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PZ - Geotech ReportZ E Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 LTING, LLC Mr. Dan Lardie May 16, 2019 Leavitt & Associates Engineers, Inc. Page 1 of 19 1324 1St Street South File 19213-A Nampa, Idaho 83651 Re: Geotechnical Recommendation Report Goddard Creek Townhomes 2780 West McMillan Road Meridian, Idaho Dan: As per your authorization, on April 13, 2019, SITE personnel observed the excavation of four test pits on the referenced property. Soil samples were gathered and submitted for laboratory analysis. Based on the observed and reported conditions and compliance with the recommendations provided herein, the referenced lot is acceptable for construction of the planned development for multi -family structures. The planned buildings can be constructed using standard construction methods. Conventional strip foundations with slab on grade floors or a conventional crawlspace are acceptable. Foundations can be designed to exert bearing pressures of up to 1500 psf on the existing soils or upon approved structural fill. Based upon this bearing pressure and the recommendations of this report being followed, we anticipate total settlements of less than one inch, with differential settlements less than half of this value. If these values are unacceptable, please contact SITE for additional recommendations. Recommendations are also included herein for design of the proposed development. We appreciate this opportunity to be of service. Please contact our office if additional information or services are required. Respectfully submitted, Bob J. Arnold, PE SITE Consulting, L QLISTER B0etF OF �p�o�0 J. AR Geotechnical Services / Soil Testing & Inspection Services Z E Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmaii.com - 208-440-6276 LTING., LLC GEOTECHNICAL RECOMMENDATION REPORT Goddard Creek Townhomes 2780 West McMillan Road - Meridian, Idaho PURPOSE AND SCOPE This report presents the results of a Geotechnical Evaluation performed for a proposed multi -family residential development to be constructed on a single parcel located on the north side of West McMillan Road, south side of Selway Rapids Way, and west side of Goddard Creek Drive in Meridian, Idaho. As per the client supplied Conceptual Plan, access to the property will be gained from two locations along Selway Rapids Lane. Parcel information from the Ada County Assessor's website is as follows: # I Ada County # I Address I Acres 1 1 R 3182130041 1 2780 West McMillan Road 1 4.62 The field investigation included subsurface exploration by means of a rubber tire mounted backhoe operated by an independent contractor. During excavation of the test pits, logs were generated, and soil samples were gathered. Soil samples were returned to our in-house soil laboratory for testing. After the field investigation and laboratory testing was completed, all available field and laboratory test data was reviewed, the provided design information was evaluated, and this report was prepared. This report summarizes our findings and recommendations regarding the geotechnical aspects of the project. AUTHORIZATION Email authorization to proceed with this geotechnical investigation was received on April 15, 2019 from the client. Authorization to proceed and the use of the recommendations provided herein indicate the client's acceptance of the scope of work, warranty, limitations, and general conditions provided herein and within the submitted proposal. N a Geotechnical Services / Sof/ Testing & Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmaii.com - 208-440-6276 COI SULT t RESEARCH & BACKGROUND There were no homes or outbuildings on the subject property at the time of our field investigation. Historical aerial photos available on Google Earth reveal no former building structures or improvements to the property but did reveal the property was previously covered with rows of trees. It is assumed it was nursery or orchard in the early 2000. Since then, the property appeared to have been used as pastureland. FIELD INVESTIGATION Four test pits were advanced to depths of approximately ten to eleven feet below the existing ground surface. Sloughing soils prevented deeper exploration. During excavation, samples were recovered from the spoil piles as excavation was performed. These samples were sealed in plastic bags, labeled, and returned to the laboratory for evaluation and analysis. In the laboratory, sieve analysis, moisture content, and Liquid Limit, Plastic Limit and Plasticity Index testing were performed on selected samples. Tests were performed in general accordance with the cited ASTM test methods. All test results are included in the Test Pit Logs located in the Appendix. OBSERVED CONDITIONS All four test pits were similar with approximately five to six feet of sandy lean clay or sandy silt that grades to silty sand atop the deeper Whitney Terrace sand and gravel soils. Gravel and sand were contacted at five to six feet deep in all test pits. These sand and gravel materials were clean (free draining) by seven feet deep. Groundwater was encountered in all four both test pits at ten feet deep when excavated on April 13, 2019. Groundwater has since risen to eight feet deep. ", Geotechnical Services / Soll Testing & Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmaii.com - 208-440-6276 CONSULTING, LLC Since groundwater is critical to civil design, the Idaho Department of Water Resources website provided the four well logs included in the Appendix. These logs indicate the static groundwater on the subject site is 10 feet deep. In a well southwest of the subject property the static water level is reported as six feet deep and in two wells just east of the property the static water level is 12 & 13 feet deep. Monitoring wells were installed in all four test pits. Monthly readings will continue until design is approved for construction. GROUNDWATER DATE TABLE TP # #1 #2 #3 #4 Hub Elevation Height 3.0 3.0 3.0 3.0 .Casing Casinq Elevation Installed 4/13/2019 GW Elevation -10.0 -10.0 -10.0 -10.0 4/23/2019 KA 11.0 11.5 11.5 11.6 GW Elevation -8.0 -8.5 -8.5 -8.6 5/16/2019 BA 11.1 11.3 11.3 11.7 GW Elevation -8.1 -8.3 -8.3 -8.7 Geotechnical Services / Soil Testing B Inspection Services ZCONSULTING., E Post Office Box 190537 - Boise, Idaho 83719 G site.consulting.idaho@gmail.com - 208-440-6276 LLC DESIGN & CONSTRUCTION RECOMMENDATIONS General Earthwork All native soils that are free of organic matter and expansive clays can be used as fill. After proper grubbing, the native lean silty sand or sandy silt, soils can be utilized as structural fill to fill building pads or street section subgrade . Removal of the majority of the organic materials will require grubbing of 4-6 inches of surface soils. This is required in all areas to receive structural fill. Deeper excavation may be required along irrigation ditches and where large trees and soft wet areas are present. The depth of grubbing is to be confirmed during construction to ensure that organic materials are properly removed from beneath future pavements and structural fills. Inspection by the project geotechnical engineer should confirm that all organic material and demolition debris is removed. Inspection must confirm complete removal of previously demolished structures including slab on grade floors. Rutting caused by the contactor using rubber -tired equipment on a wet subgrade can be expected and should be repaired at contractor expense. This information is to be supplied to earthwork contractors prior to construction. Structural fills less than three feet deep are to be compacted to 95 % of the maximum dry density by ASTM D698, Standard Proctor. For deeper fills, such as ditch backfill, basement backfill, and fill intended to contain rerouted irrigation canals, ditches, or storm water runoff, fill materials are to be compacted to 100 % of the Standard Proctor maximum dry density. If structural fill is to be placed on the building pads, the fill is to extend laterally outside foundations a distance equal to the depth of structural fill. Compaction testing of all structural fill is required. Visual inspection is also required to confirm stability and the lack of soft, deflecting, or rutting areas. Fill can pass compaction tests and still be rejected if it fails visual inspection. N' Geotechnical Services / Soil Testing & inspection Services S 1 t C Post Office Box 190537 - Boise, Idaho 83719 Z1 ` site.consulting.idaho@gmail.com - 208-440-6276 CC�I:SULTING, LLC Excavations Shallow excavations and trenches that do not exceed four feet in depth may be constructed with side slopes approaching vertical. The ability of soils to maintain a vertical or near vertical slope over any extended period can be quite variable. This information is provided for planning purposes. It is our opinion that maintaining safe working conditions is the responsibility of the contractor. Jobsite conditions such as soil moisture content, weather condition, earth movements and equipment type and operation can all affect slope stability. All excavations should be sloped or braced as required by applicable local, state, and federal requirements. Pavement Section It is assumed that an R -Value of greater than R=20, would be obtained if the native surface soils were tested. Pavement sections have been calculated based upon an R - Value of R=20 and Traffic Index of T1=6. The results are shown in the table below. Materials meeting the requirements of ISPWC & / or ACHD are required for all work within this project. For this project, it is recommended that the subgrade be inspected (proof -rolled) prior to the placement of subbase materials. HMA 2.5" %" Base 4.0" Subbase 10.0" Subgrade Inspected Storm Water Free draining sand and gravel material were present at seven feet deep in all test pits. Based upon free draining conditions, a percolation rate of P=8 in/hr. is to be assumed for design of facilities that extend seven feet below the existing ground surface. Over excavation and backfilling with free draining materials may be required. Confirmation of perc rate and clearance above groundwater at the time of construction by field testing is recommended. Geotechnical Services / Soil Testing A Inspection Services ME SITE Post Office Box 190537 - Boise, Idaho 83719 G site.consulting.idaho@gmaii.com - 208-440-6276 CONSULTING, LLC Building Foundation System The proposed multi -family residential structures may be supported on conventional, continuous, and isolated pad foundations founded upon the native soils or upon structural fill extending to these soils. Based upon proper placement and compaction of structural fill, bearing pressures of up to 1500 psf are allowed for foundations founded on the native soils or upon properly placed and compacted structural fill. Either crawlspaces or slab on grade floors are acceptable but slab on grade floors will eliminate the possibility of water accumulating in crawlspaces. Basements are not allowed without a lot / building specific geotechnical evaluation. If clay soil, wet soil, or deflecting soil is present at the foundation support elevation a geotechnical engineer should be retained for site specific recommendations. Foundation drains are required within this development. Roof runoff is not to route through foundation drains. Foundation embedment depth is to be at least 24 inches below outside adjacent grade. Foundations that are outside crawlspaces are to be sealed / waterproofed with brush or spray on foundation mastic. Slab on Grade Concrete Care must be taken so that all excavations below both interior and exterior slab on grade concrete are properly backfilled in accordance with the structural fill recommendations. Trenches and wall backfill areas are to be filled in lifts and benched each lift so that fill is not placed against a vertical soil face greater than three feet tall. Testing is to confirm that compaction has been achieved. Areas of excessive yielding should be excavated and backfilled with structural fill. Any fill used to increase the elevation of slab on grade concrete should meet the requirement for structural fill. Concrete pavements should be placed atop a mat of at least six inches of granular structural fill materials. Mat material should all pass a 3/4 -inch sieve and should contain less than seven percent passing the # 200 sieve. The mat shall be compacted to the requirement for structural fill. a U0 a Geotechnical Services / Soil resting & Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 ZCONS�U_LTING,.LLC Underground Utilities It is not anticipated that large excavators or small backhoes will experience any difficulties excavating the onsite materials encountered on the property. No bedrock formation was encountered on the subject property. Well logs from IDWR indicate the high static water level may be as high as six feet below the existing ground surface. Inspection & Testing A qualified engineer or his representative should monitor fill placement to ensure the work is performed in accordance with these recommendations. For mass filling, field nuclear moisture - density testing shall be performed on each lift of compacted fill, one each filled residential lot or building pad. Trench backfill and right of ways are to be tested to ACHD and / or ISPWC requirements. It is noted that structural fill can pass compaction tests and still be unacceptable if pumping, rutting, or deflecting under vehicle or foot traffic. Contractor Inspections This report has been prepared with the intent to provide specific design information to the developer and the civil engineering consultant. It is not intended to act as any contractors "Due Diligence" or subsurface inspection prior to estimating construction costs or actual construction. Contractors may use the onsite monitoring wells to assess the groundwater prior to proposing on or beginning construction. Wells are to be protected during construction and can only be removed with permission from the client and SITE. General Comments After the plans and specifications for construction are completed, it is recommended that this consultant be provided the opportunity to review the final design and specifications. This review will confirm that the earthwork recommendations have been properly interpreted and implemented. At that time, it may be necessary to submit 00 a Geotechnical Services / Soil Testing & Inspection Services S ITE Post Office Box 190537 - Boise, Idaho 83719 G site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC supplementary recommendations. This review is a part of this service and will not result in additional invoicing unless additional research and recommendations are needed. Testing and inspection services are recommended herein. Proper quality control during construction is required to confirm materials and methods and thereby obtain a desirable finished product. Monitoring and testing should also be performed to verify suitability of materials used for structural fills and to confirm proper demolition, subgrade grubbing, subgrade stability, and proper placement and compaction of fills. Any deviations from the herein described subsurface conditions must be brought to the attention of this consultant. This report has been prepared for the exclusive use of the client and their retained design consultants. Findings and recommendations within this report are for specific application to the proposed construction described herein and apply only to the property identified. Client may duplicate this report as needed or additional copies will be provided upon proper client authorization. Appendix Follows -91 Geotechnical Services / $oil Testing & Inspection Services S ITE Post Office Box 190537 - Boise, Idaho 83719 Lesite.consulting.idaho@gmaii.com - 208-440-6276 CiNSUiVii , VOJ 114 ,r•1►a Preliminary Plat Aerial Photo Test Pit Logs (4) Soil Log Legend Abbreviations and Acronyms Adjacent Well Logs (4) P Geotechnical Services / Soil Testing & inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC PRELIMINARY PLAT Supplied by client FS Geotechnical Services / Soil Testing & Inspection Services ,max ✓NEAR 040" NNC • 10 .l._._ ME 2 - Q �. WIIN V n�r r 1R --ti1R•-- - lzy y i N ey i. rr�v f� wY IIr�Y 041 1 f0Y •E!T MAAR dRmC LOOP S (R iY' •¢rte -- t ` ' 1 t NE;i NCIAUAN ROAO -- -- - Supplied by client FS Geotechnical Services / Soil Testing & Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmaii.com - 208-440-6276 CONSULTING, LLC AERIAL PHOTO 2780 West McMillan Road - Meridian, Idaho from landprodata-com I bb Geotechnical Services / Soil Testing & inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440.6276 CONSULTING, LLC TEST PIT LOG Test Pit: TP -1 File #: 19213-A Client: Leavitt & Associates Date Excavated: 04/18/19 Project: Goddard Creek Excavated By: Wood Brothers Location: NW Corner Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1:0" 1 314" 1 112" 1 3/8" 1 #4 #10 #40 #100 I ` #200' %M LL PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With Root Zone / Organic Layer 6-8" 1.0-3.0 Brown/Tan, Moist Firm, Sandy, Silt ML 2.0 1 1 1 100 99 88 65 53.8 20.0 NP NP 3.0-5.0 Red Moist Firm Silty, Sand SM 4.0 1 1 100 1 97 1 88 80 50 27 18.8 13.3 NP NP Red Moist Firm Sand Gravel Cobble M Bottom of Excavation Ground Water Encountered @ 10.0 Monitoring Well Installed TEST PIT LOG Test Pit: TP -2 File #: 19213-A Client: Leavitt & Associates Date Excavated: 04/18/19 Project: Goddard Creek Excavated By: Wood Brothers Location: SW Corner Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 3/4" 1 1/2" 1 3/8" 1 # 4 #10 #40 1 #100 #200 1 %M I LL I PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With Root Zone / Or anic Layer 6.8" 1.0-6.0 Brown/Tan Moist, Firm Sand Gravel Silt 6.0-10.0 Red Moist Firm Sand Gravel Cobble 10.0 Bottom of Excavation Ground Water Encountered @ 10.0 Monitoring Well installed Geotechnical Services / Soil Testing & Inspection Services '�` Post Office Box 190537 - Boise, Idaho 83719 / site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC TEST PIT LOG Test Pit: TP -3 File #: 19213-A Client: Leavitt & Associates Date Excavated: 04/18/19 Project: Goddard Creek Excavated By: Wood Brothers Location: SE Corner Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 314" 1 1/2" 1 3/8" 1 # 4 #10 1 #40 ' ' #100 #200 %M ` LL 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With Root Zone I Organic Layer 6-8" Brown, Moist, Firm, Sand, Clay, Slit With Root Zone / Organic Layer 6-8" 1.0-4.0 Brown/Red, Moist, Firm, Sand, Gravel Silt Brown Moist, Firm Sandg, Lean Clay CL 4.0-6.0 Brown/Tan Moist Firm Cemented, Sand, Clay, Silt 99 94 86 6.0-10.0 Brown/Red Moist Firm Sand Gravel Cobble Brown/Tan Moist Firm Silt Sand SM 10.0 Bottom of Excavation Ground Water Encountered @ 10.0 Monitoring Well Installed 1 1 89 66 45 TEST PIT LOG Test Pit: TP -4 File #: 19213-A Client: Leavitt & Associates Date Excavated: 04/18/19 Project: Goddard Creek Excavated By: Wood Brothers Location: NE Corner Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1!0" 1 3/4" 1 1/2" 1 3/8" 1 # 4 #10 #40 ' #100 #200) %M - LL 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Slit With Root Zone / Organic Layer 6-8" 1.0-3.0 Brown Moist, Firm Sandg, Lean Clay CL 2.0 1 1 1 1 100 99 94 86 77.6 24.6 33 13 3.0-5.0 Brown/Tan Moist Firm Silt Sand SM 4.0 1 1 89 66 45 32.9 22.2 NP NP 5.0-10.0 Brown/Red, Moist Firm Sand Gravel, Cobble 10.0 Bottom of Excavation Ground Water Encountered @ 10.0 Monitoring Well installed Geotechnical Services / Soil Testing & Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 G site.consulting.idaho@gmaii.com - 208-440-6276 CONSULTING, LLC SOIL LOG LEGEND UNIFIED SOIL CLASSIFICATION SYSTEM iAQTM QTAMnAOn TFCT MFTFInn n 9ds7 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES MAJOR DIVISIONS TYPICAL DESCRIPTIONS COARSE GRAINED SOILS 50% - #200 GRAVEL & GRAVELLY SOILS 50% - #4 < 5% - #200 GW ell- raded gravel, gravel -sand mixture little or no fines. GP Poorly graded gravel, gravel sand mixture, little or no fines 5-12% 4200 12% - #200 lty gravel, gravel -sand -silt mixtures GMlilty GC ayey gravel, gravel -sand -clay mixtures AND & SANDY OILS 50%-#4 < 5%, - #200 SWell-graded sand, gravelly sand, little or no fines. SP oorly graded sand, gravelly sand, little or no fines 12% - #200 SM sand, sand -silt mixtures SC Clayey sand, sand -clay mixtures FINE GRAINED SOILS 50% - #200 SILTS AND CLAYS LL < 50% INORGANIC ML Inorganic silt and very fine sand, rock flour, silty or clavev fine sand or clayey silt with slight plasticity CL Lean clay -low to medium plasticity, gravelly clay, sandy clay, silty clay ORGANIC OL Organic silt and organic silty clay of low plasticity SILTS AND CLAYS LL > 50% INORGANIC MH Elastic silt, micaceous or diatomaceous fine sand or silty soil. CH Fat cls - high plasticity ORGANIC OH rganic clay -mod. or high plasticity: organic silt HIGHLY ORGANIC SOILS PT Peat, humus, swamp soil with high organic content ABBREVIATIONS AND ACRONYMS STM American Society for Testing and Materials IBC International Building Code ISPWC Idaho Standard for Public Works Construction IDWR Idaho Department of Water Resources NP Non -Plastic PCC Portland Cement Concrete P Test Pit USCS Unified Soil Classification System pcf Pounds per Cubic Foot psf Pounds per Square Foot sf Tons per Square Foot psf/f Pounds per Square Foot / Foot I C Q_ Geotechnical Services / Soll Testing & Inspection Services S1 T E Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC SU-) of JesQ�}r� Adjacent Well Logs Form 23qq..�� STATE OF IDAHO USE TYPEWRIrFit OR 9/82. DEPARTMENT OF WATER RESOURCES BALLPOINT PEN WELL DRILLER'S REPORT State law rapulres that this report be filed with the Olmtor, Department of Water Remrca wlddn 30 deva after the eornDHtfon pr aWndonmant of the well. 1. WELL OWNER elms �(QpW�_. 7. WATER LEVEL Sulk Wier laud Mt below lam) wrl•n. FlgMny7 U Ya G.P.M. flowAddrea Artedanclo-dInpr•swre P*I• Controlled by: UVrie ❑Cap ❑Plug Owners PermitNo.Temperature OF. Guelity dane� anerrewn w leleae'erwe Mea Nser. 2. NATU 6BF WORK S. WELL TEST DATA aw welt Cl DNpanad D Replacement D Pump ❑ 8a15er ❑ Ab D Other ❑ Abandoned Id—Aba •b•ndonmem pnacadufea such as materials, plug dopms. ete. In iltholople log) ONx Lewl -- " 0J OZ V4 3. PROPO�SED USE 9. LITHOLOGIC LOO0a. 95 W2. ❑ Inigatfon ❑ Tat ❑ M.Ndpal ClIndustdM U Stock ❑ Wasn Diapocal m Injection ❑ Other (rpecify type) gore 0a th Wam Dl— From To MatariY Yea No s m L MET/ROD DRILLED [7 Ro4ry Q -A1, E3 Nydaau)ic ❑ Rewrrrotry O Cable 13 No❑ Omer S _ 36 & WELL CONSTRUCI`ION Caing.hedule: Pl5uai ❑ Cone fie, ❑Olhr TNcanaN dAYav F To %SO ineha _ ira:ha Haat GO has, kltlta iia feet _feet Inch" Inches feet —fee _ _`MARs ~ Inch �br3sN _ feat __fast cng drive shoe used? P a ❑ Nom Wad Was o pseaw orNal uud7 D YN B'IVo Perlaatad7 ❑ Ya E Mrnl W Wa:u apuna WfilaRl a How Worsted? ❑ Factory D Knife U Tach Site o1 perforation _ Indln by — Indra N. -w .Fmm To_ psrforatiaR feet_—f pwforations IM peritlntlone fog - WeR se— MC•nd7 D Ya WIND ralsinem Marwl"oue D S0 REAgfG�-` Type Model NO. Dlametar_Slotelze _fiat from_I•at to Diamater _Slot sUs _ 7_fast Id _fast G'WI pskd7 ❑Yn BTIo DSlasofgrMl Plamd from fast to feat Surface Nal depth _Me usedlnaeel: ❑Cerasrttgralt D Bentonka lingelay 0 - Seating procedure used: ❑ Sherry pit ❑ Tamp. wrfacs casing ❑ Qft,. to sell depth Methd o1 pining c i g: ❑ Threaded - -GAWald4d ❑ Solvpe - Wald 10. Wak stand nhhd ❑ Cemented between Strata D—dtw octose port f 9. LOCATION OF WELL Sketch mop location must ogee with W1171en location. N �f At r1n a• stlbdidslal �r�l fj�' t•�'��.�aj �T (� 11. DRILLERS CERTIFICATION CIL (Aye certify mat ail minimum well ea ovi den et+Mada wen complied wim at the dme tM rfg wa ramoad. Flrm Nwne9�z-osFkm No.�WJUN 2addrmLot tj,,Block No. 9f-- (Sgnad W (Firm O1fidM) '^^ - andC°"nq' (Operator). _� . T. � N* R. e NW. USE ADDITIONAL SHEETS IF NECESSARY - FORWARD r rte W car r u Cur. — r Geotechnical Services / Sol/ Testing & Inspection Services d) q0 (0 CL SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CC►NSU LTI NG, LLC / Stete., Idebo M S6 TyvEWRITE I,Deportment of Water Reeouroee LOALL POINT YEN WELL DRILLER'S REPORT �,1,JIC is telt Sut.l.w r.wlrn Wt tN. report ba Illd wfU the Director, Dw.lw.d d 1VeM Re.errrtw tdlFR� days site, the eompution or.bwdomtwnt of th. W. W mcn gar rWELLOWNER. 7. WATER LEVEL0M n. �y/j /Y Suirc wnwl.vd �Iblow luM wrlm SL4Q)L �',--u-`-' %�--7i�Y)ppFlowing) OYa ". O.P.M. ffow A�''a_.--- P(tIIQ��(LTyf Addno I ' F. wlitr .-_---- 'I 7 y0 .Ws /sJ N Tempanure_ O Artedendasedinproaure 0.aL M Deer "Permit N0. G 3 � 8 5 / rl Controlled by ❑ Vd.r ❑ CAP ❑ Plug 2 NATURE OF WORK 0, WELL TEST DATA Q �en weft LIDetpmd 13RePI-M.1 ❑ Pump O Rail. ❑ Oth.r ArR Did�w OJAI. Drw Dewn Narn AbwAorud Idwcribe method of V"4CMIrrgl 3 V PROPOSED USE _/ ❑ D. -- Drtrdedlw O Te.f ❑ 00 -b -w" bed A LITNOLOOICL00 O *.+rid O edHtrid O 0-0 ❑ Tlb.t. 01we.d Of Frew�Ts tirswY l METHOD DRILLED LYUbI. O Rot— O Dig nth. 0. WELL CONSTRUCTION Diunet. of bole ! bldree ToW depth �- Mt Codrp echedulo: f!'SiM O Conch Teyrwr OMewtw Frew To *. v lndr.e _L_ what .�_ Mt //O feet kds Irtdtw _len urAw brdrw Yrdtw Inthw _ fiat --f.a krhw Ircht. feet _ten VM tw'ry drive d— r.w 7 m-vw U No Ww a p.ckr w W tnw77 O Yw @•RYo 01r-0 No How pwfw.td) el-wtwY ❑ Knife O T. Sixsolpwtwation at irchwby" lotlimi N.etw Frew To pwf—'Jws /_ fwt fwt L I pwfontl.- fwl JJ. r feet .._— pwfora l Cwt fret 1'; d1 sreon bwulld) ❑ Yee O No hterul.nur.r s num T—;-- ypo Model No. Dismn. _ Slot site _ Sn from_ len to__ IM Drwmtw_ Slot site _ Sin from__ feetw_Mt Greed pXkd) frYn O No Sire of Weed '* M' Noted from / V /.n W &rhea s ,eve*-.i�.MO.W wd In —1 f9't.—t peel O pwObq siry ❑ W.II to". Sp*q /...&F ..w ❑ Slee! eH ❑ TW*-" -I— neeYF ❑ Owre.r. N w wPe 0. LOCATION OF WELL Scndr mop 1—tion murf .gme with written mcnion. N lei No Oak N. county Ail A _.. 1 I0 -Work nand LJl D/jj_Zj7 Rnhhd I L DRU"AS OM IMON � OW WEf F.w Ifrre. Fie, H.— MDDOpA, IDARO 'tM j A.ewe Swed M lFvm Offwfdfl tM • ..�. �" � p►IrM.I �Rodr+.--a--�as� FORWARD THE WHITE COFY TOTHE DEPARTMENT a L Geotechnical Services / Soil Testing & Inspection Services ZS ITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Irr: uL- lV Eo AUG 2 4 1999 39sr.9r T_ooRgeeoU_syead Fam 238.7 IDAIIODEPARTMENTOl�RRESOURCES q-cdby a ---- — -- WEILDRI-- ,. I/4 I/4 _I/4 1. DRILLING PERMIT NO. 6 3 -ons 05 7 8 0O0 W: 11. WELL TESTS: Other NWRNo. D0009804 — -- Railer Air Flowin Artceian [U 2. OWNER �. T14C Name Kelly Fulfer Address 2350 W McMillan Rd CA154- City Meridian State ID Zip 83642 WSW Temp. "I m hok: temp. 3. LOCATION OF WELL by legal description: War" Qwdity tmt or mnnnct"; Sketch map location must agrm with writtco location Depth first Water LnewNt'red 10' N 12. LTfHOLOGIC I (11��e_ abimdonment) 'I'wp.4 North ® or South ❑ W E Rge. =East ❑ or West N Sec. 26 1/4 SW 1/4 SE 1/4 — 111 m 7'65- ram S Cadt lot County Ada Long: _ Address of Well Site 2350 W McMillan ----- Lt. Illk. Sub. Name 4. USE: S Domestic ❑ Municipal ❑ Monitor ❑ Irrigation ❑ TThermnl ❑ fnjmtion ❑ Other S. TYPE OF WORK check all that apply (Replacement ac.) ® Ncw Well ❑ ModiE , ❑ Abeodmmhent ❑ Other 6. DRILL METHOD N Air Rotary ❑ Cable ❑ Mud Rotary ❑ Other 7. SEALING PROCEDURES SFAMI,T: PACK ASIOUNI I MLTHOD Material From To ..'r Q Renu Was drive shoe used? ® Y ❑ N Slap Depth($) lyes drive alae seal teamed? ❑ Y R N How? ii4M!I!!I',T�i71�DT!r!1iSRrR1 - 1' II! .M.1—m Length of Ifadpipc 12' Length of Tailpipe 9. PERFORATIONS/SCREENS ❑ Perforatiuns Method wash at hR S.=. Screw Type flomawn-IR.M II! .M.1—m I®li�lli�HOME 10. STATIC WATER LEVEL OR ARTESIAN PRESSURE: Ito. b6aYground Artesian Pressure Ib Depth Dow—munered R. Describe access. port or carol devices: 13. DRILLER'S Cr:H 11 r tr.n s wn VWe conify that all minimum well ceartnKtion standards were complied with at the time the rig eras rem cd. Firm Name SOS Wclldrillina A RrraCo Finn No. 212 Pum Official Data ---- ` 9i Supervisor or Opera- Date 040 (Sum one if 8 D{+nata) Dau.: 01/16199 Ti -5:101'M Geotechnical Services / Soil Testing & Inspection Services I®li�lli�HOME I►1 ■ EMM� �1 ®�■� ►ZI ■ I31��■3■ ' ■j►ZI ►Z/'■ _ ■ i�l■I�Ilmi . ,, ►�1�■ .. , ■►ZI �� -_— lyq+la'1 �1��■■ 1 ■� III�7/`�� ■I■�' ti■'>r:lllwlw ■�■ 10,71 M IFIU FJ 13. DRILLER'S Cr:H 11 r tr.n s wn VWe conify that all minimum well ceartnKtion standards were complied with at the time the rig eras rem cd. Firm Name SOS Wclldrillina A RrraCo Finn No. 212 Pum Official Data ---- ` 9i Supervisor or Opera- Date 040 (Sum one if 8 D{+nata) Dau.: 01/16199 Ti -5:101'M Geotechnical Services / Soil Testing & Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Form 278-7 395 C96 19-7015 a X733 S 70 ccueomy IDAHO DEPARTMENT OF WATER RESOURCES Inspect xlby WELL DRILLER'S REPORT Twp—fie —see_ 1l4 114 ll4 1. DRILLING PERMIT NO. Other IDWR No. D0019418 2. OWNER: Name _Randy Calkins Address P.O. Box 99 City Meridien State ID Zip 83680 3. LOCATION OF WELL by legal dtamiptio■: Sketch map location most agrx with written loadion N Twp.4 North N or South ❑ W L Rge. I East ❑ or West Sec. 26 X1/4 SW-4rI!4 r I14 S Gov't lot County ADA Lat: Long__..:— Address of Well Site 2350 McMILLAN City MERIDIAN _ � n awe e � ro a ice— Lt. Blk. Sub. Name d. USE: N I)o mcstic ❑ Municipal ❑ Monitor ❑ Irrigation ❑ Thermal ❑ Injection ❑ Other 5. TYPE OF WORK chests all that upply (Reptuanrent cte.) N New Well ❑ Modify ❑ Ahond0omcm ❑ Other. 6. DRILL METIIOD N Air Rotary ❑ gable ❑ Mud Rotary ❑ Other 7. SEALING PROCEDIIRFS 6 ::I:OD Matrriil From I To Sad:sur Po"& 0 1 20 20 Was drive shoe used? ® Y ❑ N Shoe Dcpth(s) 120 Was drive shoe seal tested? ❑ Y 0 N Hmv7 ��'�iQ4812' Length of I leadpipc 12' 100 Length of Tnilpipe 9. PERFORATIONS/SCREENS ❑ 1'erforaiiens Method N Screens Sween Type r^tcmoina From I Tu I Sid Si. I Number I Di -met alat 126 1136 1 .016 It5' STST ❑ ❑ 10. STATIC WATER LEVEL OR ARTESIAN PRESSURE: li 0. Inv ground Artesian Pres ntre�lb Depot flow cuorrmiered. 0. Describe access Portorwntrol I:L Luog 11. WELL TESTS: Pum Railer Air Ilowin Art !SI Water'femp. Ilnttoxn bole temp. Water Quality test or ctontntents7 Ocpth first War" uncountacd 11 12. L1THOl.OGIC LOG: (l)"cribe "pain or abudoimceq VWe certify Ihal all minimum well oTmtrwyion standards wcM complied with at the time the rig was removed Firm Nam AUAIII t 'Itino Rc P� n Co tint No. 212__ Firm 0Meid(7 '/ter—' ""`— Date `' Supervisor or Openttor. 1)81e (sip oroee if r'rm oflkw a'. Opaaror) Dec 212IN2 Tior:3S2 PM NOTHING FOLLOWS Geotechnical Services / Soli Testing & inspection Services