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Bellhaven Subdivision AZ, PP App
MAYOR Tammy eer CITY COUNCIL MEMBERS Keith Joseph W. Borton Charles M. Rountree Shaun Wardle CITY DEPARTMENTS City Attorney/HR 703 Main Street 898-5506 (City Attorney) 898-5503 Fax 884-8723 Fire 540 E. Franklin Road 888-1234 / fax 895-0390 Parks & Recreation , W. BowerStreet 888-3579 fax 898-550 Planning 660 E. Watertower Lane Suite 202 884-5533 / fax 888-685 Police 1401 E. Watertower Lane 888-6678 fax 846-7366 Public Works 660 E. Watertower Lane Suite 200 898-5500 fax 898-9551 Building 660 E. Watertower Lane Su i to 15 887-2211 fax 887-1297 Wastewater 3401 N, Ten Mile Road 888-21,91 / fax 884-0744 titer ir 2235 g � 8th Street 888-5242 fax 884-1159 comments and recommendations to Meridian City Hall Attn: Will Berg, City Clerk, by: February 8, 2007 Transmittal Date: January 10, 2007 File No.: AZ 07-001 1 PP 07-001 Hearing Date: February 15, 2007 Request: Public Hearing =Annexation & Zoning of 6.84 acres from RUT to an R-4 zone and Preliminary Plat approval of 22 single- family residential building lots and 5 common 1 other lots on 8.84 acres in a proposed R4 zone for Belhaven Subdivision By: Pole Creek Properties, Inc. Location of Property or Project: 5230 N. Black Cat Road Steve Siddoway (no FP) David Moe (no FP) Wendy Newton-Huckabay (No FP) Michael Rohm (No FP) Keith Borup (No FP) Tammy de Weerd, Mayor }= Charlie Rountree, CIC Joe Borton, C/C Keith Bird, CIC David Zaremba CIC Water Department w Sewer Department Sanitary Services(No VAR, VAC, FP) Building Department 1 Rich Greene Fire Department Police Department City Attorney City Engineer City Planner Parks Department Economic Dev. (CUP only) ■ Your Concise Remarks: Meridian School District (No FP) Meridian Post office(FP/PP only) Ada County Highway District Ada County Development Services Central District Health Nampa Meridian Irrig. District Settlers Irrig. District Idaho Power Co. (FP,PP,CUP) Qwest (FFWP only) Intermountain Gas (FP/PP only) Bureau of Reclamation (FP/PP only) Idaho Transportation Dept. (No FP) Ada County Ass. Land Records Meridian Development Corp. Historical Preservation Comm. CITY HALL 33 EAST 1DAHo AVENUE MERIDIAN, IDAHo 83642 (208) 888-4433 CITY CLERKEFAX218 FINANCE& UTILITY I ILLsI *I 1MAYOR'SOFFIC*,FAX89WI19 Printed on recycled paper ;K:PjjjjPPC;L $leg Fa OT V Request: Annexation and zomng of 6.84 acres from RUT (Ada County) to R-4 zone, by Pole Creek Properties, Inc. Location: 5230 N. Black Cat Road, M- the SW Yc of Section 27, TAN., R. I W,, File No.: PP -07-001 Request: Request for prel. plat approval of 22 single-family residential building lots and 5 common/other lots on 6.84 acres m' a proposed R4 zone. ti�z•; :w Y Plannipg Department - . r P IDAHO g f. COMMISSION & COUNCIL REVIE)KAPPLICATION ConQ LOP 54 M 1L1r� Type of Review Reque ., �h k all that apply) x Annexation and Zoning ❑ Comprehensive Plan Map Amendment ❑ Comprehensive Plan Text Amendment ❑ Conditional Use Permit ❑ Conditional Use Permit Modification ❑ Final Plat ❑ Final Plat Modification ❑ Planned Unit Development x Preliminary Plat ❑ Rezone ❑ Time Extension (Commission or Council) ❑ UDC Text Amendment ❑ Vacation (Council) ❑ Variance ❑ Other 'STAFFe USPE ONLY: n P5 File Number(s): _ � 01- 4DO I f r Project name: a.YeSu6M--r1-_4cn Dats filed: M-6 -0(b Date complete: Z :mow ■Assiwe ftllannef: �L-vj%,OL r f ■ Concurrent filbs: Previous files: Hearing date: 2,15 -01 P( Commission ❑ Council Applicant Information BELHAVEN SUBDIVISION Applicant name: Pole Creek Properties, Inc. Applicant address: P.O. Box 190073, Boise, Idaho -_ Zip: 83719 Contact name: Phone: a. Applicant's interest in property: ❑ Own ❑ Rent x Optioned ❑ Other Owner name: Ryan Arnold and Don Roberts Owner address: P.O. Box 190073, Boise, Idaho. Zip: 83719 Agent name(e.g.,architect engineer, developer, re resentative : , wn_ u b i& Firm name: SLN Planning, Inc. Address: 148 N. 2nd Street Suite 101 Ea le Idaho Zip: 83616 Contact name: Same Phone: 938-3812 Primary contact is: ❑ Applicant ❑ Owner x Agent ❑ Other E-mail: shawn(@,Iandconsultants.net Fax: .938-5873 Subject Property Information Location/street address: 5230 N. Black Cat Road; north of McMillan Road. Assessor's parcel number(s): SO427325700 Township, range, section: 4North, 1 West Section 27 Total acreage: 6.84 acres Current land use: AgricultureA AgricultureTree Farm Current zoning district: RUT (County-) ,1 IJ 660 E. Watertower Lane, Suite 202 9 Meridian, Idaho 83642 bone: (208) 884-5533 e Facsimile: (208) 888-6678 a Website: w%vw.meridianci1y.Lrp 4 Project Description Project/subdivision name: -Belhaven Subdivision General description of proposed project/request: Annexation, Zoning: Preliminary Plat for single family residential 9 ■ Proposed zoning district(s): R-4 Acres of each zone proposed: 6.84 Type of use proposed (check all that apply): X Residential 0 Commercial 11 Office 0 Industrial 11 Other Amenities provided with this development (if applicable): None proposed 11��q 111111111111 11111111 !: 111liq lipp 1111liq 1: 111111i� I ran, M! Number of residential units: 22 units Number of building lots: 22 lots Number of common and/or other lots: 5 lots Proposed number of dwelling units (for multi -family developments only): N/A Minimum square footage of structure(s) (excl. garage): 1,200 sq. ft. - Proposed building height: 35' Minimum property size (s -f): 8,584 sq. ft. Average property size (s. f 9, 100 sf ;k rf Gross density (D*Cre-total land): 3.21 du/acre -Net density (DU/acre-excluding roads & alleys): 4.86 du/acre Percentage of open space provided: 6.73% Acreage of open space: 0.46 acres R�ercentage of useable open space: 5.40% (See Chapter 3, Article G, for qtflified open spac Type of open space provided in acres (i.e., landscaping, public, common, etc): Collector street buffer on Black Cat Koad Type of dwelling(s) proposed: X Single-family 0 Townhomes El Duplexes 1:1 Multi -family Non-residential Project Sununary (if applicable) N/A I Gross floor area proposed: Hours of operation (days and hours): Percentage of site/project devoted to the following: IWO IM I 1.0m reM11 I Existing (if applicable): Building height: Paving: Maximum number of employees at any one time: I Number and ages of students/children (if applicable): Seating capacity Total number of parking spaces provided: Number of compact spaces provided: Authorization ----------------------- Print applicant name: Dg _.&&nberts..X�reek Properties, Inc. Applicant signature: ,WN 1 660 E. Watertower Lane, Suite 202 ■ Meridian, Idaho 83642 Phone: (208) 884-5533 ■ Facsimile: (208) 888-6678 ■ Website: www.meridiancity-org 2 SLN Planning Inc. 148 N. 2'0- Street, Suite 101 �P' Eagle Idaho 83616 Office 20 8.93 8.3 812 _ Fax 208.938-5873 December 13, 2006 Honorable Mayor and City Council City of Meridian 33 E. Idaho Ave. Meridian, Idaho 83642 RE: Belhaven Subdivision Annexation/Zoning and Preliminary Plat -- Letter of Intent Dear Mayor and Council; As representative for Pole Creek Properties Inc., please accept this application for Belhaven Subdivision, located at 5230 N. Black Cat Road, approximately 1,450 feet north of McMillan Road in Meridian, Idaho, Section 27, Township 4 North, Range 1 West of the Boise --Meridian. Belhaven Subdivision includes 6.84 acres and has been designed with 27 lots (22 residential, 5 common) and includes a requist for annexation with a zoning designation of R-4 (Medium Low -Density Residential). A density of 3.22 dwelling units per acre is proposed. This letter is included with the land use applications for the annexation and zoning, and preliminary plat, together with filing fees and various exhibits. The enclosed applications have been submitted in accordance with the requirements of the Meridian City Unified Development Code. The submitted preliminary plat has been designed in compliance with the UFC, therefore, this application does not include a request for variance to any sections of the Code. The development has also been designed to be in compliance with the intent of the Meridian Comprehensive Plan. Specific Comprehensive Plan policies that support the requested zone change include: Population Growth Goal 1, Objective A, Action 6 (New residential development with provided Urban Services); Services Coal II, objective A, Transportation, Action 6 (Street connections between subdivisions); Land Use Goal III, Ensure public services, objective A, Action 1 (Development projects planned public services); Goal IV, Objective C, Action 1 (compatibility), 3 (usable open space), 5 (sidewalks, curbs, gutters, etc.), Objective D, Transportation Corridors, Action 2 (Restrict curb cuts/access on collectors), Action 10, (Support variety of residential categories); Goal V, Objective C, Quality, Action 1 (Require common area); An R-4 zoning designation is being requested for this annexation with the subdivision plat containing residential lots ranging in size from a minimum 8,584 square feet to 9,407 square feet. All streets will be constructed, along with curb, gutter and sidewalks, to Ada County Highway District and Meridian City standards. Drainage will be handled by on-site detention areas and will be designed to the standards of all appropriate regulatory agencies. A pressure irrigation system will be provided for all lots within the development. The proposed gross density of 3.22 dwelling units per acre meets the allowed density for the R-4 base zone. In addition, the density is in compliance with the intent of the current Comprehensive Plan Future Land Use Map, which designates this area as Medium Density Residential. The development has been designed to include landscaped common areas that satisfy the Subdivision standards. The common areas include exterior roadway buffers. The total common areas account for 0.46 acres (6.73%) of the property. All common landscape area lots will be owned and maintained by the Homeowners Association that will be established for the subdivision. In conclusion, Belhaven Subdivision will be a quality and compatible addition to this area of Meridian. The development is adjacent to similar residential developments, and the requested zoning to R-4 is in compliance with the City's Comprehensive Plan and will benefit the public interest by providing a mix of desirable housing needs to this area of the City while allowing for the continued improvement and expansion of city services and an increase in the City's tax base. This application submittal includes all items listed within the preliminary plat and annexation checklists. We look forward to working with you and your staff and request approval of this project. Sincerely, V. Tw Shawn L. Nickel Representing Pole Creek Properties Inc. REVI Y Yd PARCEL DESCRIPTION D&-twnbir 15, 20% �OERIDIAN PUBLIC PROJECT: Pak CmitiPropertho WORKS DEPT. PARCEL NO.: PA om Bound,#6 1AW A parcel of land being a portion of the N 1/2 of th6';W I/4 of 9"on 27, Townihip 4 North, Raqp I We§t Boisb ■ Meridian, City of Meridimi, Adh County, Idabg, more particulnrly 4peribqd as follows: CONIKENCING at a fcmnd brass ap nmr" the southwest ccmntt ofQWd Sftdfn 27; Ttknct North 0013 I'l Tp Efift cqwi&at with the west 1* 'of dj6md SW %4 of Section 27, a di0ance of 1545.16 fdk to do POINT OF BEGINNING; T%ncrd continuing North 00°31' 13" East coincidiat with the we line of the saW SW 1/4of Siiption 27, m distance of 255.18 fc4 to a fouixd P.K. nail; �Idi )X Thence So&h 89034'39'p Fist, 291.74 &M to a fiAmd V2" rdbar/no cap; 017*Bce Septh 19'042'4911 East, 111.64 fat to ebtmd 1� reber/no cap; ThAcb Sdhth 34'019"34" East, 79.58 Sk to a found Y2" rebar/rp cep; Thwee South 50050'55" East, 89.16 int ton found Y21' rebar/no cap; T1ftcF Sdtith 88°11'51" East, 896.87 Met ■ Tbence South 12°44'38" EM 206.31 Am* to RL fdtnd Y2" reb%r/no cap on tit 0(th line of the N 1/2 of the SW V4 of SOction 27; 1 Tbew&North 89017'50" WvK coincidtmt with the moKh line:of tin-svid N % of the SW 1/4 of Sftfion 27, a AnA of 1047.916 ffik Tbom Nuth 00027'4T' East, 155.35 feek iVWENorth 440199=9 At, 42.58 feet x Tbumce North 89`06? 10" Vest, 311-32 feet to the POINT OF BEGINNING. T1* Rprr.61 @bove described contains 6.99, acres mwe or less' Toge&er with aDd mbject to covenans' eeokants and., Na ictions of reccwd. ;X i�' P - Amis of b4km'gs for thim parcel im North W131' 13" Eoi%dween the found be amp marking ftsouthi&tcomer �21 L' of Ill dd Secficm 27, and the favi 1/2" Ift (coratr record #90113295) mw10.n& th6 wNst 1/4conff of Laid Stction 27, both in T. 4 N.9 R. 1 W. IV R YX 11 Ij Ile. Flo 10: LI 0 A LL V ip ;il ZA ■ PAPole Cret Pr4'.V*g4wcyHq*\@g "A by A DSS/cp 12/15" ic ------- -- k—"- — Map Check Ell 12/15/2006 10-016 ANNEXATION LEGAL COURSE BEARING DISTANCE PT# NORTHING EASTING DESCRIPTION 25 727194.56 2454831.03 ® N8902814711W 255.18 26 727196.88 2454575-86 26-27 N0002512111E 291.74 27 727488.61 2454578.01 27-28 N70017111"E 111.64 28 727526.27 2454683-10 28-29 N55040126"F, 79.58 29 727571.14 2454748.82 29-30 N3900910511E 89.16 30 727640.28 is 2454805.12 30-31 N0104810911E, 896.87 31 728536.71 2454833-33 31-32 N77015122"E 206-31 32 728582.22 2455034-56 32-33 S0004211011W 1047.96 33 727534.34 2455021.70 33-34 N8903211311W 155-35 34 727535.59 2454866.36 34-35 S45040138"W 42.58 35 727505.84 2454835.89 ® S00053146"W 311.32 25 727194.56 2454831.03 Closure error distance> 0.00000000 Error Bearing> N90'0010011E Closure Precision> 1 in 3487693313775.52 Total Distance Traversed> 3487.69 304524.6 SQ. FT. 6.99 ACRES ft V drd .V. K !A EXHIBIT MAP B E LHAVE N SUB ANNEXATION LEGAL A PDRnON OF THE N 1/2 SW _1/4 CF SECTION 27 TOWNSHIP 4 NORTH, RANGE 1 WEST, BOISE MERIDIAN ADA COUNTY, IDAHO 2006 e n � �� �J• r��.rlr 4% k9�S.yli1� �� �„Lt L�AON H � O w � � U D � mm a�+�+ CIA .94�Z 3.T 1.l C.(M 3.T5 L. L£ 0068 lda xan e 1 N :11 VAIJ�ITimsm '� .,Aw� LID ° - � i STB 377 1 N. 1PAlPA, l6G8q 1607 (8R) Ay --Olid i79A' OUR S!$ wnr.}rapw=llA1N�J{�tnpracom 0. ■ ?A w A PARCEL DUSCRIPTIGN D�bar 15,120b ra PROJECT: Pole Cry Prot1" PARCEL NO.: EQMWveg Svbdi vb igp Bo6diry LjW■ A parcel of And bbin j& a pwt°n of tWN % of the SW 1/4 of Sm ibn 27, Town1bip 4 North, Ange I West, Boise 1 Nitidiag, City of M&idian,`Ada County,, Idaho, mwe porticularly dwribed P1 follo : COM31ENCING at a fowAl *ass cip m■ dn& thid southwd8t corn$r of sllld Sfttidh 27; ThwmNvrth 0091' 13" Fad coineidmt with the most line of the aid SV?'/4 of Section 17,, a distancLof 1545.16 T iwce-South 89°09' 10" East, 25.40 -to the -POINT OF BEGE4NING; �; ■ Fy 1 _. Thbnce North 00°31' 13" East pbra11el with tbl west liw of t6 kid SW 1/4 o!S`&don 27, a dMi�o of 255.39 ftt� % i' ThaDU,,South 89034'39" Fwa 266.73 fed to a fawnd 1/2" sebor/no cap; R� 1 y Thgwe South 19°42'49" INA, 1111.64 fact to a found '/� 1%barino cap; } 1 It - Thewe-South 34019'34" East, 79.58 feWto a found Y2" rebwfno cap; Thrace South 50050'55" Fit, 89.16 feet to a found I/2" rebarino cep; Th ice`Soud 88:11'51" Fast, 896.87 *A ■ ■ Tjwe South 12044'38" East, 296.31 feet to a femnrd %" obartho cap on the s� th liars of tbvN 1/2 of tiw,-SW Z/4 of ■ Swfidh 27;x ■F d T &ce Ngith 89017950" West coinciddit with the Fauth lid of thi!gaid N % of the SW'/4 ASution 27, w dike of 147.9§ foe#; �: 1 ■ eMA ■ Thbnce Ndtth 04027W7'Eas 155.35 feet; y Theme Neth 44'019'22" Wast, 42.58 feet; i FV vTWbcqk.North 89°016' 12" Ww, 286.321 feet to f e POINT OF D:GW1;WG. ■ a �� � Thal tercel above &ftfib6d coins 6.84" mdle or left:0 � 1 M� �M i ToMMho with and subjw to coven ati, pis and rr�trictions of recasd. ■ Basis of bearing for this pordl is Nbtirth iP°31' 13" Eglt lietW&n t1i6 fourg brass cap marld the &puthwest co -w of aid Swtim 279 .W the fond 1/2" arbs (cornet record #99113295) mi"I 'the west =/4 corner of said Se CtkM R+ 27, both in T. 4 N., R 1 W. '# ■ F h L IL E 44 Lpdl i A" r Jr.,..S. -A-Q—kL '' +� / 1 1.54611 Elkd Dfacniption M11 rw NO !F1� ■ 1*1 1-1 i L - � 1 ju L 1 ■ is ■ _ i P:1Pck Mb LagA DSSlcp 12t1ft6 1 _ — _ _CIIT_ _ _w_ __ _ - IS�����•.PI�FFr+b••N�F�tiii��ii++�����'h—� iG{�1 YLi �lik� '�' 4 IN EXHIBIT MAP BELHAVEN SUBDIVISION LEGAL A PORTION OF THE N 1/2 SW! 1/4 OF SECTION 27 TO*NSHIP 4 NORTH, RANGE I VEST, BOISE MERIDIAN 'ADA COUNTY, IDAHO 2006 c", rn 2Q 6? t os 9. e X_ T 11 1 1 r 6? t os 9. e Map Check 12/15/2006 10-035 COURSE BEARING DISTANCE PT# NORTHING EASTING DESCRIPTION 36 725441.26 2460283.40 36-37 N00031'13"E 255.39 37 725696.64 2460285.72 37-38 S89034'39"E 266.73 38 725694.67 2460552.44 38-39 S19042149"E 111.64 39 725589.57 2460590.10 39-40 S34019134"E 79.58 40 725523-85 2460634.97 40-41 S50050'55"E 89.16 41 725467.56 2460704.11 41-42 S88011151"E 896.87 42 725439-35 2461600.54 42-43 S12044'3811E 206.31 43 725238.12 2461646.05 43-44 N89017'50"W 1047.96 44 725250.98 2460598.17 44-45 NOO'027'47"E 155.35 45 725406.32 2460599.43 45-46 N440191221"W 42.58 46 725436.78 2460569.67 46-36 N89006116"W 286-31 36 725441.26 2460283.40 Closure error distance> 0.00000000 Error 11 Bearing> N90*00100E Closure Precision> 1 in 3437882790735.67 Total Distance Traversed> 3437.88 298140.4 SQ. FT. 6.84 ACRES IL' - -------- ------- - 7 f1fi .4 16 I 14 PioneerTi-. tleCov 6 0 IN G BE Y ON 0 8151 W. Rifleman Ave. / Boift Idahp 83704 / (208) 377-2700 Lk 'ADA CONTY REOMBEFU. DAMI W*RO MUF j.QQ 2 ]OISE I" IW�1210 Of -1.11 PM DER" hwi oftel RMOR BED - R QUEST EST 0 F Nftw 06 11111111 loll 111 P62200 For Value Received F&ttl W. Poo rman and GaY16 Buhrer-Poo n=, husbaz%d 4od wife 0 hereinafter referred to as Grantor, does brrebyxant, bargain, sell, w and convt6y unto Donivon D. Roberts, a married m1h A his sole 01 S.0parate prop", an undivided fifty percent (54°/®} 1;! interest and to Ryan J. Arnold, a nuirried man as bit sole and Mpam- te propwty, ft undivided fifty percent (5011/o) intei%t, A tenants in common Mnafter referred to as Grantw, whow current Wdr6a is die- following deqfribed preiniss, to -wit: R) 0 X i I V- 1 12 -- SEE EXHIBIT A ATTACHED HERETO AND MADE A PART HEREOF. To HAVE AND TO HOLD the aid premiaq with their appurteftnccs unto the Aid Grantee; his heirs abd Ms.W"s foffiver. Ahd ME said Grantor does &ereby coveW&t to W with the said Gintee, that Grantor is t1i owner in fee simple -t of said premises; that amid premises are free from all eccumbramm except current yean taxes, levies, and xse"mahte, and exceptP9te1t reservations, rAtrictionffl, caQ116nts of record, and easements visible upon the premises, and that GrarAor will warbmt and def*d the same from aU claims wbwsoever. Datwd: September 27, 20A06 Pkul W. Poorman (*Yk-Buhrer-Poormon STATE OF IDAHO, County of ADA, ss. On this day of OCTOBER, in the year of 206, before mb, the undetsign6d, a notkry public po"onaUy"eared PAUL W. POORMAN AND GAYLE BLTHRER-POORMAN mown or identified to me to be tl* person/paMon§ whose name Wkre subscribed to the within instrument, acknow"ed to me that heiahehlrey executed the ftme. 01015141881%*0 4P L S if Caro I Sh Notary Public of Idaho C' Residing. -m Meridien, ID Commission expirm: August 24, 2010 O see** o1z ID *114118041%als r .4 �;j EXHIBIT A Parcel I A parcel of land located in the North one-half of the Southwell quarter of Section 27, Town&Wp 4 North, Range 1 Vest, Boise I *ridian, Act County, Idaho, move particularly described s follows: Cone nein at a found brads carp nixing tW Scmthwelt conwr of Adid Se&tion 27; Thence North 00°31' 13" East coincident with the West line of the aid Southvwst quarter of Sectiw 27, ax da■iace of 1465.16 feet to tho POINT OF BEGINNING; Theme continuing North 00°31' 13" Efit coincident with tlj Woat line of the said Southwest quarter of Section 27, a distampe of 295.18 feet tcy.wfound P.K. nail; Theme South 89°34'39" East, 291.74 fe'dt to a found half inch r6barl no cap; Thpftcc South 19042'49" East, 111.64 feet to a found half inch rebarino cap; Timee South 34019134" East, 79.58 feft to a found half inch rdbarlsp cap; TWOFSouth 50050155" East, 89.16 f4 to a found half irch rebarl no cap; Thence South 88°11'51" East, 896.87 fejt; Theme South 12°44'38" East, 206.31 feet to a foued half inch rebarl no apip on the; South line of the North half of the Southwest quarter of Section 27; Thence North 89° 17150", Wrist coincident with W South line of the said North half of the Southwt%t gt*rter of Section 27, @ di�gaace of 1077.96 SW; Thence North 00°27'47" East, 145.44 Net; TWe ice North 89°06' 12" West, 3 11.3 6 fit to the POINT OF BEGINNING. AFFIDAVIT OF LEGAL INTEREST STATE OF IDAHO ) COUNTY OF ADA ) I, Ryan Arnold (name) P.O.Box 190073 (address) Boise Idaho (city) (state) being first duly sworn upon, oath, depose and say: 1. That I am the record owner of the property described on the attached, and I grant my permission to: Shawn L. Nickel, SLN Planning, INC., 148 N. 2"d Street. Suite 101, Ealee ID, 83616 (name) (address) to submit the accompanying application(s) pertaining to that property. 2. I agree to indemnify, defend and hold the City of Meridian and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herein or as to the ownership of the property which is the subject of the application. 3. I hereby grant permission to City of Meridian staff to enter the subject property for the purpose of site inspections related to processing said application(s). Dated this 15 day of 20�� 11 (Signature) SUBSCRIBED AND SWORN to before me the day and year first above written. V *�Q � (Notary Public for Idaho) Residing at: N fto �, My Commission Expires: _ AFFIDAVIT OF LEGAL INTEREST STATE OF IDAHO COUNTY OF ADA Don Roberts P.O. Box 190073 (name) (address) Boise (city) being first duly sworn upon, oath, depose and say: 0 That I am the record owner of the property described on the attached, and I grant my permission to: Shawn L. Nickel, SLN Planning, INC., 148 N. 2 nd Street. Suite 101, Ealize 11D, 83616 (name) (address) to submit the accompanying application(s) pertaining to that property. Pl dr 2. 1 agree to indemnify, defend and hold the City of Meridian and its employees harmless from any claim or liability resulting from any dispute as to the statements containe"i herein or as to the ownership of the property which is the subject of the application. 3. 1 hereby grant permission to City of Meridian staff to enter the subject property for th6i purpose of site inspections related to processing said application(s). /OSI Dated this A^ day of 120 n (Signature) SUBSCRIBED AND SWORN to before me the day and year first above written. 00 A ri rotary Public for Idaho) Residing at:(10 !!�� %at -A -0 1 My Commission Expires: �1c�.t,�� ,�q, �L'Z„ P F! J Ut June 11, 1984 cor osac rng neerin-g 2950 N. fieri than Road Meridian, Idaho 83642 RE: FILE 184--16-0A - ONE ACRE DIVISION IS THE Oj 1 /2 N 1/4 S�CTIOM 27, T09 RIW Gentl em*n : F, We have examined ,deur request for a one acre parcel di v1 s i€ n and find it complies with the requirements Saction 4.72 of the Ada County Zani ng Ordi ndnce. Upon reolordi ng a of Survey, aps requi reed i n Section 55-T9.01 ttfrougr 1907# can issue oni ria. Cerci fi ea�te far a single family dwelling. If you have any quesfions, please call 383--4424. Si ncerly-, .o nra d King SUBDIISID14 SPECIALIST x C K/ d d Irti cc: Circle C Ranoh M l.o . N. L. All S1 T L WINK FPO hL IT, ■ ■ ff ............ . N4 rd 0 lt Am AM IL J z 0: 0 LLJ 231 0 IPA! %C 44c> (f C\1 4L Ao UN 6- Iti 114 ZN Ag. W ■ Mt Im m C\1 b. All %Nr ■ r . ......................... IN, IrP, A ti RAM Q 1 IN pt 4 02 1 E Z�i No V I's r IN A n 'Ass "WW"5110 dC �Q ; AM ?Y 1 r1k M II P. k.14 P,.d MCA Iry 0 ■1.155 ■ .......... Al 4: - 0 I I ore 501 0; REM 0 rip CE !em c IL yr IN& N khT,- mc p I IN: I `ilmi 05/31/2006 15:08 2089385873 LAID CU4 'LTj,4TS PAW 02/02 us COP Z • U T 'aim 4� A Fy I 30 w W3 4 1 aR 5. a . 1 r JP y .. 1R Q I V 02 a ■ N LON • LU T w A Q CL ti � w ►� u >M r Fes• W 1~ ~ � D 30 w W3 4 1 aR 5. a . 1 r JP y .. 1R Q I V 02 a ■ N LON • . T w -t I� .0 Q rev y C ►� u >M N • T - WI I MGM Ac �.. Li !tl � Q ui V sl1 041t, "A W > N w � If _ w Ll V CJI • m� w r � ps 0 �+ 161 LL 30 w W3 4 1 aR 5. a . 1 r JP y .. 1R Q I V 02 a ■ 1 1 cl Rqc i oi C w x V� `' w E �� m o c * I- R a j IJ • 1_ ''�MIN W w� a J V ~ z 0 Q, Z CL 0 J 9 p1j, N LON jab PA •Q -t I� .0 Q rev y C N • T - I Ac Li !tl � Q ui W > N w � 1• 1 1 cl Rqc i oi C w x V� `' w E �� m o c * I- R a j IJ • 1_ ''�MIN W w� a J V ~ z 0 Q, Z CL 0 J 9 p1j, 01/03/2007 11:09 2089385873 LAND i TANTS PAGkE 02/06 jkDA C O - Dt;vELOPNMNT SEX -VICES PHONE'(208) 287-7900 pr� FAX (208) 287-7909 200 W. FRONT, BOISE, IDAHO} h3702-7300 _ BUILDING • ENGMERING i PLANNING • ZONING w Decembear 21., 2006 7; EC i Richard T. Beck kN Planning Inc. 148 N. 2W Sheet, Ste. 1.03 Eagle ID 5363.6 ISE: PROJECT # 20OW3I9PBA. Application for a Pro pc�ty Boundary Adjustment involving Assessor's Tax Parcel Ws S0427325700 and 4"M7325825 located at 5230 N. Black Cat Road, Meridian, ID; Section 27, T. 4N., R. I Y., B.M., Ada County, Idabo; RUT .y District - Dear Mr. Becl�, y On December 14 2006, .Adadoun ty Develo ment Services a4a2epled ya u r application for a .Property Boundary Adjustment. Based on staffs review of the Ada county Code, this application has been given tentative approval, subct to , (: ,'onditlons of Approval listed in Exhibit "A". Please note, this approval shall become null am" void if the Conditions of Approval. have not been met, and if you have not obtained a .Valid Director's final. approval letter within one (1,,} year of the date of this approval letter. n. Tbits determination was made based upon current i.•nfo.r. m a tic! n contained in the publics record F% interpretation pr. etation of the.A d a County Zon in.g Ordinance. �' c� �.� m ay appeal this dec1 sY on to tY�e Bo§rd of Ada County Commissioners. To do so, you. mu st the appeal within fifteen days of the date of this letter. Th. e fee Sor fihng an appea l is. $240. Pursuant to Idaho Code 9 67-6535, this letter is to further inti -i rm you that to the extent a final decision ha s been made on a s i te- V.ecific fan d u se request; ai i a ppl ican t has the rlgh t to reques t a regulatory takings analysis underjdaho Code.§ 67-8"- I 7- 3-1 F you Have w-ty questions, I can be .readied at kwood.wort1i0 , aweb.net or (208) 287-5714. Sincerely, 2'c y Telly Woodworth, Planner 1. Acta Co oxity De velopm.en t Services cr: Tion Roberts, P.O. Box 190073, ]poise I D 83719 Fa u l Poorman, 5230 N. Black Cat Road, Meridian I•Q 83642 Richard Cook, Planning & Zoning ,A,drninistrator, Ada County Development Servioas F 'r r� Project 024WOU319-PBA Tion Roberts and PaW Fqman Paw J of 5 w w I Ij r i J1 7 r i L J. I I L L J r i 77 4 6 1 L L p I 6 6 1 L J I d T I I p i L5 I I L r i L 11 r i c 3 w P IS p f 7 L A t L JL j L J 111 Jk, b d IL L I b.. L k I6 I Lo 16 tj I Il Yd I J I 1 1 6 'R L J p 'I 1) y I u 6 I F I . .. _'I . 6 r� �' t y� I .�I Re.' I r. _ r .�i . 4 I I jo L J 6 1 I '1141 -�,Pl- — _-I• � 60 4L Co %N k►j �vw r kr-,—Ie A v 6,c�,LJ Ir --7L 1'_ e -ti - low k 4 6 6 p jr r rprC '•1,' L L I L p PRE-APPLicAxioN rt DATE.- Applicant(s): Engineer/Axcbitect/Planner: S ta ff: V C RtoPosed Development: k-7FAI - 14&-)qp Location: '7�30 A/ t3446kc,4, A -I Re d Applications - '_ t -PP E-zisting Zo =9-1 Proposed Zoning: --- *Coraptehensive Plan De�iggation: For Plats 'P±PPett7 S=e.& Numb er of Units M a i - Dwellng Type.* Water.- Rressunzed Ittigation- Street Buffets.- 9X__V-" A! — ...................... ...... ti Open Space & Mcropathse- 7�Vf) S Landscape Plan- --ft4azi O-Monl/o?x Lot Size & F-tontage.- Topogtaphy: Hy&ology: Street systeM, 'Pathway System.- -.Ot herADDlications n 0 Rezolae 0 Conditional Use Permit .......................... 0 Vatian C e .W . . . ....................... 11 _�Lot Line Adjustaaent 0 Comprehensive Plan Amen&ment .0 Applicatioa Checklist R ie* evi ,.Othet Agencies to Contact: Additioiial Pxe+�acatjou Conference. Not recommended Recommended Re ed qu= Anticipated Siibmission Date-,' Anticipated Plat= a -ug & Zonl'ug Date, - .0 rk, Additio:aal Notes:- -\%(AT* G+ST- Ip i tt , s;ft L AlIf A-4 -nf T-6 . . ............. ilit� 7— L 19L I /06 00*1 A; The f501ma;Yov pro zided dw��77 or is baj-ad g this A ths airrvit Ci .2 leridi= Zovhior 6-- _�i q f Sri(bdimWov Ordixame avd 4p plii7able'is f-.9VT9h*7sive Rav atid * FaAdfor -3 moiths. -A;y svbseq;v�qt Cf_7a#,4 to Ae zo, Ilig a or srlbdiA6ioll. meew�g -N g� d IFI Black Cat / McMillan Subdivision July 12, 2006 r _ 6:00 p.m. ON-SITE Sign u NAME ADDRESS PHONE # rd - 0 IF ! r r 7 Y]L•VYIJiL':L i ip P WAR L R _ - �_ _ _ _ .� n • �a _ 1 7 Y]L•VYIJiL':L i ip .dp Per Unified Development Code (UDC) 11 -5A -5D, the applicant for all applications requu'-M*g a public hearing (except for a UDC text amendment, a Comprehensive Plan text amendment and/or vacations) shall post the subject property not less than ten (10) days prior to the hearing. The applicant shall post a copy of the public hearing notice of the application(s) on the property under consideration. The applicant shall submit proof of property posting *in the form of a notarized statement and a photograph of the posting to the City no later flm seven (7) days prior to the public hearing attesting to where I#when the sigu(s) were postecL Unless such Certcate 'is received by the required &te, * hearing will be c ntinued. The sign(s) shall be removed no later than three (3) days after the end of the public hwring for which the sign(s) had been posted. I am aware of the above requiremmts and will comply with ttm posting requirements as stated 'in UDC 11-5A-5. PI Date RE: Subdivision Name Reservation Richard Beck From: David couch [dscouch a@adaweb.net] Sent: Tuesday, November 14, 2006 4:25 PM To: richard@landconsultants.net Subject: RE: Subdivision Name Reservation November 14, 2006 Richard Beck Treasure Valley Engineers RE: Subdivision Name Reservation BELHAVEN SUBDIVISION Dear Applicant, :L, Page 1 of 2 At your request, I will reserve the name "BELHAVEN SUBDIVISION" for your project. I can honor this reservation only as long as your project is in the approval process. Final approval can only take place when the final plat is recorded. Sincerely, David J. Couch, PLS Ada County Surveyor For procedure on reserving subdivision names go to: W -A, Check out the list of subdivision names at: J - rn acL -----original Message----- From: Richard Beck; Sent: Wednesday, November 08, 2006 10:02 AM To: David Couch Subject: Subdivision Name Reservation • Dear Dave, On behalf of my client, I would like to reserve the name "Belhaven" for a new subdivision located in Ada County Idaho. The subject property is located in on the east side of Black Gat Road, north of McMillan Road, Section 27, 4 North, 1 East. Our surveyor is Dave Short. The nam comes from the college in Mississippi. Thanks for your consideration Dave. Richard T. Beck SLN Planning, Inc. 148 N. 2nd Street Suite 101 ■ Eagle, ID 83616 Phone 208-938-3812 11/14/2006 74 A7, OWN . .......... ......... ...... H MMMMM9MMMMF =MMMMMMMMMPMMMMl MMMMMM UMN M M1 M � MME MMMMM-MMMMMIMMMMM MMMMMMMMMMPMMMMMi MMMMMIM H MMM M M IMMMM. IMMMMM 9MMMM MMMMM MMMMMI W MMMH MM M MMMMI MMMMMMMM I MMM IMM MEMMMMIMMMMM MMMMMEMMMMIMMMME MMMMMEHMMMMIMMMMM M - IMMM IMMMMMMMMME MMMM a MMMIMMMME MMMMIMMM M, M M MM M********t*****M"MMM MMMM q M M M ME MEH 14MMMOOM liquaqow WWWMP WIMMMIMMM W N 'L7 19 -7 rjr,44 40 41 yd • ;lu Ma it CL Ake - o I' in.zj, tti�* P — — ------------ 7-1 L C' air. A%.f to IF OR jo Ake - o I' in.zj, tti�* P — — ------------ OCR -zoo W) - kILIP %" 'MCUO *d S3LW3dO8d A33M3 3'10d a kw r, GT Ax *ring ■ TOOm% U LP was 0011a*13o4 �r. i ■ vW JtA.- T ; 4 i IL ■ EP d,rHS&3MJ?JVd 171myJ SAY& 4 OOK-aw OW) zr 1426 Wd Nv&qd 3dVOSONVI W —1 Fw-vdw MR cni SALMMONd A33?J3 3'10d NOISIM(IffaS NgANW09 Lj fe V w z > cl Z 0 < (In LL a z > L :5 4N Li M -WCIW LU n D W z Li > Lf W, w < 0, w cm __j cd LJ w X m al 0 azz w *v a- V �.. s - . i7 4 �, •{ I}���C tit ���: M. Ill L Fri IL It I, } 111' i 1ir •� I T•1F,4, �� i + IF •Fr' Id F` I all �}F AL any � � • 4 ili, +...,�� -� • .. [' *d' r+ til a.:�r�r.., {', 1 ``:� IT ;It LP On I d �� i- t 1, y IIx• '{ I a a["';�j� '4 X77IF �I x � � ,i� � �' �J+ t +� � � � ! }C''�• � ;rkti �' -rte . �r,.�,.''. `` �...r, � yJr� �. Fr��ry''/',�I{_yi j r] � i ��"1.`�Lr •, �� Nl r I +L +� �11 [ •�' ' 7 �r Jt� 11� �� r r,�r; �'= �'' r '} y' Jan. 8, 2007 1:05PM ■ ,&or BLACK .CA. T. No. 6623 P. 1 a 58 RADIUS NOTICE REPORT FILE NAME: belhav 08-,la,7-2007 } }r}y{+KI41, ieL �t`Y'•�+t;.�rair i'�r_�� �- - -.�1`L '�4����LyT�RIr.f4:.�T��:r r �IFri 7wr+"n'+.ti r�`�z� - _ O., ■ Owner Address a rz S5it �i±+� •.7- Y�� .--.- Y�=- -_ _ _ roc ti saL=K ' 'L =3 i`}K7�.?� LFti-�. +� rJL 1'. 1 .{PeKA-.0 er-Ad La'{ A ■ *:. W DAPHNE ST MERIDIAN,, ID 83646-5154 Property Address: belhav BEWS FAMILY LIMITED PARTNERSHIP 5244 SORRENTO CIR BOISE, ID 83704-0000 Property Address: belhav CLASSY INVESTMENTS INC 2144 W ANDREW CREEK ST MERIDIAN,,83642-0000 Property Address: belhav HIGHLAND DEVELOPMENT LLC 2364 S TITANRJM PL MERIDIAN, Property Address: belhav KNUDSEN KARL O 2606 W DAVIS ST K.NUDSEN SHAWN Y BOISE, ID 83702-22.23 Property Address: belhav L ON GARY WOO W DAPHNE ST L ON CHERYL MERIDIAN.,83646-5154 Property Address: belhav PERA DAVID JAMES 4546 DAPHNE ST PERA MARY MERIDIANI,83646-5154 Property Address: belhav POORMAN PAUL W 5234 N BLACK CAT RD BUHRER-POORMAN GAYLE MERIDIAN,,83646-5012 Property Address: belhav PRIMELAND DEVELOPMENT COMPANY LLP 31.24 W BELLTONVER DR STE 104 MEREMAN, ID 83646-0000 Property Address: belhav I J-% &-'% Owners Owner Address ROBERTS DON] VON D P 0 BOX 516 ARNOLD RYAN J DRIGGS, ID 83422-0000 Property Address: NL% I x 5 '�•li L MATERIALS TESTING & INSPECTION ❑ Environmental Services ❑ Geotechnical En ineerin ❑ Construction`Mate rials Testi22❑ Special Inspections GEOTECHNICAL ENGINEERING REPORT of Black Cat Subdivision Black Cat & McMillan Roads Meridian, Idaho Prepared for: Pole CrEek PropertiEs Inc. P.O. Box 190073 Boise, Idaho 83719 101 MTI File Number 1360513g 7448 W. Lem h i St. • Boise, I ❑ 83709 • (208) 378-4748 • Fax (208) 322-8515 E -Mail mti@mti-id.com ■ www.mti-id.com April 27, 2006 MATGRIALS K Page # 1 of 24 +� { TeSTIN6 & INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Werials Testing ❑ Special Inspections rAboise12006 reports\400-5991b60513g\b60513geotech.doc Mr. Don Roberts Pole Creek Properties P.O. Box 190073 Boise, Idaho 83719 (208) 602-3800 Re: Geotechnical Engineering Report Black Cat Subdivision Black Cat & McMillian Roads Meridian, Idaho Gentlemen: F y In compliance with your instructions, we have conducted a soils exploration and foundation evaluation for the above mentioned development. Field work for this investigation was conducted on 13 April 2006. Data have been analyzed to evaluate pertinent geotechnical conditions. Provided geotechnical, groundwater, and construction recommendations are listed in the Table of Contents. Results of this investigation, together with our recommendations, are to be found in the following report. Often, because of design and construction details that occur on a project, questions arise concerning soil conditions. We would be pleased to continue our role as geotechnical engineers during project implementation. MTI also has great interest in providing 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 be pleased to meet with you at your convenience. We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have questions please call us at (208) 376-4748. Respectfully Submitted, Materials Testing & Inspection, Inc. 01 Esther Miramontes Geotechnical Engineering Technician Reviewed by Devin L. Schroeder, P.G. Geotechnical Services Manager Copyright o 2006 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. * Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E -Mail mti@mti-id.com • www.mti-id.com i MATeRIALS April 27, 206 Pale # 2 of 24 TESTING & INSPeCTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections r:lboise12006 reports1400-5991b605 I3g\b645 t 3geotech.doc TABLE OF CONTENTS INTRODUCTION.....................................................................................................................3 ProjectDescription...............................................................................................3 Authorization........................................................................................................3 Purpose..................................................................................................................3 Scope...................................................................................................................... 3 Warranty And Limiting Conditions...................................................................4 General..................................................................................................................4 DESCRIPTIONOF SITE.........................................................................................................5 SiteAccess.............................................................................................................5 General Geology Of Area....................................................................................5 Site Topography, Drainage And Vegetation......................................................5 Site Climatology And Geochemistry...................................................................6 GeoseismicSetting................................................................................................6 SOILSEXPLORATION............................................................................................................� Exploration and Sampling Procedures...............................................................6 LaboratoryTesting Program..............................................................................7 SoilAnd Sediment Profile...................................................................................7 SoilsSurvey Review..............................................................................................7 VolatileOrganic Scan...........................................................................................8 SITEHYDROLOGY................................................................................................................8 GeneralNotes........................................................................................................8 Groundwater.........................................................................................................8 SoilInfiltration Rates...........................................................................................8 FOUNDATION AND PAVEMENT DISCUSSION AND RECOMMENDATIONS .............................9 GeneralNotes........................................................................................................9 Foundation Design Recommendations...............................................................9 CrawlSpace Recommendations..........................................................................9 RecommendedPavement Sections......................................................................10 CONSTRUCTION CONSIDERATIONS.................................................,,,..................................11 Earthwork.............................................................................................................11 DryWeather.........................................................................................................12 WetWeather.........................................................................................................12 SoftSubgrade Soils...............................................................................................12 FrozenSubgrade Soils..........................................................................................13 StructuralFill........................................................................................................13 Backfill...................................................................................................................14 Excavations...........................................................................................................14 GroundwaterControl..........................................................................................14 GENERAL COMMENTS..........................................................................................................15 REFERENCES........................................................................................................................16 APPENDIXLIST.....................................................................................................................17 GeotechnicalGeneral Notes.................................................................................18 Unified Soil Classification....................................................................................19 TestPit Logs..........................................................................................................20 Pavement Thickness Design.................................................................................23 Resistance R -Value Laboratory Test Data.........................................................24 Copyright 0 2046 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. • Boise, ID 83709 • (208) 376-4748 * Fax (208) 322-5515 E -Mail mti@mti-id.com • www.mti-id.com MATGRIALS April 27, 2006 � TASTING Page # 3 of 24 � INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction'Materials Testirtg ❑ Special Inspections r:Iboise12006 reports\400-5991b60513g\b60513geotech.doc INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2003 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. Project Description: The proposed development is within the northwest portion of the City of Meridian, Ada County, Idaho, and occupies part of the NW1/4 SW1/4 of Section 27, Township 4 North, Range 1 West, Boise Meridian. The project will consist of development of approximately 24 to 26 single-family residential lots on an approximate 7.5 -acre site. Roadways are anticipated to be included as part of the development. Proposed grading is presently undetermined. Authorization: Authorization to perform this exploration and analysis was given in the form of written authorization to proceed from Mr. Don Roberts to Liz Brown of Materials Testing and Inspection, Inc. (MTI), on 05 April 2006. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between Pole Creek Properties, Inc. and MTI. Our scope of services for the proposed development has been provided in our proposal dated 30 March 2006, and again below. Purpose: The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by design engineers and/or architects in: • Preparing or verifying suitability of foundation design and placement, • Preparing site drainage designs, and 0 Indicating issues pertaining to earthwork construction. Scope: The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, review of available environmental reports, visual site reconnaissance of the immediate site, subsurface exploration, field and laboratory testing, and an engineering analysis and evaluation of foundation materials. The scope of work did not include design recommendations specific to individual residences. Copyright © 2006 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E4Aail mti @ mti-id.com o www.mti-id.com MATERIALS April 27, 2006 Page # 4 of 24 TESTING & INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering,___❑ Construction Materials Testing ❑ Special Inspections rAboise12006 reports\400-5991b60513g\b60513geotech.doc Warranty And Limiting Conditions: Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. MTI warrants that findings and conclusions contained herein have been promulgated in accordance with generally accepted professional engineering practice in 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 subject property within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. The report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following the report, it will be forwarded to the client in the form received for evaluation by the client. There is a distinct possibility that conditions may exist which could not be identified within the scope of the investigation or which were not apparent during the site investigation. This report was prepared for the exclusive use of Pole Creek Properties, Inc. and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based upon agreed-upon scope of work outlined in the report and Contract for Professional Services between Client and Materials Testing and Inspection, Inc. ("Consultant"). Use or misuse of this report, or reliance upon findings hereof by parties other than the Client, is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatever, known or unknown to Client or Consultant. Neither Client nor Consultant shall have liability to, or indemnifies or holds harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. General: Revisions in plans and/or drawings for the proposed development from those enumerated in this report should be brought to the attention of the soils engineer to determine if changes in foundation recommendations are required. Deviations from noted subsurface conditions if encountered during construction, should also be brought to the attention of the soils engineer. Copyright @ 2006 Materials Testing & inspection, Inc. 7446 W. Lemhi St. 9 Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 EVail mti@ mtkid.com • www.mti-id.com MAT6RIALS April 27, 2006 Page # 5 of 24 TIESTING & INSPECTION ❑ Environmental Services ❑ Geotechnical Engineerinq ❑ Construction Materials Testing ❑ Special Inspections rAboise12006 reports\400-5991b60513g1b60513geotech.doc DESCRIPTION OF SITE Site Access: Access to the site may be gained via Chinden Boulevard. Proceed south on Black Cat Road approximately 0.7 mile. The site is located east of Black Cat Road, just north of the Black Cat Road & Daphne Street intersection. Presently the site exists as undeveloped agricultural land with one residence and associated outbuildings located fronting Black Cat Road. Site location is depicted in map plates included in Appendix. General Geology of Area: The subject site is located within the Boise Valley which is directly underlain by a thick sequence of alluvial sands and gravels typically deposited on basalt formations. These sediments are loosely named the Boise River Gravels and were deposited as river floodplain and stream overwash from the Boise River. These gravel deposits tend to have imbricated well-rounded clasts, poor sorting, and crude stratification of beds of gravel and lenses of cross -bedded sand suggesting deposition in braided channels. The Boise River Gravels consist of unconsolidated clay, silt, sand, gravel, and cobbles. These gravels have been subdivided into smaller units based on their age and are exposed as distinct alluvial terraces. Five of these terraces are well exposed in the Boise area and range in age from. Middle Pleistocene to Holocene (Recent) (0 - 0.9 million years ago). The site lies on the Whitney Terrace, the second terrace above the currently defined floodplain. Geologic data published for the area indicated that bedrock is typically encountered at a depth of approximately 100 feet beneath the soil surface (Othberg and Stanford, 1992). Site Topography, Drainage And Vegetation: The proposed development consists of approximately 7.5 acres of relatively flat irrigated pasture, with a residence located in the western portion of the property. The surface exhibits fine-grained soils throughout the majority of the site. The parcel is bounded on the north, south, and east by existing rural residential development and agricultural land, and on the west by Black Cat Road. Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils. No stormwater drainage facilities are located in the vicinity of the site and the area does not receive significant off-site drainage. Vegetation throughout the area consists primarily of irrigated pasture grasses. Copyright @ 2006 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. • Boise, ID 83709 • (208) 375-4748 o Fax (208) 322-6515 E -Mail mtiQ mti-id.com ■ www.mti-id.com MATGRIALS April 27, 2606 _ Page # 6 of 24 TESTING & l INSP6CTION ❑ Environmental Services ❑ GeotechnicalE Vneering ❑ Construction Materials Testing ❑ Special Inspections rAboise12006 reports\400-5991b60513g\b60513geotech.doc Site Climatology And Geochemistry: Average precipitation for the region is on the order of 10 to 12 inches per year. Annual average temperature range from 20° F to 91 ° F with extremes ranging from -4° F to 102° F. Average wind speed range to 11 miles per hour in spring with a prevailing direction from the southeast. Soil in the area is primarily derived from siliceous materials and exhibits low electro -chemical potential for corrosion of metals or concretes. Local aggregates are generally appropriate for Portland Cement and Lime Cement mixtures. The State Transportation Department has adopted anionic asphalt cements. The pH of surface water, groundwater, and soil in the region typically range from 7 to 9. No indication of abnormal geochemical conditions was noted on-site. Nominal frost penetration is typically on the order of 6 inches, with extremes ranging to 3 feet. Geoseismic Setting: Soils on-site are classed as Site Class D in accordance with Chapter 16 of the 2003 edition of the IBC. Building structures on this project should be designed as per the IBC requirement for such a seismic classification. Our investigation did not reveal potential hazards resulting from earthquake motions: slope instability, liquefaction, and surface rupture because of faulting or lateral spreading. Incidence and anticipated acceleration of seismic activity in the area is low. SOILS EXPLORATION Exploration And Sampling Procedures: The field exploration 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 normal taping procedures from known locations and are presumed to be accurate to within a few feet. Upon completion of investigation each test pit was backfilled in with loose excavated materials. These loose areas need to be re -excavated and compacted prior to constructing structures over them. Samples were obtained from representative soil strata encountered in test pits. Samples obtained have been visually classified in the field by an engineering technician, identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. These materials have been further described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented on these logs. It is recommended that these logs not be used for estimating quantities because of highly interpretive results. Copyright © 2006 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E -Mail mti@mti-id.com • www.mti-id.com X - U� April 27, 2406 MATERIALS Page # 7 of 24 TESTING & - 4X INSPECTION ❑ Environmental Services ❑ Geotechnical Engineerina ❑ Construction Materials Testing ❑ Special Inspections r:lboise12006 reports\400-5991b60513g\b60513geotech.doc Laboratory Testing Program: Along with the field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in analyzing the behavior of the proposed structures. Laboratory tests were conducted according to 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 Tests — ASTM designation D 4318, Grain Size Analysis — ASTM designation C 117, C 136, and Resistance R -Value and Expansion Pressure of Compacted Soils — ASTM designation D 2544. Soil And Sediment Profile: Three test pits were advanced to depths of 6.9 to 8.0 feet across the site, terminating within saturated poorly graded gravel sediments. Groundwater was encountered between 6.6 and 6.7 feet within test pits explored. The developed soil profile represents only a generalized case and variations between test pits should be anticipated across the site. The following soils represent a hypothesized profile as compiled from observations in the three test pits advanced: Dark brown, slightly moist, medium stiff to very stiff, fine-grained sandy lean clay (CL) is present at ground surface across the site. Organic material was noted to depths of 1.2 to 1.6 feet in test pits advanced. Sandy lean clay extended from 1.6 to 2.0 feet in depth. Underlying sandy lean clay is brown, slightly moist, soft to very stiff, fine-grained sandy silt (ML). Sandy silt is present to depths of 3.9 to 5.1 feet. Brown to reddish - brown, moist to saturated, medium dense, poorly graded gravel (GP) with fine to coarse-grained sand was observed below silty sand soils and extends beyond termination depths of test pits advanced. Walls of each test pit were stable with the exception of those through native granular soils. Excavations through granular soils, particularly after penetration of the water table, will have a propensity for sloughing or caving. Soils Survey Review: A review of the United States Department of Agriculture, Soil Conservation Service, Soil Survey of Ada County Area, Idaho, 1980, indicated the site can be characterized by the Abo silt loam and the Purdam silt loam. Specific soils characteristics are as follow: Abo silt loam: Soils are well -drained with moderately slow permeability, slow runoff, and slight hazard of erosion. The seasonal water table limits this soil for uses of septic absorption fields. Basements are affected by the water table unless drainage is provided. Purdam silt loam, 0 to 2 percent slopes: Soils are well -drained with moderately slow permeability, slow runoff, and slight to no hazard of erosion. Digging and trenching in this soil may be hampered by hardpan. The low strength, frost action potential, and high shrink -swell potential limit construction of roads and streets; however, suitable sub -grade material can offset these limitations. Copyright a 2006 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. ■ Boise, ID 83709 • (208) 376-4748 * Fax (208) 322-6515 E -flail mti@mti-id.com 9 www.mti-id.com MATERIALS April 27, 2006 TGSTING & Page # 8 of 24 INSPECTION ❑ Environmental Services ❑Geotechnical Engineering Ll Construction Materials Testing Ll Special Inspections rAboise12006 reports\400-5991b60513g\b60513geotech.doc 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 contamination. Groundwater encountered did not exhibit indications of contamination. SITE HYDROLOGY General Notes: Existing surface drainage conditions are defined in the Description of Site. Information provided in this section is limited to observations made at the time of the investigation. Regional and/or local ordinances may require information beyond the scope of this report. Groundwater: Groundwater was encountered between 6.6 and 6.7 feet within test pits explored. Soil moistures in test pits were generally slightly moist within surf cial fine-grained soils, grading from slightly moist to saturated as groundwater table was approached and penetrated. Groundwater levels in the site vicinity are controlled in large part by residential and agricultural irrigation activity and canal leakage in the local area and are likely at maximum elevations during irrigation season. Based on evidence of this investigation and background knowledge of the area, during a typical season, groundwater is anticipated to remain at depths of greater than 2 to 4 feet below ground surface throughout the year. Estimation of seasonal groundwater fluctuation is problematic without regular monitoring. If desired, given estimated depths to groundwater may be confirmed following periodic monitoring performed by MTI. Soil Infiltration Rates: Soil permeability is a measure of the ability of a liquid to move through a soil and was not tested in the field. However, a pipe for possible percolation testing were installed in test pit 1. In this report this parameter is approximated by soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay and silt soils generally offer little permeability, with typical infiltration rates less than 2 inches per hour. Poorly graded gravel sediments typically exhibit infiltration values in excess of 24 inches per hour, and percolation testing is typically not required as a result of the free -draining nature of the gravel sediment. All infiltration facilities constructed on-site should be extended into native poorly graded gravel sediments. Excavation depths of approximately 4 to S feet should be anticipated to expose these sediments. In addition, because of the high permeability, ASTM C 33 filter sand, or equivalent, should be incorporated into design of infiltration facilities. MTI recommends that an infiltration rate of 8 inches per hour be used for design. Copyright © 2006 Materials Testing & Inspection, Inc. 7445 W. Lemhi St. • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 EA4ail mti@mti-id.com * www.mti-id.com MATERIALS April 27, 2006 r Page # 9 of 24 TESTING & � INSPIECTION ❑ Environmental Services _ _ Ll Geotechnical Engineerin,9 ❑ Construction -materials Testing ❑ Special Inspections rAboise12006 reports\400-5991b60513g\b60513geotech.doc FOUNDATION AND PAVEMENT DISCUSSION AND RECOMMENDATIONS General Notes: Presently, approximately 24 to 25 lots are proposed for the project site. Considering typical residential construction, and subsurface conditions, it is recommended that the structures be founded upon conventional spread footings and continuous wall footings. The following recommendations_ are not specific to the individual structures but rather should be viewed as guidelines for the subdivision wide development. Foundation Design Recommendations: On the basis of data obtained from the site and test results from various laboratory tests performed, MTI recommends following guidelines be used for the net allowable soils bearing capacity. Footing Depth ASTM D 1557 Subgrade Compaction Net Allowable Soils Bearing Capacity Footings should bear on competent, native, sandy silt present at depths of 1.5 to 2.0 feet across the site. Not required for native soil All surficial lean clay soils must be removed from 1,500 lbs/ft' below footings. I 95% for structural fill 'Verification of bearing -soils for each residence by a qualified notechnical en ineer en _ ineerin technician or buildins official at the time of construction is recommended. Footings should be proportioned to meet the stated bearing capacity and/or the IBC 2003 minimum requirements. Total settlement should be limited to about 1 inch with differential settlement of approximately 1/2 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 at footing subgrade will require over -excavation and backfilling with structural fill. To minimize effects of slight differential movement that may occur because of variations in character of supporting soils, and in seasonal moisture content, MTI recommends continuous footings be suitably reinforced to make them as rigid as possible. For frost protection., the bottom of external footings should be 24 inches below finished grade. Crawl Space Recommendations. Considering the presence of shallow cemented soils across the site, all residences constructed with crawl spaces should be designed in a manner that will inhibit water in the crawl spaces. Therefore, proper grading should be considered to be critical. MTI recommends that roof drains cavy storm water at least 5 feet away from each residence, and grades should be greater than 5 % for a distance of 10 feet away from all residences. In addition, rain gutters should be placed around all sides of residences, and backfill around stem walls should be placed and compacted in a controlled manner. Copyright It 2006 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. • Boise, ID 83709 9 (208) 376-4748 • Fax (208) 322-6515 E -email mti@mti-id.com • www.mti-id.com 4 MATeRIALS TESTING & INSPECTION April 27, 2006 Page # 10 of 24 ❑Environmental Services L3 Geotechnical Engineering ❑Construction Materials Testina ❑Special Inspections rAboise12006 reports\400-5991b60513g\b605l3geotech.doc Recommended Pavement Sections: MTI collected a sample of near -surface soils for R -value testing representative of soils to depths of 0.5-1.0 foot below existing ground surface. A bulk sample collected from the eastern portion of the site, consisted of sandy lean clay (CL) soil with fine-grained sand. This sample yielded an R value of less than 5. MTI has used a traffic index of 6 to determine necessary pavement cross-sections for the site. Additionally, MTI has made other assumptions for traffic loading variables based on the character of the proposed construction. The Client should review these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. Flexible Pavement Sections The Idaho Method as defined in Idaho Department of Transportation's Materials Manual (section 500) was used to develop the pavement section. Ada County Highway District (ACRD) parameters for traffic index and substitution ratios were also used in the design, and were obtained from ACHD's Development Policy Manual. Calculation sheets provided in the Appendix indicate the soils values, traffic loading, and material ratios used to calculate the pavement sections. MTI recommends that all materials used in the construction of Asphaltic Concrete Pavements meet the requirements of the Idaho Standards for Public Works Construction (ISPWC) specifications. Construction of the pavement section should be in accordance with these specifications. The following thicknesses are MINIMUM THICKNESSES for assured pavement function. Aggregate Base Structural Subbase Pavement Section Com anent Drive wa s and Parking, Residential Streets Asphaltic Concrete 2.5 Inches Untreated AggrSate Base 6.0 Inches Granular Borrow 12.0 Inches Com acted Sub rade Not Required Material complying with ISPWC Standards for gushed Aggregate Materials. Any material complying with the requirement for granular structural fill (uncrushed) as defined in ISPWC. 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 with a heavy rubber -tired fully loaded tandem axle dump truck or equivalent. MTI anticipates that pavement areas will be subject to moderate traffic. It should be noted that surficial clay and silt soils near to and above optimum moisture contents may tend to pump. Pumping or soft areas must be removed and replaced with structural fill. Copyright @ 2006 Materials Testing & Inspection, Inc. 7448 W. Lemhi St. ■ Boise, ID 83709 ■ (208) 378-4748 • Fax (208) 322-8515 E-M'cgil mti@mti-id.com 9 www.mti-id.com MAT6RIALS April 27,2006 _ Page # 11 of 24 I , TESTING & h INSP6CTION 5 I ❑ Environmental Services .❑ Geotechnical Engineering____ ❑ Construction Materials Testir g ❑ Special Inspections r:lboise12006 reports\400-5991b60513g\b605I3geotech.doc Fill material and compacted native subgrade soils (if required) in support of the pavement section as well as aggregates comprising the pavement section must be compacted to not less than 95% of maximum dry density indicated by ASTM D 698 for flexible pavements and by ASTM D 1557 for rigid pavements. If a #� material placed as a pavement section component cannot be tested by usual compaction testing methods, compaction of that material shall 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. CONSTRUCTION CONSIDERATIONS Earthwork: Recommendations in this report are based upon structural elements of the project being founded on competent native silt -sand mixtures or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. Excessively organic soils, deleterious materials, and/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. Mature trees, brush, and thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic soils be removed to depths of 1 foot (minimum) and wasted or stockpiled for later use. Stripping depths should be adjusted in the field to assure that the entire root zone and/or topsoil is removed prior to placement and compaction of structural fill materials. Exact removal depths should be determined during grading operations by a qualified geotechnical representative, and shall be based upon subgrade soil type, composition, and firmness or soil stability. If underground storage tanks (UST), below surface utilities, wells, or septic systems are identified, they must be decommissioned, removed, or abandoned as deemed necessary by governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined below. After existing subgrade soils are excavated to design grade, proper control of subgrade conditions (i.e., moisture content) and placement and compaction of new fill (if required) should be overseen by a representative of the soils engineer (MTI). Recommendations for structural fill presented within this report can be used to minimize volume changes and differential settlements that are detrimental to 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. Copyright C 2006 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. ■ Boise, ID 83709 ■ (208) 376-4748 • Fax (208) 322-6515 E -Mail mti4 mti-idpom • www.mti-id.com k MAT6RIALS April 27, 2006 Page # 12 of 24 TESTING & ~INSPIECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testin ❑ Special Inspections r:lboise12006 reports\400-5991b60513g\b60513geotech.doc Dry Weather: If construction is to be conducted during what is considered "Dry" seasonal conditions, problems associated with soft soils may be avoided. However, shallow groundwater conditions, related to springtime runoff and/or late summer/early fall irrigation, may induce rutting subgrade soils. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require addition of water to achieve near optimum moisture levels. Low cohesive 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 what is considered "Wet" seasonal conditions (commonly from mid-November to April), 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 moderate to high in moisture content can be expected to pump and rut under construction traffic. The following recommendations and/or options have been included for dealing with anticipated subgrade conditions: • Track -mounted vehicles should be used to strip subgrade of root matter and other deleterious debris. Heavy rubber --tired equipment should be prohibited from operating directly on native subgrades, and in structural areas such as roadways and foundations. Construction traffic can be restricted to designated roadways that do not cross, or cross on a limited basis, proposed roadway or parking subgrades. • During periods of wet weather, construction on-site may become very difficult if not impossible. To ensure constructability, access/haul roads should be constructed with a minimum of 2 feet of structural fill material. Fill material should consist of relatively large cobble (4 to 6 inch in diameter) With sufficient fines to fill voids. • Instead of structural fill placement, scarification and aeration of subgrade soils can be employed to reduce the moisture content. After stripping is complete, the exposed subgrade should be ripped and/or disked to a depth of 1.5 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. Alternate recommendations can be provided involving cement stabilization or use of geotextiles, upon request. Copyright @ 2006 Materials Testing & Inspection, Inc. 7448 W. Lemhi St. • Boise, 1D 83709 ■ (208) 376-4748 • Fax (208) 322-6515 E -Mail mti O mtkid.com • www.mtkid.com MATERIALS April 27, 206 Page # 13 of 24 TESTING & �INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testis ❑ Special Inspections r:Iboise12006 reports1400-5991b60513g\b64513.geotech.doc Frozen Subgrade Soils: Frozen subgrade soils must be allowed to thaw, or may be stripped prior to placement of structural fill materials or foundation elements. Frozen soils must be removed to depths that expose non -frozen soils and wasted or stockpiled for later use. These soils must be allowed to thaw and return to near optimum conditions prior to use as structural fill. Structural Fill: Soils regarded as suitable for use as structural fill are those classified as GW, GP, GM, SW, SP, SM, and ML, in accordance with the Unified Soil Classification System (USCS) (ASTM D 2487). The use of silty soils (USCS designation of GM, SM, and ML) as fill may be acceptable. However, these materials require very high moisture contents for compaction and require a long time to dry out if natural moisture contents are too high. 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, SP, should consist of a 6 inch minus select, clean, granular soil with no more than 30% oversize (greater than 3/4 inch) material and no more than 12% fines (less than #200) and placed in layers not to exceed 9 inches in 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 footing for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. Each layer of structural fill must be compacted to a minimum density of 95% of maximum dry density as determined by ASTM D 1557 (for rigid structures) or D 598 (for flexible pavements). The ASTM D 1557 and D 698 test methods shall be used for samples containing up to 40% oversize particles (greater than 3/4 inch). If material contains more than 40% but less than 50% oversize particles, compaction of fill shall be confirmed by proof -rolling each lift with a 10 -ton vibratory roller (or equivalent) until the maximum density has been achieved. Density testing shall 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 the maximum density or "break over" point. The number of required passes shall be used as the requirement on the remainder of fill placement. Material shall contain sufficient fines to fill all void spaces, and shall not c&tain more than 50% oversize particles. Copyright @ 2406 Materials Testing & Inspection, Inc. 7445 W. Lem hi St. • Boise, ID 83709 • (208) 375-4748 • Fax (208) 322-5515 E -Mail mti@mti-id.com • www.mti-id.com W MATERIALS r f TESTING & INSPECTION April 27, 2006 Page # 14 of 24 ❑ Environmental Services ❑ Geotechnical Engineering, ❑ Construction Materials Testin ❑ Special Inspections rAboise12006 reports\400-5991b60513g\b60513geotech.doc Backfill: Backfill materials shall ascribe to the requirements of structural fill except that the maximum material size shall be 4 inches. In no case shall material greater than 2 inches in diameter bear directly on structural elements. Placing oversized material against rigid surfaces interferes with proper compaction. Backfill should be compacted in accordance with 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 excavations within these soil should be constructed at a maximum slope of 1'/z foot horizontal to 1 foot vertical (I Y2H:1 V) 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. For deep excavations, native granular soils cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby undermining upper soils layers. During our subsurface exploration, test pit sidewalls generally exhibited moderate indication of collapse, especially after penetration of the water table. Proper care must be taken so that excavations are properly backfilled in accordance with procedures outlined in this report to protect personnel and equipment. water and loose debris should be removed from these excavations, prior to placement of fill soils or concrete. Groundwater Control: Groundwater was encountered in the investigation between 6.6 and 6.7 feet in depth. Excavations below the water table will require a dewatering program. It may be possible to discharge dewatering effluent to remote portions of the site or to a strategically located sump or 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 in general. It is recommended that runoff caused by wet weather be directed away from open excavations. onsite silty or clayey soils can be expected to become soft and pump if subjected to excessive traffic following periods of wet weather. Ponded surface water areas should be drained to allow construction to take place through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installation of a French -drain system. Additionally, temporary or permanent driveway sections may be constructed should wet weather be forecast. Copyright @ 2006 Materials Testing & Inspection, Inc. 7445 W. Lemhi St. ■ Boise, I❑ 83709 • (208) 376-4748 • Fax (208) 322-6515 E -Mail mtW mtkid.com • www.mti-id.com MATERIALS April 27, 2006 Page # 15 of 24 TESTING & INSPECTION ❑ Environmental Services ❑ Geotechnical En ineerin ❑ Construction Materials Testi ❑ Special Inspections rAboise12006 reports\400-5991b60513g1b60513geotech.doc GENERAL COMMENTS When plans and specifications are complete, or if significant changes are made in the character or location of the proposed development, consultation should be arranged as supplementary recommendations may be required. It is recommended that the service of a qualified geotechnical engineering firm be engaged to test and evaluate soils in footing excavations before placement of concrete to determine if soils meet compaction requirements. Monitoring and testing should also be performed to verify that suitable materials are used for structural fill and that proper placement and compaction is performed. Copyright @ 2006 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. • Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E -Mail mti @ mti-id.com • www.mti-id.com ■ 1 6r, it MATERIALS TESTING & d INSPECTION April 27, 2006 Page # 16 of 24 ❑ Environmental Services ❑Geotechnical Engineering ❑ Construction KVlaterials Testing ❑Special Inspections 1. rAboise12006 reports\400-5991b60513g\b60513geotech.doc REFERENCES American Society for Testing Materials, 1999, Standard Test Method for Materials Finer than 75-µm (No. 200) Sieve in Mineral Aggregates by Washing: C 117 - 95, 3 p. American Society for Testing Materials, 1999, Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: C 136 - 96a, 5 p. American Society for Testing Materials, 1999, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils, ASTM Designation: D 4318 - 86, 11 p. Collett, R.A., 1980, Soil Survey of Ada County Area, Idaho: US Department of Agriculture, Soil Conservation Service, 327 p. othberg, I.L. and Stanford, L.A., 1992, Geologic Map of the Boise Valley and adjoining area, Ada and Canyon Counties, Idaho: Idaho Geologic Map Series, scale 1:100,000. Copyright @ 2006 Materials TLOsting & Inspection, Inc. 7446 W. Lem h i St. • Boise, ID 83709 ■ (208) 376-4748 • Fax (208) 322-6515 E -Mail mti Q mtHd.com ■ www. mtkid.com K., MATERIALS � TESTING Fs INSPECTION April 27, 2006 Page # 17 of 24 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing _ ❑ Special Inspections r:lboise12006 reportsl400-5991b6o513g\b6o513g otech.doc APPENDIX GEOTECHNICAL GENERAL NOTES UNIFIED SOIL CLASSIFICATION SYSTEM GEOTECHNICAL TEST PIT LOGS PAVEMENT THICKNESS DESIGN RESISTANCE R -VALUE LABORATORY TEST DATA SITE MAP PLATES Copyright @ 2006 Materials Testing & Inspection, Inc. It 7446 W. Lemhi St. • Boise, ID 83709 ■ (208) 376-4748 @ Fax (208) 322-6515 E -Mail mti,.omti-id.com ■ www.mti-id.com ■ x MATeRIALS April 27, 2006 TESTING � Page # 18 of 24 � INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing. ❑ Special Inspections r:lboise12006 reports\400-5991b6O5l4\b6o513geotech.doc GEOTECHNICAL GENERAL NOTES SOIL PROPERTY SYMBOLS N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30" on a 2" G.D. SS. Qu: Unconfined compressive strength, tonslft2 Qp** Penetrometer value, unconfined compressive strength, tons/ft2 Qc: Cone Penetrometer value, unconfined compressive strength, poundslin2 V: Vane value, ultimate shearing strength, tonslft2 M: Water content, % LL: Liquid Limit PI: Plasticity Index NP: Non -Plastic D: Natural dry density, lb slft3 WT: Apparent groundwater level (at time noted after completion). DRILLING AND SAMPLING SYMBOLS SS: Split -Spoon - 13/8" I.D., 2" G.D., except where noted. ST: Shelby Tube - 3" G.D., except where noted. AU: Auger Sample. DB: Diamond Bit. CB: Carbide Bit. GS: Grab Sample. RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Non -Cohesive Soils Standard Penetration Resistance Cohesive Soils Standard Penetration Resistance VeKy Loose <4 VeEy Soft <2 Loose 4-10 Soft 2-4 Medium Dense 10-30 Firm Medium Stiff) 4-8 Dense 30-50 Stiff 8-15 Ve Dense X50 VeEy Stiff 15-30 Hard >30 PARTICLE SIZE Boulders 12 in. + Coarse Sand Cobbles 12 in. to 3 in. Medium Sand Gravel 3 in. to 5 mm Fine Sand 5 mm to 0.6 mm Silts 0.6 mm to 0.2 mm Clays 0.2 mm to 0.074 mm 0.074 mm to 0.005 mm 0.005 mm & Smaller Copyright © 2046 Materials Testing, & Inspection, Inc. 7446 W. Lemhi St. • Boise, ID 83709 • (208) 376-4748 ■ Fax (208) 322-6515 Entail mti@mti-id.com • www.mti-id.com 1z .I MATERIALS April 27, 2006 Page# 19 of 24 TESTING & INSPECTION Q Environmental Services 13 Geotechnical EngineedrIg U Construction Materials Testing 0 Special Inspections r:\.Oolse\2006 reports\400-599\b60513g\b60513geotech.doc Major Symbol Soil Descriptions Divisions Well -graded gravels, gravel -sand mixtures, little or no fines Gravel GW and Poorly -graded gravels, gravel -sand mixtures, little or no fines Gravelly GP Soils Silty gravels, Poorly -graded grave I -sand- silt mixtures <50% GM coarse fraction Clayey gravels, Poorly -graded gravel - s and -clay mixtures passes #4 sieve GC Coarse Well -graded sands, gravelly sands, little or no fines Grained Sand Sw Soils and Poorly -graded sands, gravelly sands, ®t or no fines <50% Sandy SP passes Soils Silty sands, Poorly -graded sand -gravel -silt mixtures #200 sieve >50% SM coarse fraction Clayey sands, Poorly -graded sand- gravel -clay mixtures passes #4 sieve Sc Inorganic silts & very fine sands, silty or clayey fine sands, Silts ML clayey silts and Inorganic clays of low to medium plasticity, gravelly clays, sandy Clays CL clays, silty clays, lean clays Fine LL < 50 Organic silts and organic silt -clays of low plasticity Grained OL Soils Inorganic silts, micaceous or diatomaceous fine sand or silt >50% silts MH Inorganic clays of high plasticity, fat clays passes and #200 sieve Clays CH LL > 50 Organic silts and clays of medium -to -high plasticity OH Highly Organic Soils Peat, humus, hydric soils with high organic content PT Copyright @ 2006 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. 9 Boise, ID 83709 * (208) 376-4748 * Fax (208) 322-6515 E -Mail mti@mti-id.com a www.mti-id.com 1;,s MATGRIALS April 27, 2006 Page # 20 of 24 TESTING & INSPECTION ❑ Environmental Services ❑ Geotechnical_EUineering ❑ Construction Materials Testing ❑ Special Inspections r:lboise12006 reportsl400-5991b6o5l4g\b6o5l3geotech.doc i w GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -1 Date Advanced: 4113106 Logged By: Liz Brown Excavated By: Circle H Construction Location: See Later Site Map Plates Depth to Water Table: 6.6 Feet Depth to Bottom Of Hole: 8.0 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test (Feet)and Sediment Classification Type From -To ID Sandy Lean Clay (CL): Dark 0.0-2.0 brown to brown, slightly moist, very 2.3-2.5 stiff, with fine-grained sand. - Or anic material to 1.6 feet. Sandy Silt (ML): Brown, slightly 2.0-5.1 moist to moist, soft to stiff, with f ne- 0.5-1.0 rained sand. Poorly Graded Sandy Gravel 5.1-8.0 (GP): Brown to reddish -brown, moist to saturated, medium dense, with 6 -inch minus cobbles. Copyright @ 2006 Materials Testing & Inspection, Inc. 7448 W. Lemhi St. ■ Boise, ID 83709 • (208) 376-4748 ■ Fax (208) 322-6515 E -Mail mti @ mtkid.com • www.mti-id.com --April 27, 2006 MAT6RIALS Page # 21 of 24 r. TeSTING & INSPECTION ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials TestirW ❑ Special Inspections ti. r:lboist12006 reports\400-5991b60513g1b60513geotech.doc F GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -2 Date Advanced: 4113105 Logged By: Liz Brown Excavated By: Circle H Construction Location: See Later Site Map Plates Depth to Water Table: 6.6 Feet Depth to Bottom Of Hole: 6.9 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test (Feet)and Sediment Classification Type From -To ID Sandy Lean Clay (CL): Dark 0.0-1.8 brown, slightly moist, stiff to very 1.8-2.8 stiff, with fine-grained sand. - Organic material to 1.4 eet. Sandy Silt (ML): Brown, slightly 1.8-3.9 moist, medium stiff to stiff, with fine- 1.0-1.5 rained sand. Poorly Graded Sandy Gravel 3.9-6.9 (GP): Brown to reddish -brown, moist to saturated, medium dense, with 6 -inch minus cobbles. M Copyright © 2046 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. is Boise, ID 83709 • (208) 376-4748 ■ Fax (208) 322-6515 E -Mail mtO@mti-id.com • www.mti-id.com V4 .1. x I M MAT6RIALSApril 27, 2006 Page # 22 of 24 _ g TESTING & INSPECTION ❑ Environmental Services ❑ Geotechnical -En2ineering ❑ Construction Materials Testing ❑ Special Inspections r:\boise\2006 reports\400-599\b60513g\b60513geotech.doc GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log #: TP -3 Date Advanced: 4113106 Logged By: Liz Brawn Excavated By: Circle H Construction Location: See Later Site Map Plates Depth to Water Table: 6.7 Feet Depth to Bottom Of Hole: 7.1 Feet Depth Field Description, w/USCS Soil Sample Sample Depth Qp Lab Test (Feet) and Sediment Classification Type From -To ID Sandy Lean Clay (CL): Dark 0.0-1.6 brown, slightly moist, medium stiff to stiff, with fine-grained sand and Bulk 0.5-1.0 0.7-1.0 A occasional 2 inch minus cobbles. Or anic material to 1.2 feet. Sandy Silt (ML): Brown, slightly 1.6-4.0 moist, stiff to very stiff, with fine- 1.5-2.5 rained sand. Poorly Graded Sandy Gravel 4.0-7.1 (GP): Brown to reddish -brown, moist to saturated, medium dense, with 8 -inch minus cobbles. Lab Test ID M LL PI Sieve Analysis - % - - #4 #10 #40 #100 #200 A 16.2 40 17 86 82 66 51 43.0 Copyright @ 2006 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. • Boise, ID 83709 • (208) 376-4748 9 Fax (208) 322-6515 E-Uail mti@mti-id.com 9 www.mti-id.com ~ MATERIALS 5i TESTING & INSPECTION April 27, 2006 Page # 23 of 24 ❑ Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing, El Special Inspections r:lboise12006 reports\400-5991b6O513g\b6O513geotech.doc IDAHO METHOD - PAVEMENT THICKNESS (USING ADA COUNTY HIGHWAY DISTRICT SUBSTITUTION RATIOS) Copyright`@ 2006 Materials Testing & Inspection, Inc. 7448 W. Lemhi St. ■ Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E4Aail mti@mti-id.com * www.mti-id.com Pavftent Section Design Loc4tion: Proposed Black Cat Subdivision Average Dgily Trdiff c Count: All Lanes & Both Dirwtions Design Life: 20 Years Traffic Index: 6.00 Clinste Factor: 1 R -Value of Subgrtlde: 3.00 Subgr-ade CSR Value: -- Subgrade Mr: - R -Value of Aggregate Base: 80 R-`falue of Granular Borrow: 60 Subgrade R -Value: 3 Expansion Pressur0 of Subgrade: 0.33 Unit Weight of Base Materials: 130 Total Design Life 18 kip ESAL's: 33,131 ASPHALTIC CONCRETE: Gravel Equivalent, Calculated: 0.384 Feet Thickness: 0.196923077 Use..T. 0.208 Feet Gravel Equivalent, ACTUAL: 0.41 CRUSHED AGGREGATE BASE: Grgvel Equivalent (Ballast): 0.768 (if only ajjgrCga& base is to be considered change B 14 to B 15) Thicknest: 0.329 Use 1w0.5 Feet Gravel Equivalent, ACTUAL: 0.956 GRANULAR BORROW: Gravel Equivxlent (Ballost): 1.862 Thickness: 0.907 Use= I Frat Gravel Equivalent, ACTUAL: 1.956 TOTAL Thickness: 1.708 Thickness Required by Exp. Pressure: 0.366 This numher must be less than TOTAL Thickrsss Design (ACRD Values) Depth Substitution Inches Rttios Asphaltic Concrete (at least 2.5): 2.54 1.95 (ACHD minimums: 2.5 for local & 3 for art./collector) Asphalt Treated Base (at least 4.2): 4.00 Cement Trejted Base (#t least 4.2): 0.00 Untrosted Aggregate Base (at least 4.2): 6.00 1.14 Granular Borrow (at least 4.2):1 12.001 I.00 Copyright`@ 2006 Materials Testing & Inspection, Inc. 7448 W. Lemhi St. ■ Boise, ID 83709 • (208) 376-4748 • Fax (208) 322-6515 E4Aail mti@mti-id.com * www.mti-id.com April 27, 2006 MATERIALS Page # 24 of 24 ` L TESTING & L INSPECTION Ll Environmental Services LJ Geotechnical Engineering U Construction M6terials Testing Ll Special Inspectiong r:\boise12006 reports\400-5991b605l3g\b6O5l3geotech.doc RESISTANCE R -VALUE LABORAToRy TEST DATA Source and Description: ------- - --- - --- - ---- - ---- Date Obtal"ned: April 13, 2006 Sampling and Preparation: ASTM D75: ___A_ASHT_0___T__2_:__�=' AASHTOT87: ASTM D42 1: Test Standard: ASTM D2844. AASHTO TI • ..... R -Value @ 200 psi Exudation Pressure = Less than 5** ** ASTM D2844 Note 2: Occasionally, material from very plastic clay -test specimens will extrude from under the mold an around the follower ram during the loading operation. If this occurs when the 800 -psi point is reached and fewer than five ligh are lighted, the soil should be reported as less than 5 R -value. I �_ - '.� ;'fi- 1 R -Value @ Exudation Pressure 10.0 8.0 6.0 4.0 2.0 0.0 300 250 200 150 100 Exudation Pressure (psi) =&A! T I 'h wrlm; ENO Copyright @ 2006 Materials Testing & Inspection, Inc. 7446 W. Lemhi St. e Boise, ID 83709 * (208) 376-4748 e Fax (208) 322-6515 E -Mail mtk@mti-id-com 9 www.mti-id.com Dr y_ Density Moisture Content__C�.) E�cpansion Pressure si Exudation Pressure (psi) ■ R -Value @ 200 psi Exudation Pressure = Less than 5** ** ASTM D2844 Note 2: Occasionally, material from very plastic clay -test specimens will extrude from under the mold an around the follower ram during the loading operation. If this occurs when the 800 -psi point is reached and fewer than five ligh are lighted, the soil should be reported as less than 5 R -value. I �_ - '.� ;'fi- 1 R -Value @ Exudation Pressure 10.0 8.0 6.0 4.0 2.0 0.0 300 250 200 150 100 Exudation Pressure (psi) =&A! T I 'h wrlm; ENO Copyright @ 2006 Materials Testing & Inspection, Inc. 7446 W. 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