorganic Clay of Low OMIT \` CL to Medium Plasticity, LIQUID Sandy or Silty Clay. LESS THAN 50% Organic Silt and Clay III I � OL of Low Plasticity. I I FINE Inorganic Silt, Mica— GRAINED MH ceous Silt, Plastic SOIL Silt. SILT AND CLAY Inorganic Clay of High CH Plasticity, Fat Clay. LIQUID LIMIT Organic Clay of Medium GREATER THAN 50% \ , OH to High Plasticity. Peat, Muck and Other PT Highly Organic Soil. BORING LOG SYMBOLS GROUNDWATER SYMBOLS TEST PIT LOG SYMBOLS Standard 2—Inch OD Split—Spoon Sample V Groundwater After 24 Hours [BG Baggie Sample = aCalifornia Modified 3—Inch OD Split—Spoon Sample (7_3-07) Indicates Date ofBulk BK Sample Reading Rock Core Groundwater FR G Ring Sample =_ at Time of Drilling Tube 3—Inch OD _ aShelby Undisturbed Sample Shorthand Notation: BGS = Below Existing Ground Surface N.E. = None Encountered �: �.�" � , . , : � a � �. � ° . dd- � r9 0- 0 r N 0 L im N E Z U N .Q d C(!np J _ U U- U LO J rn .Q Q J M 0 � o C O CO 00 N 1`�- (0 1- Z 0 ate_. 0) 00 0) ui C Cl) N M r O O J >, ''O^^ rn C vI W:U W J J LO to to r r r O O -Q O J E Z 0 Q Nu*) M a)"O p:NO U) arMCQ 4! O d W WSJ {J � 4T, ww { mu "i t oL dd- � r9 0- 0 r N 0 L im N E Z U N .Q d C(!np J _ U U- U LO J rn .Q Q J M 0 � o C O CO 00 N 1`�- (0 1- Z 0 ate_. 0) 00 0) ui C Cl) N M r O O J >, ''O^^ rn C vI W:U W J J LO to to r r r O O -Q O J E Z 0 Q Nu*) M a)"O p:NO U) arMCQ 4! O d W WSJ ALSH ENGINEERING DEPENDABLE SOLUTIONS GROUNDED IN VALUE Engineer's Statement Date: 10/12/2016 To: City of Meridian Community Development I Planning Division 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Subject: Engineer's Statement for Street Centerline Elevations Blakeslee Commons Subdivision Engineer's Statement: 979 Osos Street Suite F4 San Luis Obispo, CA 93401 (805) 319-4948 www.waishengineering.net As engineer of work for the subject project, I hereby certify that all street finish centerline elevations are set a minimum of three feet above the highest established normal groundwater elevation. R. 1 0 - Signed : Matthew R. Walsh, P.E. License No. 17562 Idaho Page 1 of 1 I ©N a•• 0 0 1 � l Z IB N I�• -oi v i � :C �^ � o k O ? o n E3l.AF:E:iLFEE CONIMOFIS :il1f3UIVISIOP! t•10. 7 S z : i y z ON -----v+ N. BULLOCK AVE. 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