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Home My WebLink AboutPZ - Geotech Report Z 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, NAL FN QO�� STE, 4 B�etF �F d, pR v a Geotechnicel Services/Soil Testing&Inspection Services ZS E Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmaii.com - 208-440-6276 LTiG� 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 I # I Ada Count _#___1 Address Acres 1 R 3182130041 2780 West McMillan Road 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/soil Testing&Inspection services SS SITE E Post Office Box 190537 - Boise, Idaho 83719 ZC/O/NSULTING.. ! ! site.consulting.idaho@gmaii.com - 208-440-6276 LLC RESEARCH & BACKGROUND GENERAL 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 4 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. m Geotechnical Services/Soll Testing&Inspection Services 51 T E Post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmaii.com - 208-440-6276 ZCQNSULTING, 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 Casing Height 3.0 3.0 3.0 3.0 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 1 -8.3 1 -8.3 1 -8.7 d- v Geotechnica/Services/Soil Testing&inspection Services SSITE Post Office Box 190537 - Boise,Idaho 83719 1 site.consulting.idaho@gmail.com - 208-440-6276 COsLT 1T 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 i expected and should be repaired at contractor expense. This information is to be E 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 E` 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. Ln a Geotechnica/Services/Soil Testing&Inspection Serv/ces SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 ZCC)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. r 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 TI=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. v aA cL a Geotechnical Services/Soil Testing A Inspection Services SITE Post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmaii.com - 208440-6276 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. U0 a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmaiLcom - 208-440-6276 CONSULTING, 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 SITE Post Office Box 190537 - Boise,Idaho 83719 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 f provided upon proper client authorization. i 4 I i Appendix Follows E I' II i 0) n) on a Qeotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmaii.com - 208-440-6276 C NSU Lei , LLC APPENDIX Preliminary Plat Aerial Photo Test Pit Logs (4) Soil Log Legend Abbreviations and Acronyms Adjacent Well Logs (4) f 0 v a Geotechnicai 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 YICSY 1ASAR CRttK ORAE �� 'r.�l �� f�► lff '---�•-M f1+3 U lyq yf i'�N rQ - � wlYr '4Sfr PPl �� ar I au v ri y nui lfa - 1 icy Lry4 c ni�y rti• I�O1 Np1Y lli� '- _..off_. -' � � " _ .r.fJ✓ f�P� h s BEST M_i4R CRCEK LOOP _ ill-- - •' / RY' _ r � by fi l f1 19 1 ,�- f.. Cif ffl� er ,a qN Y. r fro %MT YCNUM RCaD - Supplied by client m 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 : . . P-� P-� ``llt!l1C4if ° r 2780 West McMillan Road - Meridian, Idaho from landprodata.com N r-i v en ro a Geotechnicel Services/Soil Testing&inspection Services S[T E Post Office Box 190537 - Boise,Idaho 83719 1 site.consulting.idaho@gmail.com - 208-440.6276 05LTIia, 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 1/2" 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 2.0 100 99 88 65 53.8 20.0 NP NP 3.0-5.0 Red Moist Firm Silty,Sand SM 4.0 100 97 88 80 50 27 18.8 13.3 NP NP 5.0-10.0 Red Moist Firm Sand Gravel Cobble Bottom of Excavation 10.0 Ground Water Encountered @ 10.0 Monitoring Well Installed i 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" 1/2" -3/8" #4 #10 #40 #100 #200 %M LL PI 0.0-1.0 Brown,Moist,Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6.8" 1.0-6.0 Brown/Tan Moist,Firm Sand Gravel Slit 6.0-10.0 Red Moist Firm Sand Gravel Cobble Bottom of Excavation 10.0 Ground Water Encountered @ 10.0 Monitoring Well installed I S m M a Geotechn/cal Services/Soil Testing&Inspection Services Post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 ZCON2SULTING.. CLC 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/Organic Layer 6-8" 1.0-4.0 Brown/Red,Moist,Firm,Sand,Gravel Silt 4.0-6.0 Brown/Tan Moist Firm Cemented,Sand,Clay,Silt s 6.0-10.0 Brown/Red Moist Firm Sand Gravel Cobble Bottom of Excavation 10.0 Ground Water Encountered @ 10.0 Monitoring Well Installed 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 )1 %M I LL 0.0-1.0 Brown,Moist,Firm,Sand,Clay,Silt With Root Zone/Organic Layer 6-8" 1.0-3.0 Brown Moist,Firm Sand Lean Clay CL 2.0 100 99 94 86 77.6 24.6 33 13 3.0-5.0 Brown/Tan Moist Firm SII!X,SandISM) 4.0 1 1 100 89 66 45 32.9 22.2 NP NP 5.0-10.0 Brown/Red Moist Firm Sand Gravel,Cobble Bottom of Excavation 10.0 Ground Water Encountered @ 10.0 Monitoring Well installed r-I v on co a 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 (ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES MAJOR DIVISIONS TYPICAL DESCRIPTIONS COARSE GRAVEL& <5%-#200 GW ell- raded gravel,gravel-sand mixture little or no fines. GRAINED GRAVELLY GP Poorly graded gravel,gravel sand mixture,little or no SOILS SOILS fines 50%-#200 50%-#4 5-12%4200 GM lilty lty gravel,gravel-sand-silt mixtures 12%-#200 GC ayey gravel,gravel-sand-clay mixtures i AND&SANDY <5%-#200 SWell-graded sand,gravelly sand,little or no fines. OILS SP oorly graded sand,gravelly sand,little or no fines 50%-#4 12%-#200 SM sand,sand-silt mixtures SC Clayey sand,sand-clay mixtures FINE SILTS AND INORGANIC ML Inorganic silt and very fine sand,rock flour,silty or GRAINED CLAYS la a fine sand or clayey silt with slight plasticity SOILS LL<50% CL Lean clay-low to medium plasticity,gravelly clay,sandy 50%-#200 clay,silty clay ORGANIC OL Organic silt and organic silty clay of low plasticity SILTS AND INORGANIC MH Elastic silt,micaceous or diatomaceous fine sand or silty CLAYS soil. LL>50% CH Fat cla -high Elasticity ORGANIC OH rganic clay-mod.or high plasticity:organic silt HIGHLY ORGANIC SOILS I PT jPeat,humus,swamp soil with high or anic 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 jPounds per Square Foot/ Foot Ln CU C Geotechnical Services/Soll Testing&Inspection Services S1 T E Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmaii.com - 208-"0-6276 CC►NSULTING, LLC Adjacent Well Logs Form 23g-� STATE OF IDAHO USE TYPEWRITER OR 9/02. DEPARTMENT OF WATER RESOURCES OALLPOIN7 PEN WELL DRILLER'S REPORT State Im rMites that thD report be filed with the Okector.Department of Water Resources within 30 days alter the c«npletfon or abandonment of the well. t.WELL OWNER 7.WATER LEVEL Name _ � 5uttc wsiw level feet below laml s«lace. — /Q Flowing? U Ya o Add— W/ v(/ Artedanclos+d I-prM � Ds.i. /1'�a2A G i Conudld M: ❑Vane 0 cep ❑Plug Owner'. No. — Trmp.rawra oF. OuditV dle•ia arlewnwlerne[raluH rsnel Mrw. S 2.NATU F WORK S.WELL TEST DATA OF ew wall Cl Deepened ❑Replacement ❑Pmnp ❑eeliw ❑Air O other C aay ❑Abandoned(describe eberulcm ent Woe duree such as Oft" dIJA Lnw1 t/owa Punpd Y.i�3lL� notarial.,plug geprh0,ate.In Wholegic log) 0 3.PROPOSED USE B'6omrtic ❑Irriytlon ❑Test O Muddpal 9.LITHOLOGIC LOG 103595 p Industrial 0 5tock ❑Waste Disposal nr Injeconn Bore Do ih Warta ClOther (rpecily tyi-I Diarrr.From To MatwW Y No 4.METHOD DRILLED S [I RotW CYAir ❑Hydraulic ❑Rave try 36 0 cable ❑Dug ❑Other S.WELL CONSTRUCTION Caring idraduN:11 St.6 0 Concrete OOthr TMdprr mamsrr F To _ Ineha_(F_ IKhes. natfrt _ inches h hos _fast_fest _ In her Inches Mt__fart Inchw _Inches V fast__fast ~ W w eating drive shoe ured? D-ra 0 Now Dap@nmart of Ws'u eswrra Was.pecker or sot used? 0 Yes B'No - ytomm et Iflq Derf..led? ❑Yes W How perloratd? ❑Factory 0 KnHa 0 Torch Sire of part«atfn_ tithestM Inches Neraer From TO perforations Zees__.(atii yyC perforations fee ( E part«atlom last — � wen sorasn innand? a Yn B�FIo MrallseWrer'srtanrs TVpa Model No. —� Diameter_Blest elze_Set from_last to Iset Dfamster_Slot :_ am,fast to_last G,Wel Picked? Oyes B?lo OSluof greed Placed from fast to fast Su,feea sW dpth_Mau' us�d In aesd: O Ce ndelt lFwl 0 B.monha Iingdry O Sealing Wmadur.used: 0 SI«ry pit O Tamp•turfaeeesaing ❑ n.to rW depth Ahdrpd of pining casing:O Threaded aided❑S.W.' - part Wald ❑Cemntd behyasrr strau Dacr'ibe access port _ _ 10. Work strict Inishd S.LOCATION OF WELL it. DRILLERS CERTIFICATION �L Sketch map location must agree with warI?ten locedon. I/W.certify that ell minimum well c«ntruction strdrds were N ■��1n�� complied with m the time the rig war rwnwsd• SutMivis7on 1 __ __ l-� r•sLL/ Firm Name ��c� f6>atiF{rm No.� W E JUN 22�g1— Addreae �£— . ✓✓✓�bau 1� .... ..... 0bek No. Slprr d by(Firm Offtciel) S k... and r C-Irty (Operator) USE ADDITIONAL WEFTS IF NECESSARY—FORWARD THE WHITE COPY TO THE DEPARTMENT W tt t6 n. Geotechn/cal Services/Sol/Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC ..0,Idaho Sfi Jf, Department Of Water Resources u�� State law r.a,iro mat W E�,�.�R44 with the Direct.,LLER'S RDEPO+R of WOW 3.ewate$.it �lo15 left Mvt Htv the eomprtlon or abrdomm~nt olof tfvwtl'. Pa @ ra 1.WELL OW/NEERR 7.WATER LEVEL 6 t Nont__ Static wet<r Iwd_/0_fan below l".Macs SL):Q�L� --FltYipp Flowing) O Vas @rNo O.P.M. PcTaP��(Lz Adar,s A 140 (y Ian/y/L AN Tempernura_F. Gu`nty Artnian domd-in Wawn (>•al M owner's Pwmit N0. li 3 " 54 I _ Controlled by ❑vwa ❑Cap ❑PI.3 2 NATURE OF WORK 8.WELL TEST DATA g a/nl°l6� �iw welt ❑Datpaned ❑Reprctment ❑Pump O -if. ❑Other Al DbdwerDJAI. Drew Dew=— w��J ❑AbarAond Idecrib.method of eWrMonirgl 3.PROPOSED USE c. ❑Daa.tlit M'VH@Mim O- ❑00-bl"db h* A LITHOLOOIC LOG Death,❑Neccyd O lneaehid ❑3bd ❑wnr DItpWN OfD- Frew T. WrY V.I Ne ktl•cro. 4.METHOD DRILLED �� o G? v f4'r'+ble O Roiory ❑Dry ❑Other / 6 ' LAM JfryF'C S 4 / S 6 S.WELL fpNSTRUCTION / i`1 / c v Diametn of hole irrltee Total depth 15 fear 1 6A A. C lq rhedulr. 0-j" ❑Concrete It O G. Tin Arr 01—' frwn Ta (2 Q _ h f^ 0.�0 inch..II.inch.t__L feet J1.P-I..r ham, feet _Irt --mehet {r lees leer _feet kche'a�IrchR 1Nt __lest inch, 'nhaa fen _lest m Nye azy drive rw.-W 7 6'`, 13 No Wet•packr w sW usd7 O Y. M-WO 0 NO How wfatsted) t�twy ❑Knife ❑Torch size of perlwn{on ithhasby-9—inthe Nwryw faew To perforations 10 fen fart (./_t 4 perfornbna 6,17_feet if fe.t Perforations fart fen 1';d1 acres,katallad) ❑Var O No hWtufacurra a name Type Model No. .1-1.—5t.,tic.—Set— fan to—feet u—ter_Slot Nze_Set from__fan to�_,� fart Gtnol pecked? eryw ❑No 511a of Wwd t 3� •—•• Placed from /a feet to Srleae era death Mehow na4 r Net ♦ Plea O PdarAS allq Cl wall MR.ar S.+q p—el re-d ❑f"14 11 SOON aartrte,+•3 0 umbers is ad dodr 10. S.LOCATION OF WELL Work nytedl,/s ems, flnieMd y�/S 77 Sk..h map 1—t{.n mwt agree with written i.catlns N j IL R3RE1fA0 OW WEI Firer Na 314 flab&.-tkna w r a Aataw sTln. .aai. twrl��.M�L—rZl ,,,1,,. __!_. ale— La la__EttA Ir j sew a(rem offlHr) F ad county A A A �► ) .f.n�_ /� - E><.G�'K Se- G .T. L_NfR R. UW USE ADDITIONAL SHEETS IF NECUURV FORWARD THE WHITE WX TOTHE DEPARTMENT I OD r6 a. Geoteehnical Services/Soil Testing 81 Inspection Services SITE Post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC rr�L%L-IVED AUG ?4 1999 odKeuseady Form 238.7 IDAHO DEPARTMENT O�R RESOUItC-;S Inspected by -- T%p_Rg0__ ---- 39u9r WELL DRILLF. I` If aaas 1/4_I/4_—_1/4 b3 °l 1.DRILLING PERMIT NO. 9--o 0.578-000 11.WELL TESTS: Other IDWR No.D0009904 —— --- Pnml Railer Air Fbwin Artesian [b 2.OWNER: 5' THe Name Kelly Fuller Address 2350 W McMillan Rd � —City Meridian State ID Zip 83647 W&W Tamp, lie loin hole tmmp. 3.LOCATION OF WELL by legal description: Wale Quality tat or mumeds: Skach map location ant sgtm with written location Depth rust Water FilcouNerrd 10' N 1t LrMOLOGIC LOU.(D r }Aj-qF abandonment) 'I'wp.M1 North ® or South ❑ Water w E Rge. East ❑ or West N Oaa Frvu To Rrm■rlocl.lt6.l.as,W.1—Q-.ltyt:Te-p. Y N Sec. 26 ��/4 SSW�114 SSE1/4 IU" 0' 2' fillrmtmal l0" 2'In I 4' brown t soil Gov't lot County Ada IV; 4' 7- b mm s clay S 101 6' 10' brown sand k gm'd Lat: Long: to- to, Ig' hman sud dt gravel Address RWell Site 2350 W McMllan 6. P120' man s pave City Meridian 6 30' man sandy ny 6 2 mesa c ey Lt. Iilk. Sub.Name 6" 88' bmwn sand%/clay strips 0 roanc sy% mps 4.USE: " 130 brown Sand N Domestic ❑Municipal ❑Monitor ❑loigation I 132' brown day ❑Thermal ❑Injection ❑Other S.TYPE OF WORK check all that apply (Raplacemmt etc.) 0 New Well❑Modify❑Abandonment❑Other 6.DRILL METHOD N Air Rotary❑Cable❑Mud Rotary❑Other _ FtEeEIVEB 7.SEALING PROCEDURES E 'I. : PACK AMOUNI I ME1I10 hwe'u] Frorn To Sect Q Rwnis llentonile A' IR, is WEsTEM OENON Wes drive sboa used?®Y❑N Slap Depth(s) was drive shoe seal tested?❑Y H N How? '4G - C-8 him Wddcd Thredal ❑ ❑ ❑ ❑ r.. Length of Readpipc 12' Length of Tailpipe Completed Depth: 132 OMeasurablo) 9.PERFORATIONS/SCREENS Dale:Started Cmpletd7/23/99 ❑ Perforatiuns Method ll"sh m 13. )RILLEWS CERTIFICATION t*Saays Sacco Type UWe certify that ell minimum wv:0 comouKtiot standards were Frwr To sa s' ba 1 1)ia 1 c I. ca"+Plied with at the time the rig%as remorod. 120' 130' .U16 5" StS ❑ ❑ SOS Weud.:Illnat4 PumpFirm No.212 Firm Nape- Co- Firm ODLcial Dale 10.STATIC WATER LEVEL OR ARTESIAN Supmisor or Operator Date PRESSURE: (Sym mce it 80paata) 110 below grand Artesian Preserve 16 Depth flow enuarotcred 0. Describe access port or cortns4 Dal.:Dal1N99 Time 5:10 PM deices: 00 l—1 tD hU to d Geotechnicel Services/Soil Test/ng&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC 19-7 01 S a 70)3 3 S Ottioc Use Only rorm 238-7 IDAHO DEPARNMENT OF WATER RESOURCES nsptxicdby,__^Sao- 3195L96 WELL DRILLER'S REPORT p v4_�v4_ee ll4 ILL Loag 1,DRILLING PERMIT NO. 11.WELL TESTS: Other IDWR No.D0019418 ——— rTnt!ir;] m i 2.OWNER: Name Randy Calkins Address P O Box 99 City Meridian Slate ID Zip 83680 Water Temp. Bottom bole temp. i 3.LOCATION OF WELL by legal deseriptlon: Water Quality test Of comments; Sketch Trust,locution muss ag-c with wriunt loadim Depth first Ware,Enaxmtcred 11 N 12.LITHOLOGIC LOG:(Describe rep■in or abudo■mr■1) Twp.4 North or South ❑ w■ter( p1 W E Rge. I East [] or West Bore hum l'a Rroarks:I3lYoloey,Water(2p1lly!('reop. N Sec. 26 SE 1/4 SW 1/4 SE 1/4 ,M-- -tom rm-_, 12 0 2 BROWNTOPSOII. E' 12 2 9 DROWN CLAY Gov't la County ADA 12 9 11 BROWN SAND&GRAVEL Lat: Long__ 10 11 19 BROWN SAND&GRAVEL F. Address of Well Site 2350 McM1LLAN 6 19 28 BROWN SAND&GRAVEL City MERIDIAN 6 28 40 BROWNCI.AY HA n amee ro alad�— 40 ROWNSA D Lt. Blk. Sub.Nano 6 6 68 BRO CLAY 6 68 75 BROWN SAND (DIRTY) 4.USE: 6 7 BO EBSTICKZYCAY ® Domestic ❑Municipal ❑ Maribor ❑ Irrigttlon 6 80 90 TY) ❑ Thermal [I Injection ❑Odwr 6 90 95 5.TYPE OF WORK click all that apply (Repluccmenl cle.) 6 95 112 IRTY) ®New Well❑Modify❑AMndonmem❑O(her 6 112 125 Y 6.DRILL METHOD 6 5 140 BROWN&WHITE SAND 0 Air Rotary❑(able❑Mud Rotary❑Other 7.SEALING PROCEDURES 7R PAC AMOUNIMETHOD ALteriil From To Sarl:sar Pauodo Was drive shoe used?®Y ❑N Shoe Ikplh(s)120 _ Was drive shoe seal tested?❑ Y®N How? asna 1.vrn WaWad Tlreadd ❑ ❑ ❑ ❑ Lengthnt'lleadpipc12'low LeagthofTailpipe Completed Depth' Izy (Measurable) 9.PERFORATIONS/SCREF.NS Corn letol 12 ❑ Perforations Method Nate:StangI n)tt1(J0� N Screens Screen Type lelescooina 13.DRILLER'S CERTIFICATION VWe certify that all minimum well construction stmdards`vac From Tu Ia S- —W Uisrod ALt (' Lmrr canplied with at the time the rig was removed 126 136 .016 5' STSf O d Firm Nam' w uA'Ilion k P�myn Co _ Fimt No.21.2__ i it ❑ ❑ �, z ,�s F'Irm ORicitd�- r+'�`— Date 10.STATIC WATER LEVEL OR ARTESIAN PRESSURE: Supervisor tr Opentor Dole ILL.jxImv ground Artesian Pressure lb (Sign o■ce irFirm Otrtrisl k oper"W) Depth flow encountered_ R. Describe acros"or oontrO devices: Dste:212IN2 Ti=352 PM NOTHING FOLLOWS to M m a Geotechnical Services/Soil Testing 8r inspection Services