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Hearing Date: April 21, 2016 File No.: H-2016-0031 Project Narne: Third Street Square Subdivision - PP Request: Request for a preliminary plat consisting of 7 building lots and lcommon lot on 1.737 acres of land in an O -T zoning district, by Trenton Seltzer. Location: The site is located east of N. Main Street between Franklin Road and Pine Avenue (parcel #R1042150863), in the SW % of Section 7, Township 3N., Range IE. CiWEI DIAI�T^-- rM CEIVEE AR 0 B 2016 Planning Division BY: I REVIEW APPLICATION STAFF USEONLY: nam Project name: File number(s): - n l to — X31 Assigned Planner: Jp f A. Gd t,c Related files:- Type les:Type of Review Requested (check afl that auulvj Administrative Design Review L7 Alternative Compliance ❑ Annexation and Zoning I Certificate of Zoning Compliance J City Council Review ❑ Comprehensive Plan Map Amendment ❑ Comprehensive Plan Text Amendment ❑ Conditional Use Permit ❑ Conditional Use Modification Director/Commission (circle one) ❑ Development Agreement Modification ❑ Final Plat ❑ Final Plat Modification Unit Development ary Plat ❑ Private Street ❑ Property Boundary Adjustment ❑ Rezone ❑ Short Plat ❑ Time Extension: Director/ Commission/Council (circle one) ❑ UDC Text Amendment ❑ Vacation: Director/ Council (circle one) ❑ Variance ❑ Other Applicant Information Applicant name: Trenton Seltzer Phone: Applicant address: 3072 Wildflower Dr_ Email-__ City: State: CA Zip: 92024 Applicant's interest in property: IN Own ❑ Rent ❑ Optioned ❑ Other Owner name: Same as above Owner address: City: Email: State: Zip: Agent/Contact name (e.g., architect engineer; developer, representative): Penelope Riley Firm name: Riley Planning Services LLC Phone: (208) 908-1609 Agent address: P.O. Box 405 Email: penelope(a)xileyplanning_com Primary contact is: ❑ Applicant ❑ Owner IgAgent/Contact Subject Property Information Location/street State: ID Zip: 83701 Township, range, section: 3N IE 07 Assessor's parcel number(s): R1042150863 Total acreage: 1.737 Zoning district: OT Community Development a Planning Division a 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax 208-888-6854 ev�rw.meridiancirv.orelolanning -1- (Rev. 06112/1014) Project/subdivision name: Third Street Square Apartments / Subdivision General description of proposed project/request: CZC and DR for construction of 7 4-nlex buildhim clubhouse and amenities. Proposed zoning distriet(s): No change requested Acres of each zone proposed: Type ofuse proposed (check all that apply): M Residential 0 Office 0 Commercial 0 Employment 0 Industrial 0 other Who will own & maintain the pressurized irrigation system in this development? Developer;: Property Owner's Asso. Which irrigation district does this property lie within? NM1D Primary urigationsouree; Water rights Secondary: Municipal Square footage oflandseaped areas to be irrigated (if p6n y or secondary point ofocmectim is city water): 24,627 Residential Project Summary (if applicable) Number of residential units: Number of building lots: Number of common lots: I Number of other lots: N Proposed number of dwelling units (for multi -family developments only): 1 bedroom: 2-3 bedrooms: 28 4 or more bedrooms: Minimum square footage of structure (excl. garage): 1,044.50 (4178/4) Maximum building height: 3T IS Minimum property size (s.t): 3,906 Average property size (s.f): 4,738 Gross density (Per UDC I1 -1A-1): 16.12 per acre Net density (PerUDC ll -1A-1): 36.84 Acreage of qualified open space: Percentage of qualified open space: Type and calculations of qualified open space provided in acres (Per UDC 11 -3G -3B): Amenities provided with this development (if applicable): Open Space - 10,096 sq. ft (—.23 A); Clubhouse; Garden, and Type of dwellings) proposed: ❑ Single-family Detached 0 Single-family Attached 0 Townhouse play structure 0 Duplex M Multi -family 0 Vertically Integrated 0 Other Non-residential Projeet Summary (if applicable) Number of building lots: _ Gross floor area proposed: Hours of operation (days and hours): Total number of parking spaces provided: Authorization Print applicant name: Applicant signature: - Common lots: Other lots: Existing, (if applicable): Building height: Number of compact spaces provided: Date: 3/(01/� Community Development m Planning Division a 33 E. Broadway Avenue, Ste. 102 Meridian; Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 www.muddiancitv.on/plannina -2- (Rev. 06112/2014) RILEY PLANNING SERVICES LLC Land Use Planning • Due Diligence • Individual Assessments March 7, 2016 City of Meridian Planning Division Community Development Department 33 E. Broadway Ave, Suite 102 Meridian, ID 83642 RE: THIRD STREET SQUARE SUBDIVISION - PRELIMINARY PLAT APPLICATION Dear Staff: On behalf of the property owners, Mr. and Mrs. Trenton Seltzer, please accept the attached preliminary plat application for the parcel located on the east side of 3rd Street between Ada and King Streets. The Third Street Square Subdivision is an 8 lot subdivision composed of 7 four-plex building lots and 1 common lot for the site ingress/egress, parking, community building/property management office, open space, and amenity common area. Site access will via an access drive connected to 3rd Street. A Property Boundary Adjustment was approved by the City of Meridian in late 2015. This PBA created the parcel proposed for this subdivision. A Certificate of Zoning Compliance and Design Review Approval for the Third Street Square Apartments were issued by the City of Meridian on January 21, 2016. A copy of the CZC and DR approval is attached for your convenience. As a part of the CZC and DR Applications, elevations of the proposed structures, exterior materials and proposed colors were submitted and approved. Amenities for this multi -family development include individual private space, a property management and clubhouse building, centralized mailboxes, complex directory, open space, play area for children, and garden area. The landscape plan submitted with this application is slightly different from the plan submitted with the CZC. NMID requested the Juniper and Arborvitae between Buildings 3-5 be removed. The plan now shows Karl Foerster Grasses. An Alternative Compliance Application was approved with the CZC and DR Applications due to the restricted width of the project entry/access to 3d Street. No variances from the UDC are proposed with this application. Please do not hesitate to contact me if you have any questions of need additional materials. Best regards, RILEY PLANNING SERVICES LLC Penelope Riley Principal P.O. Box 405 • Boise, ID 83701 Office (208) 908-1609 • E-mail: penelope(aoileyplanning.com PioneerTitleCo. 68/86 HFr81IB 8151 i�. ttltlema[I Std'eeT Boise, M 83704 ACCOMMODATION For Value Received ADA COUNTY RECORDER Christopher D. Rich 2015-094541 BOISE IDAHO Pgs=3 CHE FOWLER 10/13/2015 10:07 AM PIONEER TITLE COMPANY OF ADA COUNTY $16.00 QUITCLAIM DFED Trenten W. Seltzer and Theresea Seltzer, Husband and Wife do hereby convey, release, remise and forever quit claim unto Trenten W. Seltzer and Thoresea Seltzer, Husband and Wife whose address is 3072 Wildflower Drive, Encinitas CA 92024 the following described premises, to -wit: SeeExhibit A attached hereto and made a part hereof together with their appurtenances. Dated: September 22, 2015 Ir. State of -T 14-- County of , Sc' i J On this -! day of $bxEdil the year of 2015, before me, the undersigned, a Notary public in and for said State, personally appeared Trenten W. Seltzer and Theresea Seltzer known or identified to me to be the person/persons whose name(s) is(m subscribed to the within inctnrrod end acknowledged to me that hdahelthey executed the same. - t r Notary Public 1 .S / COMM. i2093562 Residing at; On`JI (.�� 61!k NotaryP+dlic-.AMYpnia Commission Expires: -� Sm Diego Cau* am'. Expiry Dx IZ ffiIB !PioneerTitleCo. 60!16 1rr111 8151 W. Rifleman Street Boise, ID 83704 ACCOMMODATION For value Received QUITCLAIM DEED Trenten W. Seltzer and Theresea Seltzer, Husband and Wife do hereby convey, release, remise and- forever quit claim unto Trenten W_ Seltzer and Theresea Seltzer, Husband and Wife whose address is 3072 Wildflower Drive, Encinitas CA 92024 the following described premises, to -wit See Exhibit A attached hereto and made a part hereof. together with their appurtenances. Dated: September 22, 2015 6,4. The e State of t om 1G County of s Gn cin bro- 9 On this r- day of dOilt'di U in the year of 2015, before me, The undersigned, a Notary. public in and for said State, personally appeared Tmaten W. Seltzer and Theresea Seltzer known or identified to me to be the person/persons whose name(s) is/am subscribed to the within inshund acknowledged to me that he/shelthey executed the same_ Notary Publics Tom . 82093M Residing at: S6n'� �' rotary Pub k - UNOWA Commission Expires: la a- San Diego Cony 6—W Comm. Expires Dee 12 ame land 0estdptim Parcel 9A A parcel of land being a poltldll of lots 7, 8 and 9, of8own's Second Addition as recorded ImBook S of Plats at Page 293, Records of Ada County, Idaho, sold parcel is Im;ated in the Southeast quarter of the 6vuFhwestQtralter of Eectlon.7, Township 3 North, Range 1 East, Meridian, AdaCodmy,_ Idaho being mom particularly dowAtied as follows., commencing at the found brass cap monument representing the position of The c amer cummun to sections 12 and 131 of T3N, RM and --MWOM 7 and 111of T -N, RIE as perpetuated by document 88117248, Records of Ada County, from which the found brass cap monument representing the position of the Quarter Comer common to said Secdops7 and 18 as perpetuated by document 104361986 Records of Ada County, hears North RV 19' Z8" East a distahceof 240171 feet; thence North 89019' Zr East along the line common to said Sectibas 7 and 18 for a distance of 1282.95 feet to a found 5(8°1 Inch diameter iron pin attire intersection with the centarline of Fast 3" Street; thence North 000 24' Z7' East along said centerlinafor a distance of 1875Z feet to a foupd brass cap monument at the intersection with East Williams St; thence continuing North 00° Z4' 17" East for a distance of 387.97 feet/ thence 5010 900 W 00" Past for a distance of 40.00 feet to a fbudd K inch diametet Iron pin at the northwest tomer Of said lot 9; thence Smyth 990 37'3'r East along said lot line for a distance of - - 175.50 feet to a set 5[8' Inch diameter Iran pin and the REAL. POINT OF BEGINNING; Thence North OUP 244r East for s dtstanCeof 109.91 feet to a set found # inch dfaraomir Iran pin on the line common to said Lots 7 and 8; - Thence North 89^30' 58" West along said common fine for a distance of 175.50 feet to a set Sle Inch diameter Iron pin an the easterly rlghtrof-wsyline at East Thkd street; Thence -North 011e 24' 27a.E3staloag said right-of-way for a distance of 30.00 feel to a set 5/801 fnch diameter Iran pin; Thence South 840 iib' Sr East for a distance of W.00 feet to a get 5/80' Inch diameter - Irrnrpin; Thence North 0o0 Z4' 27" E9sttor a distant of 7498 feet t8 a set 510 inch diameter iron pin on the line cohuno0 to Lots 0 and7; Thanca South 890 36 22" East Anna tald common line for a distance of 271.48 fee_ t to a set S(e diameter Iron pin; Thence South 000 30' 09" West along the line common to said fats 7, 8 and 9 fir a distance of 379.79 fact to a set Sle Inch diameter hon pin at the southeast earner of said lot 9; - Thence North 890 38' 10" West along the Ilne common to Lots 9 and 10 for a distance of 155.37 feet to a set Ste inch diameter Icon pin; 7Rence North 00023' 29" East tera flisiameof 109.96 feet to a set5f8w Inch diameter Iron pinnhr the line common to said lot Band Lot9; Then[' Nhutlh 890 37134" West along said comman line for a distance of 70-00 feet to the REAL POINT OF BEGtRNINC. - Parcel contains 1.737 acres; or 75,648 square feet, more or less. 9UMt&ttk Any easetnems or ieservadr:hraf rerord or in use on oraraoss the above- described hoydescribed parcel of land. EIDIAN1--- Community Development Parcel Verification Date: 11/24/15 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: Creekstone Subdivision Parcel Number: 51210131350 T/R/S: Acres: Property Owner: 3N 1W 10 6.917 Creekstone Meridian LLC 18177 Martingale Ct. College Station, TX 77845 Address Verification Rev: 04/23/12 Y .4 44'_ . . .n _ Qoo •..B -I EMM s CUP ;7 9A PIO 4 4 A[� 4 b T.3y RIN.. H1F ° 'N' a a xmx.7T'e tteex – `-'� c j^ E THBR ST- MOPE{ TNOPE{ E 1 wzrn- e M 7Y E R wza t 1 HR°2' 11 NO.Lb' ,7Qoir8Rw t ON 25x I� 4y4ye ' xo 1 ° to 1 2 m N2 fn m n O MNT 5� • TO V zyi 41 =! g ro o © $q y g asm 0 tj �s4Nar11 YT'E tos-gY ��9 I � o� zmmo� q2 1 a N E 1 l # W 1 2:. P3 h m l m I o - y 1 s 1 � �ES• L_.—x—. iw.9d' ES9A y 1.R S OV3009' W 32R 4 � Y e o c � 8 m"m 3'''gg"' a O es�gof2o � o wa Crmw aS gni j0 k N roe •� 53 Tc l3 aoy�� I i in 4 �q f V� W vdn ��4C STATE OF IDAHO COUNTY OF ADA AFFIDAVIT OF LEGAL INTEREST 2e.1' (city) (state) being first duly sworn upon, oath, depose and say: 1. That I am the record owner of the property described on the attached, and 1 grant my permission to: Penelope Riley, Riley Planning Services, LLC P.O. Box 405, Boise, ID 83701 (nom) (address) to submit the accompanying application(s) pertaining to that property. 2. I agree to indemnify, defend and hold the City of Meridian and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herein or as to the ownership of the property which is the subject of the application. 3. I hereby grant permission to City of Meridian staff to enter the subject property for the propose of site inspections related to processing said application(s). 1� Dated flus day of L4 F1 `51 20�_ 5 _ (Signature) SUBSCRIBED AND SWORN to before the the day and year first notary PuhE:c • �'�;sttaa santlog Public for Idaho) Residing '-1 My Commission Expires: p ( 1 33 E Broadway Suite 210 • Meridian, Idaho 83642 Phone: (208).S84-5533 . Facsimile: (208) 888-6678 • Website: www.meridiancity-atO m 7_ m o W w o a v o a m o 3 u u Stm t 0 • ❑`i❑❑ T M March 11, 2016 Dear Neighbor: You are invited to a follow-up neighborhood meeting. WHEN: March 17" 6:00 - 6:30 PM WHERE: On Site Please call with questions. I can he reached at (208)908-1609 Penelope Riley Riley Planning Services I a � � �O Lo Z c k y � � n u^ I C � 1 HQ$0000-S �$aogo$ i0000 oo 0000gg000 000q$$q'ggq qoo ommgg000mo —NN(VN(yN[Y(VNNNf�N(VNNNNNNNNNNNNNNNN(VNNNNNNN V"Q < T P P Q Q Q Q A P Q P P P Q Q 4 P O P Q P P P PPP 4 P P Q Q SHE" mmmmmwmmmmmmcgimmmmmmmmm �i mmm�mmm mmmm mmm wmmmm m"m mmmao ei ism wmmmmm Si��immmmm mmmmmmmmmmmmmmm mmmmmm-m mmmmmmm D i p❑ O❑ p p❑ p 0❑ p p n p O p p o O p n O n n p p n O O p n p p❑ O � 1 R Z z Z zz z z z z Z ZZ Z z z Z z z ZZ Z zmm zZ Z ZZ z z Z Z Z z Z Z Z z IQ <<<<4<<<<Q<<<<<<<<<<<<<<<< 0 Q Q Q Q Q G Q Q 6 Q �pnopoonoSSgnnnaoo npapn Q"o apoogogogg0000 rwwwwwwwwwwwwwwWwwWwwwwwu:wwwwwwwwwwwwww �QQQ�mmmcoowmmm mZYQQm�iim rm¢�:�mmm�nmm mrmyrcm noo -Wwa WW�wm�mwwm �tuaLLww`s Y w'¢icmaYS ,� 4's ,o"o oA"s?o , zzzwzzzwzzzmz¢wzzwWzwz w-w wzzzzzz w.wwzwwz =onmm`mWnvvmmZ�Wmm`io��ocimv��o mrrv000wry �'n cmi� O OO ON mO $SOS S$OOOMS O NO$00 S:S RIS gOg ¢gogryo$$v00000'-o $g444c�omSSomgo$$000N$oYo m®m ommgio®m$�mm�$memP�mm®�Pm o�Pommmm�mm�$. ino momm m"vimo mommmmm�mmmm�mm T�❑ m n 0 mp pp pn nO m m p m p p O p p r p O n Q m p m—m----------Um Q p Q Q p Q Q Q p Q QIa- S p Q Q QQ S4 Q C 6 p 2Q Q Q4 p Q Q Q L p Q O �O.w o o m o O o W o o Z p Q O p p p O p O W d W O n p O O W p p O w p d 'm W p w w p w W W O w w Z w Yj W W w w w w w O Q W p w w W w w 0 ww wW O w G Y Q ❑ > Z LL v Q > z¢¢ p W O m rc;LL Y mZ W U w t ¢wo m�u�iW LL OUMO0.aK�wx a4 ciao i�a?��aiw>UmwOm�aU}j z ®wg4WwWmwww�wmLLwzav.wwz�amww?�Ww�<w<zzm� cZ � W Z Z W Z Z N Z W Z W Z W Z Z Z w w Z W W_ .W^mNo O PmSim ¢mem-.'�-'mm� PNnivv�NNr'�w nuNi cNicmnm w W r w m W n y � W w p 0w Z n W W :ZZA LL' Q Q ~ WQ Il�w�y`Ww LL.Z JllW Ox 'W Z mm 2 F Q w > wwzQD2 n} no rcw mm m �w a 0�¢ U u~ unwY OO�m zog Ow .o a� Zw 1-Fw 2�W(Yj LLU�w 'gw Z. z U W W � Y Q F O Q S m a¢ m a Y r N r K r w 3 U K U 0 ¢ w m em m ii i¢�mm Wm oomo i3x mm m m m � rc o z z F w m s z W U z ¢\ Z¢ N 0.rc ow s> �. �W W m>> J p w.p<R< z n w< gown mmmgmOQ [l'�>LL<ROR.YmOOZf nQU❑DmmQOLLmw gYm 2'm Z W W K Z£ a N a£ N w w w O r w W W m z w O m w¢ p w G 4 y Eoac� ��oJ�o'wwlnnE,0�cxio�'o�W'-m"w5wz ��J5oa o�w npomu¢m¢3arLLmm3m�m wmmo n mmoE�¢g"Y 3xoorgi3mm c4i �1Orvm$n..immm.m.... imnwnmw�r'�i<vm®�cmi LLMin Hav $ m �p.a auoi....i�mn2ncmi.....o... $oumin void n $oomnm NN(VmNtViV(VN(VNNNNNNNWmNNNNWtV. tV (V 9!2 NNOI N N{V' R NN 2 r r r M P Q Q P V Q P V P Q r r r M M V Q eh of M e!Q # P V M< V< V V S 2amm 0000000000o�mm m0000000goo�oa00000000 o.ie��rcrcrc&c`&rc&rc&¢rcsrca&`a ¢`¢arc¢rcrcrcrc¢rc&¢¢rcrcrc DOUBLED TRUST ✓ 205 NE 5TH AVENUE MERIDIAN, ID 83642 O'CONN RRESIDENCE 17 MESSTA BOISE, ��I+++��I+++pppppD 83705 BOWER STREET LLC 850 W FRANKLIN ROAD MERIDIAN, ID 83642 FLEMING RESIDENCE 310 NE 3' STEET MERIDIAN, ID 83642 RYKER RESIDENCE 226 NE 3RD STREET MERIDIAN, ID 83642 f WEAST RESIDEI P.O. BOX 335 KUNA, ID 83634 BAKER RESIDENCE f 218 E ADA AVE MERIDIAN, ID 83642 / AMERIBRICK LLC <715 E SENDERO LANE BOISE, ID 83712 STEINBACH RESIDENCE f 319 NE 3' STREET ✓ 4MERIDIAN, ID 83642 ADAMS RESIDENCE f 424 NE 3RD STREET MERIDIAN, ID WILLIAMS RESIDENCE / 349E BOWER STREET V MERIDIAN, ID 83642 PRESCOTT TRUST V 2110 S DEBORAH PLACE BOISE, ID 83709 BUTTERFIELD REV. TRUST 480 E FRANKLIN RD MERIDIAN, ID 83642 MCDONALD RESIDENCE 231 NE 5 T -T MERIDIAN, ID 83642 BRAY RESIDENCE 7144PENNCROSS WAT MERIDIAN, ID 83646 SCHMECKPEPER TRUST 157 E ADA STREET ✓ MERIDIAN, ID 83642 BOHECKER RESIDENCE 1740 S GIBSON WAY MERIDIAN, ID 83642 BOWLES RESIDENCE 403 NE 3R' STREET MERIDIAN, ID 83642 DERRICOTT RESIDENCE 2908 N PAULEY DR BOISE, ID 83704 BLENNIN RESIDENCE 2712 MINK CT NAMPA, ID 83687 BENNETT RESIDENCE 217EADA ST MERIDIAN, ID 83642 CLAPSADDLF RESIDENCE 4411 S LONESOME IN v/ MERIDIAN; ID 83709 MERIDIAN MISSION BAPTIST CHURCH 301 NE 3PD STREETX 1/ MERIDIAN, ID 83642 JONES RESIDENCE 235 NE 3� STREET t/ MERIDIAN, ID 83642 ATWOOD RESIDENCE _ 2290 W VERBENA DR V c% LAND RESIDENCE 1930 E CADILLAC DR V - MERIDIAN, ID 83642 HINKLE RESIDENCE ✓ ✓ 302 NE 3RD STREET MERIDIAN, ID 83642 YOST RESIDENCE V CRAWFORD RESIDENCE WILLIAMSON RESIDENCE 330 NE 3RD STREET 1474 E SAGE HEN CT 66 PEREGRINE DR f MERIDIAN, ID 83642 MERIDIAN, ID 83646 MERIDIAN, ID 83716 HUTTT RESIDENCE NEIGHBOR �/' NEIGHBOR 209 E ADA ST ✓ 269 NE 5� STREET 295 E BOWER MERIDIAN ID 83642 MERIDIAN, ID 83642 MERIDIAN, ID 83642 CONSER RESIDENCE 521 NE 3RD STREET MERIDIAN,ID 83642 GRAHAM RESIDENCE 226 E ADA STREET MERIDIAN, ID 83642 SALWASSER TRUST 4215 N SYCAMORE KERMAN, CA 93630 WOOLF RESIDENCE V 3298 N FIVE MILE RD BOISE, ID 83713 BRITTON RESIDENCE f 333 E BOWER ST MERIDIAN, ID 83642 NEIGHBOR 265 NE 5" STREET MERIDIAN, ID 83642 NEIGHBOR 283 NE 5� STREET MERIDIAN, ID 83642 NEIGHBOR 331 NE 3' STREET MERIDIAN, ID 83642 f NEIGHBOR 210 E KING STREET MERIDIAN, ID 83642 NEIGHBOR 218 E KING STREET MERIDIAN, ID 83642 NEIGHBOR 229 E ADA STREET MERIDIAN, ID 83642 NEIGHBOR 434 NE 3RD STREET MERIDIAN, ID 83642 / NEIGHBOR I/ 419 NE 3' STREET MERIDIAN, ID 83642 NEIGHBOR 225 E KING STREET MERIDIAN, ID 83642 j� NEIGHBOR v 410 NE 3RD STREET MERIDIAN, ID 83642 NEIGHBOR 343 E BOWER STREET MERIDIAN, ID 83642 NEIGHBOR 226 E KING STREET ✓ MERIDIAN, ID 83642 NEIGHBOR 223 NE 3RD STREET ITI�IBI�if ► It' .e . V NEIGHBOR 420 NE 3RD STREET MERIDIAN, ID 83642 NEIGHBOR V NEIGHBOR V/342 NE 3RD STREET 208 NE 3RD STREET MERIDIAN, ID 83642 MERIDIAN, ID 83642 CITY OF MERIDIAN ftE-APPLzcAnoN MH:EmG NoTEs Project/Subdivision Name: 1' gra-? *AwkwtA4 Date: Applicants)/Contact(s): T� "- City Staff. Location: 150TW Size of Property: 1-11111 Comprehensive Plan FLUM Designation: olot Tbl-AA Design Guidelines Development Content (Urban ❑ Urban/Suburban ❑ Suburban ❑ Rural Existing Use: FxistingZoning: (:5=F -------------- Proposed Use: _ +�,kS J.Fwitr - t7 p ° �A Proposed Zoning: 0-,r Surrounding Uses: IJ: d T 17-L- wt. e9,r Street Bufler(s) and/or Land Use Buffer(s): Lbw ; ,WA,� n1�"') Open Space/Amenities/Pathways: Access/Stub Streets/Street System: 40 kA4- 4&,j k n G s Sewer & Water Service: Waterways/Floodplain/Topography/Hazanis: �7bve History: Note -'A Traffic Impact Study (TIS) will be required by ACHD for large commercial projects and any residential development with over 100 units. To avoid unnecessary delays 8 expedite the hearing process, applicants are encouraged to submit the TIS to ACHD prior to submitting theirapplication to the City. Not having ACHD comments and/or conditions on large projects may delay hearing(s) at the City. Please contact Mindy Wallace at 387- 6176 or Christy Little at 387-6144 at ACHD forinformation in regard to a TIS, conditions, impact fees and process: Other Agencies/Departments to Contact: ❑ Ada County Highway Dist. (ACHD) ❑ Nampa Meridian Irrigation Dist. (NMID) ❑ Public Works Department ❑ Idaho Transportation Dept. (ITD) ❑ Settlers Irrigation District ❑ Building Department ❑ Republic Services ❑ Poke Department ❑ Parks Department ❑ Central District Health Department ❑ Fire Department ❑ Other. Ap lication(s) Required: Administrative Design Review Alternative Compliance ❑ Annexation ❑ City Council Review ❑ Comprehensive Plan Amendment— Map ❑ Comprehensive Plan Amendment— Text ❑ Conditional Use Permit ❑ Conditional Use Permit Modification(Transfer ❑ Development Agreement Modification ❑ Final Plat ❑ Final Plat Modification ❑ Planned Unit Development Preliminary Plat ❑ Private Street ❑ Rezone ❑ Short Plat ❑ Time Extension - Council El UDC Text Amendment ❑ Vacation ❑ Variance ❑ Other Notes: 1) Applicants are required to hold a neighborhood meeting in accord with UDC 11ZA-513priorto submittal of an application requiring a public hearing (except fore vacation or shortplat); and 2) All applicants for permits requiring a public hearing shall post the sfte with a public hearing nonce in accord with UDC 11 -5A -5D.3 (exceptfor UDC text amendments, Comp Plan tent amendments, and vacations). The information provided during this meeting is based on current UDC requirements and the Comprehensive Plan. Any subsequent changes to the UDC andlor Comp Plan may affect your submittal andlor application. This pre-applIcatioh meeting shallbe valid forfour (4) months. CONLMTMENT OF PROPERTY POSTING Per Unified Development Code (UDC) 11 -5A -5D, the applicant for all applications requiring a public hearing (except for a UDC tent amendment, a Comprehensive Plan text amendment and/or vacations) shall post the subject property not less than ten (10) days prior to the hearing. The applicant shall post a copy of the public hearing notice of the application(s) on the property under consideration. The applicant shall submit proof of property posting in the form of a notarized statement and a photograph of the posting to the City no later than seven (7) days prior to the public hearing attesting to where and when the sign(s) were posted. Unless such Certificate is received by the required date, the hearing will be continued. The sign(s) shall be removed no later than three (3) days after the end of the public hearing for which the sign(s) had been posted. I am aware of the above requirements and will comply with the posting requirements as stated in UDC 11-5A-5. R5AJC-10,'1)C-- 24L1 Applicant/agent signature Date Community Development a Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 I= 208-888-6854 www.meridiancitv.org/olannine Page 2 of 5 Accurate Surveying and Mapping Penelope Riley Riley Planning Services RE: Subdivision Name Reservation: "Third Street Square Subdivision" NE 1/4 Sec 32, T4N, R1 W, BM. Dear Roger, Nate and Penelope, At your request, I will reserve the name "Third Street Square Subdivision" for your project. I can hone this reservation only as long as your project is in the approval process. Final approval can only take place when the final plat is recorded. This reservation is available for the project as long as it is in the approval process unless the project is terminated by the client or the jurisdiction or the conditions of approval have not been met. In which case the name can be re -used by someone else. Sincerely, httD://webmail.ai)lus.net/mail/messaRe.oh-o?index-2516&mailbox—bWJveA%3D%3D 3/6/2016 A`� t ;, Jerry L. Hastings, PLS 5359 : County Surveyor Ex Officio Recorder Ada County Development Services 200 W. Front St., Boise, ID 83702 (208) 287-7912 office (208) 287-7909 fax httD://webmail.ai)lus.net/mail/messaRe.oh-o?index-2516&mailbox—bWJveA%3D%3D 3/6/2016 Page 3 of 5 m: Roger] Smith [mailto:�ucer i so-iiUx��nsoa,corn] t: Wednesday, October 14, 2015 5:09 PM Sub Name Mail liect: Subdivision Name Reservation Please reserve the subdivision name "3rd Street Square" for Ada County parcel R1042150858 located on NE 31d Street in Meridian. This parcel does not currently have an address but lies between 310 and 330 NE 3rd Street. We are in the process of performing a lot line adjustment on this parcel to add some land from the parcel to the south and that process should be complete this week. The deeds should be recorded within the next day or so. Land Surveyor: Surveying & Mapping Dang, PLS 602 W. Hays Street, Ste 102 http://webmail.aplus.net/inail/message.php?index-2516&mailbox=bWJveA°/`3D%3D 3/6/2016 MATERIALS TESTING & INSPECTION U Environmental Services U Geotechnical Engineering U Construction Materials Testing U Special Inspections GEOTECHNICAL ENGINEERING REPORT of 3rd Street Apartments 302 East 3rd Street Boise, ID Prepared for: Sage Engineering, Inc. 1693 South Coronado Avenue Boise, ID 83709 Wn File Number 13150583g 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtitibmti-id.com MATERIALS 24 lune 2015 TESTI NG & Page # 1 of 26 CP INSPECTION b150583g_geotech ❑ Environmental Services ❑ Geotechnical Engineering 17 Construction Materials Testing ❑ Special Inspections Mr. Roger J. Smith Sage Engineering, Inc. 1693 South Coronado Avenue Boise, ID 83709 208-855-5082 Re: Geotechnical Engineering Report 3rd Street Apartments 302 East 3rd Street Boise, ID Dear Mr. Smith: In compliance with your instructions, MTI has conducted a soils exploration and foundation evaluation for the above referenced development. Fieldwork for this investigation was conducted on 17 June 2015. Data have been analyzed to evaluate pertinent geotechnical conditions. Results of this investigation, together with our recommendations, are to be found in the following report. We have provided a PDF copy for your review and distribution. Often, questions arise concerning soil conditions because of design and construction details that occur on a project. MTI would be pleased to continue our role as geotechnical engineers during project implementation. Additionally, MTI can provide materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering services, we will meet with you at your convcnicnce. MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions, please call (208) 376-4748. Respectfully Submitted, Materials Testing & Inspection, Inc. KEVIN L. r SCHROEMP11 w Z"i� Sri Z� i 964 Andrew Smith Reviewed by: c ceder, P.G. Geotechnical Engineering Technician Geotechniga*rvices-Manager Reviewed by: David Crain, General Manager e� 2791 S Victory View Way • Boise, In 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.co • mti(amti-xi.com MATERIALS koTESTING it INSPECTION Q Environmental St ❑ Geotechnical INTRODUCTION ............. Project Description Authorization ........ ❑ Construction Materials TABLE OF CONTENTS Purpose.................................................. Scope of Investigation ._........................ Warranty and Limiting Conditions ........ SITE DESCRIPTION ......................................... Site Access ......... .............................. Regional Geology._ .................................. General Site Characteristics ................... 24 June 2015 Page # 2 of 26 b150583g_geotech ❑ Special Inspection -- .....................3 ............................... 5 .........._ .................6 Regional Site Climatology and Geochemistry ........................ .............................. ................................................ 6 GeoseismicSetting .................................................... _..._......._...._............................._............................_._.........6 SoILsEXPLORATION ..................... .................... •'-....................................... ..................................... ---------------------7 Exploration and Sampling Procedures ............ ................................................................................. .._._..._...........7 LaboratoryTesting Program .................................................. ....... .................................. ........................................ 7 Soiland Sediment Pi olile......................................... _........."---....----_..._..------------._...._.._..._........................._7 VolatileOrganic Scan ............... ......._..........................___...........-------------------'--`-•----...._..._...-•---................---8 SITEHYDROLOGY ..................................... ...................................................................................................................... 8 Groundwater..---..._...................._............__.............------------..-----.....-'-------......._...... ...............--- SoilInfiltration Rates.............--'---.....----------................................_..._....................._...._......_......_....__.....__.8 FOUNDATION, SLAB, AND PAVEMENT DISCUSSION ANI) RFCOMMENDATIONS....................... ........ ................................ 9 Foundation Design Recommendations............................................................. ............................................ .......... 9 FloorSlab -on -Grade ........................................... .................. .------------------------------------------------------------------------------- 10 Recommended Pavement Sections---........--......................._..........._........_......_........._............_..._.._.._...._...10 FlexiblePavement Sections ............................ .......................................... ......... _................ .......... ................... 11 Pavement Subgrade Preparation.......................................................................................................................... 11 Common Pavement Section Construction Issues ----- ............................................................................................ 12 CONSTRUCTION CONSIDERATIONS --------- ................................................ .--------------------------------------------- .----------------------- 12 F,arthwork.................... ............... ........................... ...................................... _...................................................... 13 DryWeather.......... -------- ............. ..............................................•--'-......................_'---.....----'------------'-----..........13 Wet Weather ............... ................................... ...................... _.._................................................. _._.............._._. 13 SoftSubgrade Soils...._.....................__...........................-'----................__...._........................_..._....................14 FrozenSubgrade Soils .......... ............................................................................................................................... 14 StructuralFill ........................................................... _............_.................._................._.._........._.--.---.....__.........15 Backfillof Walls ............................................................ ....................... -------- `-........... .................................... .--- 16 Excavations...._..................................._._....._........_........-'---........_......................................................._......... 16 GroundwaterControl ................ -........ ................................................._...._....--------.`.._..._..._........._.......... 16 GENERALCOMMENTS....._........_._....._.............._...._.._...................................................................__..............._...._. 17 REFERENCES..................._..-"-'--.. _ _._............_...................................... --- ..._. _ _..._ _..._..... _.._......_..._..._ _. _........._. 18 APPENDICES.......... .......................... _._....___....._........_...........__...__..__.....---..................._-'—_......._............---...._. 19 AcronymList..................................................... ....... ......... ................................................................................. 19 GeotechnicalGeneral Notes ................................................................ _._._..__.....__.......__.............._...............20 Geotechnical Investigation Test Pit Log......................_......----............................................_............................21 AASHTo Pavement Thickness Design Procedures........_.................._........._..........._......_.................._._.........23 Plate1: Vicinity Map............................................................................................................................................25 Plate2: Site Map ......................... .................. .......................................... .................... -........................................ 26 2791 5 Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 CopY�9ht@2013 Ma4'iin✓. ;n!Ad.com•mti(alm&id.com T_.O,amn Inn.ln, MATERIALS TESTI NG & INSPECTION 24 June 2015 Page # 3 of 26 b150583g_geoteoh ❑ Environmental Services ❑ 3eotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2012 International Building Code (IBC). Information in support of groundwater and stormwater issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or drawings for the proposed development from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in the provided recommendations are required. Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer. Project Description The proposed development is in the southcentral portion of the City of Meridian Ada County, ID, and occupies a portion of the SEI/4SW'/4 of Section 7, Township 3 North, Range 1 East, Boise Meridian. This project will consist of construction of 8 apartment buildings and clubhouse, to be developed on approximately 1.3 acres. Total settlements are limited to 1 inch. Loads of up to 4,000 pounds per lineal foot for wall footings, and column loads of up to 50,000 pounds were assumed for settlement calculations. Additionally, assumptions have been made for traffic loading of pavements. Retaining walls are not anticipated as part of the project. MTI has not been informed of the proposed grading plan. Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Mr. Roger J. Smith of Sage Engineering, Inc. to David Cram of Materials Testing and Inspection, Inc. (MTI), on 3 June 2015. Said authorization is subject to terms, conditions, and limitations described in the Service Contract entered into between Sage Engineering, Inc. and MTI. Purpose The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by either design engineers or architects in: • Preparing or verifying suitability of foundation design and placement • Preparing site drainage designs • Indicating issues pertaining to earthwork construction • Preparing light and heavy duty pavement section design requirements 2791 S Victory View Way • Boise, In 83709 - (208) 376-4748 • Fax (208) 322-6515 w .mti-id.com-mbArntl-id.com C.'Ysipblv2015 Alatenais T'1 11M a Wpeceon. mc. MATERIALS 10 TESTI NG & INSPECTION 24 June 2015 Page # 4 of 26 b150583g_geotech I] Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, review of available environmental reports, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and laboratory testing of materials collected, and engineering analysis and evaluation of foundation materials. Our scope of work did not include rigid pavement recommendations. The scope of work did not include design recommendations specific to individual residences. Warranty and Limiting Conditions MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client'). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection, Inc. ("Consultant'). Use or misuse of this report, or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Report Recommendations are Limited and Subject to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents to other design professionals as well as construction professionals. 2791 S Victory View Way • Base, In 83709 • (208) 378-4748 • Fax (208) 322-8515 ccp/tlom 02015 mu""— www.m&id.cgn • mtfOmti-id.com tasw� a msa�a�o�. m�. MATERIALS XTESTING & - INSPECTION 24 June 2015 Page # 5 of 26 b150583g—gWtech ❑ Environmental Service-: ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective field exploratory sampling. Upon commencement of construction, such conditions may be identified that require corrective actions, and these required corrective actions may impact the project budget. Therefore, construction recommendations in this report should be considered preliminary, and MTI should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. Since geotechnical reports are subject to misinterpretation, do not separate the soil logs from the report. Rather, provide a copy of, or authorize for their use, the complete report to other design professionals or contractors. Locations of exploratory sites referenced within this report should be considered approximate locations only. For more accurate locations, services of a professional land surveyor are recommended. This report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. Environmental Concerns Comments in this report concerning either onsite conditions or observations, including soil appearances and odors, are provided as general information. These comments are not intended to describe, quantify, or evaluate environmental concerns or situations. Since personnel, skills, procedures, standards, and equipment differ, a geotechnical investigation report is not intended to substitute for a geoenvironmental investigation or a Phase II/III Environmental Site Assessment. If environmental services are needed, MTI can provide, via a separate contract, those personnel who are trained to investigate and delineate soil and water contamination. SITE DESCRIPTION Site Access Access to the site may be gained via Interstate 84 to the Meridian Road exit. Proceed north on Meridian Road approximately 0.75 mile to its intersection with Franklin Road. From this intersection, proceed east 775 feet to E 3rd Street. Tum north and head about 700 feet to the entry of the site which exists on the east side of the street. Presently the site exists as a driveway from E 3rd Street to an empty gravel lot. The location is depicted on site map plates included in the Appendix. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com - mtK%mtl-id.wm Copyoynt G 2015 Mate rlals T.011 a `aaeeatmp Inc. MATERIALS TESTING & INSPECTION 24 June 2015 Page # 6 of 26 M50583g_geotech. ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long, that developed about 14 million years ago (Ma) and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. The project site is underlain by the "Gravel of Whitney Terrace" as mapped by Othberg and Stanford (1993). Sediments of the Whitney terrace consist of sandy pebble and cobble gravel. The Whitney terrace is the second terrace above modem Boise River floodplain, is thickest toward its eastern extent, and is mantled with 2-6 feet of loess. General Site Characteristics This proposed development consists of approximately 1.3 acres of relatively flat and level terrain. Throughout the majority of the site, surficial materials consist of a sandy lean clays and silty sand with gravel fill. Vegetation primarily consists of bunchgrass and other native grass varieties typical of and to semi -arid environments. Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils. The site is situated so that it is unlikely that it will receive any stormwater drainage from off-site sources. Stormwater drainage collection and retention systems are not in place on the project site and do not currently exist within the vicinity of the project site. Regional Site Climatology and Geochemistry According to the Western Regional Climate Center, the average precipitation for the Treasure Valley is on the order of 10 to 12 inches per year, with an annual snowfall of approximately 20 inches and a range from 3 to 49 inches. The monthly mean daily temperatures range from 21°F to 95°F, with daily extremes ranging from -25°F to 111°F. Winds are generally from the northwest or southeast with an annual average wind speed of approximately 9 miles per hour (mph) and a maximum of 62 mph. Soils and sediments in the area are primarily derived from siliceous materials and exhibit low electro -chemical potential for corrosion of metals or concretes. Local aggregates are generally appropriate for Portland cement and lime cement mixtures. Surface water, groundwater, and soils in the region typically have pH levels ranging from 7.2 to 8.2. Geoseismic Setting Soils on site are classed as Site Class D in accordance with Chapter 20 of the American Society of Civil Engineers (ASCE) publication ASCE/SEI 7-10. Structures constructed on this site should be designed per IBC requirements for such a seismic classification. Our investigation did not reveal hazards resulting from potential earthquake motions including: slope instability, liquefaction, and surface rupture caused by faulting or lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low_ 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 (..,,Ight.a 2015 Me etle f m�wW.mti-id.Corn•mtiComGtid.eom T.1111s ms.6�1.in:.. MATERIALS TESTING & INSPECTION 24 June 2015 Page # 7 of 26 b1505839_9MtWh ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections SOILS EXPLORATION Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means of a Global Positioning System (GPS) device and are reportedly accurate to within five feet. Upon completion of investigation, each test pit was backfilled with loose excavated materials. Re -excavation and compaction of these test pit areas are required prior to construction of overlying structures. In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff, identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented in the Appendix. MTI recommends that these logs not be used to estimate fill material quantities. Laboratory Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in an analysis of anticipated behavior of the proposed structures. Laboratory tests were conducted in accordance with current applicable American Society for Testing and Materials (ASTM) and American Association of State Highway and Transportation Officials (AASHTO) specifications, and results of these tests are to be found on the accompanying logs located in the Appendix. The laboratory testing program for this report included: Atterberg Limits Testing— ASTM D4318 and Grain Size Analysis — ASTM C117JC136. Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which can be found in the Appendix. Surficial materials consisted of either silty sand with gravel fill, or sandy lean clay soils. Silty sand with gravel fill materials were light brown, dry, loose to medium dense; and contained fine to medium grained sand and fine gravels. Lean clay soils were brown, dry to slightly moist, and stiff to hard, with fine to coarse grained sand. In test pit 2 the sandy lean clay soils had fine to coarse gravels present at 3.1 feet bgs and below. Organic materials were noted to depths of roughly 0.8 foot bgs. At depth we encountered poorly graded gravel with sand that was yellowish brown, dry to slightly moist, medium dense to dense, with fine to coarse grained sand and fine to coarse gravel. In test pit 2, 3 inch minus cobbles were noticed throughout this horizon. Competency of test pit walls varied little across the site. In general, fine grained soils remained stable while more granular sediments readily sloughed. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. 2791 S Victory View Way • Boise, ID 83709 • (208) 3764748 • Fax (208) 322-6515 w mti-id. corn • mti(a)mti-id-com Cwa ghtC 2015 Mat nafs *e,ane a iasnK+�n, mo_ MATERIALS TESTING & INSPECTION 24 June 2015 Page # 8 of 26 b15058399"Mh I] Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Volatile Organic Scan No environmental concerns were identified prior to commencement of the investigation. Therefore, soils obtained during on-site activities were not assessed for volatile organic compounds by portable photoicnization detector. Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type of contamination. No groundwater was encountered. SrrE HYDROLOGY Existing surface drainage conditions are defined in the General Site Characteristics section. Information provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report. Groundwater During this field investigation, groundwater was not encountered in test pits advanced to a maximum depth of 11.6 feet bgs. Soil moistures in the test pits were generally dry within surficial soils. Within the poorly graded gravels with sand, soil moistures were dry to slightly moist. In the vicinity of the project site, groundwater levels are controlled in large part by residential and commercial irrigation activity and leakage from nearby canals. Maximum groundwater elevations likely occur during the later portion of the irrigation season. During previous investigations performed in February 2009 and June 2009 within approximately '/2 -mile to the southeast, and southwest of the project site, no evidence of groundwater was noted within test pits advanced to depths as great as 14.4 to 16.8 feet bgs. However, evidence of groundwater was noted during an investigation performed in June 2006 at a depth of approximately 8 feet bgs, located within about'/2-mile to the northeast of the project site. Based on evidence of this investigation and background knowledge of the area, MTI estimates groundwater depths to remain greater than approximately 10 feet bgs throughout the year. This depth can be confirmed through long -tern groundwater monitoring. Soil Infiltration Rates Soil permeability, which is a measure of the ability of a soil to transmit a fluid, was not tested in the field. Given the absence of direct measurements, for this report an estimation of infiltration is presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour. Silty sand sediments usually display rates of 4 to 8 inches per hour. Poorly graded gravel sediments typically exhibit infiltration values in excess of 12 inches per hour. Infiltration testing is generally not required within these sediments because of their relatively free -draining nature 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 w mti-id.com • mti(a)mti-id.eom e�avgntu„o�s nwleneis Te11119 8'-pection. Inc, MATERIALS TESTING & INSPeMON 24 June 2015 Page # 9 of 26 b150583g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections It is recommended that infiltration facilities constructed on the site be extended into native poorly graded gravel with sand sediments. Excavation depths of approximately 4.5 to 5 feet bgs should be anticipated to expose these poorly graded gravel with sand sediments. Because of the high soil permeability, ASTM C33 filter sand, or equivalent, should be incorporated into design of infiltration facilities. An infiltration rate of 8 inches per hour should be used in design. Actual infiltration rates should be confirmed at the time of construction. FOUNDATION, SLAB, AND PAVEMENT DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed development. Two requirements must be met in the design of foundations. First, the applied bearing stress must be less than the ultimate bearing capacity of foundation soils to maintain stability. Second, total and differential settlement must not exceed an amount that will produce an adverse behavior of the superstructure. AIlowable settlement is usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure is normally controlled by settlement considerations. Considering subsurface conditions and the proposed construction, it is recommended that the development be founded upon conventional spread footings and continuous wall footings. Total settlements should not exceed 1 inch if the following design and construction recommendations are observed. Foundation Design Recommendations Based on data obtained from the site and test results from various laboratory tests performed, MTI recommends the following guidelines for the net allowable soil bearing capacity_ Soil Bearin¢ Capacity Footing Depth ASTM D1557 Subgrade Compaction Net Allowable Soil Bearing Capacity Footings must bear on competent, undisturbed, 1,500 lbs/ft' native sandy lean clay soils or compacted structural fill. Existing fill materials must be completely Not Required for Native A /3 increase is allowable removed from below foundation elements! Soil for short-term loading, Excavation depths ranging from roughly a foot bgso which is defined by seismic should be anticipated to expose proper bearing 95 /o for Structural Fill events or designed wind soils.Z 1 1 speeds. It will be required for MTI personnel to verify the bearing soil suitability for each structure at the time of construction. use of aeotextiles may be required. 2791 S Victory View Way • Boise, ID 83709 • (208) 3764748 • Fax (208) 322-6515 www.mti-id.mrn • mti(a)mti-id.com Co,,righM��is me�eaele TeAing n Inspectlory Inc. MATERIALS TESTING & INSPECTION 24 June 2015 Page # 10 of 26 b150583g_gwtM1L ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections The following sliding frictional coefficient values should be used: 1) 0.35 for footings bearing on native silt (ML) soils and 2) 0.45 for footings bearing on granular structural fill. A passive lateral earth pressure of 337 pounds per square foot per foot (psFft) should be used for silt (ML,) soils. For compacted sandy gravel fill, a passive lateral earth pressure of 496 psf/ft should be used. Footings should be proportioned to meet either the stated soil bearing capacity or the 2012 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately t/z inch. Objectionable soil types encountered at the bottom of footing excavations should be removed and replaced with structural fill. Excessively loose or soft areas that are encountered in the footings subgrade will require over -excavation and backfilling with structural fill. To minimize the effects of slight differential movement that may occur because of variations in the character of supporting soils and seasonal moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid as possible. For frost protection, the bottom of external footings should be 30 inches below finished grade. Floor Slab -on -Grade Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or floor -supporting fill. In addition, the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements detailed in the Structural Fill section. Fill materials must be compacted to a minimum 95 percent of the maximum dry density as determined by ASTM D1557. A free -draining granular mat (drainage fill course) should be provided below slabs -on -grade. This should be a minimum of 4 inches in thickness and properly compacted. The mat should consist of a sand and gravel mixture, complying with Idaho Standards for Public Works Construction (ISPWC) specifications for %-inch (Type 1) crushed aggregate. A moisture -retarder should be placed beneath floor slabs to minimize potential ground moisture effects on moisture -sensitive floor coverings. The moisture -retarder should be at least 15 -mil in thickness and have a permeance of less than 0.01 US perms as determined by ASTM E96. Placement of the moisture -retarder will require special consideration with regard to effects on the slab -on -grade and should adhere to recommendations outlined in the ACI 302.11K and ASTM E1745 publications. The granular mat should be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D1557. Upon request, MTI can provide further consultation regarding installation. Recommended Pavement Sections MTI has made assumptions for traffic loading variables based on the character of the proposed construction_ The Client shall review and understand these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. Based on experience with soils in the region, a subgrade California Bearing Ratio (CBR) value of 3 has been assumed for near -surface lean clay soils on site. The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e.g. soil preparation, may be required to support construction equipment. These have been listed within the Soft Subgrade Soils section. 2791 S Victory View Way • Boise, ID 83709 • (208) 3764748 • Fax (208) 322-6515 copytlu[it� 2015 Marerlal< wwwmti-id.com • roll®015-ideorrl re�rvng a MATERIALS TESTI NG & INSPEMON 24 June 2015 Page # 11 of 26 b150583g_geotmh ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Flexible Pavement Sections The American Association of State Highway and Transportation Officials (AASHTO) design method has been used to calculate the following pavement sections. Calculation sheets provided in the Appendix indicate the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement sections. MTI recommends that materials used in the construction of asphaltic concrete pavements meet requirements of the ISPWC Standard Specification for Highway Construction. Construction of the pavement section should be in accordance with these specifications and should adhere to guidelines recommended in the section on Construction Considerations. AASHTO Flexible Pavement S ecifications Pavement Section Components Driveways and Parking Driveways and Parking No Truck Access Truck Access Asphaltic Concrete 2.5 Inches 3.0 Inches Crushed Aggregate Base 6.0 Inches 6.0 Inches Structural Subbase 10.0 Inches 14.0 Inches See Pavement Subgrade See Pavement Subgrade Compacted Subgrade Preparation Section Preparation Section 'It will be required for MTI personnel to verify subarade competency at the time of construction. Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC, Section 810 Class III plant mix. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction_ Aggregate Base: Material complying with ISPWC Standards for Crushed Aggregate Materials. Structural Subbase: Granular structural fill material complying with the requirements detailed in the Structural Fill section of this report except that the maximum material diameter is no more than 2/3 the component thickness. Gradation and suitability requirements shall be per ISPWC Section 801, Table 1. Pavement Subgrade Preparation Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or floor -supporting fill. In addition, the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements detailed in the Structural Fill section. Fill materials must be compacted to a minimum 95 percent of the maximum dry density as determined by ASTM D698. 2791 S Victory View Way • Boise,. ID 83709 • (208) 376-4748 • Fax (208) 322-6515 2011 ww.mti-ld.com • mti(almm ti-id.coeowaam w w Tz:nnN a 111, inc. MATERIALS ka,TESTI NG & INSPECTION 24 June 2015 Page # 12 of 26 b150583g_geotech C3 Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be properly stripped, compacted (if indicated), inspected, and proof -rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber -tired, fully loaded, tandem -axle dump truck or equivalent. Verification of subgrade competence by MTI personnel at the time of construction is required. Fill materials on the site must demonstrate the indicated compaction prior to placing material in support of the pavement section. MTI anticipated that pavement areas will be subjected to moderate traffic. Suberade clays near and above optimum moisture contents may pump during compaction. Pumping or soft areas must be removed and replaced with structural fill. Fill material and aggregates in support of the pavement section must be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D698 for flexible pavements and by ASTM D1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. MTI recommends that rigid concrete pavement be provided for heavy garbage receptacles. This will eliminate damage caused by the considerable loading transferred through the small steel wheels onto asphaltic concrete. Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP should be 6 inches thick on a 4 -inch drainage fill course (see Floor Slab -on -Grade section), and should be reinforced with welded wire fabric. Control joints must be on 12 -foot centers or less. CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent lean clay soils or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. 2791 S Victory View Way • Base, ID 83709 • (208) 37611748 • Fax(208)322-6515 c www.mti-id.com • mti(@mti-id.com Te V g a msp�Mee, ince MATERIALS TESTI NG £r INSPECTION 24 June 2015 Page # 13 of 26 b1505839_9Mtech Q Environmental Services ❑ geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Earthwork Excessively organic soils, deleterious materials, or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Brush and thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone or topsoil are removed prior to placement and compaction of structural fill materials. Exact removal depths should be determined during grading operations by MTI personnel, and should be based upon subgrade soil type, composition, and firmness or soil stability. If underground storage tanks, underground utilities, wells, or septic systems are discovered during construction activities, they must be decommissioned then removed or abandoned in accordance with governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined in the Structural Fill section. MTI should oversee subgrade conditions (i.e., moisture content) as well as placement and compaction of new fill (if required) after native soils are excavated to design grade. Recommendations for structural fill presented in this report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. For structural fill beneath building structures, one in-place density test per lift for every 5,000 square feet is recommended. In parking and driveway areas, this can be decreased to one test per lift for every 10,000 square feet. Dry Weather If construction is to be conducted during dry seasonal conditions, many problems associated with soft soils may be avoided. However, some rutting of subgrade soils may be induced by shallow groundwater conditions related to springtime runoff or irrigation activities during late summer through early fall- Solutions to problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require the addition of water to achieve near -optimum moisture levels. Low -cohesion soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. Wet Weather If construction is to be conducted during wet seasonal conditions (commonly from mid-November through May), problems associated with soft soils must be considered as part of the construction plan. During this time of year, fine-grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or nit. Additionally, constant low temperatures reduce the possibility of drying soils to near optimum conditions. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 w .roti-id.com • mti(a)mfi-id.com com��m �.an�s Macedai: 1�nna s insne�no�, ms. MATERIALS TESTI NG & INSPECTION 24 June 2015 Page # 14 of 26 b150583g—geotech ❑ Environmental Service> ❑ 3eotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. During periods of wet weather, construction may become very difficult if not impossible. The following recommendations and options have been included for dealing with soft subgrade conditions: • Track -mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris and to perform any other necessary excavations. Heavy rubber -tired equipment should be prohibited from operating directly on the native subgrade and areas in which structural fill materials have been placed. Construction traffic should be restricted to designated roadways that do not cross, or cross on a limited basis, proposed roadway or parking areas. • Soft areas can be over -excavated and replaced with granular structural fill. • Construction roadways on soft subgrade soils should consist of a minimum 2 -foot thickness of large cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances should consist of a 6 -inch thickness of clean, 2 -inch minimum, angular drain -rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. • Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet subgrade soils. After stripping is complete, the exposed subgrade should be ripped or disked to a depth of 1'/a feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a weekly basis to aid the aeration process. • Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. MTI is available to provide recommendations and guidelines at your request. Frozen Subgrade Soils Prior to placement of structural fill materials or foundation elements, frozen subgrade soils must either be allowed to thaw or be stripped to depths that expose non -frozen soils and wasted or stockpiled for later use. Stockpiled materials must be allowed to thaw and return to near -optimal conditions prior to use as structural fill. The onsite, shallow lean clay soils are susceptible to frost heave during freezing temperatures. For exterior flatwork and other structural elements, adequate drainage away from subgrades is critical. Compaction and use of structural fill will also help to mitigate the potential for frost heave. Complete removal of frost susceptible soils for the full frost depth, followed by replacement with a non -frost susceptible structural fill, can also be used to mitigate the potential for frost heave. MTI is available to provide further guidance/assistance upon request. 2791 S Victory View Way • Base, to 83709 • (208) 376-4748 • Fax (208) 322-6515 w .mti-id.com • mti@mtiid.com copyright � 2015 MaNdals Tezt,ng81ns clion. Inc MATERIALS TESTING & INSPECTION 24 June 2015 Page # 15 of 26 b150583g-gwte h ❑ Environmental Services. ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Structural Fill Soils recommended for use as structural fill are those classified as GW, GP, SW, and SP in accordance with the Unified Soil Classification System (USCS) (ASTM D2487). Use of silty soils (USCS designation of GM, SM, and ML) as structural fill may be acceptable. However, use of silty soils (GM, SM, and ML) as structural fill below footings is prohibited. These materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high and may also be susceptible to frost heave under certain conditions. Therefore, these materials can be quite difficult to work with as moisture content, lift thickness, and compactive effort becomes difficult to control, If silty soil is used for structural fill, lift thicknesses should not exceed 6 inches (loose), and fill material moisture must be closely monitored at both the working elevation and the elevations of materials already placed. Following placement, silty soils must be protected from degradation resulting from construction traffic or subsequent construction. Recommended granular structural fill materials, those classified as GW, GP, SW, and SP, should consist of a 6 -inch minus select, clean, granular soil with no more than 50 percent oversize (greater than3/4-inch) material and no more than 12 percent fines (passing No. 200 sieve). These fill materials should be placed in layers not to exceed 12 inches in loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Structural fill material should be moisture - conditioned to achieve optimum moisture content prior to compaction. For structural fill below footings, areas of compacted backfill must extend outside the perimeter of the footings for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. All fill materials must be monitored during placement and tested to confirm compaction requirements, outlined below, have been achieved. Each layer of structural fill must be compacted, as outlined below: • Below Structures and Rigid Pavements: A minimum of 95 percent of the maximum dry density as determined by ASTM D1557. • Below Flexible Pavements: A minimum of 92 percent of the maximum dry density as determined by ASTM D1557 or 95 percent of the maximum dry density as determined by ASTM D698. The ASTM D1557 test method must be used for samples containing up to 40 percent oversize (greater than %- inch) particles. If material contains more than 40 percent but less than 50 percent oversize particles, compaction of fill must be confirmed by proof rolling each lift with a 10 -ton vibratory roller (or equivalent) until the maximum density has been achieved. Density testing must be performed after each proof rolling pass until the in-place density test results indicate a drop (or no increase) in the dry density, defined as maximum density or "break over" point. The number of required passes should be used as the requirements on the remainder of fill placement. Material should contain sufficient fines to fill void spaces, and must not contain more than 50 percent oversize particles. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 wwa_mti-id.eom • mtiprnti-ideom Cop rghtl 2015 mmenai: Tl,ng, B IMMH, i-1. 11c MATERIALS kwTESTING & INSPECTION 24 June 2015 Page # 16 of 26 b150583g_geotmh ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Backfill of Walls Backfill materials must conform to the requirements of structural fill, as defined in this report. For wall heights greater than 2.5 feet, the maximum material size should not exceed 4 inches in diameter. Placing oversized material against rigid surfaces interferes with proper compaction, and can induce excessive point loads on walls. Backfill shall not commence until the wall has gained sufficient strength to resist placement and compaction forces. Further, retaining walls above 2.5 feet in height shall be backfilled in a manner that will limit the potential for damage from compaction methods and/or equipment. It is recommended that only small hand -operated compaction equipment be used for compaction of backfill within a horizontal distance equal to the height of the wall, measured from the back face of the wall. Backfill should be compacted in accordance with the specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. Excavations Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA) regulations, Section 1926, Subpart P. Based on these regulations, on-site soils are classified as type "C" soil, and as such, excavations within these soils should be constructed at a maximum slope of 1'/2 feet horizontal to 1 foot vertical (1'/2; 1) for excavations up to 20 feet in height. Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered stable for short-term conditions only, and will not be stable for long-term conditions. During the subsurface exploration, test pit sidewalls generally exhibited little indication of collapse. For deep excavations, native granular sediments cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby undermining upper soil layers. This is especially true when excavations approach depths near the water table. Care must be taken to ensure that excavations are properly backfilled in accordance with procedures outlined in this report. Groundwater Control Groundwater was not encountered during the investigation and is anticipated to be below the depth of most construction. Excavations below the water table will require a dewatering program. It may be possible to discharge dewatering effluent to remote portions of the site, to a sump, or to a pit. This will essentially recycle effluent, thus eliminating the need to enter into agreements with local drainage authorities. Should the scope of the proposed project change, MTI should be contacted to provide more detailed groundwater control measures. 2791 5 Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.eom • mtiOmti-id.ean C py^pht 02015 Matenals TasBng3lnsp [ion Inc. MATERIALS TESTING & INSPEETION 24 June 2015 Page # 17 of 26 b150583g-g otmh ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Special precautions may be required for control of surface runoff and subsurface seepage. It is recommended that runoff be directed away from open excavations. Clayey soils may become soft and pump if subjected to excessive traffic during time of surface runoff. Ponded water in construction areas should be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted. GENERAL COMMENTS When plans and specifications are complete, or if significant changes are made in the character or location of the proposed development, consultation with MTI should be arranged as supplementary recommendations may be required. Suitability of subgrade soils and compaction of structural fill materials must be verified by MTI personnel prior to placement of structural elements. Additionally, monitoring and testing should be performed to verify that suitable materials are used for structural fill and that proper placement and compaction techniques are utilized. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 W W W.mti4d.com • mti(a)mti-id.wm eepvcghr M2015 Mecnals Testing 81n,p coon, Inc. MATERIALS TESTING & INSPECTION 24 June 2015 Page # 18 of 26 b1505839 -e tmh ❑ Environmental Service,: ❑ geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections REFERENCES American Concrete Institute (ACI) (2004). Guide for Concrete Floor and Slab Construction: ACI 302.1R Farmington Hills, MI: ACI. American Society of Civil Engineers (ASCE) (2013). Minimum Design Loads for Buildings and Other Structures: ASCE/SEI 7-10. Reston, VA: ASCE. American Society for Testing and Materials (ASTM) (2004). Standard Test Method for Materials Finer than 75 -um (No. 200) Sieve in Mineral Aggregates by Washing: ASTM C117. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2006). Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: ASTM C136. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort: ASTM D698. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort: ASTMD1557. West Conshohocken, PA: ASTIvL American Society for Testing and Materials (ASTM) (2007). Standard Test Methods for California Bearing Ratio: ASTM D1883. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2007). Standard Test Methods for Resistance Value (R -Value) and Expansion Pressure of Compacted Soils: ASTM D2844. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2011). Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System): ASTM D2487. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2010). Standard Test Methods for Liquid Limit, Plastic Limit. and Plasticity Index of Soils: ASTM D4318. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2011). Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs: ASTM E1745. West Conshohocken, PA: ASTM. American Society of State Highway and Transportation Officials (AASHTO) (1993). AASHTO Guide for Design of Pavement Structures 1993. Washington D.C.: AASHTO. Desert Research Institute. Western Regional Climate Center. [Online] Available: <http://www_wmc.dri.eduf> (2015). International Building Code Council (2012). International Building Code, 2012. Country Club Hills, IL: Author. Local Highway Technical Assistance Council (LHTAC) (2010). Idaho Standards for Public Works Construction 2010. Boise, ID: Author. Othberg, K. L. and Stanford, L. A., Idaho Geologic Society (1992). Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho. (scale I:100,000). Boise, ID: Joslyn and Morris. U.S. Department of Labor, Occupational Safety and Health Administration. CFR 29 Part 1926 Subpart R Safety and Health Regulations for Construction, Excavations (1986). [Online] Available: <www.oshagov> (201.5). U.S. Geological Survey (2011). National Water Information System: Web Interface. [Online] Available: <http://waterdata.usgs.gov/nwis> (2015). 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 CopynaM1tu. 4015 Ma�eriaie wwwm&id.rum • mti(@�mli-id.com MATERIALS TESTING & INSPECTION 24 June 2015 Page # 19 of 26 b150583ggeotmh ❑ Environmental Service ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections APPENDICES ACRONYM LIST AASHTO: American Association of State Highway and Transportation Officials ACRD: Ada County Highway District ACI American Concrete Institute ASCE American Society of Civil Engineers ASTM: American Society for Testing and Materials bgs: below ground surface CBR: California Bearing Ratio D: natural dry unit weight, pcf ESAL Equivalent Single Axle Load GS: grab sample IBC: Intemational Building Code IDEQ Idaho Department of Environmental Quality ISPWC: Idaho Standards for Public Works Construction ITD:: Idaho Transportation Department LL: Liquid Limit M: water content MSL: mean sea level N: Standard "N penetration: blows per foot, Standard Penetration Test NP: nonplastic OSHA Occupational Safety and Health Administration PCCP: Portland Cement Concrete Pavement PERM: vapor permeability PI: Plasticity Index PID: photoionization detector PVC: polyvinyl chloride QC: cone penetrometer value, unconfined compressive strength, psi QP: Penetrometer value, unconfined compressive strength, tsf Qu: Unconfined compressive strength, tsf RMR Rock Mass Rating RQD Rock Quality Designation R -Value Resistance Value SPT: Standard Penetration Test (140:pound hammer falling 30 in. on a 2:in. split spoon) USCS: Unified Soil Classification System USDA: United States Department of Agriculture UST: underground storage tank V: vane value, ultimate shearing strength, tsf 2791 S Victory View Way • Boise, ID 83709 • (208) 3764748 • Fax (208) 322-6515 w mti-id.com• mti(a)mti-id.com �nwting&lzm Toro inc ""ght81myeclion, Inc. MATERIALS TESTI NG & INSPECTION 24 June 2015 Page # 20 of 26 b150583g_9Wtech ❑ Environmental Service:- ❑ 3eotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECIINICAL GENERAL NOTES Moisture Content RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Field Test Coarse -Grained Soils SPT Blow Counts Fine -Grained Soils SPT Blow Counts Very Loose: <4 Very Soft: <2 Loose: 4-10 Soft: 2-4 Medium Dense: 10-30 Medium Stiff: 4-8 Dense: 30-50 Stiff: 8-15 Very Dense: >50 Very Stiff: 15-30 Cly Fat clays; high -plasticity, inorganic clays Flard: >30 Moisture Content Description Field Test Dry Absence of moisture, dusty, dry to touch Moist Damp but not visible moisture Wet Visible free water, usually soil is below water table PARTICLE SIZE Boulders: >12 in. Coarse -Grained Sand: 5 to 0.6 mm Silts: 0.075 to 0.005 mm Cobbles: 12 to 3 in. Medium -Grained Sand: 0.6 to 0.2 mm Clays: <0.005 mm Gravel: 3 in. to 5 mm Fine -Grained Sand: 0.2 to 0.075 mm UNIFIED SOIL CLASSIFICATION SYSTEM Cementation Description Field Test Weakly Crumbles or breaks with handling or GP Poorly -graded gravels; gravellsand mixtures with little or no. fines slight finger pressure Moderately Crumbles or beaks with considerable SW Well -graded sands; gravelly sands with little or no fines finger pressure Strongly Will not crumble or break with finger Fine Grained Soils>50% passes No.200 sieve pressure PARTICLE SIZE Boulders: >12 in. Coarse -Grained Sand: 5 to 0.6 mm Silts: 0.075 to 0.005 mm Cobbles: 12 to 3 in. Medium -Grained Sand: 0.6 to 0.2 mm Clays: <0.005 mm Gravel: 3 in. to 5 mm Fine -Grained Sand: 0.2 to 0.075 mm UNIFIED SOIL CLASSIFICATION SYSTEM Major Divisions Symbol Soil Descriptions. Coarse -Grained Soils <50% passes No.200 sieve Gravel & Gravelly Soils <50% coarse fraction passes NoA sieve GW Well -graded gravels; gavel/sand mixtures with little or no fines GP Poorly -graded gravels; gravellsand mixtures with little or no. fines GM Silty gravels; poorly -graded gravel/sand/silt mixtures GC Clayey gravels; poorly -graded gravel/sand/clay mixtures Sand & Sandy Soils >50% coarse fiaction passes No.4 sieve SW Well -graded sands; gravelly sands with little or no fines SP Poorly -graded sands; gravelly sands with little or no fines SM Silty sands; poorly -graded sand/gravel/silt mixtures SC Clayey sands; poorly -graded sand/gravel/clay mixtures Fine Grained Soils>50% passes No.200 sieve Silts & Clays LL < 50 ML Inorganic silts; sandy, gravelly or clayey silts CL .Lean clays; inorganic, gravelly, sandy, or silty, low to medium -plasticity clays OL Organic, low -plasticity clays and silts Silts & Clays LL> 50 MH Inorganic, elastic silts; sandy; gravelly or clayey elastic silts Cly Fat clays; high -plasticity, inorganic clays OH Organic, medium to high -plasticity clays and silts Highly Organic Soils PT Peat, humus, hydric soils with high organic content 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 wW W.mb-id.com • mfi(imtFid.com Copyright rr 2015 Mhlyrh _ T -t", a Inspection I.I'.:. MATERIALS TESTI NG & INSPECTION 24 June 2015 Page # 21 of 26 b150583g—geotech ❑ Envir- ,ntal Se .s ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTEcmacAL INVESTIGATION TEST Prr LOG Test Pit Log #: TP -1 Date Advanced: 17 Jun 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.6065216 Longitude: -116.3877945 Depth to Water Table: Not Encountered Total Depth: 11.6 Feet bgs Depth Field Description and USCS Soil and Sample Sample Depth Qp Lab (Feet bgs Sediment Classification Type(Feet bgs Test ID Silty Sand with Gravel Fill (SM -FILL): Light brown, dry, loose to medium dense, 0.0-1.1 with fine to medium -grained sand and fine gravels. Lean Clay with Sand (CL): Brown, slightly 1.1-43 moist, stiff to very stiff, with fine-grained 1.75-4.0 sand. Poorly Graded Gravel with Sand (GP): 4.3-11.6 Yellowish brown, dry, medium dense to dense, medium to coarse-grained sand and fine to coarse gravels. 2791 S Victory View Way • Boise, ID 83709 - (208) 376-4748 • Fax (208) 322-6515 u .rnti-id.eom • mtlgi)mti-id.o m CCP9Lgn[02015 We,. -IIs Textlng 8 pupec'von, lnc_ MATERIALS TESTING & INSPECTION 24 June 2015 Page # 22 of 26 b1505839_gwte h ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -2 Date Advanced: 17 Jun 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.6061050 Longitude: -116.3873062 Depth to Water Table: Not Encountered Total Depth: 8.0 Feet bgs Depth (Feet bgs Field Description and USCS Soil and Sediment Classification Sample Type Sample Depth (Feet bgs QP Lab Test ID Sandy Lean Clay (CL): Brown, dry, very stiff to hard, with fine-grained sand. 0.0-4.7 --Organics encountered to a depth of 0.8 GS 2.4-2.9 3.5-4.5 A foot bgs. --Encountered fine to coarse gravels at 3.1 feet bgs and below. Poorly Graded Gravel with Sand (GP): Yellowish brown, dry to slightly moist, 4.7-80 medium dense to dense, with fine to coarse- grained sand, fine to coarse gravels, and 3 inch minus cobbles. Lab Test ID MLL PI Sieve Analysis (% passing) % #4 #10 #40 #100 #200 A 8.5 32 14 91 88 77 67 1 56.5 2791 S Victory View Way • Base, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Wk www.mti-id.com • mti(Wmti-id.com coay�Igg&lht s a t,onMa'Ino Teslin9 k Inspan4an, Ino, MATERIALS TESTING it INSPECTION 24 June 2015 Page # 23 of 26 b150583g_geotech D Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections AASHTO PAVEMENT TIIICKNESS DESIGN PROCEDURES 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright •92015 Matioro5 Txbrg a Irepectlon, Inc. W" Pavement Section Design Location: Proposed 3rd Street Apartments, No Track Access Average Daily Traffic Count: 150 All Lanes & Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 50% Terminal Seviceabilily Index (Pi 2.5 Level ofRetiahttity: 95 Subgrade CBR Value: 3 Subgrade Mr: 4,500 Calculation ofDesigu-18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESALs Passenger Cars: 58 2.0% 0.0008 412 Buses: 2 2.0% 0.6806 12,072 Panel&Pickup Trucks: 10 2.0% 0.0122 1,082 2 -Ante, 6 -Tire Trucks: 4 2.0% 0.1890 6,705 Emergency Vehicles: 1.0 2.0% 4.4800 39,731 Dump Tracks: 0 2.0% 3.6300 0 Tractor Semi Trader Trucks: 0 2.0% 2.3719 0 Double Trader Trucks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Tmcks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 75 Total Design Life 181 ESALs: 60,001 Actual Log (ESAis): 4.778 Trial SN: 2.83 Trial Log (ESALs): 4.783 Pavement Section Design SN: 2.89 Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 2.50 0.42 n/i Asphalt -Treated Base: 0.00 0.25 n/a Cement-Trcated Base: 0.00 0.17 nits Crushed Aggregate ]lase: 6.00 0.14 1.0 Pit Run Aggregate Subgrade: 10.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright •92015 Matioro5 Txbrg a Irepectlon, Inc. W" MATERIALS TESTI NG & INSPECTION 24 June 2015 Page 1124 of 26 b150583g-geotech ❑ Environmental Services ❑ Geotechnical Engineering Cl Construction Materials Testing ❑ Special Inspections AASHTO PAVEMENT THICKNESS DESIGN PttocmuRES 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mtkd.wm - mti@am8-id.wm e°pyrishi MI5 Mareaai: T -1h, Slir,.o:an. Inc. Pavement Section Design Location: Proposed 3rd Street Apartments, Track Access Average Daily Traffic Count: 150 Ail Lanes & Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 50% Terminal Seviceabilily Index (Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 3 Subgrode Mr: 4,500 Calculation of Design -18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESALS Passenger Cars: 40 2.0% 0.0008 284 Buses: 2 2.0% 0.6806 12,072 Panel&Pickup Trucks: 17 2.0% 0.0122 1,839 2 -Axle, 6 -Tire Trucks: 10 2.0°l 0.1890 16,762 Emergency Vehicles: 2.0 2.0% 4.4800 79,462 Dump'fmckc 2 2.0% 3.6300 64,386 Tractor Semi Trailer Tracks: 2 2.0% 2.3719 42,071 Double Trailer Trucks 0 2.0% 2.3187 0 Heavy Tmctur Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lace: 75 Total Design Life 18 -kip ESAi 216,875 Actual Log (ESALs): 5.336 Trial SN: 3.50 Trial Log (ESALs): 5.342 Pavement Section Design SN: 3.50 Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 3.00 0.42 nia Asphalt -Treated Base: 0.00 0.25 n/a Cement -Treated Base: 0110 0.17 n/a Crashed Aggregate Rase: 6.00 0.14 1.0 Pit Run Aggregate Subgrade: 14.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mtkd.wm - mti@am8-id.wm e°pyrishi MI5 Mareaai: T -1h, Slir,.o:an. Inc. N PL NS AVE m w a a v Lu Lu O u I Y' S SEAM AVE _ Z! g S LOCUST GROVE -RD w UJ L-5 Pvy wAV w p H N BAL w0 � J z Q w � � N Z Q Y Q w M J N-.. H z U > m a E 5TH ST 0 1S HIS 3 a -.lid a ST 1S w Hit,3 j a0 w Q _ wZ ff F w QY' >Q a ul N z 79 _._ __. ui -_Q, a Z d. _w _ _ Y jw, S isIST 3 2 m w w .- O w W -1ST ST W 1ST ST ~ V) cc: U w W 2ND ST 0O W 3RD ST W 2ND- ST O w H U > a i 0 a 0 W 7TH AVE ir 1S HIS M 7d H16 MN a .4 J`50 azo W 5Q WW N r Z 107 S LOCUST z z w J CL Z 3AV HIS MS LYNHURST PL Q SW 7TH AVE ADEN D% S MUSCOVY S PENNANT PL S REDHEAD AVE NW 10TH ST 92 x.E �LLw .o S CN $ ,as k WOME �-- — -- — -} � A --- -- ---:mss-- \\/ \\\ Page 1 of 1 "Ghristy Little" <Glittle@achdidaho.org> s 9€'<iQcc RE: New Project on 3rd in Meridian �t c t 1111 81201 5 06:58:29 AM _. "Penelope Riley"<penelope@rileyplanning.com> ACHD will not require a TIS for this project. Thanks, Christy From: Penelope Riley [penelope@rileyplanning.com] Sent: Tuesday, November 17, 2015 9:57 PM To: Christy Little Subject: New Project on 3rd in Meridian Hi, Christy! I am preparing to submit an application on 3rd Street in Meridian. I have attached a vicinity map. Our site is outlined in yellow. 28 units are proposed in 7 four-plex building. Please send the response needed for the City of Meridian at your earliest convenience. Thank you very much! I hope you have good plans for Thanksgiving, and an extra day or two off. Penelope Riley Planning Services LLC (208) 908-1609 penelope@dleypianning.com httn Hwehm_ail anlusnetlmail/messaeenhn?index=2751&mailbox—bWTveA%3D%3D 11/19/2015 CERTIFICATE OF ZONING COMPLIANCE C VEN N - REPORT DATE: January 21, 2016 TO: Penelope Riley, Riley Planning Services FROM: Josh Beach, Associate Planner SUBJECT: Third Street Square Apartments — A-2015-0090 OWNER: Trenton Seltzer DESCRIPTION OF APPLICANT'S REQUEST The applicant, Penelope Riley, requests Certificate of Zoning Compliance (CZC) and Design Review (DES) approval to construct a 28 -unit apartment complex on 1.737 acres of land in the O -T zoning district. Alternative Compliance (ALT) is also proposed to allow a reduced street buffer adjacent to the drive aisle. The request is to reduce a portion of the required 5 -foot wide landscape buffer on the south side of the drive aisle from 5 feet to 3 feet, and allow a pedestrian connection on the north side of the drive aisle instead of the required 5 foot landscape buffer. The development will consist of seven (7) four-plex structures as shown on the site plan attached in Exhibit B. Amenities will be constructed as follows: clubhouse, children's play structure, and community garden. The site is generally located on the east side of E. 3rd Street, north of W. Franklin Road. DECISION The applicant's request for Certificate of Zoning Compliance, Design Review and Alternative Compliance is approved with the conditions listed in this report. Note: This is not a building permit. You must complete this process before you commence the use or any construction. Please contact Building Services at (208) 887-2211 to verify the building permit and/or inspection requirements. Site Conditions of Approval 1. The applicant shall construct all proposed fencing and/or any fencing required by the UDC, consistent with the standards as set forth in UDC 11-3A-7 and 11 -3A -6B. 2. The applicant shall submit a recorded copy of the CC&R's that state who is responsible for the ownership and maintenance of the development, including, but not limited to, structures, parking, common areas, and other development features, per UDC 11-4-3-27G, prior to issuance of the fust certificate of occupancy for this site. 3. Prior to receiving a certificate of occupancy for any building, the applicant shall record a cross -access easement to parcel #(s) R1042150852, R1042150870 and R1042150856. The applicant shall submit a copy of said easements to the Planning Division in accord with the provisions of UDC 11 -3A -3A2. Conditions Document 1 Third Street Square Apartments — A-2015-0090 4. A street light plan needs to be submitted with the building permit application. The plan will need to include a type 2 streetlight along E. 3rd street at the property entrance. 5. Provide hydrant at the south boundary instead of blow -off that allows for future 8 inch main connection to south. Provide water main easement to north boundary for possible future loop connection. 6. The applicant shall meet all turnaround requirements of the Meridian Fire Department. Process Conditions of Approval 1. Per UDC 11 -5B -5B2, the Director (at the applicant's request) approved alternative compliance to deviate from the landscape standards along the drive aisle as set forth in UDC 11 -3B -8C. (See Analysis section below for more information). 2. No signs are approved with this application. Prior to installing any signs on the property, the applicant shall submit a sign permit application consistent with the standards in UDC Chapter 3 Article D and receive approval for such signs. 3. The applicant shall complete all improvements related to public life, safety, and health as set forth in UDC 11 -5C -3B. A surety agreement may be accepted for other improvements in accord with UDC 11 -5C -3C. 4. Upon installation of the landscaping and prior to inspection by Planning Division staff, the applicant shall provide a written certificate of completion as set forth in UDC 11- 3B -14A. 5. The site plan prepared by Sage Engineering, dated 11/06/2015, is approved by the City of Meridian Planning Division with no changes. 6. The applicant shall coordinate with Republic Services as to the location and size of the trash enclosure, and provide documentation that Republic Services has approved of both prior to occupancy of the first structure. 7. The landscape plan prepared by TTKLA, PLLC, dated 12116/2015, labeled L-1, is approved by the City of Meridian Planning Division with no changes. 8. The approved site plan, landscape plan and elevations may not be altered without prior written approval of the City of Meridian Planning Division. 9. The elevations prepared by Countryside Design, dated 09/28/2015, labeled A2 and A3, are approved by the City of Meridian Planning Division as shown. 10. The applicant shall pay any applicable impact fees prior to the issuance of a building permit. 11. If any changes must be made to the site plan to accommodate ACRD requirements, the applicant shall submit a new site plan to the City of Meridian Planning Division for approval prior to issuance of the building permit. 12. The applicant shall complete all required improvements prior to issuance of a Certificate of Occupancy. It is unlawful to use or occupy any building or structure until the Building Official has issued a Certificate of Occupancy. 13. The City of Meridian requires that the owner enter into a Warranty Surety Agreement and post a Warranty Surety in the amount of 20% of the total construction cost for all completed public sewer and water infrastructure for duration of two years. This surety amount will be verified by a line item final cost invoicing provided by the owner to the City. The surety can be posted in the form of an irrevocable letter of credit, cash deposit or bond, and must be in place prior to Certificate of Occupancy. Applicant must file an application for surety, which can be found on the Community Development Department website. Please contact Land Development Services for more information at 208 -887 - Conditions Dominent 2 Third Street Square Apartments — A-2014-0090 2211. Ongoing Conditions of Approval 1. The applicant and/or assigns shall have the continuing obligation to provide irrigation that meets the standards as set forth in UDC 11-313-6 and to install and maintain all landscaping as set forth in UDC 11-313-5, UDC 11-313-13 and UDC 11-313-14. 2. The project is subject to all current City of Meridian ordinances and previous conditions of approval associated with this site. 3. The issuance of this CZC does not release the applicant from any previous requirements of the other permits issued for the site. 4. The applicant and/or property owner shall have an ongoing obligation to prune all trees to a minimum height of six feet above the ground or sidewalk surface to afford greater visibility of the area. 5. The applicant has a continuing obligation to comply with the outdoor lighting provisions as set forth in UDC 11-3A-11. 6. The applicant and/or property owner shall have an ongoing obligation to maintain all landscaping and constructed features within the clear vision triangle consistent with the standards in UDC 11-3A-3. 7. The applicant and/or assigns shall have the continuing obligation to meet the specific use standards for the proposed use as set forth in UDC 114-3-27. ALTERNATIVE COMPLIANCE REQUEST The applicant requests approval of alternative compliance to UDC 11 -3B -8C.1 which requires a 5 -foot wide landscape buffer along both sides of the drive aisle to be planted with one tree per 35 linear feet and shrubs, lawn, or other vegetative groundcover. The applicant proposes a 3 -foot landscape buffer along the south, to be landscaped with shrubs, and proposes a 5 foot sidewalk along the north side of the drive aisle to provide pedestrian connectivity. Staff is amenable to this request. Staff has reviewed the applicant's request and approves the request in accord with UDC 11-513- 513.2d. ALTERNATIVE COMPLIANCE FINDINGS: In order to grant approval for alternative compliance, the director shall determine the following findings: 1. Strict adherence or application of the requirements is not feasible; OR The Director finds strict adherence is not feasible to accommodate pedestrian connectivity and the required planting materials simultaneously. 2. The alternative compliance provides an equal or superior means for meeting the requirements; and The Director finds the applicant's proposal provides an equal means for meeting the standards set forth in UDC 11-313-8C. 3. The alternative means will not be materially detrimental to the public welfare or impair the intended uses and character of the surrounding properties. The Director finds that the proposed alternative will not be detrimental to the public Conditions Document 3 I'Wrd Street Square Aparnnents — A-2014-0090 welfare or impair the use/character of the surrounding properties because the private drive will only be used by the residents of the development and any commercial use that develops to the south will be required to install a landscape buffer along their property line with the required trees. CITY COUNCIL REVIEW The applicant or a party of record may request City Council review of a decision of the Director. All requests for review shall be filed in writing with the Planning Division on or before February 12, 2016, within fifteen (15) days after the written decision is issued, and contain the information listed in UDC 11 -5A -6B. If City Council review of the decision is not requested, the action of the Director represents a final decision on a land use application. You have the right to request a regulatory taking analysis under Idaho Code 67-8003. EXPIRATION Certificates of Zoning Compliance issued in conjunction with a proposed use shall expire if the use has not commenced within one year of the date of issuance of the Certificate of Zoning Compliance. Certificates of Zoning Compliance issued in conjunction with construction or alteration of a structure shall expire if the construction or alteration has not commenced within one year of the date of issuance of the Certificate of Zoning Compliance. In accord with the above provisions, the subject Certificate of Zoning Compliance is valid until January 28, 2018. A. Vicinity Map B. Site Plan (dated: November 6, 2015) C. Landscape Plan (dated: December 16, 2015) D. Elevations (dated: September 28, 2015) Conditions Docmnent 4 Third Street Square Apartments —A-2014-0090 A. Vicinity Map Vicinity Map °z Mites Le end ' i ,� t 4,5 632 r nb .a .e h e...•2 mrne �+M1 Mea oflmp" 1 _ 4J. 5 ! S15 aw mein imw aJ rM S ■ 1 814 1_ OParcels Wndw — 5 7905 502 '1CalnB�IfN '.31' p0 ]O9 160 562 153b ^- Po Oow928,28 — EBa r _ Ag iq CC � -i d74 �.. i46 9 97 571 630 279 - 3 02 €i° 1 I 1272 w21 i � bJR ><2i ]bp � R10 . F 33135G 1 8)A 3 11'iif'� /� o9 m Ft �_L ]t� 55 �— i9j �� — r auayw pr 3�i,pol S 'sbj-� xua Imi alc/. 5 b Lli SI� Are, SCS _— --✓+ _ _ itc f a ITI [Z2! I`' 1 1 2 t L. 1 C20d rv�, LD -- EWilLartsSt z' e - CG . GG •—___— (f � � D s 3E FIAT Pnnl O -ate. 7AO2015 Conditions Document 5 Third Street Square Apartments — A-20140090 E Site Plan (dated: be & a!)s cam___ , Third Street Square Apartments -�014- mm \( M j� � y cam___ , Third Street Square Apartments -�014- mm C. Landscape Plan (dated: December 16, 2015) go -pry PRA ©omm®o��mo o©o®® moo ��©uur®i�o 00 ovo - o lYIII - lIII a i�l>.yY•> Conditions Document 7 Third Street Square Apmtrnents — A-20140090 7 '- t go -pry PRA ©omm®o��mo o©o®® moo ��©uur®i�o 00 ovo - o lYIII - lIII a i�l>.yY•> Conditions Document 7 Third Street Square Apmtrnents — A-20140090 D. Elevations (dated: September 28, 2015) XFAft F1EVAl1ON RAG` RP(AN, II., lull! - ■ ■ �'II. ryLLGHf w� ELEVATgN LEF MMEUWATIM GENERRL~�iiw�u aware v Conditions Document 8 Third Street Square Apartments — A-2014-0090 -11". eu..11M we m�an�ssw e�sm•�+..m.- Conditions Document 9 Third Street Square Apartments — A-20140090 S0M Conditions Document 10 Third street square Apartments — A-20144MO GI IMP .nngmM1Wla 'Y:. �m e� emm m D O z m mD ;m m D O z FA .O }z dm r 1 O z O m cpc m9oa_ off"' D H, F�oep N m O —1 m al m z ti ssp= m nys O O _�o- miR� w b n �m g�o4 vs wD $ 3N MEETAPMTMENT �NS SECOND ADDITION AMENDED PLAT OF BOW ( BERKELEY n ; : c c ` BUILDING CO. e S po 80X 1ZOi DUPLEX EXTERIOR ELEVATIONS )AlfZ �� ) 2m % / / .) �� I i I 3rd STREET APARTMENTS m 1 y PH LANDSCAPE PLAN a d o 3° FGO S -al` q SEeflB}, BY Eo yzF i SEc2i -. c5`c;s d 6888FFFj569gi§6°k 0! '9x €tea a;s F @a Hill R..S. '04 g qi ;F�d ° a�- �°aa-de 39 3 B FS �S€8 eOn N S1 D:gym; �idS S �V xfF a o $4: i PHI e.2_$ its] sig. �$n HIS `iE AR3 4. .� $3'e i?3 �cu - ge; sFy's€a€Fii € ilx .its$ ci¢ iEt a8Y m Emig _ I SS �mHZE aDts' _ d � iN f eeq�[� €W § Os •� � �'m �E A o p40 -� ° !A 3y I SEE ri �, oa€ �4e - 3' i I 3rd STREET APARTMENTS m 1 y Meridian • Idaho 83642 LANDSCAPE PLAN r 3 d STREET APARTMENTS lRI / IM |\� -*� ` . r 3 d STREET APARTMENTS Tf 16 IM a� s _- ` . DErAILa \ ! r 3 d STREET APARTMENTS Tf 16 IM a� s _- . DErAILa k \ :\\ r 3 d STREET APARTMENTS 16 IM a� s _- M��_.��o.ssi DErAILa