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PZ - Geotechnical Report Post Office Box 190537 - Boise,Idaho 83719 SITE SIT site.consulting.idaho@gmaii.com - 208-440-6276 LZCONSUTIr Mr. Matt Schultz February 28, 2021 Schultz Development Page 1 of 16 File#21823-A Post Office Box 1115 Meridian, Idaho 83680 Re: Geotechnical Recommendation Report Proposed Development— Prevail North 5150 South Meridian Road Meridian, Idaho Matt: On January 29, 2021, SITE personnel observed the excavation of five test pits on the referenced property for this client. Four of the five test pits were excavated on parcel S-1131223510 and one test pit was excavated on parcel S-1131223550 located in the southeast corner of the property. Both parcels share the provided address of 5150 South Meridian Road. This address and parcel numbers were confirmed on the Ada County Assessor's website. Based upon our onsite research and testing this project is feasible. Recommendations for completing this project are included herein. We look forward to assisting with your geotechnical needs as this project proceeds to construction. Should you have any questions or require additional information, please contact our office at your convenience. Respectfully submitted; Bob J. Arnold, PE SITE Cons . LLC a � r OF b bA C6 oeotechnica/Services/soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 NSULTING, LL INVESTIGATION & RESEARCH General At the time of our field investigation, the site was firm and stable allowing complete access with the backhoe and drilling equipment. Access was gained from Meridian Road. Prior to excavation, a review of historical aerial photos, available on Google Earth, reveal that this undeveloped parcel has been sitting unused for a number of years. Historical photos indicate that buildings were present in both ends of the property in the early 2000's and that extensive fill has been imported and end dumped on the property since the structure were demolished. This engineer previously excavated test pits though the onsite fill. While the imported material generally acceptable for use as fill, there was minor debris present and the fill was poorly compacted. Existing Conditions During our January 29, 2021 site exploration, SITE observed the excavation of five test pits. In general, in the non-filled areas, surface soils consist of a shallow rootzone, 2-4 inches thick, that is present in a silty sand or low-plastic sandy silt or sandy lean clay with gravel. In TP1, sandy lean clay sat atop a silty sand with gravel that extended from five to thirteen feet at the bottom of the test pit. TP2 was observed to be a silty sand with gravel the entire depth of our thirteen feet deep test pit. In TP3, a non-plastic sandy silt sat atop silty sand with gravel that extended to the bottom of the test pit at fourteen feet depth. Both TP4 and TP5 consist of a silty sand that extends through the thirteen and fourteen-foot depth of our test pits. No groundwater was encountered in any of our test pits. See the test pit log for specific layer thickness's, depths, and laboratory test results. 101 3 2016 Aerial photo showing stockpiles of fill in west end and along south property boundary. N an o. Geoteclwica/Services/Soil Testing&Inspection Services ZCOLNSULTING, Post Office Box 190537 - Boise, Idaho 83719 ITE site.consulting.idaho@gmaii.com - 208-440-6276 LL Groundwater Research Two well logs for adjacent or nearby properties were selected from the IDWR website and are included in the Appendix. These wells are located on adjacent parcels, one to the north and one to the south of the proposed development. The well logs indicate a static groundwater elevation of between 120 and 125 feet below the ground surface. Therefore, groundwater will not impact or be impacted by the planned development. Geologic Mapping The shown map was cut from, "Geologic Map of the Boise Valley..." by Othburg and Stanford- 1992. Meridian Road is on the right, and Amity and Lake Hazel Roads are at the top and bottom. This geologic refenced does not show the Indian Creek Basalt Flow (purple) extending north to the subject property. � I a Geotechnical Services/Soil Testing&/nspectron services S SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 L I c ., LL RECOMMENDATIONS Site Work Grubbing depths of up to 2 to 4 inches can be anticipated to remove most organic materials. Roots may exist as deep as 1.5 feet below the ground surface where large trees and ditches are or were located. Therefore, stripping depth is to be adjusted in the field at the time of construction. The onsite fill needs to be evaluated after cuts and fills are identified by the project civil engineer. If fills deeper than three feet remain after planned site work, it is recommended that the fill be tested by either test pits and inplace compaction testing or a geotechnical drill rig. Fills found to be low density are to be cut to a compactable depth and then recompacted to the requirement included herein for structural fill. Any encountered debris such as concrete, HMA pavement, wood, etc. is to be removed from the site. Excavations caused by grubbing of ditches or over excavation of loose fill, soft, or wet areas are to be backfilled with structural fill. All soils present in the test pits can be used as structural fill on building lots and within right of ways. If encountered, blending clay surface soils with onsite non-plastic soils, or imported sand and gravels will improve surface drainage. Compaction of any fill placed within building pads or right of ways must exceed 95% of the maximum dry density as determined by Standard Proctor testing. It should be anticipated that the Meridian City Engineering and I or Building Department will request these test results prior to or at the time of home construction. Structural fill must pass compaction testing and visual inspection for stability. Fill that passes compaction but is observed to rut or deflect under construction traffic is to be rejected. One test per lot per lift of fill is recommended. Storm Water It is recommended that storm runoff be directed away from all open excavations and not be allowed to puddle on subgrade soils. Based upon historical performance on the project to the south, SITE recommends a maximum percolation rate of P=4 inches per hour and a drain time of twelve hours for design. ACHD will require confirmation at the time of construction. d~ bz a Geoteclywcal Services/soil Testing&Inspection services SITE:Z S Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 ULTIr CONSULTING, LLC Pavement Sections A sample of the near surface clayey silt sand overburden soil was gathered and was sent to a specialty soil lab for R-Value Testing. Results from Pavement Engineering Inc. are attached and indicate an R-Value of R>20 was obtained on the submitted sample. Based upon this value, and a traffic Index of TI=6 for residential streets, a pavement section has been calculated by the ACHD method. All materials and methods used in the construction of streets and sidewalks are to comply with ITD &ACHD requirements. Street Type Residential (TI=6) HIVIA 2.5 %" Base 4.0 Subbase 10.0 It is noted that ITD or ACHD may require a specific design with onsite samples for improvements to Meridian Road. The assumed R-Value is to be confirmed with the jurisdictional agency. Residential Foundation System The proposed single-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. Foundation drains are not required in this development. Foundations outside crawlspaces are to be sealed with spray or brush on foundation mastic. Basements are not allowed without additional engineering to address bedrock concerns. 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. 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. Slab on grade floors, sidewalks and pavements should be placed atop a mat of at least 0.5 feet of granular structural fill materials. Mat material should all pass a 314-inch sieve and should contain less than twelve percent passing the # 200 sieve. The mat shall be compacted to the requirement for structural fill. a Geoteclywcal Services/Soil Testing&Inspection services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmaii.com - 208-440-6276 Z N LTI r LLB Inspection & Testing A qualified engineer or his representative should monitor fill placement to ensure the work is performed in accordance with these recommendations. Testing should be performed in accordance with ASTM Test Methods D3017-88 and D2922-91 (nuclear densometer). For mass filling, field nuclear moisture - density testing shall be performed on each lift of compacted fill on each filled lot. Trench backfill and right of ways are to be tested to ACHD / 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. 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 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. Appendix Follows APPENDIX Aerial Photo (Test Pit Locations) Test Pit Logs (5) bL M a Geotechnica/Services/soil Testing&Inspection services SSITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmaii.com - 208-440-6276 o LTIr Groundwater Data Soil Log Legend / Abbreviations and Acronyms R-Value Report Pavement Section Adjacent Property Well Logs a Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise,Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 0SLTId LL AERIAL PHOTO With Test Pit Locations 44 s Preva North 4 -WL7 O YP-5 . O TR-3 from Google Earth and hand-held GPS Co tDz Ct Geotechnical Services/Soil Testing&Inspection Services Post Office Box 190537 - Boise, Idaho 83719 SITE: ZCO/ SI site.consulting.idaho@gmail.com - 208-440-6276 ULTIt fNSULTING, LLC TEST PIT LOG Test Pit: TP-1 File#: 21823 Client: Schultz Development Date Excavated: 1129/21 Project: Prevail North Excavated By: Wood Brothers Location: See Aerial Photo Logged By: J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION (feet) 1/2" 1 3/8" 1 #4 1 #10 1 #40 1 # #200 %M LL PI 100 0.0-1.0 Brown,Moist,Firm,Sand&Silt With Root Zone/Organic Layer 6-8" 1.0-5.0 Brown, Moist,Firm,Blocky,SANDY LEAN CLAY WITH GRAVEL CL 3.0 100 1 95.4 1 91.6 1 89.2 1 83.8 1 78.5 65.4 57.4 50.6 17.4 32 9 5.0-8.0 Tan,Moist,Firm,SILTY SAND WITH GRAVEL SM 6.0 100 92.5 91.0 88.8 84.2 78.2 58.9 49.3 42.5 21.0 NP NP 8.0-13.0 Brown/Tan,Moist,Firm,Blocky,SILTY SAND WITH GRAVEL SM) 9.0 100 95.41 91.6 1 75.8 67.2 5&3 1 43.3 1 33.7 29.0 18.4 1 NP I NP Bottom of Excavation @ 13.0 13.0 No Ground Water Encountered No Monitoring Well in Place TEST PIT LOG Test Pit: TP-2 File#: 21823 Client: Schultz Development Date Excavated: 1/29/21 Project: Prevail North Excavated By: Wood Brothers Location: See Aerial Photo Logged By: 1 J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION (feet) 1.0 1 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 %M LL El 0.0-1.0 1 BrownlRed,Moist,Firm,Sand&Silt With Root Zone/Organic Layer 6-8" 1.0-7.0 Tan,Moist,Firm,SILTY SAND WITH GRAVEL(SM 4.0 100 1 97.5 1 88.4 1 77.0 1 65.3 42.1 30.5 25.1 14.6 NP NP 7.0-13.0 Brown/Tan,Moist,Firm,Sand,Gravel,Silt Bottom of Excavation @ 13.0 13.0 No Ground Water Encountered No Monitoring Well in Place v nn o, Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmaii.com - 208-440-6276 ON ULT . TEST PIT LOG Test Pit: TP-3 File#: 21823 Client: Schultz Development Date Excavated: 1/29121 Project: Prevail North Excavated By: Wood Brothers Location: See Aerial Photo Logged By: J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION (feet) 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 1 #40 #100 #200 %M LL PI 0.0-1.0 Brown, Moist, Firm,Sand&Silt With Root Zone/Organic Layer 6-8" 1.0-7.0 Brown/Tan,Moist,Firm,Trace Gravel,SANDY SILT(ML) 4.0 100 1 96.7 33.3 1 88.6 75.0 66.3 59.1 13.9 39 11 7.0-14.0 Tan,Moist,Firm,SILTY SAND WITH GRAVEL(SM) 10.0 - 100 97.5 88.4 77.0 65.3 42.1 30.5 25.1 14.6 NP NP Bottom of Excavation @ 14.0 14.0 No Ground Water Encountered No Monitoring Well in Place TEST PIT LOG Test Pit: TP-4 File#: 21823 Client: Schultz Development Date Excavated: 1/29/21 Project: Prevail North Excavated By: Wood Brothers Location: See Aerial Photo Logged By: i J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 3/4" 1 1/2" 1 3/8" 1 #4 1 110 1 #40 1 #100 #200 %M LL PI 0.0-1.0 Brown,Moist,Firm,Sand&Silt With Root Zone/Organic Layer 6-8" 1.0-6.0 Brown/Tan,Moist,Firm,Trace Gravel,SILTY SAND SM 4.0 - - 100 98.6 95.4 92.0 79.6 59.5 39.4 21.2 NP NP 6.0-8.0 Brown/Tan,Moist,SILTY SAND(SM 7.0 - I - 1 100 1 98.9 1 97.9 96.6 69.3 27.0 17.2 t 8.6 NP NP 8.0-14.0 Brown/Tan,Moist,Firm,Blocky,SILTY SAND(SM 10.0 100 1 98.3 1 96.9 1 96.0 1 95.2 78.9 49.8 39.2 17.5 NP NP Bottom of Excavation @ 13.0 13.0 No Ground Water Encountered No Monitoring Well in Place b an ro o.. Geotechnica/Services/Soil Testing&Inspection Services Post Office Box 190537 - Boise, Idaho 83719 SITE SI site.consulting.idaho@gmail.com - 208-440-6276 CON ULT . TEST PIT LOG Test Pit: TP-5 File#: 21823 Client: Schultz Development Date Excavated: 1/29121 Project: Prevail North Excavated By: Wood Brothers Location: See Aerial Photo Logged By: J. Meusch, PM -SITE DEPTH SOILS DESCRIPTION (feet) 1.0" 3/4" 1 1/2" 3/8" 1 #4 #10 #40 #100 #200 %M LL PI 0.0-1.0 Brown,Moist,Firm,Sand&,Silt With Root Zone/Or anic Layer 6-8" 1.0-7.0 Tan,Moist,Firm,SILTY SAND(SM) "RV" 2.0 - - - 100 90.2 78.2 53.7 41.9 36.4 22.2 NP NP 7.0-14.0 Brown/Tan,Moist, Firm,Blocky,Sand,Gravel,Silt Bottom of Excavation @ 14.0 14.0 No Ground Water Encountered No Monitoring Well in Place r-1 m M w Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 ULTIr Z/CONSULTING.. LLC SOIL LOG LEGEND UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES MAJOR DIVISIONS [::I TYPICAL DESCRIPTIONS GW Well-graded gravel,gravel-sand mixture,little or no fines. GRAVEL& 5%-#200 GP Poorly-graded gravel,gravel sand mixture, little or no fines GRAVELLY SOILS 5-12%4200 GM Silty gravel,gravel-sand-silt mixtures <50%-#4 COARSE >12%-#200 GC Clayey gravel,gravel-sand-clay mixtures GRAINED SOILS F711 Well-graded sand,gravelly sand,little or no fines. <50%-#200 SAND& SP Poorly-graded sand,gravelly sand, little or no fines SANDY SOILS Si SM lty sand,sand-silt mixtures >50%-#4 SC Clayey sand,sand-clay mixtures Inorganic silt and very fine sand, rock flour,silty or clayey fine sand Ell SILTS& INORGANIC or clayey silt with slight plasticity CLAYS CL Lean clay-low to medium plasticity,gravelly,sandy,or silty clay FINE LL<50% GRAINED ORGANIC OL Organic silt and organic silty clay of low plasticity SOILS MH Elastic >50% silt,micaceous or diatomaceous fine sand or silty soil. -#200 SILTS& INORGANIC CLAYS Ell Fat clay-high plasticity LL>50% ORGANIC OH Organic clay-med.or high plasticity:organic silt HIGHLY ORGANIC SOILS PT Peat,humus,swamp soil with high organic content ABBREVIATIONS AND ACRONYMS ASTM American Society for Testing and Materials IBC International Building Code ISPWC Idaho Standard for Public Works Construction ITD Idaho Transportation Department NP Non-Plastic PCC Portland Cement Concrete TP Test Pit USCS Unified Soil Classification System pcf Pounds er Cubic Foot sf Pounds per Square Foot tsf Tons per Square Foot sf/f Pounds per Square Foot/ Foot N a Geotechnica/Services/SO#Testing&Inspection Services LC SITEPost Office Box 190537 - Boise, Idaho 83719 SITE �e i site.consulting.idaho@gmail.com - 208-440-6276 L1 r L Pavement Engineering Inc. X - tam,Sao LDS a W RESISTANCE(f§VALUE TEST A TM D Laboratory Ides.: 1-21017 Project No.: 210021 Sample Bate: Feltuar+ 12,2021 Refit late: Fei r M 1f.2i}21 Client: site g2muninci#Lim Project Name: 2021 LapgLatorI 3 estine Sample cription. Brawn C Sand-with Gravel Sample Location: #21823 Prevail North,TP-5 Q Z 100 0 80 70 ts5 0 ° — — 0 40 30 20 1 0 Exudation Pressure P'S.I.) Resistance Veins Test —300 Pa _j_ ^ . i�No. 1 2 3 Moishwe Merit('1 4 19.8 1&0 t73 D Density(�) _ Too 1 151.6 102.7 Resistance Value R) 12 32 57 Exudation Pressure(PSI) 143 276 470 F sion Pressure 13 52 i31 Receried Iftstu e Content "' $ 19.E RESISTANCE VALUE AT 300 P.S.I. 36 Reed By, Brame a€aP s, Materials Engineer M t--1 o. Geotechnica/Services/Soil Testing&Inspection Services ZI STE Post Office Box 190537 - Boise, Idaho 83719 /C site.consulting.idaho@gmail.com - 208-440-6276 0 LTIt DESIGN SECTION CALCULATIONS ( R Value Method) Project: Prevail North File No.: 21823 Meridian Road -Meridian, Idaho Calc By: B Arnold Client: Schultz Date: 02/28/21 Design Thickness Equation: T =0.0032 (TI)(100-11)(12)=GE (inches) T= Design Thickness TI = Traffic Index= 6 By Agency GE = Gravel Equivalent R = R-Value= 20 By Soils Test GE= 18.9Inches HMA,3/4" Base and Aggregate Subbase Actual Thickness Equivalent Thickness HMA Thickness= 2.5 Inches HMA= 5.0 Inches 3/4" Base Thickness = 4.0 Inches RBE= 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE-HMA-RBE SB= 9.5 Inches CALCULATED DESIGN SECTION HMA= 2.5 inches 3/4" Base= 4.0 inches Subbase= 10.0 inches RECOMMENDED DESIGN SECTION HMA = 2.5 inches 3/4" BASE = 4.0 inches SUBBASE = 10.0 inches SITE uses a maximum R-Value of 20 for Designs Itt bD Geotechnica/Services/Soil Testing&Inspection services Post Office Box 190537 - Boise, Idaho 83719 SITE site.consulting.idaho@gmail.com - 208-440-6276 z/CONSULTING., LL ADJACENT PROPERTY WELL LOGS Office Use Only F IDAHO DEPARTMENT OF WATER RESOURCES well ID Nc 83(O 6f02 WELL DRILLER'S REPORT Inspected by _._,. .__ #' 1. WELLTAGNO D e+ L 4ar (�1t4 114 114 DRtLu tG PERMIT N4 12 WELL TESTS: Let. Long: 'claw Flight or luj=utn We tin Lg Pump is Ba_itRr r Ebarir.�A2es`ratt- 2, OWNER: Yee Na ff(f Ain reu�armm. 7rxan egirn*Fam F Ff 3cft.me a T cdryC.tCE i�f Ste T ft j Wata°Temp BfXtomf aetemp _ 3 LOCATION OF WELL by legal descripllonr water Quality test or wnllmsl`&,�j YOU Met rwde address or L w Elk or Difeemns to rra1. ,. Trrp. N.1 a $Guth i €Iepth tom water E ,crier age w East's a vast L 13 LITHOLOGIGL.OG:(Descrtherapalmoraban€ionment) water €;n tta #ld tea. rt T. Re rsar#s:t If agly kYaws c]ua S tMnr�air R Y N c ,;t Lot Ctunrif.� y. Lat. Lo - Ac4!ee"of well site eltE suer Nart R 4. s� VT tfGt. mestic i ENunnpxt Saw c, itGOR �T1t� t . S TYPE OF WORK¢heck atl that apply fReo"rwq eto} dit d ear:"re;t : ht4cGi{ EAbadmuent 04t€Rf 6 RILL METHC1[X: .44 Rataay :cable i NW Rotay 'i ttr __ .. .�Lrl. 7. SEALING PROCEDURES ; fteP1 ..wow '—t f -,'.. G s 4"las drva shas uss2� �N Sl�,ae Dapt:�sp 1 _ --- Vmr1dmaesive seal tested? DY ON Haw? (a. CASINGILINERa % CW # rta.'t�toi -# i;nas 4+ha'dotl tficea44 La a 0 a [ 0 0 3 0 I� _ watERRr=sas€RGEs iengtkrofFl�idp '000e0TaXPpe tL 4 t maker v E N Tea c 9, PERFORATIONSfSCREENS PACKER TYPE Park 2PAn htRthad �. 4t7R REa�i}ttkES Ecretm type; ivieihod of InsiaitaURn� w..._,Q. -—— a sae �a np;x-ueF o�-»,rr' a�rxea+at Cvtni � �—= I p I x ©ate Staaed J}f !QQ Coe pfeted t� .t O 14 DRILLER`SCERTIFICATION M FILTER PACT( bWe m!q that all minimum well constrwWa slandc2rrls wV0 M10W will,at the wa rtwm a -%Nw5a� linw ft 69 was r—ma ILI Firm No 11.STATIC WATER LEVEL OR ARTESIAN PRESSURE: I'n '_. D.. 6 54.belax ground Masan Pressure _1t} aa�f aepta 4'hri4'RnG9UnterRd._g„_m.ik Da3G't;7a acwss gat 4t cgnirUl�:�_ Meter Optratc. F/ Data. 7 P[J.'w,at DaVer aid Rig Opetalmt Rsquared< Owalet I n have sgnalum of DrilmmOpentow it FORWARD WHITE COPY TO WATER RESOURCES Ln bA Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmaii.com - 208-440-6276 LTIN ULTIt Z"t- ONSUG., LLC 190 F�Xm 11/97 JGF A IDAHO DEPARTMENT OF WATER RESOURCES WELL DRILLERS REPORT kv T�w_.Rp sw I WELL TAG NO. D 0029SU 114 DRUIN5 PERMIT NO, It WELL TESTS: ---------I Other IDWR Na. i-p' qpk%. Ak 75 250 Ad*—074 FAWWW AYA---- COY MAN,10 ZIP 83*C- 3.LOCATION OF WELL by legal description; WaterStytestar 142— 17-LITHOLOGICLOG. (ve*—mpax&oratonom-ftt) "Rob ik or sooh .1 21 S.# its R40, EDO we, © p 114 114 If* 8i 2 o w f Pan on q fav& Jim l­i — a - ----- _A 00VI Lot C fAY AOA- tw Lom� _Zo' AWN& Addm�of Wes site Sand and C ve 6 _55 6 pflvm q§nL_ City _0-_,-654 142 8townSand and=S Lt. Sk Y. 6 142! tpwn USE: 5 Clay 4. rgoo'nmk OTh"mal 11noebon X _A--2m AnCtpy, S.TYPE OF WORK- bw.*a no op* oup4oamt 4404 258 Brown and Wh�SW_ f)(NOWWO1 ---Mo* OAbmi0mmwd UOftr 6.DRILL METHOD: 7.SEALING PROCEDURES. S"WAWFOok AA10111T a W"400 P­ T. Was drtva%boo U100 XY On Shea DOWK.)254_ 7_7 Wo,ldn"ths ,WWWOV[KY ON How? S.CASINGILINER; I 0 'Tb F� T, uw wokw Tooqew 6� + LAI 0 tXj 0 tu 0 0 Law&of Twvpo 9.PERFORATtONSISCREENS- Nt MAN011 S..WfW_0 jAhnson rim i To 'SWSao auft-wW uvb�ft Calms __L�_ DW Swm&22aK3__ C'0�fia5rA=_ 250 S_1_q X` D 13.DRILLER'S CERTIFICATION- Meow*tWia rrth+finem well=WMMON,etalchudy..snlssi compkad xYRh W - -------- ft*W ft rig was remmw, COMP.WNiRM Try g"MYatWRrjKft_FkmNo 5W_ Ilk STATIC WATER LEVEL OR ARTESIAN PRESSURE: M Mow DOe 7)W2QQL a WmWumWW Attes�mpressurw $. F,FW FORWAROWN(W WFYTOWATER RESOURCES Nothing follows. Geotechnical Services ISoil Testing&Inspection Services