Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Matador Sub AZ PP Application
L i CITY OF diaho TRANSMITTALS TO AGENCIES FOR COMMENTS ON IDAHO JbEVELOPMENT PROJECTS WITH THE CITY OF MERIDIAN rotR o insure that our comments and recommendations will be considered b �� y v the Meridian Planning and Zoning Commission please submit your MAYOR comments and recommendations to Meridian City Hall Tammy de r sr CITY Cry MEMBERS Keith Bird Joseph W. Borton Charles g Rountree David Zaremba CiTYDEPARTMEN'TS City rn/ 703 MainStreet 5506 (CityAttorney) 1r 5503 (HR) Fax 884-8723 Pisa 540 E. Franklin Road 234 / fax 895-0390 Parks & Recreation 11 W. Bower Street 3579 / fax -5501 Planning ni 660 E. Watertower Leas Suite 202 5533 / fax888-6854 Police 1401 E. Watertower Leas 888-6678 / fax 7366 Pulilic Works 660 E, Watertower Lane Suite 200 -5500 / fax 9551 Building 660 E. Watertower Lane Suite 1, 2211 / fax887-1297 Wastewater 3401 N. Tem Mile Road -2191 / fax 884-0744 Water 2235 N.W. 8th Street 5242 / fax -1159 Attn: Will Berg, City Clerk, by: octo Transmittal Date: September '13, 2007 Hearing Date: October 18, 2007 ber 11, 2007 File No.: AZ 07-0'13 & PP 07,017 Request: Public Hearing - Annexation and Zoningof 4.92 acres from RUT to an R-4 zone and Preliminary Plat approval for '16 single-family residential lots & 3 common lots on 4.92 acres in a proposed R-4 zone for Matador Subdivision By: Equity Development Location of Property or Project: '1235 E. McMillan Road Steve Siddoway (no FP) David Moe (no FP) Wendy Newton-Huckabay (No FP) Michael Rohm (No FP) Tom O'Brien (No FP) Tammy de Weerd, Mayor Charlie Rountree, CIC Joe Borton, CIC Keith Bird, CIC David Zaremba CIC Water Department Sewer Department Sanitary Services(No VAR, VAC, FP) Building Department / 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) West (FP/PP only) Intermountain Gas (FP/PP only) Bureau of Reclamation (FP/PP only) Idaho Transportation Dept. (No FP) Ada County Ass. Land Records Downtown Projects: Meridian Development Corp. Historical Preservation Comm. South of RR / SW Meridian: NW Pipeline New York Irrigation District Boise -Kung Irrigation District CITY HALL 33 EAST IDAHO AVENUE MERIDIAN, IDAH083642 (208) 888-4433 CITY CLEF 888-4218 FINANCE& UTILITY I ILLI FAX 887-4813 MAYOR,,SOFFICq0FAX884gB119 Printed on recycled paper 7 :ti! ■ ■ Hearing Date: 10/18/2007 N4 Project Name: Matador Subdivision r. File No.: AZ -07-'013 4 Request: Request for Annexation and Zoning of 4.92 acres from Ada County RUT to R--4 Medium Low -Density Residential, by Equity Development. File No.: PP -07-01W Request: Request for a Preliminary Plat with 16 Single -Family Residential lots and 3 Common Lots, by Equity Development. old Location: 1235 E. McMillan Rd., Section 31, Township 4 North, Range 1 East, B.M. Ll� 1" 1 V�� 157-34 t O'"M ' 1! V r , 1 ■ Planning Department COMMISSION & COUNCIL REVIEW APPLICATION Type of Review Requested (check all that apply) 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 'Preliminary Plat ❑ Rezone ❑ Time Extension (Commission or Council) ❑ UDC Text Amendment ❑ Vacation (Council) ❑ Variance ❑ Other Applicant Information Applicant name:.XjUw, Law Applicant address: 1 - �1 „ C -J !I Applicant's interest in property: )(Own ❑ Rent ❑ optioned ❑ other Phone: Zip: _ a?;k--i r-< Owner name: �s _ Phone: ,� Owner address: t� ,� j� lrtier %\ v cel , X0C-t SQ( -4c! Zip: %3 `113 -- Agent name (e.g., architect, engineer, developer, representative): PSA �� Firm name: Address: Primary contact is: ❑ Applicant ❑ Owner 'Agent ❑ other Contact name: [ '� E --mail:' Subject Property Information Phone:= Zip: 022& a 1010 Phone: -L co 0 [� Fax: �1 Location/street address: \ , S: Assessor's parcel numbers): IZA\&OSC&b J 'Zji � 4 Township, range, section: 1 ] Total acreage: Current l and use: + ti l Q Current zoning di strict: tul IVIftor 660 E. Watdttowe- r Lane, Suite 202 . Meridian, Idaho 83642 Phone: (208} 884--5533 • Facsimile: (248} 888-6854 • Website: \"vw.meridiancithr.or� I 04:45 PM BRIGGS ENGINEERING 2088452950 / ■ Projft BeAkripWn Project/subdivision nanit: &P ' wV2ck t.%A a can Gomrol description of propoeed projectIrequea: !Wn%1 V%jk L Adn&& igan.a,3% �Aw ZQ_n6MV'fflt Proposed zonirig district(s): __'11 �A Acres of each zone propgFed: • ''% Type of usb proppsed (check all t1wt apply): X Residential ❑ Commiteial ❑ Offi ❑ Industrial ❑ Oar Arm' ities provided with this developnvnt (if applicable): Who will own & maintain the pressurized irrigation systern in this developrwnt? M Which irrigation district does this property lie within? -50. 1% k a -al "L Primary irrigation�rce: 1 .Q AaLw& AML-_....-._.. Seccebry: S uamfoota a of landscaped area to be irrigated if C'y or secqedery point of opnnwtioin I CityF • RelldftW1 Project Summary (10tp plicable Number of residential units: 4.k KC Number of building lots: Number of common andlgk other lg4,. Propos�t number of dvvalling traits (for multi -family d&olopments only): 1 Bedroom: V`N2 or more Badroome: Minimum square' footage of structure(s) (exel. garage): NL&Q I , 6 Pissed building height: 'Minimum propQrty size (s. f): SrO 1:14 Avemp property si (s.f.): SX • Guess density (Du/n=-tout ]nd): . _ Net density tDUt&m-excluding ro * May# �Ag 02 Peraentage of open space provided: LA/te,.. �crffage of open space: . Cer S&a Perc-entap ofusable open space: (SM Chapter 3, Article G, for qualified opt space) Type of coca rpace provi&t in acr s (i.e., landscaping, public, common, etc)• Type of dwolling(s) peopmed: PQ4161&mily ❑ Townbom ❑ Dupi &s Multi -family Nov-reWential Project Summary (if applicable) N'umbEr of wilding lots: Other tots: Gross fl& area proporf: Existing (if applicable): Hogs of operation (days and lours); Building height: Pmentap of site/preoct devoted to the following: Landscaping: Building: Paving: Total number of employaw: Maximum nun*er of employees at any onE tint! Number and ages of students/childr@n (if applicible): Seating capacity: Total numlow of parking epac a proviced: NuMbft of cor4pffct spaces provided: A,ithoriattoa PjInt applicant nacre: A k f, - Applicant Aignatur-T!: - F Daft: E. watertovNer Lace; Suite 202 a Mcridien, Jdahs 83642 Phones (208) 884-5533 • F"mile: (208) 888-6854 wdbsite: w%vw.ir idianeity.orS,. 2 1t BRIGGS ENGINEERING, Inc. air�ayr�i�raes August 7, 2007 Honorable Mayor and Meridian City Council 30 East Idaho Avenue Meridian, Idaho 83642 1800 West Overland Road Boise, Idaho 83705 --- 3142 Voice (208) 344-9700 Fax (208) 345-2950 E-mail sabrinawaGbriggs-engineedng.com RE: Application for Preliminary Plat, Annexation and Zoning for Matador Estates Dear Honorable Mayor and Council Members, On behalf of my Client Equity Development LLC, please accept this application for Preliminary Plat, Annexation and Zoning for Matador Estates. This property is currently located south of McMillian Road and west of Locust Grove. The subject site is currently within Ada County and zoned RUT. with this application we are requesting an annexation and zoning of approximately 4.92 acres into a R4 zoning classification. This application has been submitted in accordance with all requirements and provisions of UDC and meets all local standards for acceptable engineering, architectural and surveying practices. This application is not requesting any variances, and will have one (1) covenant restriction, whereby Lot 3 of Block 3 will be limited to a single level residence. Preliminary Plat Information L__ - ___ I Matador Estates is asingle-family nineteen (19) -lot subdivision, which breaks down to sixteen (16) buildable lots and three (3) common lots. Each lot will take direct access from two (2) proposed roads within our subject site. Each road will be public and will meet all requirements of ACRD. A 25' wide landscape strip will be provided to buffer along McMillian from the proposed subject site. Please view attached landscape plans for exact details. All utilities are available to the site through an easement from the adjacent property owners to the west. The applicant is currently working with these property owners to attain this easement. The applicant is proposing to provide pressurized irrigation to all lots through Settler's Irrigation District. Conceptual plans for pressurized irrigation will be proposed when construction documents are to be submitted. Drainage for the project will be retained through an above ground retention pond being proposed at Lot 1, Block 3. We thank you for your time and consideration, and respectfully request that you approve our applications of Annexation, Zoning and Preliminary Plat for Matador Estates. If you have any questions or concerns please feel free to contact me at 208-344-9700 or at , Sincerely, r�I � i Sabrina Whitehead Planning Project Manager Briggs Engineering MATADOR SUBDIVISION August S, 2007 A PARCEL OF LAND BEING LOT 5 OF THE PLAT OF CRESTWOOD SUBDIVISION NO. 1 , LOCATED IN THE NORTHEAST 114 OF SECTION 31, TOWNSHIP 4 NORTH, RANGE 1 EAST, BOISE MEDIAN, MEDIAN, ADA COUNTY, IDAHO, MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF SAID SECTION 31, THENCE N 89046'O1" W ALONG THE NORTH LINE OF SAID SECTION 930.93 FEET TO A POINT; THENCE S 00°33'41" W 33.00 FEET TO A POINT ON THE SOUTHERLY RIGHT OF WAY OF E. MCMILLAN ROAD, THE NORTHEAST CORNER OF LOT 5, CRESTWOOD SUBDIVISION NO. 1, FOUND IN BOOK 28 OF PLATS AT PAGE 1757, ADA COUNTY RECORDS, THE REAL POINT OF BEGINNING OF THIS DESCRIPTION; THENCE ALONG THE BOUNDARY OF SAID LOT 5 THE FOLLOWING: THENCE CONTINUING S 00033'41" W 629.36 FEET TO A POINT; THENCE N 89°57'56" W 340.39 FEET TO A POINT; THENCE N 00033'41" E 630.54 FEET TO A POINT ON SAID SOUTHERLY RIGHT OF WAY OF E. MCMILLAN ROAD; THENCE S 89046' O 1" E ALONG SAID RIGHT OF WAY 340-38 FEET TO REAL POINT OF BEGINNING OF THIS DESCRIPTION. SAID PARCEL CONTAINS 4.92 ACRES, MORE OF LESS. o�ypt' LaNas IST c WAYNE K. BARBER a o� PLS 8444 o It OF 9�F is R*N 70412-BDY.DC C f 9 JUN --20-2006 TUE 43:43 FP FR* Wf SHS Y1VLCH FAX ; 20$3425749 PAGE, 6 09.1 16 ADl4 COUNTY flEC011DlR J. D@ID WWARRO AMOUNT 6.00 2 8016E IDAHO 07I19H 03; 4 PY DEPUTY Boa* Ober6iW? RECORREO-REQUEST 0 Did V1bngr 106110147 f WARRANTY DEED X4 FOR VALUE RECEIVED, the receipt and sufficiency of which is hereby acknowledged, David D. Cook and Joyce C. Cook, husband and wife, whose mailing address is 1235 E. McMillan Rd., Men , Idaho 83642, (collectively `=Grantor"), lAeby grant, bargain, sell and convey unto "Vince Covino and � Covin, husband and wife +as to an undivided one half interest, and to Ted wemer and Audrey Werner, husband and wife, as to an undivided one half intemst, whose current address is 13955 W. Chinden Blvd., Suite 109, Poise, Idaho 83713, ("Grantee"),, all of the Grantor's right, title and interest, in to the following divided parcel of real property located in Ada County, Idaho (the "Premises") to wit: : LOT 5 OF CRESTWOOD SUBDIVISION NO. 1. ACCORDING TO TBE PLAT TBEREOF, FILED IN BOOK 28 OF PLATS AT PAGE 1757, RECORDS of ADA COUNTY, DDAHG. .: TO HAVE AND TO HOLD the Premises, with their appurtenances unto the Grantee, heirs and assigns forever. And the Grantor dies hereby covenant to and with the Grantee, that it is owner in fee simple of the Premises; that the Premises are free from all encumbrances except reservations of record, and that will warrant and defend the quiet and peaceful possession of said premises by said grantee, and its successors and assigns forever, againd all lawful claims whatsoever except as excluded or excepted herein. DATED this day of June 2006. -:� ze, 9— • {fr" David D. Ccmk k 7oyc . C k 3� WARRANTY DEED, Page 1 R r JUN -20-2006 TUE 03:43) PM FROM11SHMIKCH FAX:2083425749 PAGE 7 STATE OF IDAHO )SS. COUNTY OF Ada A - On this a day of 2006, before me, the undersigned, a Notary Public in and for said State., personally appeared David D, Cook and Joyce C. Cook,, husband and wife, known or identified to me to be the pusons who executed said instrument, and acknowledged to die that they executed the same. IN WHERMF, 1have hereunto set my hand and affixed my official seal, the day and yec7 M* this certificate first written above. 1 A 0 21, Notary Public for Idaho Residing at. My C sion expires 4 2z",Izo 10 WARRANTY DEED - Page 2 09-At�ql-2007 04:45 PM BRIGGS ENGINEERING 2083452950 2/3 AFFIDAVIT OF LEGAL INTEREST STAGE OF IDAHO ) COUNTY OF ADA (city) (state) �oath, depose and say: _ - I. What T am the record owner of the property described on the attaclied, and I grant my permission to: (n address - . it to submit the accompanying application pertaining to that property. 2. I agree to inde ufy, defend and hold the City of Meridian and it's. -employees harmless from any claim, or Liability resulting from any dispute as to the statements contained herein or as to tbo ownership of the property which is the subject of the application. . _ Dated this 5a day o 0 All I . } Film -0 - I � F - SUBSCRIBED AND SWORN to before me the day and year first above written. 1'� �: �• r hil is 1le - .:::..............:... €.. Rei? 31"251'03 I LA T1 IS TIN R-4 0 01 19 100 IN -V 77 RUT R-4 M RUT LAR P0011 SOq VIIV I 0 R-4 SION --------------------- -- ---- ------------------------- - ----------------------------------------------------------------------------------------------------------------------------- ------------------- ------------------- E h&W LAN RD E U4VILLAN RD ------------------------- ----------------------------------- ----------------------------------- ----------------------------------- ------------------------------------ ----------------- --R-4 RUT A IF -4 M RUT - --------- L------ L ----- ----- ------ ----- ----- ----- ----- ----- E ORA NO CANYON 5T T---------- --------- T - ------- ------ - - /11 VA50) L4,1 9 1 @�� 1 "�. „ g g 1 'U ---------- ----------- / ---------- I --------- E RED ROCK DR RED ROCK DR ---- — ----------- ------------ 'NO 01-9 E CRAZ CANYON JFT ROCK DR RA y 9Z (Z) (dli ---------------- - ---------- --------- F- E STAR OR R-4 REVISION: 07/25/07 BY. TDK MATADOR ESTATES SHEET a 1 OF 1 VICINITY MAP -�wG DATE- DWG N�' 300' Y1 DWG DATE: DWG NO. SCALE: \70412—PREPLAT.dwg TDK On5/31//O77 TTDnKK 70412 1 -------- ----- L- ------------ BRIGGS ENGINEERING, INC. o 13 G G - f ENGINEERS PLANNERS SURVEYORS 1800 M OVERLAND ROAD * BMSE, IDAHO 83705 * (208)3 * -91* Tdrawings, or any portion thereof, shall not be used on any Project or extensions of this Project except by written agreement from Briggs Engin ring, Inc. - 3A -lull I", 777l'7 go A s Its ■rl 110M 64, 1 vWs- K,.' S'F, m 1-7 2 low-, W 18Y Ch --- 1p�L R M Lb V) VIA IWO. Ilk Ii< _9�9 :3� 1 J.;L L j C,� J: )AI e V ..... ..... i% UNIMM-To"Mo Ll - - - - - -------------------- 3 1111 W RIM A Ve -hr 777l'7 go S'F, m low-, W _gg 2-4S4ff y .irk_mm Lb VIA IWO. :3� 1 J.;L L j C,� J: )AI e ..... ..... i% LOR V, -n d _Ax %X -_V7 �7 j' CITY OF MERIDIAN Planning Department 660 E. Watertower Ln., Suite. 202, Meridian,, ID 83642 (208)884-5533 Phone / (208)888-6854 Fax PRE -APPLICATION MEETING REQUEST FORM formation: Pre-app&afion meetings are reqniredprior to the submittal of any ap plication that requires apuh#c hearing. This completed form must be submitted to the Planning Department at least 48 hours beforeyour requested meeting time. An Associate CityPlanner will confirm the meeting by either phone or 0-*eziZ Protect /Subdivision Name: WZ� Applicant / Contact (if different): Name: Address: Phone Numbl!r: Fax Number: Egnail Address: 34AXI -S %14-v 0 %LA:ii C-ts C) be-ki �N6 A Site Informotion: Location: S 1! tl I(Anj Number of Lots: Total Acres: Tax Parcel Number(s): Current/Proposed Zoning: Tf Application(s): Ypl;eliminaq 1. Plat (Submit an 8 1/2x 11 version) 5. Unified Development Code Amendment 2. Conditional Use Permit 6. Comprehensiv6 Plan Amendment 3. nation and/or Rezone 7. 1 .1 Variance 4. Planned Unit Development .......... 8. Other (e.g. City Council reviews) Please list &H persons who will attend the pre application meeting: _6 Affl;A0 9 �4! i R. _V 2 Specific Questions /Issues: J ri lffj! Check' here if your propos0d development includes a potential public park, pathway, or school. Monday (except Holidays) Wednesday 10:30 x.2:45 11:15 1:15 **We strongly suggest that you bring a conceptual layout of the proposed project to the meeting. Otherwise, staff may require additional pre -application meetings.** Egg Stjf�Us. Only: - - Notify afAted agency, if applicable. ITD (Sue Sullivan, 334-8955) MDC (Clair Bowman, 484-4414) MFD (Rich Green, 898�5500) I 0 VAq0'J f $160 LO 805 West Overland Road G1 tS/PLANNE3tS/SURVEYCffiS Boise, Idaho 83705 — 3142 Voice (208) 344-9700 Fax (208) 345-2950 sabrinaw@ briggs-engineering.corr. www.briggs-engineering.com 11 -CLIA FA= On behalf of Briggs Engineering Inc., I would like to invite you to a neighborhood meetiln.'.'N concerning the applications for an annexation, zoning to R4 and preliminary plat for Matador Estates Subdivision. This site is located at 1235 E McMillian Road. Attached is a vicinity map, where the subdivision will be located. We would appreciate your attendance at this meeting. We will discuss our plans for the development of this property and answer any questions you may have regarding the site. The neighborhood meeting will be held on the subject site, this meeting will begin at 6:00 pm, on July 3 d 2007. If you cannot attend this meeting, and have any questions concerning the subdivision, please feel free to call me at 344-9700 or at sabrinaw@briggs-engineering.com. rum:--" Sabrina Whitehead Planning Project Manager Briggs Engineering BRIGGSEARS-m-WERING, Inc. e�NEWS i rrnHMM i suaveiroRs= :1� i■ •` .r r , ilr:l�r ■ :t,� in irr :t~ii � ap =v .:: ......... a .. ::: k� Mwk-g Stmt Trame: s Me&rg FradTme: AtbNKkm 1�i�ne � adc�'ess Tip Phone # w r r63LYZA sV� t 60!4 dkoi!?Y� - /14-0 -.- - _4�746� - b ;7-4 - - 3. �-fJ X11 •� f -5� -cr.16yole -- q 4. 5. 6. 7. 8. 9. 10. i 11 A A. 12. U 14. I 15. I 15 17. t 18. 19. 20. Per Unified Development Code (UDC) 11 -5A -5D, the applicant for all applications requiring a public hearing (except for a UDC text amendment, a Comprehensive Plan text amendment and/or vacations) shall post the subject property not less than ten (10) days prior to the hearing. The applicant shall post a copy of the public hearing notice of the application(s) on the property under consideration. The applicant shall submit proof of property posting in the form of a notarized statement and a photograph of the posting to the City no later than seven (7) days prior to the public hearing attesting to where and when the sign(s) were posted. Unless such Certificate is received by the required date, the hearing will be continued. The sign(s) shall be removed no later than three (3) days after the end of the public hearing for which the sign(s) had been posted. awareI am of theabove posting UDC 11-5A-5. Applicant/agent sig 0 L a / Date Page 1 of 2 sabrina From: David Couch [dscouch a@adaweb.net] Sent: Wednesday, June 00, 2007 7:54 AM To: sabrina Subject: RE: Subdivision Name Reservation June 6, 2007 Sabrina Whitehead Briggs Engineering RE: Subdivision Name Reservation: MATADOR ESTATES SUBDIVISION Dear Applicant, At your request, I will reserve the name "MATADOR ESTATES 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:. Check out the list of subdivision names at: t : From: sabrina (maiIto:sabrinaw@briggs-engineering.com] Sent: Tuesday, June 05, 2007 5:14 PM To: David couch Subpct: RE: Subdivision Name Reservation NEI= So here is r name did see on your list: Mo. Sabrina Whitehead Planner Briggs Engineering, Inc. 1800 W overland Road 8/6/2007 �A 17 mc A >-L gem Wig bb d % E. C> ell cm W -n u gm ja i F? If U) us 5 i'l S LA_ r4 &Go C, ■ 04 LAJ■Ig ga— LL_ 0 CL cn r FYI .4 6 tLAI I ori i A> 12 S %Q IRE: LL. 0. , LAJ vaLAJ r. W ed 4mi US �*Y* /2 CL U) Z Lj L 00 00 CD C%4 Lo rn 00 M: 0 ■ d1k IL E,' ox - J x Li x X x x ZZP� 0 z zC) z z 0 C) mo m 0 H 0 Lin ,j LL M =01 0 �D CIN cur'x cc L) z 080 z C'N < ow 0 w co LA_ 0 z 2E�I: LLJ 3 CW, :)z In w w tr = LL 0 z 0 CL ZZP� I r, =I 110:c h . t An, in a I I .1 . m -j 1) . RIO b I'V4 9r —Ij :Cqz: L------------------- ---------------------------- --- --------------- J01 29 W74� 114 CORNLSR -------- T41� ----------- R If FFkF In llw�l ---------------------- — ------------ - --------------------- ------------ — -------------- - ow OWNow r ------ — --- — -------- ON I - ----------- ------ ----------- ------------- --------------------- ---------- --------- 02 40 M 447 ff Sq At Al 4 -Mu A ------- - ------------- --------- - -- - ----------------------- ------------------------------- --------- - ----------- 40 OV JIM; p4w aw AIR eow ' *M M-0 lv�pw- AM A 40 NOW ,W- I U!WAWWW Ims llw�l ---------------------- — ------------ - --------------------- ------------ — -------------- - ow OWNow r ------ — --- — -------- ON I - ----------- ------ ----------- ------------- --------------------- ---------- --------- 02 40 M 447 ff Sq At Al 4 -Mu A ------- - ------------- --------- - -- - ----------------------- ------------------------------- --------- - ----------- 40 OV JIM; p4w aw AIR eow ' *M M-0 lv�pw- �� �2 u � 'M" � ' :; C M1 CJi L � ;i � ;� ! ��Il�e■lis+ II e�� 11 ! Pi� i- - — - — - f �,�, .�•i� fells,�p_All'iR■i 121-41119 10. 11.11 11 In Ili 0181111 WA _i■ on OPIUM" � illlllll«IN ---a; •■f ll i l/ ^�11��1r•^ ` �• ! ■rl iii R/f R■l ArilSIM/ f- • ••! Illi/ t�rli ll ■-1 las/ �' •'lafiAl MM 1 f� c h �I�I�W�e1�l JIM a Fq kv. IrE �'d 4 7 i 1 BRIGGS ENGINEERING, INC. 1800 West Overland Road Boisei Idaho 83705 Phone: 208.344.9700 Fax: 208.345.2950 Email. sabrinaw@briggs-engineering.com To: Planning Department — City of Meridia 660 East Watertower Suite 202 Meridian, Idaho 83642 1 -cate: August 10, 2007 7roroject Name: Matador Subdivision !oroject Number: 70412 We are sending you: for the Preliminary Plat Application Number of Prints Description 1 Commission and Council Review Application Preliminary Plat checklist Annexation/rezone application checklist Letter of Intent ---Legal Description Warranty Deed I Affidavit of Legal Interest 1 Scaled Vicinity Map 1 Pre -application Meeting notes 1 Neighborhood Meeting sign -in sheet Commitment of Posting Check in the amount of 2812.00 Approved Subdivision Name - Matador Estates 1 24 X 36 Folded Preliminary Plat I Reduction of Preliminary Plat I Landscape Plan -Full Size Folded I Reduction of Landscape Plan Site report of groundwater and soils report 1 Set of con,ceptual plans for structures 1 Disk with electronic version of conceptual engineering plans in Autocad 1 Electronic version of preliminary plat and landscape plan in POF Form X For Approval Approved as Submitted Submit for Distribution For Your Information Approved as Noted Return Corrected Prints As Requested Returned for Return Corrected Corrections Prints For Review and Comment Resubmit for Approval =�-'��"L �'- � •'uL �*•I M1 � -yam: �'•''1 ',�_•. ' � �Kv - __y ` T r�`I' Y `! +f �'', i t it Trl •. M1L �'fY �r +:_• '•� �iR ..'..L_ ��y 4Y� �'�L. err. n: '{ •, fir' j'TI M1k Ak: In -�!C, ILL ��' ' � �'•:• � •�+_h { - Y•M1* _�a i� r y,�•� •{iT_L J�1•'�yM1 •'_ ' '��. �' 'L� i�[Y4�- •ILL•��L '' •L'�•+� 4J�.� K'1�.� L� _ �+ � }}} } +_•ti• r. r� ''[L� �J LII -i zr' �x! �G'',• h ' % M1• V •'L' 4 •� T '' �k��'l�ryi r } �� •.: F....i5+L 1Y { �j �r �, F ,� � • y �` �rYh ��� ,'•µ 'r•''". I x •,gid I� '� �t� .i,� � i,}r • LL" - L ', 'i��+f, ~ � J f a , 7. •, ri �M1f �{ • ...I r L_,•', •��dt 'LLAl may. , •�•'y.-.y 7-}�. Am le _,she �� � y G .� ,•' _� .,,y_ ,µ ?i .{ L r�lr��. � •` y MII - -�•{L7 7'7 `. ; v s �t� '�:• R.# H.' .� LSr�rJ I i x L� � Y � , F �•t� � �s-{p'i�- f Y� �� . �.' 4 •�•• r '� yr r'- �1p f` Lh' �� �,,{ Lµ1i•' { 3r r3- 1ty 100 41 5L.167 .'YI i. ��• '{�� r l'r 3 f :r'rs "r -'-t .:'f,t _ 11r.` } •h �.r. 'i Y �3 A It '= T. r r L IT �i; _ rry.#� �� til •- ,4 Y yam' J{SLI C ��� : 1�'++51�� �rt _, }•} �L}r- � LJ ice. A.� • � i _ � 5 i � - 41 f• r 44" • i 'r'' _ r �'�—_ - 1 ' �r �/ , =fit �_r.::. • ,� �, -?; �:�q� •, I rte Y f L�,.��f_ •LtM1� � ��tir �j }'+ ... £ • 1 I 5y = h'l�'� � i� F L � '�' � Y y RADIUS NOTICE REPORT FILE NAME: Matador 12 -Sep -2007 Owners Owner Address ANDONOVSKI PECO 1160 E GRAND CANYON ST ANDONOVSKI ANKICA MERIDIAN,, JID 83646-3662 Property Address: Matador ARREAZA JOSE LUIS 269 W TALLULAH DR ARREAZA MIRIAM NOEM[I KUNA, 11D 83634-0000 Property Address: Matador CERIMOVICF T 1218 E GRAND CANYON ST CVIC E MERIDIAN,, ID 83646-3661 Property Address. Matador CONKLIN TRACY L 4508 N HERITAGE VIEW AVE MERIDIANID 83646-3673 Eyoperty Address: Matador b! COR WIN RICHARD 1340 E GRAND CANYON ST COR WIN KARLA MERIDIANl ID 83646-3660 Property Address: Matador COVINO VINCE 13 965 W CHINDEN BLVD # 109 COVINO KIN4 BOISE, 11D 83713-0000 Property Address, Matador DIEHL ANDREW J 4544 N HERTIAGE VIEW AVE DIEHL MELINDA MERIDIAN5, ID 83646-3673 Property Address. Matador DINICOLA VALERIE L 4511 N HERITAGE VIEW AVE DIMCOLA JEFFREY P MERIDIANID 83646-3673 Property Address: Matador DURAI POAMY 4530 N MOO NEY FALLS WAY MERIDIANID 83646-3663 Property Address: Matador U Owners Owner Address DYVER DEVELOPM[ENT LLC 1977 E OVERLAND RD MERIDIAN, ID 83642-6609 Property Address: Matador ECKHOFF DARREN 11 ALT NEWPORT COAST,, CA 92657-0000 0 Property Address: Matador HAUGENT JCS HNJ 150 MAXIMILIAN CT HAUGEN CEL INE NAPA) CA 94558-0000 Property Address: Matador FIURTT CARL E 1232 E GRAND CANYON ST HURTT DEE ANN MERIDIAN,, ID 83646-0000 Property Address: Matador KAMBERCP VIC MUHAMED 1250 E GRAND CANYON ST WRIDIANP 11) 83646-3661 Property Address: Matador KELLY PATRICK 4526FN TAGE VJEW AVE KELLY LISA MERIDIAN, 11D 83646-0000 Property Address. Matador A LIEU TINA MARIE 4462 N S AVE MERIDIAN, ID 83646-3671 Property Address: Matador MAO S 7325 LAMAR LOOP LUGS CASTRO VALLEY, CA 94552-0000 Property Address: Matador MEYERS DAVID A 1157E MCMILLAN RD MERIDIAN,, ID 83646-0000 Property Address: Matador MITCHELL MATTHEW W 1182 E GRAND CANYON ST MERIDIANID 83646-3662 Property Address: Matador 9., Property Address: PRATT LAVINA Property Address: QUARNBERGRODNEY QUARNBERG JENNIFEW_ Property Address: RAMANUJAM SRINIVASAN SRINIVANSAN KAVI Property Address: SEG SEIGFRIED SENDIG JUDY Property Address: T ISSTEVEN R T IS KRISTINE L Property Address: Property Address: MERIDIAN, ID 83646-3673 Matador 771 EAGLE HILLS WAY EAGLEID 83616-0000 14456 N SUPAI AVE % MERIDIAN,, ID 83646-3671 Matador 4502 N HERITAGE WOODS WAY MERIDIAN11D 83646-3668 Matador 4499 N HERITAGE WGbODS WAY MERIDIAN, ID 83646-0000 Matador 1286 E GRAND CANYON ST MERIDIAN, ID 83646-3661 Matador 4461 N S AVE MERIDIANID 83646-3671 Matador Ml IZI 64Vg.'F- i e Film Owners iiiiiiFmi Owner Address -MM MOWER PAUL R - 4484 N HERITAGE WOODS WAY MOWER ISSA M MERIDIAN, ID 83646-3667 Property Address. Matador Jul NICHOLLS TO L 4864 N LARKWOOD PL NICHOLLS LES A M MERIDIANP ID 83646-5273 Property Address: Matador PHILLIPS WILLIAM E 1322 E GRAND CANYON ST PHILLIPS REBECCA J MERIDIAN,, ID 83646-3660 Property Address--, Matador ff-?: PIFHER LOUIS J 4562 N HERITAGE V`IEW AVE Property Address: PRATT LAVINA Property Address: QUARNBERGRODNEY QUARNBERG JENNIFEW_ Property Address: RAMANUJAM SRINIVASAN SRINIVANSAN KAVI Property Address: SEG SEIGFRIED SENDIG JUDY Property Address: T ISSTEVEN R T IS KRISTINE L Property Address: Property Address: MERIDIAN, ID 83646-3673 Matador 771 EAGLE HILLS WAY EAGLEID 83616-0000 14456 N SUPAI AVE % MERIDIAN,, ID 83646-3671 Matador 4502 N HERITAGE WOODS WAY MERIDIAN11D 83646-3668 Matador 4499 N HERITAGE WGbODS WAY MERIDIAN, ID 83646-0000 Matador 1286 E GRAND CANYON ST MERIDIAN, ID 83646-3661 Matador 4461 N S AVE MERIDIANID 83646-3671 Matador Ml IZI 64Vg.'F- i e Owners Owner Address 4MOO= WARGO PETER 1138 E GRAND CANYON ST WARGO REBECCA MERIDIAN,, ID 83646-3662 Property Address.- Matador WOOD HENRY D JR. & 13 3 5 E MCN41LLAN RD WOOD MONICA B I MERIDIAN,, ID 83646-5276 Property Address: Matador WOULD MICHAEL M 4475 N SUPAI AVE WOULD HEIDI R MERIDIAN,, ID 83646-3671 Property Address: Matador of Y 0 Vol I pq n Special Inspections Construction Materials Testing Geotechnical "Engineering fd J Environmental Services Asbestos/Lead ManagEment Planning wa Ow rw A N T )9! tl,1014 S: Sr YyYpa 1 MATeRIAL T =STING & c IN CTION wo I K P.; �5 wa Ow rw A N T )9! tl,1014 S: Sr YyYpa 1 MATeRIAL T =STING & c IN CTION wo I MATERIALS TeSTING & ti INSPECTION 'JOI" Environmental Services El Geotechnical Engineering C3 Construction Materials Testing Ll Special Inspections P W.. GeoTECHNICAL eNGINeeRING RepoRT of Proposed Residential SubdMsion 1235 McMillan Meridian, Idaho Fy M Z., Prepared for: Covino Flnanclal Group 13965 West Chlnden Boulevard,, Suite 100 boisE, Idaho 83713 WTI File Number B708110g I �k� 2791 %Guth Victory View Way * Boise, I D 83709 e (208) 376-4748 ® Fax (20 8) 322-6515 E -Mail rnti @ mti-id.com * www.mti-id.com IV MATERIALS June 1, 2007 Page # I of 20 TeSTING & INSNECTION F, rAboise\2007 reports\800-999%708 I Og\b7O8 I Ogeotech.doc R f !��J.Environrnental Services Ll Geotechnical Engineering El Construction Material9lTesting 0 Special Inspections Mr. Ammon Covino �ovino Financial Group 13965 West Chinden Boulevard, Suite 100 Boise, Idaho 83713 Re: Geotechnical Engineering Report Proposed Residential Subdivision 12350IMcMills n Meridian, Idaho Gentlemen: In compliance with your instructions, we have conducted a soils exploration and foundation evaluation for the above referenced development. Fieldwork for this investigation was conducted on 30 May 2007. Data have been analyzed to evaluate pertinent geotechnical conditions. Results of this investigation, together with our recommendations, are to be found in the following report. We have provided one copy for your review and distribution. I;, .9 rZ Often questions arise concerning soil conditions because of design and construction details that occur on a- 4 project. -..MTI would be pleased to continue our role as geotechnical engineers during project implementation. Additionally, MTI would be pleased 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 pleasedto meet with you at your convenience. M,T1 appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions, please call (208) 376-4748. oFESS/off Respectfully Submitted, Materials Testing & Inspection, Inc. r. KEVIN L. F" SCHROEDER U3 "100 d 9" Will Liz Brown Reviewed by: evin r, P. 0F IDN Staff Engineer Geotechnic 1,.,Services Manager NAL CZ%, eReviewed by.- a d P.E. 6.en7e'fdl Mana et. Cc: Ms. Sabrina Whitehead, Briggs Engineering, Inc. k2 copies) Copyright2007 Materials' T'esti'ng & Inspection. Inc-- 2791 South�Iictory View Way * Boise, ID 83709 ■ (208) 376-4748 Fax (208) 322-6515 E-Mailmti@mti-id.com * www.ti-id.com � MATERIALS June l,2007 TESTING��._�n��e# cf20 INSPECTION �� �_ v�c�i��7�������708l0�O�\��h.doc u Environmental Services Q Geotechnical Engineering Q Construction Materials Testing Q Special Inspections P�" m* TABLE OF CONTENTS 2791 South Victory View Way * Boise, ID 83709 9 (208) 376-4748 0 Fax (208) 322-6515 INTRODUCTION.................................................................................................................................................. 3 ProjectDescription .................................................................................................................................... 3 Authorization............................................................................................................................................. 3 m� Purpose ...................................................................................................................................................... 3 ScopeofInvestigation ............................................................................................................................... 4 Warrantyand Limiting Conditions ................................................. °.................... ....... ......................... 4 SITEDESCRIPTION ............................................................................................................................................. 5 ~' SiteAccess ................................................................................................................................................. 5 RegionalGeology ...................................................................................................................................... 5 Regional Site Climatology and Gcocbenzistry........................................................................................... h n= CeoueiumicSetting .................................................................................................................................... 6 SOILS8xpLomxrxzw.......................................................................................................................................... b Exploration and Sampling Procedures ....................................................................................................... 6 � Laboratory Testing Program ....................................... m---..-------------- ......... ...... .... b Soiland Sediment Profile .......................................................................................................................... 7 ~ Soils Survey Review .................................................................................................................................. 7 Volatile Organic Scan ------------------------------------------..7 � SITE HYDROLOGY .............................................................................................................................................. 8 Groundwater.............................................................................................................................................. 8 SoilInfiltration Rates ................................................................................................................................. 0 InfiltrationTesting ..................................................................................................................................... 8 om FOUNDATION AND SLAB DISCUSSION AND RECOMMENDATIONS ....—.-----...—.-------.--..9 Foundation Design Recommendations ----..---..--.....---....—..----...''—..}0 Crawl Space Recommendations --------.---..—.—.------.—.—.-------.--.l0 w Floorpudoand Garage Slab -on Grade .................................................................................................... li CONSTRUCTION CONSIDERATIONS .................................. --------.................... ---........................... ll Earthwork.................................................................................................................................................. \2 0 Dry Weather --------------.--------------------------------.\2 MIT Wet Weather .............................................................................................................................................. \2 SoftSubgrade Soils .................................................................................................................................... 13 FrozenSubgrade Soils ............................................................................................................................... l3 StructuralFill ............................................................................................................................................. l3 NoBackfill ................................... .... ----------------.—........--...—.—.----i4 Excavations................................................................................................................................................ i4 GroundwaterControl ................................................................................................................................. i5 GENERALCOMMENTS ........................................................................................................................................ l5 REFERENCES.......... ........................................................................ .................................................................. \6 APPENDICES............................................................... ....................................................................................... )7 AcronymList ............................................................................................................................................. \7 � Geotechnical General Notes ...................................................................................................................... lQ 2791 South Victory View Way * Boise, ID 83709 9 (208) 376-4748 0 Fax (208) 322-6515 x MAT6RIALS`� June 1, 2007 r TESTING & Page # 3 of 20 4 x INSPeCTION rAbois112007 reports\800-9991b70810g\00810geotech.doc Environmental Services ❑ Geotechnical Engineering ❑ Construction Wterials Testing ❑ Special inspections INTRODUCTION This report presents results of a geotechnical investigation and analysis in support of data utilized in design of structures as defined in the 2003 International Building Code (IBC). Information in support of groundwater and storm water issues pertinent to the practice of Civil Engineering is included. Observations and recommendations relevant to the earthwork phase of the project are also presented. Revisions in plans or drawings for the proposed development from those enumerated in this report should be brought to the attention of the soils engineer to determine whether changes in foundation recommendations are required. Deviations from noted subsurface conditions, if encountered during construction, should also be brought to the attention of the soils engineer. tIE Pro j ect Description 1 The proposed development is north of the City of Meridian, Ada County, Idaho, and occupies a portion of the NE '/4 of Section 31, Township 4 North, Range 1 East, Boise Meridian. This project will consist of construction of approximately 21 residential structures to be developed on 5 acres. Total settlements are _ limited to 1 inch. Loads of up to 2,000 pounds per lineal foot for wall footings, and column loads of up to 50,000 pounds were assumed for settlement calculations. Additionally, assumptions have been made for traffic loading of pavements. Retaining walls are not anticipated as npart of the project. MTI has not been informed of proposed grading. Authorization Authorization to perform this exploration and analysis was given in the form of a verbal authorization to proceed from Ms. Sabrina whitehead of Briggs Engineering, Inc., in care of Covino Financial Group, to Liz Brown of Materials Testing and Inspection, Inc. (MTI). Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered it *to between Covino Financial Group and MTI. Our scope of services for the proposed development has been provided in our proposal dated 14 May 2007 and repeated below. Purpose E-. The purpose of this Geotechnical Engineering Report is to determine various soil profile components and their engineering characteristics for use by either design engineers or architects in: • Preparing or verifying suitability of foundation design and placement • Preparing site drainage designs • Indicating issues pertaining to earthwork construction • Preparing residential pavement section design requirements CopyrighQ9007 Materials Testing • Inspection, hic. 2791 South Victory View Way * Boise, ID 83709 & (208) 376-4748 e Fax (208) 322-6515 E -Mail mtii@mti-id.com 9 www.mti-id •f '' MATERIALS June l , 2007 TESTINCi & Page # 4 of 20 INSPECTION rAboise12007 reportsl800-9991008I0&70810geotech.doc L ,Environmental Services El Geotechnical Engineering ❑ Construction k4aterials Testing El Special Inspections .� Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, review of available environmental reports, visual site reconnaissance of the immediate site," subsurface exploration of the site, field and laboratory testing of materials collected, and engineering analysis and evaluation of foundation materials. The scoperof work did not include design Kecommendations specific to individual residences. Warranty and Limiting Conditions i Field observations and research reported herein are considered sufficient in detail and s9ope to form a reasonable basis for the purposes cited above. MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. This report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. There is a 4 distinct possibility that conditions may exist that could not be identified within the scope of rthe investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. Upon commencement of construction, such conditions may be identified that required corrective actions; and these required corrective actions may impact the project budget. This report was prepared for exclusive use of Covino Financial Group and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testin and Inspection, Inc.("Consultant"). Use or misuse of this g p report, or reliance upon findings hereof, by parties other than tfie Client is at their own risk. Neither Client nor Consultant make representation of warranty,,to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. E-MailCopyright * 2007 Materials Testing & Inspection, Inc 2791 South Victory View Way * Boise, ID 83709 e (208) 376-4748 * Fax (208) 322-6515 o. MATERIALS June 1, 2007 TESTING & Page # 5 of 20 r15- INSPECTION �.rAboise12007 reports\800-9991b7O81Og\b70810geotech.doc Environmental Services C] Geotechnical Engineering ❑ Construction Wateriais Testing ❑ Special Inspections R&SITE DESCRIPTION Site Access =� Access to the site may be gained via Interstate 84 to the Meridian Road exit. Proceed north on Meridian Road approximately 3.75 miles to its intersection with McMillan Road. From this intersection, proceed east 0.75 mile to the site location. The site is located on the south side of McMillan Road at 1235 McMillan. Presently the site exists as a rural residence with associated outbuildings fronting McMillan Road. The location is depicted in site map plates included in the Appendix. Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long, that developed about 14 � million years ago (Ma) and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvialllacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse to Oine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. The project site is underlain by the "Gravel of Whitney Terrace" 3 as mapped by Othberg and Stanford (1993). Sediments of the Whitney terrace consist of sandy pebble and cobble gravel. The Whitney terrace is the second terrace above modern Boise River floodplain, is thickest toward its eastern extent, and is mantled with 2-6 feet of loess. DD y General Site Characteristic I�1 This proposed development consists of approximately 5 acres of relatively flat land. Throughout the majority of the site, surficial soils consisted of fine-grained clay --sand mixtures. Vegetation consists primarily of bunchgrass, and other native grass varieties typical of and to semi -arid environments. Regional drainage is north toward the Boise River. Storm water drainage for the site is achieved by percolation through surficial soils. Storm water drainage collection and retention systems are not in place on the project site; however, they are proposed as part of the development. Additionally, storm water drainage collection systems do not currently exist within the vicinity of the project site. F#w Copyright p 2007 Materials Testing & inspection, Inc. 2791 SouthVictory Vie • Boise, I D 83709 • ) 376-4748 ' ) 322-6515 r~ E -Mail ti ti -i .co www.mti-id.com MATERIALS TESTING Fs' INSPECTION June 1, 2007 Page # 6 of 20 rAboise\2007 reports\800-999\b70810g\b708 I Ogeotech.doc r Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections ` l Regional Site Climatology and Geochemistry According to the western Regional Climate Center (NVRCC, 2006) the average precipitation for Treasure Valley is on the order of 10 to 12 inches per year, with an annual snowfall of approximately 20 inches and a range from 3 to 49 inches. The monthly mean daily temperatures range from 21 ° F to 95° F with daily Cry extremes ranging from -25° F to 111* F. winds are generally from the northwest or southeast with an annual average wind speed is approximately 9 mph with a maximum of 62 mph. Soils mand sediments in the area are primarily derived from siliceous materials and exhibit low electro -chemical potential for corrosion of metals so= or concretes, and local aggregates are generally appropriate for Portland cement and lime cement mixtures. Surface waters, groundwaters, and soils in the region typically have pH levels ranging from 7.2 to 8.2 (USGS 2006). No indication of abnormal geochemical conditions were noted on site. 1Wy Geoseismic Setting Soils on site are classed as Site Class D in accordance with Chapter 16 of the 2003 edition of the IBC. Structures constructed on this site should be designed per IBC requirements 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 Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means of visual approximation from on-site features or known locations and are presumed to be accurate to within a few feet. Upon completion of investigation, each test pit was backfilled with loose excavated materials. These loose areas need to be re --excavated and compacted prior to constructing structures over them. In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Appendix. Results of field and laboratory tests are also presented on these logs. It is recommended that these logs not be used for estimating quantities because of highly interpretive results. Laboratory Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in analyzing the anticipated 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. Copyright© 2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way • Boise, I D 83709 • (208) 376-4748 0 Fax (208) 322-6515 E -Mail mti@mti-id.com • www.mti-id.com MATERIALS rToESTINCi & June 1, 2007 _+ -- r:l i r sl800-999i t7O 81 Og\b7O 8 1 Ogeotech. doc AEnvironmental Services 0 Geotechnical Engineering Construction tri is Testing Q SpecialInspections The laboratory testing program for this report included: Atterberg Limits Tests - ASTM D 4318 and Grain Size Analysis - ASTM C 117, C 136, and Resistance Value (R -Value) and Expansion Pressure of Compacted Soils - Idaho T-8. As to date, the R -Value test results have not been received and therefore -have not been included within this report. MTI will forward the results in the form of an addendum once the R -Value test 71 results have been received. ti y Soil and Sediment Profile Test pits were advanced to depths of 10.3 to 17.2 feet below ground surface (bgs) across the site. The developed profile represents only a generalized case, and variations between test pit locations should be anticipated. �6:� Lean Clay (CL) — Browny dry, hard, lean clay soils were encountered at ground surface. Fine-grained sand was observed throughout the clay soils, and organic material was present generally to depths of 0.8 to 0.9 foot bgs. Lean clay soils were noted at the surface and extended to depths of 3.1 to 4.3 feet bgs. Cemented Sandy Silt (ML) — Underlying lean clay, brown to light brown, dry, weakly cemented, sandy silt was observed in each test pit. Cemented sandy silt soils were noted to depths of 6.1 to 6.8 feet bgs. w Poorly Graded Sandy Gravel (GP) — Light brown, dry, medium dense to dense, poorly graded sandy gravel sediments were observed in each test pit under the cemented sandy silt horizon. Fine grained sand and i cobbles of up to 8 inches in diameter were present within this sediment. Cementation was noted within the upper 12 inches of this material. Poorly -graded gravel sediments extended beyond termination depths of each test pit. Test pit walls were generally stable. Excavations through granular sediments will have a propensity for sloughing or caving. ZV, Soils Survey Review Review of the United States Department of Agriculture (USDA) Soil Conservation Service, Soil Survey of Ada County Area, Idaho, 1980, indicates that the site includes Power silt loam soil type. Power silt loam soils occur on low alluvial terraces and basalt plains. Specific soils characteristics, as defined by the USDA, include moderately slow permeability, slow runoff, and slight hazard of erosion. 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. No groundwater was encountered. -Inspection,'`( MATERIALS TESTING w 5A N INSPECTION June 1, 2007 Page # 8 of 20 - rAboise12007 reports1800-999%7081 og\b70810geotech.doc rm 0211 Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections SITE HYDROLOGY Existing surface drainage conditions are defined in the Site Topography, Drainage, land Vegetation section. Information provided in this section is limited to observations made at the time of the investigation. Either regional or local ordinances may require information beyond the scope of this report. Groundwater Groundwater was not encountered within the depths explored during this field investigation. Soil moistures in the test pits were generally dry. Groundwater levels in the site vicinity are controlled in large part by y residential and agricultural irrigation activity and canal leakage in the local area. Maximum groundwater elevations likely occur during irrigation season. Estimating seasonal groundwater level fluctuation is problematic without regular monitoring. However, during previous explorations performed in September 2005 and June 2006, each within approximately 0.5 mile of the project site, no evidence of groundwater was noted within numerous test pits advanced to depths of between 5.8 and 15.5 feet bgs. Therefore, based on evidence of this investigation and background knowledge of the area, MTI anticipates groundwater depths to remain greater than 15 feet bgs throughout the year. This depth is an estimate. Soil Infiltration dates Soil permeability is a measure of the ability of a soil to transmit a fluid. An estimation of fluid transport is 4 presented using generally recognized values for each soil type and gradation. Of soils comprising the generalized soil profile for this study, lean clay and silt soils generally offer little permeability, with typical hydraulic infiltration rates of less than 2 inches per hour; though calcium carbonate cementation encountered within cemented silt soils may reduce this value to near zero. Poorly graded sandy gravel sediments typically exhibit infiltration values in excess of 24 inches per hour. Infiltration testing is generally not required within these sediments as a result of the free -draining nature. Infiltration Testing Infiltration testing was conducted on poorly graded sandy gravel sediments encountered at depth across the site. Testing procedures as specified in the IDEA Technical guidance Manual were followed. Tests were conducted using 4 -inch diameter PVC pipe installed in the poorly graded sandy gravels at a depth of 10.3 feet bgs in test pit 2. The test apparatus was filled with approximately 5 gallons of water on 30 May 2007 and allowed to pre-soak until the entire 5 gallons of water had drained prior to testing. Pre-soaking increases soil moistures, which allows the tested soils to reach a saturated condition more readily during testing. Saturation of the tested soils is desirable in order to isolate the vertical componentiof infiltration by inhibiting horizontal seepage during testing. o 2791 South Victory View Way 9 Boise,09 d • MATERIALS June 1, 2007 1- TESTING & Page # 9 of 20 F_ INSPECTION rlboise12447 reports\800-9991b708l 0&70810geotech.doc " A. Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections ■ Test procedures, as described in the above referenced design manual, specify that 6 inches of water should be added to the appargtus followed by monitoring of water level decline for 1/2 hour or until the water is 11 completely drained. During testing on 30 May 2007, the rate of water 4evel decline within each test apparatus was monitored for successive intervals. For safely considerations, sails surrounding each test apparatus were completely replaced to original surface elevation. However, these areas will need to be re -excavated and compacted prior to construction of structures that will be sensitive to settlement. The results of the infiltration testing are as follows: 4M C Infiltration. TestinE! Results Test Location Test Interval Infiltration Time inutes Observed Infiltration ',kInche!J Infiltration Rate Q Test Pit 2 � 10.3 Feet 1 2 24 X50 i 2 2 24 X50 3 2 24 X50 4 2 24 X50 x Iry ■ These data suggest that the native, non-cemented, poorly -graded gravel, present at depths of approximately 7.1 to 7.8 feet below existing grade are sufficiently permeable to permit rapid drainage of storm water. However, in accordance with IDEA regulations, the incorporation of filter sand in seepage bed design should . ` r be anticipated because soil permeability is in excess of 8 inches per hour. The sand filter should consist of ASTM C 33 filter sand, or equivalent, and should be extended from the base of the seepage beds through the cemented sandy soils to ensure that cementation does not inhibit drainage. Excavation depths of 7.1 to 7.8 - feet below existing grade should be anticipated to expose free draining soils. ,,;q FOUNDATION AND SLAB DISCUSSION AND RECOMMENDATIONS Various foundation types have been considered for support of the proposed building structures. Two requirements must be fulfilled in the design of foundations. First, the applied bearing stress must be less than the ultimate bearing capacity of foundation soils to maintain stability. Second, total and differential settlement must not exceed an amount that will produce an adverse behavior of the superstructure. Allowable settlement is usually exceeded before bearing capacity considerations become important; thus, allowable bear�pg pressure is normally controlled by settlement considerations. Considering subsurface conditions and the proposed construction, it is recommended that the structures be founded upon conventional spread footings and continuous wall footings. Total settlements should not exceed 1 inch if the following design and construction recommendations are observed. Presently, there are approximately 21 lots proposed for the project site. The following recommendations are not specific to the individual structures, but rather should be viewed as auidelines for the subdivision — wide development. Copyright b+ 2007 Materials Testing & Inspection, Inc. 2791 South •' Boise, ID i Fax ! mti@mti-id.comwww.mti-id.com �%'k MATERIALS TESTING & INSPECTION r June 1, 2007 Page # 10 of 20 - rAboise12007 reportsl800-9991b748 t 0g\b708 t 0geotech.doc -Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Foundation Design Recommendations F 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: NE Soil Bearin Ca acit R' Footing Depth MT -MSI] 1557 Net Allowable db sadiVom action Soil%BearinKpacity Footings must bear on competent, native, 2,000 Ibslf 2 cemented sandy silt soils or compacted structural Not Required for fill. Existing lean clay soils must be completely Native Soil A 1/3 increase is allowable removed from below foundation elements.' for short-term loading, depths ranging from 3.1 to 4.3 feet 95% for Structural Fill which is defined by seismic bgs should be anticipated to expose proper events or designed wind bearing soils. seeds. rMTI recommends that a aualifed izeotechnical engineer or enLyineerinia technician verifv the beariniz soil suitability for each structure at the time of construction. W.Footings should be proportioned to meet either the stated soil bearing capacity or the 2003 IBC minimum requirements. Total settlement should be limited to approximately 1 inch, and differential settlement should . be limited to approximately %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 in the footing subgrade ,_will require over -excavation and backfilling with structural fill. To tic minimize the 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 mpke 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 fine grained 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 carry 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. S:SZ Copyri gh t 0 2 00 7 M ateri als Testi ng & i nspectio iv 2791 South Victory View Way * Boise, ID 83709 a (208) 376-4748 * Fax (208) 322-6515 • i ! • I MATERIALS 4 TESTING & INSPECTION June 1, 2007 Page # 11 of 20 r:lboise12007 reports\800-9991b70810g\b70810geotec h.doc Environmental Services ❑ GeoTechnicai Engineering ❑ Construction Materials Testing ❑ Special inspections Floor, Patio, and Garage Slab -on Grade Native clay soils are moderately plastic and will be susceptible to shrink/swell movements associated with moisture changes. Areas of the site within the proposed structures should be excavated to sufficient depths to expose lean clay. The clay soils should be scarified to a depth of 6 inches and re -compacted to a minimum of 92 percent and a maximum of 98 percent of the maximum density as determined by ASTM D 698. The moisture content should range from I to 4 percentage points above optimum. Structural fill should be placed as soon as possible after re --compaction of clay soils in order to limit moisture loss within the upper clays. Ground surfaces should be sloped away from structures at a minimum of 5 percent for a distance of 10 feet to provide positives drainage of surface water away from buildings. Grading must be provided and maintained following construction. Organic, loose, or obviously compressive materials must be removed prior to placement of concrete floors or floor -supporting fill. In additions the remaining subgrade should be treated in accordance with guidelines presented in the Earthwork section. Areas of excessive yielding should be excavated and backfilled with structural fill. Fill used to increase the elevation of the floor slab should meet requirements detailed in the Structural Fill section. Fill materials must be compacted to a minimum 95 percent of maximum density as determined by ASTM D �1557. _ A free -draining granular mat (drainage fill course) should be provided below slabs -on -grade. This should be a minimum of 4 inches in thickness and properly compacted. The mat should consist of a sand and gravel .y tfo�mixture, complyingwith Idaho Standards for Public works Construction (ISPWC) s ecifcaionsr/4-inch (Type 1) crushed aggregate. A moisture -retarder should be placed beneath floor slabs to minimize potential ground moisture effects on moisture -sensitive floor coverings. The moisture -retarder should be at least 10 -mil in thickness and have a permeance of less than 0.3 US perms as determined by ASTM E 96. Placement of the moisture -retarder will require special consideration with regard to effects on the slab -on -grade. Use of a blotter sand over the moisture -retarder or placement of the moisture -retarder directly below the slab should be considered. Upon request, MTI can provide further consultation regarding installation. The granular mat should be compacted to no less than 95 percent of maximum density as determined by ASTM D 1557. CONSTRUCTION CONSIDERATIONS Recommendations in this report are based upon structural elements of the project being founded on competent, native, cemented sandy silt soils or compacted structural fill. Structural areas should be stripped to an elevation that exposes these soil types. :1 CopyrighC&2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way & Boise, ID 83709 9 (208) 376-4748 0 Fax (208) 322-6515 • o o LL MATERIALS June 1, 2007 TeSTING & Page # 12 of 20 r INSPIECTION r:lboise12007 reports\800-9991b 70810g\b70810geotech.doc ONLI Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Earthwork ZZ Excessively organic soils, deleterious materials, or disturbed soils generally undergo high volume changes when subjected to loads, which is detrimental to subgrade behavior in the area of pavements, floor slabs, structural fills, and foundations. Mature trees, brush, and thick grasses with associated root systems were noted at the time of our investigation. It is recommended that organic or disturbed soils, if encountered, be removed to depths of 1 foot (minimum), and wasted or stockpiled for later use. Stripping depths should be adjusted in the Feld to assure that the entire root zone or disturbed zone or topsoil are removed prior to placement and compaction of structural fill materials. Exact removal depths should be determined during grading operations by a qualified geotechnical representative, and shod be based upon subgrade soil type, composition, and firmness or soil stability. If underground storage tanks (USTs), underground utilities, wells, or septic systems are discovered during construction activities, they must be decommissioned then removed or abandoned in accordance with governing Federal, State, and local agencies. Excavations developed as the result of such removal must be backfilled with structural fill materials as defined in the Structural Fair section. MTI, should oversee subgrade conditions (i.e., moisture content) as well as placement and compaction of new fill cif required) after native soils are excavated to design grade. Recommendations for structural fill presented in this report can be used to minimize volume changes and differential settlements that are detrimental to the behavior of footings, pavements, and floor slabs. Sufficient density tests should be performed to properly monitor compaction. For structural fill beneath building structures, one in-place density test per lift for every 5,000 square feet is recommended. In parking and driveway areas, this can be decreased to one test per lift for every 10,000 square feet. Dry weather If construction is to be conducted during dry seasonal conditions, many problems associated with soft soils i, may be avoided. However, some rutting of subgrade soils may be induced by shallow groundwater conditions related to springtime runoff or irrigation during late summer through early fall. Solutions to problems associated with soft subgrade soils are outlined in the Soft Subgrade Soils section. Problems may also arise because of lack of moisture in native and fill soils at time of placement. This will require the addition of water to achieve near -optimum moisture levels. Low -cohesion soils exposed in excavations may become friable, increasing chances of sloughing or caving. Measures to control excessive dust should be considered as part of the overall health and safety management plan. 'Vet Weather If construction is to be conducted during wet seasonal conditions (commonly from mid-November through May), problems associated with soft soils must be considered as part of the construction plan. During this time of year, fine-grained soils such as silts and clays will become unstable with increased moisture content, and eventually deform or rut. Additionally, constant low temperatures reduce the possibility of drying soils to near optimum conditions. Co yrightLqCIa7 Materials Testing & Inspection. Inc. 2791 South Victory View Way e Boise, ID 83709 9 (208) 376-4748 0 Fax (208) 322-6515 mti@mti-id.com1' MATERIALS June 1, 2007 TESTING & Page # 13 of 20 INSPECTION rAboise12007 reportsl800-999%7081 oglb7o8 I ogeotech.doc go _Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Soft Subgrade Soils Shallow fine-grained subgrade soils that are high in moisture content should be expected to pump and rut under construction traffic. During periods of wet weather, construction may becomevery difficult if not impossible. The following recommendations and options have been included for deo* ing with anticipated subgrade conditions: • Track -mounted vehicles should be used to strip the subgrade of root matter and other deleterious debris. Heavy rubber -tired equipment should be prohibited from operating directly on the native subgrade and areas in which structural fill materials have been placed. Construction traffic should be restricted to designated roadways that do not cross, or cross on a limited basis, proposed roadway or .. parking areas. Fy • Construction roadways on soft subgrade soils should consist of a minimum 2 -foot thickness of large cobbles of 4 to 6 inches in diameter with sufficient sand and fines to fill voids. Construction entrances should consist of a 6 -inch thickness of clean, 2 -inch minimum, angular drain -rock and must be a minimum of 10 feet wide and 30 to 50 feet long. During the construction process, top dressing of the entrance may be required for maintenance. • Scarification and aeration of subgrade soils can be employed fo reduce the moisture content of wet subgrade soils. After stripping is complete, the exposed subgrade should be ripped or disked to a depth of I %2 feet and allowed to air dry for 2 to 4 weeks. Further disking should be performed on a weekly basis to aid the aeration process. • Alternative soil stabilization methods include use of geotextiles, lime, and cement stabilization. MT1 is available to provide recommendations and guidelines at your request. !�qm Frozen Subgrade Soils Prior to placement of structural fill materials or foundation elements, frozen subgrade soils must either be allowed to thaw or be stripped to depths that expose non -frozen soils and wasted or stockpiled for later use. Stockpiled materials must be allowed to thaw and return to near -optimal conditions prior to use as structural fill. O'l EM Structural Fill Soils recommended for use as structural fill are those classified as GW, GP, Sw, and SP in accordance with the Unified Soil Classification System (USCS) (ASTM D 2487). Use of silty soils (USCS designation of GNI, SM, and ML) as structural 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. a CopyrighO2007 Matefts Testing; & ins edton, Inc. 2791 South Victory View Way e Boise, I D 83709 9 (208) 376-4748 0 Fax (208) 322-6515 E -Mail d MATC:RIALS June 1, 2007 TeSTINIS Page # 14 of 20 INSPECTION rlboise12007 reportsl800-999%708 I Og\b708 i Qgebtech.doc F ` ,Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing ❑ Special Inspections Recommended granular structural fill materials, those classified as GW, GP, SW, and SP, should consist of a 6 inch minus select, clean, granular soil with no more than 50 percent oversize (greater than 3/4 -inch) material and no more than 12 percent fines (passing No.200 sieve) and placed in layers not to exceed 12 inches in loose thickness. Prior to placement of structural fill materials, surfaces must be prepared as outlined in the Construction Considerations section. Structural fill material should be moisture -conditioned to achieve optimum moisture content prior to compaction. For structural fill below footings, areas of compacted backfill must extend outside the perimeter of the footing for a distance equal to the thickness of fill between the bottom of foundation and underlying soils, or 5 feet, whichever is less. 'i Each layer of structural fill must be compacted to a minimum density of 95 percent of maximum dry density as determined b ASTM D 15 5 7(for ri id structures or D J8 (for flexible avements). The ASTM D 1557 � g � p and D 698 test methods must be used for samples containing up to 40 percent oversize (greater than 3/4 -inch) particles. If material contains more than 40 percent but less than 50 percent oversize particles, compaction of fill must be confirmed by proof rolling each lift with a 10 -ton vibratory roller (or equivalent) until the maximum density has been achieved. Density testing must be performed after each proof rolling pass until the in-place density test results indicate a drop (or no increase) in the dry density, defined as the maximum density or "break over" point. The number of required passes should be used as the requirement on the remainder of fill placement. Material should contain sufficient fines to fill void spaces, and must not contain • more than 50 percent oversize particles. { Backfill Backfill materials must ascribe to the requirements of structural fill except that the maximum material size should be 4 inches. In no case should+ material greater than 2 inches in diameter bear directly on structural • elements. Placing oversized material against rigid surfades interferes with proper compaction. Backfill should be compacted in accordance with the specifications for structural fill, except in those areas where it is determined that future settlement is not a concern, such as planter areas. In nonstructural areas, backfill must be compacted to a firm and unyielding condition. Vxcavations Shallow excavations that do not exceed 4 feet in depth may be constructed with side slopes approaching vertical. Below this depth, it is recommended that slopes be constructed in accordance with occupational Safety and Health Administration (OSHA) regulations, section 1926, subpart P. Based on these regulations, on-site soils are classified as type "C" soil, and as such, excavations within these soils should be constructed at a maximum slope of I'/2 foot horizontal to I foot vertical (I Y2H:IV) for excavations up to 20 feet in he] ght. Excavations in excess of 20 feet will require additional analysis. Note that these slope angles are considered stable for short-term conditions only, and will not be stable for long-term conditions. During our subsurface exploration, test pit sidewalls generally exhibited little indication of collapse. For deep excavations, native granular sediments cannot be expected to remain in position. These materials are prone to failure and may collapse, thereby, undermining upper soils layers. This is especially true when working at depths near the water table. Additionally, care must be taken so that excavations are properly backfilled in accordance with procedures outlined in this report. Copyright Q 2007 Materials Testing & Inspection, Inc. 2791 South VictoFy View Way ■ Boise, ID 83709 • (208) 376-4748 ■ Fax �08) 322-6515 E -Mail mti@mti-id.com • www.mti-id.com MATERIALS - TESTING & INSPECTION June 1, 2007 Page # 15 of 20 rAboise12OO7 reports1800-99%708IOg\b7O8IOgeotech.doc .Environmental Services ❑ Geotechnical Engineering Ll Construction Materials Testing ❑ Special inspections �x Groundwater Control " Groundwater was not encountered in the investigation and is anticipated to be below the depth of most construction. However, special precautions may be required for control of surface runoff and subsurface seepage. It is recommended that runoff caused by wet weather be directed away from open excavations. Silty and clayey soils may become soft and pump if subjected to excessive traffic following periods of wet weather. r Ponded water in construction areas should be drained through methods such as trenching, sloping, crowning grades, nightly smooth drum rolling, or installing a French drain system. Additionally, temporary or permanent driveway sections should be constructed if extended wet weather is forecasted. GENERAL COMMENTS When plans and specifications are complete, or if significant changes are madelin the character or location of '= the proposed development, consultation with MTI should be arranged as supplementary recommendations may be required. It is recommended that suitability of subgrade soils and compaction of structural fill materials be verified prior to placement of structural elements. Additionally, monitoring and testing should be performed to verify that suitable materials are used for structural fill and that proper placement and *� compaction techniques are utilized. 91 2791 South Victory -Boise, 4 Copyright a 2007 Materials Testing & inspection, Inc. MATeRIALS TeSTING & 17!F' INSPECTIOF1 June 1, 2007 Fage # 16 of 24, Environmental Services L) Geotechnical Engineering E) Construction Materials Testing LJ Special Inspections 7. REFERENCES American Society for Testing and Materials (ASTM) (1999). Standard Test Method for Materials Finer than 75 -gm (No. 200) Sieve in Mineral-Agarpigates by Washing: ASTM C 117 — 95. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (i 999)� Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates: ASTMWest Conshohocken', PA: ASTM. American Society for Testing and Materials (ASTM) (2002). Standard Test Methods for Laboratory Compaction Characteristics of Soil Using.-Moded Effort D I 557-02e 1. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (1999). Standard Test Methods for Resistance Value (R -Value) and Expansion Pressure of Compacted Soils, ASTM D-2844. West Conshohocken, PA: ASTM. !0. -_American Society for Testing and Materials (ASTM) S2006). Standard Practice for Classification of Soils for Engineering PuKposes (Unified Soil Classification System) D2487-06. West Conshohocken, PA: ASTM. American Society for Testing and Materials (ASTM) (1999). Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils: ASTM D 4318 — 86. West Conshohocken, PA: ASTM. Collett, R. A., U. S. Department of Agriculture, Soil Conservation Service. (1980). Soil Survey of Ada County Area, Idaho. Washington, DC: U. S. Government Printing Office. Desert Research Institute. Western Regional Climate Center. [Online] Available: <hiip.://www.wrcc.dri.edu/> (2007). International Building Code Council (2002). International Building Code, 2003. Country Club Hills, IL: Author. Local Highway Technical Assistance Council (LHTAC) (2005). Idaho Standards for Public Works Construction, 2005. Boise, ID: Author. 1-W'�, ■ Othberg, K. L. and Stanford, L. A., Idaho Geologic Society (1992). Geologic Map of the Boise Valley and Ad oinin Area' Western Snake River Plan, daho. (scale 1: 100,000). Boise, Idaho: Joslyn and Morris. State of Idaho, Department of Health and Welfare, Division of Environmental Quality. (April 2000). Technical Guidance Manual For Individual and Subsurface Sewage Disposal Systems. Boise, Idaho: Author. U. S. Department of Agriculture, Natural Resource Conservation Service. Web Soil Survey. [Online] Available: <http://websoilsurvey.nrcs.usda.gov/app/> (2007). U. S. Department of Commerce, National Oceanic and Atmospheric Administration and Desert Research Institute. Western ReRional Climate Center. [Online] Available: <http://www.wrcc.dri.edu/> (2007). U. S. Dept. of Labor, Occupational Safety and Health Administration. "CFR 29, Part 1926, subpart P: Safety and Health Re,gulations for Construction, Excavations. (1986)". [Online] Available: < www.osha.gov> (2007). Geological Survey. (2006). National Water Information System.- Web Interface. [Online] Availabl <htt-o:Hwaterdata.usgs.gov/nwis> (2007). 1 Copyright 0 2007 Materials Testing & Inspection, Inc. 2791 South Victory View Way * Boise, I D 83709 * (208) 376-4748 -0 Fax (208) 322-6515 E -Mail mti@mti-id.com * www.mti-id.com MATERIALS TESTFNG & INSPECTION June 1, 2007 Page# 17 of 20 r:\boise\2007 reports\800-999\b7O8 I Og\b7O8 I Ogeotech.do, MW Environmental Services El Geotechnical Engineering 0 Construction Materials Testing C3 Special Inspections Copyright C 2007 Materials Testing & inspection; Inc. 2791 South Victory View Way 9 Boise, ID 83709 * (208) 376-4748 * Fax (2 08) 322-6515 P.WA E -Mail mti@mti-id.com * www.mti-id.com APPENDICES Nix ACRONym LIST N AASHTO: American Association of State Highway and Transportation Officials ACCP: Asphalt Cement Concrete Pavement ACHD: Ada County Hishway District ASTM-. American Society for Testing and Materials AU: Auger sample bgs: below ground surface CB: Carbide bit CBR: California Bearing Ratio D: natural dry unit weight, pef DB: diamond bit DM: Dames & Moore sampling tube GS: grab sample IBC: International Building Code ISP WC: Idaho Standards for Public Works Construction TTD: Idaho Transportation Department LL -0 Liquid Limit M water content NO Standard "N" penetration: blows per foot, Standard Penetration Test N P nonplastic PCCP: Portland Cement Concrete Pavement '_ PERM: vapor permeability PI: Plasticity Index PID: photoionization detector PVC: polyvinyl chloride ■QC. -O cone penetrometer value, unconfined compressive strength, psi QP: Penetrometer value) unconfined compressive strength, tsf QU: Unconfined compressive strength, tsf SPT: Standard Penetration Test (140:pound hammer falling 30 in. on a 2: in. split spoon) SS: split spoon (13/8:in. inside diameter, 2:in. outside diameter, except where noted) ST: shelby tube (3: in. outside diameter, except where noted) US: Unified Soil Classification System EAR :41i USDA: United States Department of Agriculture UST: underground storage tank V: vane value, ultimate shearing strength, tsf P rj� WT: apparent groundwater level Copyright C 2007 Materials Testing & inspection; Inc. 2791 South Victory View Way 9 Boise, ID 83709 * (208) 376-4748 * Fax (2 08) 322-6515 P.WA E -Mail mti@mti-id.com * www.mti-id.com F.y �L I'� MATERIALS .Tune 1, 2007 TESTING & Page # 19 of 20 INSPECTION rAboise12007 reports\800-9991b70810g\b7O81 Qgeotech.doc ' Environmental Services ❑ Geotechnical Enjineering ❑ Construction Materials Testing ❑ Special Inspections A GEOTECHNICAL INVESTIGATION TEST PIT LOG � Test Pit Log #: Date TP -1 5/30/2007 Logged by: Liz Brown Advanced. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 17.2 Feet bgs Depth Field Description and Sample Sample Depth QP Lab (Feet b s USCS Soil and Sediment Classification T(Feet b s Test ID 0.0--4.3 Lean Clay (CL): Brown, dry, hard, with fine 4.5 rained sand and organic material to 0.8 oot. Cemented Sandy Silt (ML): Brown to light 4.3-5.1 brown, dry, hard, weak calcium carbonate 4.5 cementation, with me rained sand. Poorly Graded Sandy Gravex (GP): Light 6.117.2 brown, dry, medium dense to dense, with fine grained sand and 8 inch minus cobbles. -Cemented in the upper 12 inches. V Y Copyright G 2047 Materials Testing & Inspection, Inc. 2791 South Victory View Way * Boise, ID 83709 * (208) 376-4748 0 Fax (208) 322-651.5 E -Mail ! •' MATERIALS June 1, 2007 ` TESTING & Page # 20 of 20 INSPC:CTION r:Iboise12007 reportsl800-9991b70810g1b7O81Ogeatech.doc r .Environmental Services ❑ Geotechnical Engineering ❑ Construction Materials Testing El Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LUG LlFy Test Pit Log #: TP -2 Date 5/30/2007 Logged by: Liz Brown Advanced. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Depth to Water Table: Not Encountered Total Depth: 10.3 Feet bgs ' Notes: Pipe installed to 10.3 feet bgs for percolation testing. i A i Depth Field Description and Sample Sample Depth QP Lab (Feet bgs) USCS Soil and Sediment Classification Type Feet bgs) Test ID 0.0-3.1 Lean Clay (CL): Brown, dry, hard, with fine GS 0.2-0.5 4.5 A rained sand and organic material to 0.9Loot. BULK 0.2-0.5 R -Value Cemented Sandy Silt (ML): Brown to light 3.1-5.8 brown, dry, hard, weak calcium carbonate 4.5 cementation, with ane grained sand. Poorly Graded Sandy Gravel (GP): Light 6.8-10.3 brown, doh, medium dense to dense, with fine .. grained sand and 8 inch minus cobbles. —Cemented in the yMer 12 inches. JLab Test ID M LL PI Sieve Anal sis % - - #4 #10 #40 #100 #200 i A 11.7 36 17 100 100 95 84 73 :I Copyright 40 2047 Materials Testing &. Inspection, inc, 2791 South Victory View Way 9 Boise, ID 83709 * (208) 376-4748 0 Fax (208) 322-6515 L.' n- r� .!.., �i.: .7 ... ........ . 7 W-1, % % IT. % I.. % % t r% % EL % % % 1. . ' % % % Y, % % % 6 1 % % % % % '�.ej - .:; - '4 r 6 1 6 % % 6 % % ti 6 6 % • %:)e.%� r % I• % �6' % % % % % % 6- 6 % -6 % F , % 6" 6gV - c .'M1+•'•Iyrt.•_ '"j"rr• t'., - Y. ',.tir•�.?]LM1i.{;.r.;,. _1;M1M1ti+..r.t'.•�vL'M1M1•�rr •,v % 6 % 6 M1 AP6 -6� % .% % % % % 16 -6 6 % -5.. 6, v 61 % % . .:%,, ,%, . % % % I . . , . . . . . ' ' ' ' .•' ': '6 16 .:%. I % , , .. . . , . :%. ' _ _. , ;... . % % r% lid' % % % % 4' %,% % !�4 ... % % % % i 20 6 % % % - t % % 6 % - IQ; %: % % 6 1-. % % % % % % 6 % % . % -6 % I. % % % % % - - +L e — % % % . . -f 6 e ��'L -�6 I_ . % Y .1 16- 1 1 -6. 6. Fr --6W W -M % 6 rmN C 6A Mggtlap '6 :kT. %lL e. % % 1% % 6r ':A % r 56 % 116 M1M1 _6 6 % % % 6 7 3% % % % % A6 .t r•Y: 66 % r % Ir -5 60. Y 1% j6l%f % I % 6 �V: 67 % %� � .. 6 C; % 6 %% % 6. % , % 6 % % ..-! I., -,v - wmul�!. % 17 a y k:le, "n. - -At r_- M Wj aveC %: % %C7 CA6 %r2l 6 A W4L h 1:v, 6 % v f4 $6' 6 6 . 6.F r%�S 6; —6 6 % T- l -2Z I•r {.% % P r- rL d.'L.; % J%; 6r-4 ;ad rl -In" I a R 6 .30. 4LJJ� �R-= .oD N L%,L 6 6 6 6 4 !% 6 % f 6'• q % PC �3 Aff % % %6 % ..:%, % L.% % AW % 6 % % _6 _Wff 4 % r 6 % 6,