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Application Materials
TRANSMITTALS TO AGENCIES FOR COMMENTS ON DEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN To ensure that your comments and recommendations will be considered by the Meridian Planning and Zoning Commission please submit your comments and recommendations to cityclerk@meridiancity.org To: Attention C.Jay Coles, City Clerk By: July 13, 2018 City Clerk ’s Office 33 E. Broadway Avenue, Meridian, ID 83642 Phone 208-888-4433 Fax 208-888-4218 cityclerk@meridiancity.org www.meridiancity.org Transmittal Date: June 15, 2018 File No: H-2018-0065 FP Hearing Date: July 17, 2018 REQUEST: A Final Plat Consisting of 13 Multi-Family Building Lots and 3 common lots on 12.59 Acres in an Existing R-40 Zoning District for Baraya Apartments Subdivision. By: Schultz Development Location of Property or Project: Near the SWC of S. Ten Mile Rd and W. Franklin Rd Planning and Zoning Commission Meridian School District Tammy de Weerd, Mayor Meridian Post Office City Council Ada County Highway District Sanitary Services Ada County Development Services Building Department Central District Health Fire Department COMPASS Police Department Nampa Meridian Irrigation District City Attorney Settlers Irrigation District City Public Works Idaho Power Company City Planner Century Link Parks Department Intermountain Gas Co. Economic Development Idaho Transportation Department New York Irrigation District Ada County Associate Land Records Boise Project Board of Control – Tim Paige Downtown Projects Community Development Meridian Development Corporation Valley Transit Historical Preservation Commission South of RR/SW Meridian NW Pipeline Boise-Kuna Irrigation District Hearing Date: July 17 2018 File No.: H-2018-0065 Project Name: Baraya Apartments Subdivision Request: (FP) Request for Final Plat consisting of 13 multi -family building lots 3 common lots on 12.59 acres in an existing R-40 zoning district. Location: The site is located near the southwest corner of S. Ten Mile Road and W. Franklin Road, in the north east 1/a of Section 15, Township T.3N., Range IW (parcel # S1215120850). C��fIEN DIAN:--- Planning Division DEVELOPMENT REVIEW APPLICATION STAFF USE ONLY: Project name: File number(s): _ Assigned Planner: Related files: Type of Review Requested (check all that apply) ❑ Accessory Use (check only 1) ❑ Final Plat Modification ❑ Daycare ❑ Landscape Plan Modification ❑ Home Occupation ❑ Preliminary Plat ❑ Home Occupation/Instruction for 7 or more ❑ Private Street ❑ Administrative Design Review ❑ Property Boundary Adjustment ❑ Alternative Compliance ❑ Rezone ❑ Annexation and Zoning ❑ Short Plat ❑ Certificate of Zoning Compliance ❑ Time Extension (check only 1) ❑ City Council Review ❑ Director ❑ Comprehensive Plan Map Amendment ❑ Commission ❑ Comprehensive Plan Text Amendment ❑ UDC Text Amendment ❑ Conditional Use Permit ❑ Vacation (check only 1) ❑ Conditional Use Modification (check only 1) ❑ Director ❑ Director ❑ Commission ❑ Commission ❑ Variance ❑ Development Agreement Modification ❑ Other ❑ Final Plat Applicant Information Applicant name: S CAV,4-- e �� t Phone( -v°�� `' l �� ` � S Applicant address: �y - 1 1 I S: Email: S City: 0 es+ d , , State: to Zip: Applicant's interest in property: ❑ Own ❑ Rent ❑ Optioned 54 -Other "-�'5-Qwr- Owner name: U CA -z; &I o la u,� -D"- Phone: Owner address: [ (e 417A Email: City: N (Ll -o State: Zip: Agent/Contact name (e.g., architect, engineer, developer, representative): // U4,4— , [4-7-- Firm name: �cih u �'+- ���+ Phone�Z� ' 1629: S Agent address: 1?0 �30- l 1 l Email: Sc�.w z � nQ � �4 CO`^ City: r .�1 AJ G State: u Zip: 83�a O Primary contact is: Applicant ❑ Owner ❑ Agent/Contact Subject Property Information Location/street address: ]Fy- ^k< +� �oi Township, range, section: t-;3 L c9.--1JS' 1 Assessor's parcel number(s): Cj Total acreage: Z Zoning district: Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 www.meridianci .ory/planning -1 Reis: (2/2120182/7/2018) Project/subdivision name: General description of proposed project/request: rn-ti,+ c 6 +\ k 'J? h LA, k l cc , '_-_ I a- c�•�,— a. l -z ti�r�s Proposed zoning district(s): - Acres of each zone proposed ZE 1'Z-- S 9 Type of use proposed (check all that apply): Residential ❑ Office ❑ Commercial ❑ Employment ❑ Industrial ❑ Other Who will own & maintain the pressurized irrigation system in this �development? . 1111.:.,1, A;etr;rt A- thie nrnnPrhr t1P within? IN , A 1 t T> -t.1 M 1> Primary irrigation source: M Secondary: Square footage of landscaped areas to be irrigated (if primary or secondary point of connection is City water): Residential Project Summary (if applicable) Number of residential units: 7�Number of building lots: (�7 Number of common lots: Number of other lots: Proposed number of d,w{{elll�ling units (for multi -family developments only): 1 bedroom: T` - 2-3 bedrooms: 4 or more bedrooms: 14 On Minimum square footage of structure (excl. garage): 8 r S� Maximum building height: Minimum property size (s.f): 15 U 8c) S Average property size (s.f.): -'3"SE Gross density (Per UDC 11-lA-1): b vu�� Net density (Per UDC 11-1A-1): 7-0 ` 5-7 p-/ K-zc_'�1;J� Acreage of qualified open space: 2 `l- Percentage of qualified open space: Type and calculations of qualified open space provided in acres (Per UDC 11 -3G -3B): SwZ'e'A'>a s-Lr� tP-l!), p,VVZ, �� L-� �2 Amenities provided with this development (if applicable): Type of dwelling(s) proposed: ❑ Duplex C� Multi -family S. -e JD b � A r ❑ Single-family Detached ❑ Single-family Attached ❑ Townhouse ❑ Vertically Integrated ❑ Other Non-residential Project Summary (if applicable) —' I N Number of building lots: Common lots Gross floor area proposed: Hours of operation (days and hours): Total number of parking spaces provided: Authorization Other lots: Existing (if applicable): Building height: Number of compact spaces provided: Print applicant name: JDID Applicant signature: Date: 11 �g Community Development ■ Planning Division ■ 33 E. Broadway Avenue, Ste. 102 Meridian, Idaho 83642 Phone: 208-884-5533 Fax: 208-888-6854 www.meridiancity.org/planning -2- Rev: (2/7/2018) June 11, 2018 Mayor Tammy DeWeerd and City Council City of Meridian 33 E. Broadway Street Meridian, ID 83642 RE: Baraya Apartment Subdivision Final Plat Submittal H-2018-0003 Dear Honorable Mayor and City Council Members, On behalf of Schultz Development LLC and Lets Golf LLC, this letter is to accompany the Final Plat submittal for the Baraya Apartment Subdivision. The Preliminary Plat and Conditional Use Permit applications (H-2018-0003) for the 12.6 acre site were approved on May 1, 2018 by City Council. The submitted final plat consists of 13 building lots and 3 common lots. The final plat conforms to all of the requirements and conditions of the approved Preliminary Plat. The submitted final plat, development plans, and landscape plans conform to the UDC and all applicable engineering, architectural, and surveying practices and local standards. Sincerely, Matt Schultz Schultz Development LLC Project Manager Attachments DESCRIPTION FOR BARAYA APARTMENTS SUBDIVISION A parcel of land located in the NW 1/4 of the NE 1/4 of Section 15, T.3N., RAW., B.M., Ada County, Idaho more particularly described as follows: Commencing at the E1/16 corner of said Section 15 from which the N1/4 corner of said Section 15 bears North 89°15'23" West, 1320.35 feet; thence along the East boundary line of the NW 1/4 of the NE 1/4 of said Section 15 South 00°35'22" West, 55.12 feet to a point on the South right-of-way line of W. Franklin Road, said point being the REAL POINT OF BEGINNING; thence continuing along said East boundary line South 00035'22" West, 1,273.84 feet to the NE1/16 corner of said Section 15; thence along the South boundary line of the NW 1/4 of the NE 1/4 of said Section 15 North 89°15'16" West, 538.85 feet thence leaving said South boundary line North 00°27'13" East, 572.68 feet; thence South 89032'47" East, 70.00 feet; thence North 00027'13" East, 156.67 feet; thence 183.84 feet along the arc of a curve to the right, said curve having a radius of 200.00 feet, a central angle of 52039'58" and a long chord which bears North 26047'12" East, 177.44 feet; thence North 53°07'11" East, 119.43 feet; thence 177.78 feet along the arc of a curve to the left, said curve having a radius of 215.00 feet, a central angle of 47022'38" and a long chord which bears North 29°25'52" East, 172.76 feet; thence North 05044'33" East, 129.19 feet; thence North 59013'57" East, 60.35 feet to a point on the South right-of-way line of W. Franklin Road; thence along said on the South right-of-way line South 89°15'23" East, 150.98 feet to the REAL POINT OF BEGINNING. Containing 12.59 acres, more or less. 7729 ° OP 10��` \ G Pleneerl'ftleCe. sorxc aFraeo 8151 W. Rifleman Street Boise, ID 83704 ELECTRONICALLY RECORDED -DO NOT REMOVE THE COUNTY STAMPED'FIRST PAGE AS IT IS NOW INCORPORATED AS PART OF THE ORIGINAL DOCUMENT Pile No. 634849 SRM/GL ADA COUNTY RECORDER Christopher D. Rich 2017_110258 BOISE IDAHO Pgs=4 VICTORIA BAILEY 11/17/2017 09:15 AM PIONEER TITLE COMPANY OF ADA COUNTY $15.00 WARRANTY DEED For Value Received Endurance Holdings, LLC, an Idaho limited liability company hereinafter referred to as Grantor, does hereby grant, bargain, sell, warrant and convey unto Lets Golf, LLC, an Idaho limited liability company hereinafter referred to as Grantee, whose current address is 16130 N Elder ST Trumps, ID 83687 The following described premises, to -wit: See Exhibit A attached hereto and made a part hereof. To HAVE AND TO HOLD the said premises, with their appurtenances unto the said Grantee(s), and Orantees(s) heirs and assigns forever. And the said Grantor(s) does (do) hereby covenant to and with the said Grantee(s), the Grantor(s) is/are the owner(s) in fee simple of said premises; that said premises are free from all encumbrances EXCEPT those to which this conveyance is expressly made subject and those made, suffered or done by the Grantee(s); and subject to U.S. Patent reservations, restrictions, dedications, easements, rights of way and agreements, (if any) of record, and current years taxes, levies, and assessments, includes irrigation and utility assessments, (if any) which are not yet due and payable, anti that Grantor(s) will warrant aqjddcf�nd the same from all lawful claims whatsoever. Dated; November 2, 2017 Holdings, State of Idaho, County of Ada On this L3 d of November in the year of 2017, before me, the undersigned, a Notary Public in and for said State, personally appeared Corey D Barton, known or identified to me to be the Manager of the Limited Liab"ompany that executed the foregoing instrument, and acknowledged to me that such Limited LiabilitybCompany executed the some., Residing at: s�d�<xds�d�a Commission Expires: Residing at Ca&eii, ID My Commission Expires: 06.05-2023 EXHIBIT A REMAINDER PARCEL: A parcel of land located in the in the NEIA of the NW 1/4 and the NW 1/4 of the NE1/4 of Section 15, T.3N., R.1 W., B.M., Ada County, Idaho more particularly described as follows: Commencing at the E1/16 corner of said Section 15 from which the N1/4 corner of said Section 15 bears North 89115'23" West, 1320.35 feet; thence along the East boundary line of the NW 1/4 of the NEI /4 of said Section 15 South 00035122" West, 55.12 feet to a point on the South right-of-way line of W. Franklin Road, said point being the REAL POINT OF BEGINNING; thence continuing along said East boundary line South 00135'22" West, 1,273.84 feet to the NE1/16 corner of said Section 15; thence along the South boundary line of the NW 1/4 of the NE 1/4 of said Section 15 North 890154 6" West, 1,320.89 feet to the C-NI116 corner of said Section 15; thence along the South boundary line of the NE 1/4 of the NW 1/4 of said Section 15 North 89°15'16" West, 1,321.47 feet to the NWIA6 corner of said Section 15; thence along the West boundary line of the NEI /4 of the NW 1/4 of said Section 15 North 00°39'51" East, 707.20 feet to the SW corner of Baraya Subdivision No.1 as filed in Book. 111 of Plats at Pages 15,916 through 15,919, records of Ada County, Idaho; thence along the southerly boundary line of said Baraya Subdivision No.1 the following 3 courses and distances: thence South 89'15'34" East, 161.45 feet; thence South 00°31'51" West, 50.00 feet; thence South 89°15'34" East. 535,00 feet; thence leaving said Southerly boundary line South 00044126" West, 100.00 feet; thence South 39°42`03" East, 60.29 feet; thence 58.62 feet along the are of a non -tangent curve to the left, said curve having a radius of 123.00 feet, a central angle of 27118'18" and a long chord of 58,06 feet which bears North 74°37'02" East; thence North 60°57'53" East, 24.09 feet; thence South 74°02'07" East, 18.38 feet; thence South 29102'07" East, 289.66 feet; thence North 62°57'37" East, 52.04 feet; *,ence North 60°57'53" East, 100.00 feet; thence North 63049'38" East, 100.12 feet; thence North 60°57'53" East, 100.00 feet; thence South 29102'07" East, 30.00 feet; th=ence North 60°57'53" East, 126.85 feet; thence South 89°15'34" East, 228.19 feet; thence South 89032`47" East, 46.00 feet; thence North 0012713" East, 84.77 feet; thence South 89115'34" East, 384.71 feet; thence South 44"24' 11" East, 8.92 feet; thence South 89°3247' East, 90.00 feet; thence North 00'27'13" East, 156.67 feet; thence 183.84 feet along the are of a curve to the right, said curve having a radius of 200.00 feet, a central angle of 52°39'58" and a long chord of 177.44 feet which bears North 26°47'12" East; thence North 53°07'11" East, 107.95 feet; thence 199.79 feet along the are of a curve to the left, said curve having a radius of 270.00 feet, a central angle of 42123'45" and along chord of 195.26 feet which bears North 31155'18" East to a point of compound curve; thei►ce 110.61 feet along the arc of said compound curve, said compound curve having a radius of 635.01 feet, a central angle of 09°58'48" and a long chord of 1.10.47 feet which bears North 05°-44'01" East thence North 00044'37" East, 21.70 feet; thence North 45°44'37" East, 28.28 feet; thence South 89115'23" East, 175.01 feet to the REAL POINT OF BEGINNING, STATE OF MAHO COUNTY OF ADA ) AFFIDAVIT OF LEGAL INTEREST C -q �)Q (address) e) (City) (stat being jjr.,;t duly sworn upon, oath, depose and say: I. That I <jjjj the rcc.ord owner of the property described on the attac - hud, and I ocam my perinission to: (name) (addrc,;s) to submit. the accompanying appticatiffll(s) pertaining to that property. 2. 1 agree to indernitify, defend and hold the City of Meridian and its employe", harmless from any claim or liability resulting from any dispute as to the statements contained herein or as to the owilership Of the PfOPeftY which is the subject Of the application. 3. 1 hereby grant permission to City of Mcridian staff to enter the subject property for die PL1rj)04C Of site inspections rcla(cd to pr(wtssing said application(s). Dated this -,L d, — 7A, day of 20 S .b 14 0 iRnature) SITBSCRIBED AND SWORN to before me the day and year first above wrium. (NOVW-y Public for Idaho) A Residing at: my Conti Expires: -mission 33 J.',]iroac1wztySuiu', 210 * Minidian, rdaho 83642 Mow-, (2(18) N84-5533 0 f7acsi-i1r: (209) 888,6678 ® Welysitc,; www.inrridiaticity.org VICINITY MAP FOR BARAYA APARTMENTS SUBDIVISION A PORTION OF THE NW 1/4 OF SECTION 15, TOWNSHIP 9 NORTH, RANGE 1 HEST, BOISE MERIDIAN MERIDIAN, ADA COUNTY, IDAHO 2018 s� I IT111 l FRANKLIN BARAYA BARAYA SUBDIVISION UB. N0. 2 NO. 1 UNDER NSTRU► MwAl PROSECT SITE r o w z Lu _Mor%4n- cmw i E� VICINITY MAP SCALE 1" =1000' E IDIAN-- �JAHO Community Development Parcel Verification Date: 6-12-18 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: Baraya Apartment Subdivision T/R/S: 3N 1W 15 Parcel Numbers: 51215120850 (38.82 Acres) Property Owner: Lets Golf LLC 16130 N Elder St Nampa, ID 83687 Address Verification Rev: 04/23/12 II 3 �gg gg3 y UMBRIA HILLS AVE it q ` t N 111 14 vas O2 — —_ -- ) --------- it 9S1 KILT( __ _ i l 11 n �6b o n Iii ii • I 11 • 11 III , n Iii _ I r� �I as ..g o � uhi '119 akEn — d. LLN v ij. t- sa 1& <'� $ era exa ae g e"s fin.4'M5 WIn Q ddJ 3_ c g9g+'e5�is �. fig= 's H ad V 3° s Q Q V) 55�gggg€�� 3w3.,+oEa ak?�e?�. ae Him. y �• 0 3 1 . 1 6� • p __________ is A 1� I 3 �gg gg3 1 . 1 6� • p __________ is A 1� I 1111: I� zliw \ J I e y UMBRIA HILLS AVE it q ` t N 111 14 vas O2 — —_ -- ) --------- it 9S1 KILT( __ _ i l 11 n �6b o n Iii ii • I 11 • 11 III , n Iii _ I tog I Mijil PON! X I'm 7-P eVailey Engineering, Inc. CIVIL ENGINEERINGIPLANNINGICADD TO: Meridian Public Works Department 33 E Broadway Street Meridian, Idaho 83642 DATE: January 5, 2018 PROJECT: Baraya Apartments Subdivision (BEI Project No. C2013-026) To Whom it May Concern: This letter is to provide certification for Baraya Apartments Subdivision that all street finished centerline elevations are set a minimum of three (3) feet above the highest established groundwater elevations. Sg�ONAL FNG oke _GXsTFR� �,yt� Sincerely, a� �n11nsi2n�s� �F� David A. Bailey, P.E. �'9Vj p A g P� President 4242 N. Brookside Lane ♦ Boise, Idaho 83714 ♦ Tel.: 208-938-0013 ,'"�� 1 11111111+ i���i� i 1 1 I nm ozy� x o Nx %" m z ; y Sn� m z n% yN C m p m O y zo vz H z Gv FAv 3 m � = opom - omE— 0 •, osp w oye PRO 1 571 9T y0 O 5 Fq ao�aPao v>� S.9 S.10 BASIS OF BEARINGS S.101/4 9iN 89'15'34° W 2640.56' om--_ i S.i6 5.15 S.15 k N t n�N In -Df �• O] 0 D o yi >0 2 01� _ _W._FRANKUN_RD_ S 89'15'23' E 1320.35' �0 I p C --------------------------------- n el lw 11 I I II P N e 0 min F E F f F f ol f F F E n - i 1 1 I nm ozy� x o Nx %" m z ; y Sn� m z n% yN C m p m O y zo vz H z Gv FAv 3 m � = opom - omE— 0 •, osp w oye PRO 1 571 9T y0 O 5 Fq ao�aPao v>� S.9 S.10 BASIS OF BEARINGS S.101/4 9iN 89'15'34° W 2640.56' om--_ i S.i6 5.15 S.15 k N t n�N In -Df �• O] 0 D o yi >0 2 01� _ _W._FRANKUN_RD_ S 89'15'23' E 1320.35' I r II I it --------------------------------- n el lw 11 I I II _J 115 m d.^ »o.» n y%�vo�m z» T o o» » tn? m>> .n 1. 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SSV W Z ygKy g��pgp W0-1es m E wj a 3sI p 5Pz QU' W �f w [S z wo w ID LL Z69£8t W C3 U) a zl zl (ha N 1AM zotce -971 '"09 i on a"„ „s•M�a���mtszz Auluueld a�n7�a]lclaiy luawdaol+po VWI P""6�id S.LN3W12lb'dbW'VJXVNVS m. •.`^ �`" • .,, §-"8 0 S2]BIJOSSV 7Si JIDMID0- A'OD111310 T F F F 9 g�yF z d 6 0 W H M£'t z 5 k11111 z rn § 01M a p h. SSV W Z ygKy g��pgp W0-1es m E wj a 3sI p 5Pz QU' W �f w [S z wo w ID LL W C3 U) a zl zl (ha N F 1�G Y WRtlBs 2 9, z 111 1pSFB®x.g•€eg R iy64<g� R; etre• kd2eEEEE f3 Q ZIM 91,111111 z lw Q '843R2e�gi� p HNIM 1 111111a lit I I Y z MOP Q k<•4ik z 10 it a 11 Z S+RDR£ 2 ¢ e�� a °—� ifiliimwl� ®r 411111,P'n, Hol ?: nea .. .. L i JOailey Engineering, Inc. CIVIL ENGINEERINGIPLANNINGICADD DRAINAGE CALCULATIONS FOR: Baraya Apartments Subdivision PROJECT NO: C2013-026 DATE: 6-4-2018 DEVELOPER: Challenger Development 1977 E Overland Rd Meridian, ID 83680 4242 N. Brookside Lane ♦ Boise, Idaho 83714 ♦ Tel.: 208-938-0013 dbailey@baileyengineers.com Baraya Apartments Subdivision consists of approximately 12.6 acres of relatively flat terrain, sloping primarily from east to west, with varying north -south slopes. Site earthwork will consist primarily of excavating surface soils and material to subgrade for the proposed road subgrade, parking areas and buildings. Limited cut/fill operations will take place to excavate out for the road section and provide pads with positive drainage for the buildings. Umbria Hills Ave will be extended with development, with all drainage routed to either an existing seepage bed (constructed with Baraya Subdivision No. 2) or a new seepage bed to be constructed with this phase of development. Weighted runoff coefficients of 0.95 were used for both ACHD drainage subbasins as they primarily consist of asphalt and concrete. The ACHD Calculation Spreadsheet, Version 9.0 (December, 2016), was used to determine the peak flow rate and runoff volume, in addition to sizing the new public seepage bed. Storm water runoff from the site's parking areas is routed to catch basins at low points throughout the development. Subsurface storm drainage piping routes the runoff to sand and grease traps for pretreatment and then to private seepage trenches for percolation into the earth. Additional catch basins are located across the development, particularly at building downspout locations. These downspouts and piping comprise the development's `roof drainage collection system'. Note that adjacent landscape areas will also be graded to drain to these catch basins. Subsurface storm drainage piping conveys runoff from these catch basins to the catch basins located in the parking areas where runoff will comingle with the runoff from the parking areas and flow to the seepage trenches. The Boise City Standard Method was used in calculation, using (1.0) inch of rainfall from a 50 -year, one hour storm to determine the peak volume required. The 25 and 50 year peak flow rates were determined using Q=CiA, with a time of concentration (Tc) of 10 minutes for drainage areas draining to the site's private seepage beds. All private runoff is routed through sand and grease traps prior to entering seepage trenches. The velocity through each sand and grease traps was checked to make sure that flow-through does not exceed 0.5 fl/s. Methodology and Assumptions 1. Geotechnical Characteristics Materials Testing & Inspection (MTl) Geotechnical Report is attached, dated 2-21-2018 by as well as a groundwater monitoring letter from October 23, 2017 from Site Consulting, LLC. a. Groundwater was encountered throughout the site at varying elevations in monitoring approximately 12' below grade. b. An infiltration rate of 8.0 in/hr is used in design. 2. Calculations for ACHD Storm Water Facilities a. Rational Method used for peak flows: Qp = CiA i. Qp =Peak flow for 100 year design storm at storm duration equal to time of concentration. 1. C = Weighted runoff coefficient based on land use a. C for asphalt = 0.95 b. C for landscape = 0.20 2. i = Rainfall intensity of design storm in inches/hour — Intensity - Duration -Frequency table (Appendix 1) 3. A = Area of drainage basin under consideration ii. ACHD Runoff Volume Calculation 1. V=CIAT a. C = Weighted runoff coefficient b. I = Rainfall intensity for 1 hour storm i. i = 0.96 in/hr for 100 year storm ii. i = 0.69 in/hr for 25 year storm c. A = Area of drainage in acres d. T = Duration of storm of 1 hour iii. ACHD Seepage Bed Sizing Calculations 1. Infiltration Rate: 8 in/hr 2. V100 for all seepage beds within ACRD Right -of -Way was upsized 25% to account for sedimentation. 3. Design width and depth are unique for each seepage bed. 4. Void ratio = 0.4 5. Pipe diameter = 18 inches 6. Total storage volume per linear foot of the seepage bed determined using the design width, depth and pipe diameter. 7. Design length determined using design volume divided by storage per linear foot. 8. Time to drain requirement of 90% must drain in 48 hours was checked. Calculated using 90% of design volume divided by volume infiltrated in 1 hour. 9. Flow through the pipe must be greater than max flow from runoff check was determined to be ok 10. ACRD Calculation Spreadsheet Version 9.0 (December 2016) was used for runoff calculations. 3. Calculations for Private Storm Water Facilities a. Rational Method used for peak flows: Qp = CiA i. Qp = Peak flow for 50 -year design storm at 1 inch of rainfall over 1 hour. 1. C = Runoff coefficient based on land use (Appendix 1) a. C for roof, concrete & asphalt = 0.95 b. C for landscape area = 0.20 2. i = Rainfall intensity of design storm in inches/hour — Intensity - Duration -Frequency table (Appendix 1) -Tc for all private drainage areas = 10 min 3. A = Area of drainage basin under consideration — The site is divided into basins as shown on attached drawing based on final site grading. (Appendix 2) ii. Runoff Volume Calculation 1. V=CIAT a. C = Weighted runoff coefficient based on land use (Appendix 1) b. I = Rainfall intensity for 50 -year, 1 hour storm =1.0 in/hr c. A = Area of drainage in acres d. T = Duration of storm of 1 hour = 3600 seconds 2. Calculation can be seen in Appendix 3 List of Appendices: IDF CURVE, WEIGHTED RUNOFF COEFFICIENTS — Appendix 1 DRAINAGE AREA MAP — Appendix 2 DRAINAGE CALCULATIONS — Appendix 3 GEOTECHNICAL REPORT — Appendix 4 -END OF REPORT- BOISE AREA INTENSITY -DURATION -FREQUENCY, WITH REVISED IDF CURVES Intensity (inches per hour) P:\C2013-026 Baraya Sub - Matt Schultz\400 Phase 4 Apartments\Construction\Calcs\Baraya 4 ACRD Ca16X4$2f18, 4:54 PM Version 9.0, December 2016 Design Storm 2 5 10 25 50i 100 Tc'' 0.17 10 min 0.69 1.15 1.45 1.85 2.20 2.58 0.25 15 min 0.59 0.97 1.22 1.56 1.86 2.18 0.33 20 min 0.49 0.81 1.01 1.30 1.54 1.81 0.42 25 min 0.43 0.71 0.89 1.14 1.35 1.58 0.50 30 min 0.41 0.67 0.85 1.08 1.29 1.51 0.58 35 min 0.34 0.56 0.70 0.90 1.07 1.25 0.67 40 min 0.31 0.51 0.64 0.82 0.98 1.15 0.75 45 min 0.29 0.48 0.60 0.77 0.91 1.07 0.83 50 min 0.27 0.45 0.56 0.72 0.85 1.00 0.92 55 min 0.26 0.43 0.54 0.69 0.82 0.96 1.00 1 hour 0.26 0.43 0.54 0.69 0.82 0.96 2.00 2 hours 0.16 0.25 0.31 0.39 0.46 0.54 3.00 3 hours 0.13 0.19 0.23 0.29 0.34 0.40 6.00 6 hours 0.09 0.12 0.14 0.18 0.21 0.25 12.00 ' 12 hours 1 0.06 0.08 0.10 0.12 0.14 0.16 24.00 24 hours 0.04 0.06 0.06 0.08 0.09 0.10 P:\C2013-026 Baraya Sub - Matt Schultz\400 Phase 4 Apartments\Construction\Calcs\Baraya 4 ACRD Ca16X4$2f18, 4:54 PM Version 9.0, December 2016 Hydrologic and Hydraulic Graphs 10.0 8.0 6.0 4.0 2.o 1.7 1.0 O O.$ x w 0.6 d N W = 0.4 V Z Z o.2 N Z U, Z 0.1 .08 .o6 .o4 RUNOFF EVENT I FREQUENCY IN YEARS r *INDICATES MAXIMUM PRECIPITATION AT BOISE WEATHER STATION BETWEEN 1902 AND 1961 I APPENDIX D .02 LJ10 12 15 20 30 40 50 60 2 3 4 5 6 8 10 12 18 24 ►---MINUTES HOURS DURATION FIGURE D.1 RAINFALL INTENSITY, DURATION AND FREQUENCY RELATIONSHIP Boise Stormwater Design Manual 1 �11 o °rvo �oaJaoGe G°G°o'oci' J �On.G: GJUb C..�Jni�GC �annC j C F / II a°a0)•\ %C co 11 7 . v �� � �-__- � ��z � oke •/ � © 00 II II r�l � vv�• � •� _ � — ii � 1 ® ii 1 I I d N :'-�' - O' ccC • U C O i (p `a�\a UUO JOJO4va0aC JCC,G ) I L __J L- _ ZW _ �. o 0 '�°oJo �,. Utz, -.s P_^➢rg-��� .�af,� -oaG�o � LO v Q r Q Q JTp I k p0 s 1 J 11 I I 11 Q W cr - IL ,I O()00')O°6J000°OaOGO°OnCaO "D OOC 4 y � � 11 11 i I p N N Z Q LLJ W !. 1 \ 4T- r, F I -tea ...-.� _ — 0 ........ d Q Q N �11 o °rvo �oaJaoGe G°G°o'oci' J �On.G: GJUb C..�Jni�GC �annC LL N m 0 �{ GLL :)J vg o ; _ 9 W za sW aw I'-i1Qz �VIQJ it O � 81U GI_ j C F / II a°a0)•\ %C co 11 7 . v �� � �-__- � ��z � oke •/ � © 00 II II r�l LL N m 0 �{ GLL :)J vg o ; _ 9 W za sW aw I'-i1Qz �VIQJ it O � 81U GI_ 1 © 00 II II Y U � vv�• � •� _ � — ii � 1 ® ii 1 I I d N %rr % ) I L __J L- _ ZW Q LO v Q Q Q JTp I k p0 1 J 11 I I 11 Q W cr W G`O O C6COC,0QO�GC°,O I I 11 11 i I p N N Z Q LLJ W .---- -tea ...-.� _ — 0 ........ d Q Q N LL N m 0 �{ GLL :)J vg o ; _ 9 W za sW aw I'-i1Qz �VIQJ it O � 81U GI_ ACHD Calculation Sheet for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. t@ictilate post=pevelopmgnt F[oWs (far pre-dQVelopnitent floY;rs, in4Yease tttimber of stoiage facll(ties to create rieW {ab) , `:-.', , User input in yellow cells. 1 Project Name Baraya Apartments Subdivision 2 Is area drainage basin map provided? YES (map must be included with stormwater calculations) 3 Enter Design Storm (100 -Year or 25 -Year With 100 -Year Flood Route) 100 4 Enter number of storage facilities (25 max) 1 5 Area of Drainage Subbasin (SF or Acres) SF Acre 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avl rnw ,., c6.,.., nn...o oi66odnc n Subbasin Type of Surface Runoff Coefficients "I Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin Subbasin 1 Subbasin 2 3 4 5 6 7 8 9 10 14,952 11,414 Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-650 0.09 0.12 0.15 0. 0.61 0.13 0.18 0.23 0. Adapted from ASCE 0.95 0.95 0.95 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use default User Calculate 10 min [10 Min.-� .. Estimated Runoff Coefficients for Various Surface Type of Surface Runoff Coefficients "I Business 0.10-0.30 Downtown areas 0.70-0.95 Urban neighborhoods 0.50-0.70 Residential 0.95 Single Family 0.35-0.50 Multi -family 0.60-0.75 Residential (rural) 0.25-0.40 Apartment Dwelling Areas 0.70 Industrial and Commercial Light areas 0.80 Heavy areas 0.90 Parks. Cemeteries 0.10-0.25 Railroad yard areas 1 0.20-0.40 Unimproved areas 0.10-0.30 Streets Asphalt 0.95 Concrete 0.95 Brick 0.95 Roofs 0.95 Gravel 0.75 Fields: Sandy soil Soil Type Slope A 8 C D Flat: 0-2% 0.04 0.07 0.11 0. Average: 2-650 0.09 0.12 0.15 0. Steep:>6'Y 0.13 0.18 0.23 0. Adapted from ASCE P:\C2013-026 Baraya Sub - Matt Schultz\400 Phase 4 Apartments\Construction\Calcs\Baraya 4 ACHD Calcs.xlsm 6/5/2018, 9:43 AM Version 9.0, December 2016 2 Enter number of Seepage Beds (25 max) 1 3 Design Storm 100 4 Weighted Runoff Coefficient C 095 Link to: QV TR5s 5 Area A (Acres) 0.61 acres 6;Approved discharge rate (if applicable) 0.00 cfs 7Design Vol ,W(15%Sediment V' 2,285' 2,484ft3 8;Set Total Design Width of All Drain Rock LV 12.0 ft 9 Set Total Design Depth of All Drain Rock D 7.5 ft Rock Only, Do Not Include Filter Sand Depth or Cover 10 Void Ratio of Drain Rock Voids 0.4 " 0,4 for 15'-2" drain rock and 3/4" Chips 11 Design Infiltration Rate (8 in/hr max) Perc 8.00 in/hr 12 Size of WQ Perf Pipe (Perf 1800) Dia pipe 18 in 13 Size of Overflow Perf Pipe (Perfs 3600), READ if Q100>3.3 cfs in 14 Calculate Total Storage per Foot Spf 36.2 Oft Spf=Apf=WxD-Apar pExVoids+l/2 Perf Area 15 Calculate Design Length L '' 0' ft Override Value Required far Chambers 16 Variable Infiltration Window L SWL 0 ft 17 Variable Infiltration Window W S SWW 12,0 ft 18 Time to Drain 0.0 hours 90%volume in 48-hours minimum 19. Length of WQ & Overflow Perf Pipes 0 ft 20 Perf Pipe Checks. Operf >= Qpeak; where Qperf=CdxAxV(2xgxH) -'O tianefstoragaGharnbers. a Note: This assumes chambers are organized in a rectangular layout. 1-StormTech, 1'Type of Chambers SC740 2 Volume to Store V 0 fe 3 Installed Chamber Width CW 4.25 ft installed Chamber Depth Cd 2.50 ft Installed Chamber Height Ch' 7.12 ft 4 ChamberVoid Factor 5 Chamber Storage Volume, Without Rock, Per Manuf 45.90 ft3/Unit 6 Chamber Storage Volume, With Rock, Per Manuf 74.90 W1Unit 7 Total Number of Units Required 0-ea 8 Area of Infiltration Aperc ft2 9 Volume Infiltration Vperc 0 ft3/hr 10 Time to Drain hours 90% volume in 48-hours minimum P:\C2013-026 Baraya Sub - Matt Schultz\400 Phase 4 Apartments\Construction\Calcs\Baraya 4 ACHD Calcs.xlsm 6/5/2018, 9:43 AM Version 9.0, December 2016 Revised: 6/5/2018 Baraya Apartments Subdivision Weighted Runoff Coefficients (Private Drainage Areas) Typical "C" Value Asphalt/Concrete/Roof _ 0.95 Landscape 0.20 Drainage Area Asphalt/Concrete Building Landscape Total Area Weighted C lA 1934 0 0 1934 0.95 1B 1780 0 0 1780 0.95 1C 7400 0 0 7400 0.95 1D 11432 0 0 11432 0.95 1-1 0 2626 1817 4443 0.64 1-2 0 5252 7690 12942 0.50 1-3 822 3142 6034 9998 0.50 2A 12274 0 0 12274 0.95 2B 13677 0 0 13677 0.95 2-1 0 3526 2846 6372 0.62 NOT USED - - - - - 2-2 4665 2229 2040 8934 0.78 3A 8335 0 0 8335 0.95 3-1 0 4675 4521 9196 0.58 3-2 0 10929 9581 20510 0.60 4A 15738 0 0 15738 0.95 4B 7823 0 0 7823 0.95 4C 9573 0 0 9573 0.95 4D 6673 0 0 6673 0.95 4-1 0 11379 15885 27264 0.51 4-2 0 4280 2240 6520 0.69 5A 18504 0 0 18504 0.95 5B 14001 0 0 14001 0.95 5-1 0 11379 6301 17680 0.68 6A 7644 0 0 7644 0.95 6B 5981 0 0 5981 0.95 6C 8976 0 0 8976 0.95 6D 6295 0 1 0 6295 0.95 6-1 0 22758 21084 43842 0.59 7A 5063 0 0 5063 0.95 7B 4023 0 0 4023 0.95 7C 3512 0 0 3512 0.95 7D 4422 0 0 4422 0.95 7E 4360 0 0 4360 0.95 7F 2085 0 0 2085 0.95 7-1 0 5012 3496 8508 0.64 7-2 0 15265 12076 27341 0.62 8A 8482 0 0 8482 0.95 8B 5865 0 0 5865 0.95 8C 7707 0 0 7707 0.95 8-1 0 11040 9830 20870 0.60 8-2 0 3996 1602 5598 0.74 Baraya Apartments Subdivision Drainage Area 1 Assumptions for calculations: Intensity 25= Intensity 50= Intensity 50 = 25, 50 -year Peak Flow = 50 -year Runoff Volume = 1A 1E 1C 1C 1-1 1-2 1-; Tota 2.2 in/hr Tc =10 min 2.6 in/hr Tc =10 min 1.0 in/hr for 1 -hour storm C * I * A ft3/sec *Intensity at time of concentration C * I * A * T ft3 *Intensity at 1 hour, 50 year storm Drainage Area(ft) C -value Tc (min) Qp 25 -yr Flow (cfs) Qp 50 -yr Flow (cfs) Runoff 50 -yr Volume ft3 1934 0.95 10 0.09 0.11 151.84 1780 0.95 10 0.09 0.10 139.75 7400 0.95 10 0.36 0.42 580.99 11432 0.95 10 0.55 0.65 897.55 4443 0.64 10 0.14 0.17 236.21 12942 0.50 10 0.33 0.39 539.45 9998 0.50 10 0.25 0.30 410.96 49929 1 1.81 1 2.14 1 2956.76 New Seepage Bed Design Volume Runoff Volume = 2,957 ft3 Percolation Rate = 8 in/hr Void Ratio= 0.4 Depth (ft) Width (ft) Unit Length Capacity= 52 ft3 7 15 Required Length= 56.9 ft Time to Drain= 5.20 hours Less than 24 hours ok New Sand and Grease Trap Design Vault Size 1000 Gallon Number of S&G Traps 1 Peak Flow, Qp-50= 2.14 cfs Baffle Spacing 20 inch Throat width 48 inch Area 6.67 ft2 Velocity 0.5 f/s max. 0.32 ft/s Check Ok Baraya Apartments Subdivision Drainage Area 2 Assumptions for calculations: Intensity 25= Intensity 50= Intensity 50 = 25, 50 -year Peak Flow = 50 -year Runoff Volume = 2A 28 2-1 NOT USED 2-2 Total 2.2 in/hr Tc =10 min 2.6 in/hr Tc =10 min 1.0 in/hr for 1 -hour storm C * I * A ft3/sec *Intensity at time of concentration C * I -A * T ft' *Intensity at 1 hour, 50 year storm Drainage Area(ft) C -value Tc (min) Qp 25 -yr Flow (cfs) Qp 50 -yr Flow (cfs) Runoff 50 -yr Volume(ft) 12274 0.95 10 0.59 0.70 963.66 13677 0.95 10 0.66 0.78 1073.81 6372 0.62 10 0.20 0.23 323.88 8934 0.78 10 0.35 0.42 574.98 41257 1.79 2.12 2936.33 New Seepage Bed Design Volume Runoff Volume = 2,936 ft' Percolation Rate = 8 in/hr Void Ratio= 0.4 Depth (ft) Width (ft) Unit Length Capacity= 39 ft3 8 10 Required Length= 75.9 ft Time to Drain= 5.80 hours Less than 24 hours ok New Sand and Grease Trap Design Vault Size 1000 Gallon Number of S&G Traps 1 Peak Flow, Qp-50= 2.12 cfs Baffle Spacing 20 inch Throat width 48 inch Area 6.67 ft2 Velocity 0.5 f/s max. 0.32 ft/s Check Ok Baraya Apartments Subdivision Drainage Area 3 Assumptions for calculations: Intensity 25= Intensity 50= Intensity 50 = 25, 50 -year Peak Flow = 50 -year Runoff Volume = 3A 3-1 3-2 Total 2.2 in/hr Tc =10 min 2.6 in/hr Tc =10 min 1.0 in/hr for 1 -hour storm C * I * A ft3/sec *Intensity at time of concentration C * I * A * T ft3 *Intensity at 1 hour, 50 year storm Drainage Area(ft) C -value Tc (min) Qp 25 -yr Flow (cfs) Qp 50 -yr Flow (cfs) Runoff 50 -yr Volume ft3 8335 0.95 10 0.40 0.47 654.40 9196 0.58 10 0.27 0.32 441.77 20510 0.60 10 0.62 0.73 1016.43 38041 1.29 1.53 2112.60 New Seepage Bed Design Volume Runoff Volume = 2,113 ft3 Percolation Rate = 8 in/hr Void Ratio= 0.4 Unit Length Capacity= 43 ft3 Required Length= 49.5 ft Time to Drain= 6.40 hours New Sand and Grease Trap Design Vault Size 1000 Gallon Number of S&G Traps 1 Peak Flow, Qp-50= 1.53 cfs Baffle Spacing 20 inch Throat width 48 inch Area 6.67 ft2 Velocity 0.5 f/s max. 0.23 ft/s Check Ok Depth (ft) Width (ft) 9 10 Less than 24 hours ok Baraya Apartments Subdivision Drainage Area 4 Assumptions for calculations: Intensity 25= Intensity 50= Intensity 50 = 25, 50 -year Peak Flow = 50 -year Runoff Volume = 4A 4B 4C 4D 4-1 4-2 Total 2.2 in/hr Tc =10 min 2.6 in/hr Tc =10 min 1.0 in/hr for 1 -hour storm C * I * A ft3/sec *Intensity at time of concentration C * I * A * T ft' *Intensity at 1 hour, 50 year storm Drainage Area ft2 C -value Tc (min) Qp 25 -yr Flow (cfs) Qp 50 -yr Flow (cfs) Runoff 50 -yr Volume(ft) 15738 0.95 10 0.76 0.89 1235.63 7823 0.95 10 0.38 0.44 614.20 9573 0.95 10 0.46 0.54 751.60 6673 0.95 10 0.32 0.38 523.91 27264 0.51 10 0.71 0.83 1155.95 6520 0.69 11 0.23 0.27 373.06 67071 2.84 1 3.36 1 4654.36 New Seepage Bed Design Volume Runoff Volume = 4,654 ft' Percolation Rate = 8 in/hr Void Ratio= 0.4 Depth (ft) Width (ft) Unit Length Capacity= 46 ft' 8 12 Required Length= 100.3 ft Time to Drain= 5.80 hours Less than 24 hours ok New Sand and Grease Trap Design Vault Size 1000 Gallon Number of S&G Traps 1 Peak Flow, Qp-50= 3.36 cfs Baffle Spacing 20 inch Throat width 48 inch Area 6.67 ft2 Velocity 0.5 f/s max. 0.50 ft/s Check Ok Baraya Apartments Subdivision Drainage Area 5 Assumptions for calculations: Intensity 25= Intensity 50= Intensity 50 = 25, 50 -year Peak Flow = 50 -year Runoff Volume = 5A 5B 5-1 Total 2.2 in/hr Tc =10 min 2.6 in/hr Tc =10 min 1.0 in/hr for 1 -hour storm C * I * A ft3/sec *Intensity at time of concentration C * I * A * T ft3 *Intensity at 1 hour, 50 year storm Drainage Area(ft) C -value Tc (min) Qp 25 -yr Flow (cfs) Qp 50 -yr Flow (cfs) Runoff 50 -yr Volume ft3 18504 0.95 10 0.89 1.05 1452.79 14001 0.95 10 0.67 0.79 1099.25 17680 0.68 10 0.61 0.72 997.54 50185 2.17 2.56 3549.59 New Seepage Bed Design Volume Runoff Volume = 3,550 ft3 Percolation Rate = 8 in/hr Void Ratio= 0.4 Depth (ft) Width (ft) Unit Length Capacity= 51 ft3 9 12 Required Length= 69.3 ft Time to Drain= 6.40 hours Less than 24 hours ok New Sand and Grease Trap Design Vault Size 1000 Gallon Number of S&G Traps 1 Peak Flow, Qp-50= 2.56 cfs Baffle Spacing 20 inch Throat width 48 inch Area 6.67 ft2 Velocity 0.5 f/s max. 0.38 ft/s Check Ok Baraya Apartments Subdivision Drainage Area 6 Assumptions for calculations: Intensity 25= Intensity 50= Intensity 50 = 25, 50 -year Peak Flow = 50 -year Runoff Volume = 6A 613 6C 6D 6-1 Total 2.2 in/hr Tc =10 min 2.6 in/hr Tc =10 min 1.0 in/hr for 1 -hour storm C * I * A ft3/sec *Intensity at time of concentration C * I * A * T ft3 *Intensity at 1 hour, 50 year storm Drainage Area(ft) C -value Tc (min) Qp 25 -yr Flow (cfs) Qp 50 -yr Flow (cfs) Runoff 50 -yr Volume(ft) 7644 0.95 10 0.37 0.43 600.15 5981 0.95 10 0.29 0.34 469.58 8976 0.95 10 0.43 0.51 704.73 6295 0.95 10 0.30 0.36 494.24 43842 0.59 10 1.30 1.54 2135.28 72738 2.69 3.18 4403.98 New Seepage Bed Design Volume Runoff Volume = 4,404 ft' Percolation Rate = 8 in/hr Void Ratio= 0.4 Depth (ft) Width (ft) Unit Length Capacity= 60 ft' 9 14 Required Length= 73.7 ft - Time to Drain= 6.40 hours Less than 24 hours ok New Sand and Grease Trap Design Vault Size 1000 Gallon Number of S&G Traps 1 Peak Flow, Qp-50= 3.18 cfs Baffle Spacing 20 inch Throat width 48 inch Area 6.67 ft2 Velocity 0.5 Us max. 0.48 ft/s Check Ok Baraya Apartments Subdivision Drainage Area 7 Assumptions for calculations: Intensity 25= Intensity 50= Intensity 50 = 25, 50 -year Peak Flow = 50 -year Runoff Volume = 7A 713 7C 7C 7E 7F 7-1 7-2 Tota 2.2 in/hr Tc =10 min 2.6 in/hr Tc =10 min 1.0 in/hr for 1 -hour storm C * I * A ft3/sec *Intensity at time of concentration C * I * A * T ft' *Intensity at 1 hour, 50 year storm Drainage Area(ft) C -value Tc (min) Qp 25 -yr Flow (cfs) Qp 50 -yr Flow (cfs) Runoff 50 -yr Volume(ft). 5063 0.95 10 0.24 0.29 397.51 4023 0.95 10 0.19 0.23 315.86 3512 0.95 10 0.17 0.20 275.74 4422 0.95 10 0.21 0.25 347.18 4360 0.95 10 0.21 0.25 342.31 2085 0.95 10 0.10 0.12 163.70 8508 0.64 1 10 0.28 0.33 451.29 27341 0.62 10 0.85 1.01 1398.10 59314 2.26 2.67 3691.68 New Seepage Bed Design Volume Runoff Volume = 3,692 ft' Percolation Rate = 8 in/hr Void Ratio= 0.4 Depth (ft) Width (ft) Unit Length Capacity= 51 ft3 9 12 Required Length= 72.1 ft Time to Drain= 6.40 hours Less than 24 hours ok New Sand and Grease Trap Design Vault Size 1000 Gallon Number of S&G Traps 1 Peak Flow, Qp-50= 2.67 cfs Baffle Spacing 20 inch Throat width 48 inch Area 6.67 ft2 Velocity 0.5 f/s max. 0.40 ft/s Check Ok Baraya Apartments Subdivision Drainage Area 8 Assumptions for calculations: Intensity 25= Intensity 50= Intensity 50 = 25, 50 -year Peak Flow = 50 -year Runoff Volume = 8A 88 8C 8-1 8-2 Total 2.2 in/hr Tc =10 min 2.6 in/hr Tc =10 min 1.0 in/hr for 1 -hour storm C * I * A ft3/sec *Intensity at time of concentration C * I * A * T ft' *Intensity at 1 hour, 50 year storm Drainage Area(ft) C -value Tc (min) Qp 25 -yr Flow (cfs) Qp 50 -yr Flow (cfs) Runoff 50 -yr Volume(ft) 8482 0.95 10 0.41 0.48 665.94 5865 0.95 10 0.28 0.33 460.48 7707 0.95 10 0.37 0.44 605.10 20870 0.60 10 0.63 0.74 1029.26 5598 0.74 10 0.21 0.25 340.21 48522 1.90 2.24 3100.98 New Seepage Bed Design Volume Runoff Volume = 3,101 ft3 Percolation Rate = 8 in/hr Void Ratio= 0.4 Depth (ft) Width (ft) Unit Length Capacity= 51 ft' 9 12 Required Length= 60.6 ft Time to Drain= 6.40 hours Less than 24 hours ok New Sand and Grease Trap Design Vault Size 1000 Gallon Number of S&G Traps 1 Peak Flow, Qp-50= 2.24 cfs Baffle Spacing 20 inch Throat width 48 inch Area 6.67 ft2 Velocity 0.5 f/s max. 0.34 ft/s Check Ok MATERIALS TESTING 6 INSPECTION ❑ Environmental Services I❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Prepared for: Schultz Development, LLC PO Box 1115 Meridian, ID 83680 GEOTECHNICAL ENGINEERING REPORT of Baraya Apartments Southeast Corner of Franldln Road I: Umbria Hills Avenue Meridian, ID MTI File Number B18020Ig 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(a)mti-id.com ' � c 21 February 2018 Page # I of 31 b 180201 g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing O Special Inspections Mr.Matt Schultz Schultz Development, LLC PO Box 1115 Meridian, ID 83680 208-880-1695 Re: Geotechnical Engineering Report Baraya Apartments Southeast Corner of Franklin Road & Umbria Hills Avenue Meridian, ID Dear Mr. Schultz: 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 7 February 2018. Data have been analyzed to evaluate pertinent geotechnical conditions. Results of this investigation, together with our recommendations, are to be found in the following report. We have provided a PDF copy for your review and distribution. Often, questions arise concerning soil conditions because of design and construction details that occur on a project. MTI would be pleased to continue our role as geotechnical engineers during project implementation. Additionally, MTI can provide materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering services, we will meet with you at your convenience. MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions, please call (208) 376-4748. Respectfully Submitted, Materials Testing & Inspection NAL r, E N SFQ �''✓'� 4898 Marten Tanberg, E.I.T. Reviewed by: E1' abeth Bro n, E. 7 _Z( -)g Staff Engineer Geotechnical S r Teolp x'98 H Reviewed by: Monica Saculles, P.E. Geotechnical Engineer 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright ®2018 Materiels www.mti-id.eom • mti mti-id.com Testing & Inspection MATERIALS TESTING 6 INSPECTION 21 February 2018 Page # 2 of 31 b180201g_geotech ❑ Environmental Services ❑ Geotechnical Engineering Q Construction Materials Testing ❑ Special Inspections TABLE OF CONTENTS INTRODUCTION...............................................................................................................................................................3 ProjectDescription.................................................................................................................................................3 Authorization..........................................................................................................................................................3 Purpose...................................................................................................................................................................3 Scopeof Investigation............................................................................................................................................3 Warrantyand Limiting Conditions.........................................................................................................................4 SITEDESCRIPTION..........................................................................................................................................................5 SiteAccess..............................................................................................................................................................5 RegionalGeology...................................................................................................................................................5 GeneralSite Characteristics....................................................................................................................................5 HistoricalResearch.................................................................................................................................................6 Regional Site Climatology and Geochemistry........................................................................................................6 GeoseismicSetting.................................................................................................................................................7 SOILSEXPLORATION......................................................................................................................................................7 Exploration and Sampling Procedures....................................................................................................................7 LaboratoryTesting Program...................................................................................................................................7 Soiland Sediment Profile.......................................................................................................................................7 VolatileOrganic Scan.............................................................................................................................................8 SITEHYDROLOGY...........................................................................................................................................................8 Groundwater...........................................................................................................................................................8 SoilInfiltration Rates..............................................................................................................................................9 FOUNDATION, SLAB, AND PAVEMENT DISCUSSION AND RECOMMENDATIONS...............................................................9 Foundation Design Recommendations.................................................................................................................10 Floor, Patio, and Garage Slab-on-Grade...............................................................................................................10 RecommendedPavement Sections.......................................................................................................................11 FlexiblePavement Sections..................................................................................................................................11 PavementSubgrade Preparation...........................................................................................................................12 Common Pavement Section Construction Issues.................................................................................................12 CONSTRUCTION CONSIDERATIONS...............................................................................................................................13 Earthwork.............................................................................................................................................................13 DryWeather.........................................................................................................................................................14 WetWeather.........................................................................................................................................................14 SoftSubgrade Soils..............................................................................................................................................14 FrozenSubgrade Soils..........................................................................................................................................15 StructuralFill........................................................................................................................................................15 Backfillof Walls...................................................................................................................................................16 Excavations...........................................................................................................................................................16 GroundwaterControl............................................................................................................................................17 GENERALCOMMENTS..................................................................................................................................................17 REFERENCES.................................................................................................................................................................18 APPENDICES.................................................................................................................................................................19 AcronymList........................................................................................................................................................19 GeotechnicalGeneral Notes.................................................................................................................................20 Geotechnical Investigation Test Pit Log...............................................................................................................21 AASHTO Pavement Thickness Design Procedures.............................................................................................28 Plate1: Vicinity Map............................................................................................................................................30 Plate2: Site Map...................................................................................................................................................31 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti a mti-id.com Copyright©g&Inspection Testing & MATERIALS 21 February 2018 TESTI NG & Page # 3 of 31 INSPECTION b 180201 g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2015 International Building Code (IBC). Information in support of groundwater and stormwater issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or drawings for the proposed structures 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 western portion of the City of Meridian, Ada County, ID, and occupies a portion of the NW%NE'/ of Section 15, Township 3 North, Range 1 West, Boise Meridian. This project will consist of construction of thirteen multi -story apartment structures, a maintenance building, and a clubhouse. 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 in the form of a pool are 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. Matt Schultz of Schultz Development, LLC to Monica Saculles of Materials Testing and Inspection (MTI), on 1 February 2018. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Schultz Development, LLC and MTI. Our scope of services for the proposed development has been provided in our proposal dated 1 February 2018 and repeated below. Purpose The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by either design engineers or architects in: • Preparing or verifying suitability of foundation design and placement • Preparing site drainage designs • Indicating issues pertaining to earthwork construction • Preparing light and heavy duty pavement section design requirements Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and laboratory testing of materials collected, and engineering analysis and evaluation of foundation materials. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright 020Materials www.mti-id.com • mti(cilmti-id.com Testing & Inspection MATERIALS TESTING Fr INSPECTION 21 February 2018 Page #4of31 b180201g_geotech D Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Warranty and Limiting Conditions MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection ("Consultant"). Use or misuse of this report, or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Report Recommendations are Limited and Subject to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective field exploratory sampling. Upon commencement of construction, such conditions may be identified that require corrective actions, and these required corrective actions may impact the project budget. Therefore, construction recommendations in this report should be considered preliminary, and MTI should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. Since geotechnical reports are subject to misinterpretation, do not separate the soil logs from the report. Rather, provide a copy of, or authorize for their use, the complete report to other design professionals or contractors. Locations of exploratory sites referenced within this report should be considered approximate locations only. For more accurate locations, services of a professional land surveyor are recommended. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(Lbmti-id.com CoPYright0 g&Inspec2018 tion Testing 8lnspedion MATERIALS TESTING & INSPECTION 21 February 2018 Page # 5 of 31 b 18020 1 g_geotech Q Environmental Services O Geotechnical Engineering ❑ Construction Materials Testing Q Special Inspections This report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. Environmental Concerns Comments in this report concerning either onsite conditions or observations, including soil appearances and odors, are provided as general information. These comments are not intended to describe, quantify, or evaluate environmental concerns or situations. Since personnel, skills, procedures, standards, and equipment differ, a geotechnical investigation report is not intended to substitute for a geoenvironmental investigation or a Phase II/III Environmental Site Assessment. If environmental services are needed, MTI can provide, via a separate contract, those personnel who are trained to investigate and delineate soil and water contamination. SITE DESCRIPTION Site Access Access to the site may be gained via Interstate 84 to the Ten Mile Road exit. Proceed north on Ten Mile Road approximately 0.7 mile to its intersection with Franklin Road. From this intersection, proceed west 0.3 mile to Umbria Hills Avenue. The site occupies the southeast corner of this intersection. Presently the site exists as a tilled vacant lot. The location is depicted on site map plates included in the Appendix. Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long, that developed about 14 million years ago (Ma) and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. The project site is underlain by "Gravel of Sunrise Terrace" as mapped by Othberg and Stanford (1993). The Sunrise terrace is the third terrace above the modern Boise River in the eastern Boise Valley, composed of sandy pebble and cobble gravel, and is about 115 feet above river level. Quaternary faulting has probably truncated and tilted this terrace along with older surfaces. The surface of this deposit is mantled with 3-7 feet of loess containing a weakly to moderately developed duripan. Based on stratigraphic correlation the Sunrise terrace may be correlative with the Wilder terrace further to the west. General Site Characteristics This proposed development consists of approximately 18 acres of relatively flat terrain, however the northern property boundary is at a slightly higher elevation than other portions of the site. Throughout the majority of the site, surficial soils consist of fine-grained clay -sand mixtures. No significant vegetation was noted at ground surface, though limited roots and organics were noted within surficial soils. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright 02018 Materials WWW.mtl-Id.GOm • mtiCa�mti-id.com Testing Blnspection MATERIALS TESTING & INSPECTION 21 February 2018 Page # 6 of 31 b180201g_geotech ❑ Environmental Services ❑ Geotechnical Engineering Q Construction Materials Testing ❑ Special Inspections Regional drainage is north toward the Boise River. The site is situated so that it may receive limited stoimwater drainage from the north. Stormwater drainage collection and retention systems are not in place on the project site and were not noted within the vicinity of the project site. Historical Research MTI reviewed aerial photographs for the site and surrounding area from Google Earth and MTI archives. The following table summarizes the research: Aerial Ynotouapn tteview 1938 The site was depicted as agricultural land. The adjacent sites in all directions appeared to be agricultural land or rural residences. To the northeast, a storage facility was built. In all 2003 The site was similar to the 1938 photograph. other directions, the surrounding properties were similar to the 1938 photograph. 2006 1 The site was similar to the 2003 photograph. 2009 ( The site was similar to the 2006 photograph. 2016 1 The site was similar to the 2010 photograph. 2017 1 The site was similar to the 2016 photograph. The property to the north had been cleared of agricultural fields and prepared for commercial or residential use. In all other directions, the surrounding properties were similar to the 2003 photograph. To the northeast, a church was built. To the north, roads appeared to be in the midst of development. In all other directions, the surrounding properties are similar to the 2006 photograph. To the north, residences are in development. In all other directions, the surrounding properties were similar to the 2009 photograph. In all directions, the surrounding properties were similar to the 2016 photograph. MTI also reviewed previous geotechnical investigations in the area. From these investigations, and from our experience during construction of nearby projects, it is possible that soft subgrade conditions may be present on the site during construction. 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. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 ls www.mti-id.com • mti(c)mti-id.com Copyright®2018 Testing 8 Inspection MATERIALS TESTING 6 INSPECTION 21 February 2018 Page #7of31 b 18020 1 g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Geoseismic Setting Soils on site are classed as Site Class D in accordance with Chapter 20 of the American Society of Civil Engineers (ASCE) publication ASCE/SEI 7-10. Structures constructed on this site should be designed per IBC requirements for such a seismic classification. Our investigation did not reveal hazards resulting from potential earthquake motions including: slope instability, liquefaction, and surface rupture caused by faulting or lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low. SOILS EXPLORATION Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means of a Global Positioning System (GPS) device and are reportedly accurate to within ten 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) 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 C1 17/C 136. Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which can be found in the Appendix. The materials encountered during exploration were quite typical for the geologic area mapped as Gravel of Sunrise Terrace. Surficial soils varied across the site and included lean clay, borderline sandy fat clay /clayey sand, and fat clay. These clayey soils were light to dark brown, dry, stiff to very stiff, and contained fine-grained sand. Organic materials were measured to depths of roughly 1'h feet, and disturbed materials, as a result of plowing activities, usually reached a depth of 1 %z feet if present. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(aiimti-id.com Copyright©2078 pedi is Testing B Ins.pection MATERIALS TESTING 6 INSPECTION 21 February 2018 Page # 8 of 31 W 80201 g_geotech 0 Environmental Services 0 Geotechnical Engineering 0 Construction Materials Testing 0 Special Inspections In test pits 1 and 7, silt with sand was encountered below surficial soils. These silt with sand materials were light brown to tan to dark brown, dry, very stiff to hard, and contained fine to coarse-grained sand. With exception of test pits 3 and 7, silty sands were encountered beneath the silt with sand or surficial clayey soils. The silty sands were light brown to brown, dry, medium dense to very dense, and contained fine to coarse- grained sand. In test pits 1 and 2, layers of poorly graded sand with gravel and clayey sand were exposed. These sandy sediments were light brown to brown, medium dense to very dense, and contained fine to coarse-grained sand and fine to coarse gravel. In the remaining test pits, poorly graded gravel sediments with varying silt contents were encountered at depth. These gravels were light brown to brown to reddish brown, dry, very dense, and contained fine to coarse-grained sand, with fine to coarse gravel and 6 -inch -minus cobbles. Competency of test pit sidewalls varied little across the site. In general, fine grained soils remained stable while more granular sediments readily sloughed. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. Volatile Organic Scan No environmental concerns were identified prior to commencement of the investigation. Therefore, soils obtained during on-site activities were not assessed for volatile organic compounds by portable photoionization detector. Samples obtained during our exploration activities exhibited no odors or discoloration typically associated with this type of contamination. No groundwater was encountered. SITE HYDROLOGY Existing surface drainage conditions are defined in the General Site Characteristics section. Information provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report. Groundwater During this field investigation, groundwater was not encountered in test pits advanced to a maximum depth of 17.9 feet bgs. Soil moistures in the test pits were generally dry throughout. The highest groundwater is likely to occur during the later portions of the irrigation season. MTI reviewed groundwater monitoring data performed on the northern portion of the site. Groundwater depths recorded for the wells ranged from 15.2 to 18.9 feet bgs. The piezometers were monitored periodically from October 2016 to October 2017. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(@mti-id.com Copyrght©2018 Inspection Testing 8 Inspectionn MATERIALS TESTING & INSPBCTIO 21 February 2018 Page # 9 of 31 b 180201 g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections For construction purposes, groundwater depth can be assumed to remain greater than 14 feet bgs throughout the year. Since this is an estimated depth and seasonal groundwater levels fluctuate, actual levels should be confirmed by periodic groundwater data collected from piezometers installed in test pits 1, 4, 5, and 7. If desired, MTI is available to perform this 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, fat clay, and silt soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour. Clayey sand sediments typically have infiltration rates ranging from 2 to 6 inches per hour. Silty sand sediments usually display rates of 4 to 8 inches per hour. Silty gravel sediments typically have infiltration rates ranging from 6 to 12 inches per hour. Poorly graded sand and gravel sediments typically exhibit infiltration values in excess of 12 inches per hour. It is recommended that infiltration facilities constructed on the site be extended into native, non-cemented poorly graded sand with gravel sediments or poorly graded gravel with sand sediments. Excavation depths of approximately 4.0 to 10.3 feet bgs should be anticipated to expose these poorly graded sand with gravel sediments or 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 structure. Two requirements must be met in the design of foundations. First, the applied bearing stress must be less than the ultimate bearing capacity of foundation soils to maintain stability. Second, total and differential settlement must not exceed an amount that will produce an adverse behavior of the superstructure. Allowable settlement is usually exceeded before bearing capacity considerations become important; thus, allowable bearing pressure is normally controlled by settlement considerations. Considering subsurface conditions and the proposed construction, it is recommended that the structures 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. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtl (Dmti-Id.com Copyrght©g&lns2018M letion Testing 8 Inspection MATERIALS TESTING £r INSPECTION 21 February 2018 Page # 10 of 31 b180201g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections 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 Footings must bear on competent, undisturbed, native silty sand, silt with sand, poorly graded gravel with silt and sand, or compacted structural fill. Existing lean clay soils, fat clay soils, clayey sand sediments, organics, and fill materials must be completely removed from below foundation elements.' Excavation depths ranging from roughly 1.4 to 3.6 feet bgs should be anticipated to expose Droner bearing soils.2 Not Required for Native Soil 95% for Structural Fill 2,000 lbs/ft2 A '/3 increase is allowable for short-term loading, which is defined by seismic events or designed wind speeds. IT, 1 11-_ ______. __._A r__ A APT .- 1 t,..,,.«:R, tl.., 1..,..«: a , F 11 otr„nfi,rc, �t t1la times of rnnetrnrtinn u- - - -" --'----- ZDepending on the time of year construction takes place the subgrade soils may be unstable because of high moisture contents If unstable conditions are encountered over -excavation and replacement with granular structural fill and/or use of geotextiles may be required. The following sliding frictional coefficient values should be used: 1) 0.35 for footings bearing on native silty sand/silt with sand (SM/ML) soils and 2) 0.45 for footings bearing on native porrly graded gravel with silt and sand and granular structural fill. A passive lateral earth pressure of 368 pounds per square foot per foot (psf/ft) should be used for silty sand/silt with sand (SM/ML) soils. For native poorly graded gravel with silt and sand and 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 2015 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should be limited to approximately Y2 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, Patio, and Garage Slab -on -Grade Plow zones, which should be treated as uncontrolled fill, were encountered in portions of the site. MTI recommends that these plow zones be excavated to a sufficient depth to expose competent, native soils. MTI personnel must be present during excavation to identify these materials. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiPirnti-id.com CoPyrighf02078Maection Testing & Inspection MATERIALS TESTING £s INSPKTION 21 February 2018 Page # 11 of 31 b180201g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials resting ❑ Special Inspections Potential movements associated with seasonal moisture variation within highly expansive clay soils are anticipated to be on the order of 0 to 2 inches, depending on locations. Considering this, removal of the clay soil will be required to prevent movement of ground -supported slabs. MTI personnel must be present to identify clay soils in the field. 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 D 1557. A free -draining granular mat (drainage fill course) should be provided below slabs -on -grade. This should be a minimum of 4 inches in thickness and properly compacted. The mat should consist of a sand and gravel mixture, complying with Idaho Standards for Public Works Construction (ISPWC) specifications for 3/ -inch (Type 1) crushed aggregate. A moisture -retarder should be placed beneath floor slabs to minimize potential ground moisture effects on moisture -sensitive floor coverings. The moisture -retarder should be at least 15 -mil in thickness and have a permeance of less than 0.01 US perms as determined by ASTM E96. Placement of the moisture -retarder will require special consideration with regard to effects on the slab -on -grade and should adhere to recommendations outlined in the ACI 302.1R and ASTM E1745 publications. The granular mat should be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D1557. Upon request, MTI can provide further consultation regarding installation. 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 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. 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. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.eom • m0ibmti-id.com Copyright02078 Testing & InsspectipeLMatelits on MATERIALS TESTING 6 INSPKTION 21 February 2018 Page # 12 of 31 b180201g_geotecb U Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections AASHTO Flexible Pavement I Asphaltic Concrete 1 2.5 Inches 13.0 Inches I I Crushed Aggregate Base ( 4.0 Inches 1 4.0 Inches I I Structural Subbase 1 12.0 Inches 1 16.0 Inches I I Compacted Subgrade I See Pavement Subgrade I See Pavement Subgrade Preparation Section Preparation Section 'It will be required for MTI personnel to verify subgrade competency at the time of construction. Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC, Section 810 Class III plant mix. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. Aggregate Base: Material complying with ISPWC Standards for Crushed Aggregate Materials. Structural Subbase: 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 Plow zones, which should be treated as uncontrolled fill, were encountered in portions of the site. MTI recommends that these plow zones be excavated to a sufficient depth to expose competent, native soils. MTI personnel must be present during excavation to identify these materials. Native clay soils are moderately plastic and will be susceptible to shrinldswell movements associated with moisture changes. Areas of the site within the proposed pavement sections should be excavated to sufficient depths to expose clay soils. The clay soils should be scarified to a depth of 6 inches and compacted between 92 to 98 percent of the maximum dry density as determined by ASTM D698. The moisture content should be within 2 percent of optimum. Structural fill should be placed as soon as possible after compaction of clay soils in order to limit moisture loss within the upper clays. 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. Subgrade clays and silts near and above optimum moisture contents may pump during_ compaction. Pumping or soft areas must be removed and replaced with structural fill. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mti(cbmti-id.com Copy ght©2018 gcti is Testing 8lnspedion MATERIALS TESTING £r INSPECTION 21 February 2018 Page # 13 of 31 b180201g_geotech Q Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Fill material and aggregates, as well as compacted native subgrade soils, in support of the pavement section must be compacted to no less than 95 percent of the maximum diy density as determined by ASTM D698 for flexible pavements and by ASTM D1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. MTI recommends that rigid concrete pavement be provided for heavy garbage receptacles. This will eliminate damage caused by the considerable loading transferred through the small steel wheels onto asphaltic concrete. Rigid concrete pavement should consist of Portland Cement Concrete Pavement (PCCP) generally adhering to ITD specifications for Urban Concrete. PCCP should be 6 inches thick on a 4 -inch drainage fill course (see Floor Slab -on -Grade section), and should be reinforced with welded wire fabric. Control joints must be on 12 -foot centers or less. CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent, native silty sand, silt with sand, poorly graded gravel with silt and sand, or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. Earthwork Excessively organic soils, deleterious materials, or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Stripping depths should be adjusted in the field to assure that the entire root zone or disturbed zone (plow depths) 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. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiftmti-id.com cePy�9ht®Testing & Tes2018 ting Inspection MATERIALS TESTING £r INSPECTION 21 February 2018 Page # 14 of 31 b180201g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Dry Weather If construction is to be conducted during dry seasonal conditions, many problems associated with soft soils may be avoided. However, some rutting of subgrade soils may be induced by shallow groundwater conditions related to springtime runoff or irrigation activities during late summer through early fall. Solutions to problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require the addition of water to achieve near -optimum moisture levels. Low -cohesion soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. Wet Weather If construction is to be conducted during wet seasonal conditions (commonly from mid-November through May), problems associated with soft soils must be considered as part of the construction plan. During this time of year, fine-grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the possibility of drying soils to near optimum conditions. Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. During periods of wet weather, construction may become very difficult if not impossible. The following recommendations and options have been included for dealing with soft subgrade conditions: • Track -mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris Heavy rubber -tired equipment should be prohibited from operating directly on the native subgrade and areas in which structural fill materials have been placed. Construction traffic should be restricted to designated roadways that do not cross, or cross on a limited basis, proposed roadway or parking areas. • Soft areas can be over -excavated and replaced with granular structural fill. • Construction roadways on soft subgrade soils should consist of a minimum 2 -foot thickness of large cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances should consist of a 6 -inch thickness of clean, 2 -inch minimum, angular drain -rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. • Scarification and aeration of subgrade soils can be employed to reduce the moisture content of wet subgrade soils. After stripping is complete, the exposed subgrade should be ripped or disked to a depth of 1 %2 feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a weekly basis to aid the aeration process. • Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. MTI is available to provide recommendations and guidelines at your request. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 dals www.mti-id.com • mti((Dmti-id.com coPY�9h10 g & Ins l than Testing Blnspeclion MATERIALS TESTING 6 INSPECTION 21 February 2018 Page # 15 of 31 b 180201 g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Frozen Subgrade Soils Prior to placement of structural fill materials or foundation elements, frozen subgrade soils must either be allowed to thaw or be stripped to depths that expose non -frozen soils and wasted or stockpiled for later use. Stockpiled materials must be allowed to thaw and return to near -optimal conditions prior to use as structural fill. The onsite, shallow clayey and silty soils are susceptible to frost heave during freezing temperatures. For exterior flatwork and other structural elements, adequate drainage away from subgrades is critical. Compaction and use of structural fill will also help to mitigate the potential for frost heave. Complete removal of frost susceptible soils for the full frost depth, followed by replacement with a non -frost susceptible structural fill, can also be used to mitigate the potential for frost heave. MTI is available to provide further guidance/assistance upon request. 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 than 3/ -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. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiAmti-id.com Copyright®&I2018 nspection MATERIALS 21 February 2018 TESTI NG & Page # 16 of 31 INSPECTION b 180201 g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections The ASTM D 15 57 test method must be used for samples containing up to 40 percent oversize (greater than 3/a - inch) particles. If material contains more than 40 percent but less than 50 percent oversize particles, compaction of fill must be confirmed by proof rolling each lift with a 10 -ton vibratory roller (or equivalent) until the maximum density has been achieved. Density testing must be performed after each proof rolling pass until the in-place density test results indicate a drop (or no increase) in the dry density, defined as maximum density or "break over" point. The number of required passes should be used as the requirements on the remainder of fill placement. Material should contain sufficient fines to fill void spaces, and must not contain more than 50 percent oversize particles. Backfill of Walls Backfill materials must conform to the requirements of structural fill, as defined in this report. For wall heights greater than 2.5 feet, the maximum material size should not exceed 4 inches in diameter. Placing oversized material against rigid surfaces interferes with proper compaction, and can induce excessive point loads on walls. Backfill shall not commence until the wall has gained sufficient strength to resist placement and compaction forces. Further, retaining walls above 2.5 feet in height shall be backfilled in a manner that will limit the potential for damage from compaction methods and/or equipment. It is recommended that only small hand - operated compaction equipment be used for compaction of backfill within a horizontal distance equal to the height of the wall, measured from the back face of the wall. Backfill should be compacted in accordance with the specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. Excavations Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with Occupational Safety and Health Administration (OSHA) regulations, Section 1926, Subpart P. Based on these regulations, on-site soils are classified as type "C" soil, and as such, excavations within these soils should be constructed at a maximum slope of 11/2 feet horizontal to 1 foot vertical (1'/Z: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. Shallow soil cementation (caliche) was observed throughout much of the site and may cause difficulties during foundation development and utility placement. Cemented soils should be anticipated throughout the site at depths of 1.4 to 10.4 feet bgs. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiOmti-id.com CoPYright02018Matdion Testing Blnspeclion MATERIALS TESTING & INSPECTION 21 February 2018 Page # 17 of 31 b 180201 g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Groundwater Control Groundwater was encountered during the investigation but is anticipated to be below the depth of most construction. Excavations below the water table will require a dewatering program. 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. Special precautions may be required for control of surface runoff and subsurface seepage. It is recommended that runoff be directed away from open excavations. Silty and clayey soils may become soft and pump if subjected to excessive traffic during time of surface runoff. Ponded water in construction areas should be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted. GENERAL COMMENTS When plans and specifications are complete, or if significant changes are made in the character or location of the proposed structures, 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 rials www,mti-id.com • mtiPmti-id.com Copyright02078 .a .tbn Testing 8lnspection MATERIALS 21 February 2018 TESTI NG & Page # 18 of 31 INSPECTION b 180201 g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections REFERENCES American Concrete Institute (ACI) (2015). Guide for Concrete Floor and Slab Construction: ACI 302.1R. Farmington Hills, MI: ACI. American Society of Civil Engineers (ASCE) (2013). Minimum Design Loads for Buildings and Other Structures: ASCE/SEI 7-10. Reston, VA: ASCE. American Society for Testing and Materials (ASTM) (2013). Standard Test Method for Materials Finer than 75-µm (No. 200) Sieve in Mineral Aggregates by Washing: ASTM Cl 17. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2014). Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: ASTM C136. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Standard Effort: ASTM D698. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2012). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort: ASTM D1557. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2011). Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System): ASTM D2487. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2010). Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils: ASTM D4318. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (2011). Standard Specification for Plastic Water Vapor Retarders Used in Contact with Soil or Granular Fill Under Concrete Slabs: ASTM E1745. West Conshohocken, PA: ASTM. American Society of State Highway and Transportation Officials (AASHTO) (1993). AASHTO Guide for Design of Pavement Structures 1993. Washington D.C.: AASHTO. American Society for Testing and Materials (ASTM) (2014). Standard Test Methods for California Bearing Ratio: ASTM D1883. West Conshohocken, PA: ASTM. Desert Research Institute. Western Regional Climate Center. [Online] Available: <http://www.wrcc.dri.edu/> (2018). International Building Code Council (2015). International Building Code, 2015. Country Club Hills, IL: Author. Local Highway Technical Assistance Council (LHTAC) (2017). Idaho Standards for Public Works Construction 2017. Boise, ID: Author. Othberg, K. L. and Stanford, L. A., Idaho Geologic Society (1992). Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho. (scale 1:100,000). Boise, ID: Joslyn and Morris. U.S. Department of Labor, Occupational Safety and Health Administration. CFR 29, Part 1926, Subpart P: Safety and Health Regulations for Construction, Excavations (1986). [Online] Available: <www.osha.gov> (2018). U.S. Geological Survey (2018). National Water Information System: Web Interface. [Online] Available: <http://waterdata.usgs.gov/nwis> (2018). 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 als www.mti-id.com • mtlAmti-id.com Copyright g&Inspec2018 tion Testing 8lnspedion MATERIALS TESTING £s INSPECTION 21 February 2018 Page # 19 of 31 b 18020 1 g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections APPENDICES ACRONYM LIST AASHTO: American Association of State Highway and Transportation Officials ACI American Concrete Institute ASCE American Society of Civil Engineers ASTM: American Society for Testing and Materials bgs: below ground surface CBR: California Bearing Ratio D: natural dry unit weight, pcf ESAL Equivalent Single Axle Load GS: grab sample IBC: International Building Code LL: Liquid Limit M: water content MSL: mean sea level N: Standard "N" penetration: blows per foot, Standard Penetration Test NP: nonplastic OSHA Occupational Safety and Health Administration PCCP: Portland Cement Concrete Pavement PERM: vapor permeability PI: Plasticity Index PID: photoionization detector PVC: polyvinyl chloride QC: cone penetrometer value, unconfined compressive strength, psi QP: Penetrometer value, unconfined compressive strength, tsf Qu: Unconfined compressive strength, tsf RMR Rock Mass Rating RQD Rock Quality Designation R -Value Resistance Value SPT: Standard Penetration Test (140:pound hammer falling 30 in. on a 2:in. split spoon) USCS: Unified Soil Classification System USDA: United States Department of Agriculture UST: underground storage tank V: vane value, ultimate shearing strength, tsf 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 terials www.mti-id.com • mtiArriti-id.com �opyright©2078 2pection Telling & Inspection MATERIALS TESTING £r INSPECTION 21 February 2018 Page # 20 of 31 b 180201 g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL GENERAL NOTES Coarse -Grained Soils SPT Blow Counts (N) Fine -Grained Soils SPT Blow Counts (N) Very Loose: < 4 Very Soft: < 2 Loose: 4-10 Soft: 2-4 Medium Dense: 10-30 Medium Stiff: 4-8 Dense: 30-50 Stiff. 8-15 Very Dense: >50 Very Stiff. 15-30 Hard: >30 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 Description Field Test Weakly Crumbles or breaks with handling or slight finger pressure Moderately Crumbles or beaks with considerable finger pressure Strongly Will not crumble or break with finger pressure PARTiCL;�SIZ�, _ " 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 Silts & Clays Fine Grained LL < 50 Soils >50% _ passes No.200 sieve Silts & Clays LL > 50 Highly Organic Soils GW Well -graded gravels; gravel/sand mixtures with little or no fines GP Poorly -graded gravels; gravel/sand mixtures with little or no fines GM Silty gravels; poorly -graded gravel/sand/silt mixtures GC Clayey gravels; poorly -graded gravel/sand/clay mixtures 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 ML Inorganic silts; sandy, gravelly or clayey silts CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium -ply OL Organic, low -plasticity clays and silts MH Inorganic, elastic silts; sandy, gravelly or clayey elastic silts CH Fat clays; high -plasticity, inorganic clays OH Organic, medium to high -plasticity clays and silts PT Peat, humus, hydric soils with high organic content icity clays 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 ww&Inspection w.mti-id.com • mtiAmti-id.com eopY�9MO20nsperios Testing ion Gravel & Gravelly Soils <50% Coarse -Grained coarse fraction Soils passes No.4 sieve <50% passes No.200 Sand & Sandy sieve Soils >50% coarse fraction passes No.4 sieve Silts & Clays Fine Grained LL < 50 Soils >50% _ passes No.200 sieve Silts & Clays LL > 50 Highly Organic Soils GW Well -graded gravels; gravel/sand mixtures with little or no fines GP Poorly -graded gravels; gravel/sand mixtures with little or no fines GM Silty gravels; poorly -graded gravel/sand/silt mixtures GC Clayey gravels; poorly -graded gravel/sand/clay mixtures 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 ML Inorganic silts; sandy, gravelly or clayey silts CL Lean clays; inorganic, gravelly, sandy, or silty, low to medium -ply OL Organic, low -plasticity clays and silts MH Inorganic, elastic silts; sandy, gravelly or clayey elastic silts CH Fat clays; high -plasticity, inorganic clays OH Organic, medium to high -plasticity clays and silts PT Peat, humus, hydric soils with high organic content icity clays 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 ww&Inspection w.mti-id.com • mtiAmti-id.com eopY�9MO20nsperios Testing ion MATERIALS TESTING & INSPECTION 21 February 2018 Page # 21 of 31 b 180201 g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -1 Date Advanced: 7 Feb 2018 Excavated by: Struckman's Backhoe Service Latitude: 43.604197 Depth to Water Table: Not Encountered Notes: Piezometer installed to 17.9 feet bgs. Logged by: Maren Tanberg, E.I.T Location: See Site Map Plates Longitude: -116.439073 Total Depth: 17.9 Feet bgs 0.0-1.4 Lean Clay (CL): Brown, dry, stiff. 1.75 --Organics and plow zone noted throughout. Silt with Sand (ML): Light brown to tan, dry, 1.4-3.4 Very stiff to hard. --Weak to moderate calcium carbonate cementation throughout. 3.4-6.3 Silty Sand (SM): Light brown, dry, very dense, with fine-grained sand. Poorly Graded Sand with Gravel (SP): Light 6.3-12.8 brown, dry, medium dense to dense, with fine to coarse-grained sand and some fine gravel. 12.8-17.9 Clayey Sand (SC): Brown, dry, very dense, with fine to coarse-grained sand. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiOnriti-id.com Copyright0g& Inspection MATERIALS TESTING 6 INSPECTION 21 February 2018 Page # 22 of 31 b 180201 g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -2 Date Advanced: 7 Feb 2018 Logged by: Maren Tanberg, E.I.T Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.60347338 Longitude: -116.4396812 Depth to Water Table: Not Encountered Total Depth: 13.5 Feet bgs 2.0 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 ls www.niti-id.com • mti c(Dmti-id.com Copyright©2018 Malebo Testing & Inspection Lean Clay (CL): Dark brown, dry, stiff to 0.0-2.5 Very stiff. --Limited organics and plow zone noted to 1.5 feet bgs. Fat Clay (CH): Dark brown, dry, stiff to very 2.5-3.0 stiff. 3.0-4.0 Silty Sand (SM): Light brown, dry, very dense, with fine to medium -grained sand. Poorly Graded Sand with Gravel (SP): Light 4.0-11.0 brown, diy, dense, with fine to coarse- grained sand and some fine gravel. Clayey Sand (SC): Brown, dry, very dense, 11.0-13.5 witli fine to medium -grained sand. 2.0 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 ls www.niti-id.com • mti c(Dmti-id.com Copyright©2018 Malebo Testing & Inspection MATERIALS TESTING 6 INSPECTION 21 February 2018 Page # 23 of 31 b 180201 g_geotech ❑ Environrnental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -3 Date Advanced: 7 Feb 2018 Logged by: Maren Tanberg, E.I.T Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.6050863 Longitude: -116.4391059 Depth to Water Table: Not Encountered Total Depth: 10.3 Feet bgs Fat Clay (CH): Dark brown, dry, stiff to very 0.0-3.0 stiff. --Organic material and plow zone to 2.0 feet bgs. Poorly Graded Gravel with Silt and Sand (GP -GM): Light brown, dry, very dense, with 3.0-10.3 fine to coarse-grained sand, fine to coarse gravel, and 12 -inch -minus cobbles. --Strong calcium carbonate cementation from 3.0 to 4.7 feet bgs. M 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright 020Materials www.mti-id.eam • mti(cbmti-id.eom Telling & Inspection MATERIALS TESTING 6 INSPKTION 21 February 2018 Page # 24 of 31 b 180201 g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -4 Date Advanced: 7 Feb 2018 Logged by: Maren Tanberg, E.I.T Excavated by: Struclman's Backhoe Service Location: See Site Map Plates Latitude: 43.6025721 Longitude: -116.4397453 Depth to Water Table: Not Encountered Total Depth: 14.2 Feet bgs Notes: Piezometer installed to 14.2 feet bgs. Lean Clay (CL): Dark brown to light brown, 0.0-3.6 dry, stiff to very stiff. --Organics noted and plow zone to 1.3 feet Silty Sand (SM): Light brown, dry, very dense, with fine to coarse-grained sand. 3.6-10.4 --Strong calcium carbonate cementation from. 3.6 to 5.2 feet bgs. --Moderate calcium carbonate cementation from 5.2 to 10.4 feet bgs. Silty Gravel with Sand (GM): Reddish 10.4-14.2 brown, dry, very dense, with fine to coarse- grained sand and fine to coarse gravel with 6 -inch -minus cobbles. 2.0-4.0 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtiCa?mti-id.com Copyright®2018 Inspection Testing 8 Inspection MATERIALS TESTING £s INSPECTION 21 February 2018 Page # 25 of 31 b 180201 g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -5 Date Advanced: 7 Feb 2018 Logged by: Maren Tanberg, E.I.T Excavated by: Struclunan's Backhoe Service Location: See Site Map Plates Latitude: 43.601952 Longitude: -116.439165 Depth to Water Table: Not Encountered Total Depth: 12.7 Feet bgs Notes: Piezometer installed to 12.7 feet bgs. Borderline Sandy Fat Clay/Clayey Sand (CH/SC): Dark to light brown, dry, very 0.0-2.5 stiff/dense. --Organics and plow zone noted to 1.4 feet Silty Sand (SM): Light brown, dry, very 2.5-8.7 dense, with fine to coarse-grained sand. --Moderate calcium carbonate cementation throughout. Poorly Graded Gravel with Silt and Sand (GP -GM): Brown, dry, very dense, with fine 8.7-12.7 to coarse-grained sand, fine to coarse gravel, and 6 -inch -minus cobbles. --Silt content decreases with depth. Lab" Test ID "' PI:- ` ,: _ ° sieve Analysis (okra rising) "% A. #40., 33.8 52 27 99 95 71 56 48.9 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.niti-id.com • mti(a)mti-id.com Copyright©Testingg Materials 8 Insppection MATERIALS TESTING fs INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testi GEOTECHNICAL INVESTIGATION TEST PIT LOG 21 February 2018 Page # 26 of 31 b 18020 1 g_geotech ❑ Special Inspections Test Pit Log #: TP -6 Date Advanced: 7 Feb 2018 Logged by: Maren Tanberg, E.I.T Excavated by: Shuckman's Backhoe Service Location: See Site Map Plates Latitude: 43.6013081 Longitude: -116.4398556 Depth to Water Table: Not Encountered Total Depth: 11.7 Feet bgs Lean Clay (CL): Dark brown, dry, stiff, with 0.0-1.4 fine-grained sand. 2.75 --Organics and plow zone noted througliout. Silty Sand (SM): Brown, dry, medium dense to veq dense, with fine to coarse-grained 1.4-9.7 sand. --Weak to moderate calcium carbonate cementation from 2.2 to 9.7 feet bgs. Poorly Graded Gravel with Sand (GP): Light brown, dry, very dense, witli fine to coarse - 9.7 -11.7 grained sand, fine to coarse gravel, and 6 - inch -minus cobbles. --Strong calcium carbonate cementation from 9.7 to 10.3 feet bgs. 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyrighl0201& Materials www.mti-id.com • mti(@mti-id.com Testing & Inspection MATERIALS TESTING £r INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction [Materials GEOTECHNICAL INVESTIGATION TEST PIT LOG 21 February 2018 Page # 27 of 31 b 18020 1 g_geotech ❑ Special Inspections Test Pit Log #: TP -7 Date Advanced: 7 Feb 2018 Logged by: Maren Tanberg, E.I.T Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.6013586 Longitude: -116.4405194 Depth to Water Table: Not Encountered Total Depth: 12.7 Feet bgs Notes: Piezometer installed to 12.7 feet bgs. Lean Clay (CL): Dark brown, dry, stiff, with 0.0-1.4 fine-grained sand. --Organics and plow zone noted to 1.4 feet Silt with Sand (ML): Dark brown, dry, stiff to 1.4-7.7 very stiff, with fine to coarse-grained sand. --Strong to moderate calcium carbonate cementation from 4.7 to 7.7 feet bgs. Poorly Graded Gravel with Sand (GP): 7.7-12.7 Brown to light brown, dry, very dense, witl2 fine to coarse-grained sand, fine to coarse gravel, and 6 -inch -minus cobbles. 2.75 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 Copyright O 2078 Materials www.mti-id.com • mti a.mti-id.com Testing& Inspection MATERIALS TESTING & INSPECTION 21 February 2018 Page # 28 of 31 b180201g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials "resting ❑ Special inspections AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Baraya Apartmetns, No Truck Access Average Daily Traffic Count: 800 All Lanes & Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 50% Terminal Seviceability Index (Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 3 Subgrade Mr: 4,500 Calculation of Design -18 kip ESALs Daily Cnowth Load Design Traffic Rate Factors ESALs Passenger Cars: 268 2.0% 0.0008 1,901 Buses: 0 2.0% 0.6806 0 Panel & Pickup Trucks: 130 2.0% 0.0122 14,066 2 -Axle, 6 -Tire Trucks: 1 2.0% 0.1890 1,676 Concrete Trucks: 1.0 2.0% 4.4800 39,731 Dump Trucks: 0 2.0% 3.6300 0 Tractor Semi Trailer Trucks: 0 2.0% 2.3719 0 Double Trailer Trucks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 400 Total Design Life 18 -kip ESALs: 57,374 Actual Log (ESALs): 4.759 Trial SN: 2.81 Trial Log (ESALs): 4.765 Pavement Section Design SN: 2.81 Design Depth Structural Drainage Inches Coefficient Coefficient Asphaltic Concrete: 2.50 0.42 n/a Asphalt -Treated Base: 0.00 0.25 n/a Cement -Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 4.00 0.14 1.0 Subbase: 12.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtWDrriti-id.com Copyrig8Materials Teestingsting 8 Inspection MATERIALS TESTING 6 INSPECTION 21 February 2018 Page # 29 of 31 b 18020 1 g_geotech ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections AASHTO PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Baraya Apartments, Truck Access Average Daily Traffic Count: 800 All Lanes & Both Directions Design Life: 20 Years Percent of Traffic in Design Lane: 50% Terminal Seviceability Index (Pt): 2.5 Level of Reliability: 95 Subgrade CBR Value: 3 Subgrade Mr: 4,500 Calculation of Design -18 kip ESALs Daily Growth Load Design Traffic Rate Factors ESALs Passenger Cars: 258 2.0% 0.0008 1,830 Buses: 3 2.0% 0.6806 18,108 Panel & Pickup Trucks: 125 2.0% 0.0122 13,525 2 -Axle, 6 -Tire Trucks: 10 2.0% 0.1890 16,762 Concrete Trucks: 1.0 2.0% 4.4800 39,731 Dump Trucks: 2 2.0% 3.6300 64,386 Tractor Semi Trailer Trucks: 1 2.0% 2.3719 21,035 Double Trailer Trucks 0 2.0% 2.3187 0 Heavy Tractor Trailer Combo Trucks: 0 2.0% 2.9760 0 Average Daily Traffic in Design Lane: 400 Total Design Life 18 -kip ESALs: 175,376 Actual Log (ESALs): 5.244 Trial SN: 3.38 Trial Log (ESALs): 5.249 Pavement Section Design SN: 3.42 Design Depth Structural Drainage Incites Coefficient Coefficient Asphaltic Concrete: 3.00 0.42 n/a Asphalt -Treated Base: 0.00 0.25 n/a Cement -Treated Base: 0.00 0.17 n/a Crushed Aggregate Base: 4.00 0.14 1.0 Subbase: 16.00 0.10 1.0 Special Aggregate Subgrade: 0.00 0.09 0.9 2791 S Victory View Way • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 www.mti-id.com • mtKbmti-id.com �gY�9ht©g&Ins 2018 M telion Testing & Inspection 7T A�I, P17- E VI tb Z 0 - W U) co O EO U) E Ix Z W.9 Z5 115 0 CL 2, 0 z Uj 0 CL 0 7T A�I, P17- E VI tb Z 0 - tq Ix wz ui CD (D 0 X CL W p . 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