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PZ - Geotechnical ReportSITE CONSULTING, LLC Laren Bailey Conger Management Group 4824 West Fairview Avenue Boise, Idaho 83706 Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 Re: Geotechnical Recommendation Report Delano Subdivision 2800 East Jasmine Lane Meridian, Idaho January 18, 2019 Page 1 of 19 File 19077-A Laren: As per your authorization, on May 3 & 8, 2018, SITE personnel logged and sampled seven test pits at your proposed Delano Lane Subdivision development on Jasmine Lane, west of Eagle Road. It is assumed, based upon the provided Conceptual Plan, that the proposed subdivision will include ACHD right of ways and approximately 125 lots for single-family residences. Landprodata.com indicates that part of the property is in Meridian and part in Boise. The test pits were excavated on a property consisting of three tax parcels. The following tax parcel number, address, and acreage was located for the property on the Ada County Assessor's website. Parcel Tax ID Number Address Acreage 1 S0532427810 2800 East Jasmine Lane - Meridian 5.0 2 S0532417410 2800 East Jasmine Lane - Meridian 5.2 3 R4582530300 14120 West Jasmine Lane - Boise 5.0 TOTAL ACRES 15.2 Based upon our research, observations, and laboratory test results, the site is acceptable for the proposed residential subdivision development. Recommendations for construction are included herein. We appreciate this opportunity to be of service. When appropriate, we would like to discuss continuing our role as geotechnical consultant during construction. Please contact our office if additional information or services are required. Respectfully submitted, Bob J. Arnold, PE SITE Consulting, LLC J. Aa� Geotechnical Services / Sall Testing & /nspectlon Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC INVESTIGATION On May 3 & 8, 2018, SITE observed the excavation of seven test pits at locations intended to provide full coverage of the subject property. Test pit logs and an aerial photo with test pit locations are included in the Appendix. In general, near surface soils consist of a lean clay or sandy lean clay with a few areas sandy silt. This layer varies from 2 to 5 feet deep and is typically atop a weakly cemented sand / silt, layer that may contain a small percentage of gravel. This cemented layer varies in thickness and is not continuous across the site. Sand and gravel were contacted at an average depth of five feet. These materials are free draining and contain cobble and even boulders below seven feet deep. The native pitrun material is silty at contact but quickly grades to clean, free-flowing sand and gravel with cobble and boulders. Percolation rates in the sand and gravel materials below eight feet deep will exceed the industry design limit of 8 in / hr. These materials extend to greater depths than our 13-14 feet test pits. No groundwater was encountered at the time of excavation. Since groundwater was not encountered, additional research was performed searching for well logs within the section where the subject property is located. Well logs for Section 32, township 4 north, range 1 east were reviewed on the IDWR website. Four wells with addresses were identified within one quarter mile of the subject property. These wells generally surround the property and indicate the static groundwater is 20- 35 feet below grade. Therefore, groundwater should not adversely impact or be impacted by the construction of a residential subdivision. W Geotechnical ServIceS / So1I Testing & Inspect/on Serv/ces SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmaii.com - 208-440-6276 CONSULTING, LLC RECOMMENDATIONS Site Work Grubbing depths of up to 4 to 8 inches can be anticipated to remove most organic materials. Roots may exist as deep as two 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. It is assumed that the existing homes will be demolished. After demolition, inspection is to confirm the removal of all foundation and slab on grade concrete. Any encountered septic tanks and wells are to be abandoned as per IDWR and IDEA requirements. Excavations caused by demolition, grubbing of ditches, or over excavation of soft or wet areas are to be backfilled with structural fill. All subgrade soils present in the test pits can be used as structural fill on building lots and within right of ways. Blending clay surface soils with onsite 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 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 Pavement Sections A sample of the near surface sandy clay was gathered and sent to a specialty soil lab for R -Value Testing. Results from Pavement Engineering Inc are attached and indicate an R -Value greater than R=20 was obtained on the submitted sample. Based upon this value, and a traffic Index of TI=6, a pavement section of 2.5" / 4.0" /10.0" is recommended for all subdivision interior streets. All materials and methods used in the construction of streets and sidewalks are to comply with ACHD and ISPWC requirements. It is noted that SITE uses R=20 as a maximum R -Value for pavement design within residential subdivisions. U, w Geotechnical Services / Soll Testing & Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CC#NSULTING, LLC 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. 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 six inches of granular structural fill materials. This depth is to increase to one foot when concrete is to be placed over clay soil. This is required to prevent seasonal heaving of sidewalks, patios, and driveways. 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. Storm Water It is recommended that storm runoff be directed away from all open excavations and not be allowed to puddle on subgrade soils. As indicated, SITE recommends a design percolation rate of P=8 inches/hour with a drain time of less than 24 hours in the deep onsite pitrun materials present at seven feet below the ground surface. This is to be confirmed at the time of construction. 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 for every 5000 square feet of surface area. Trench backfill and right of ways are to be tested to ACRD / 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. Geotechnical Services / Soll Testing & Inspectlon Services SITE CONSULTING, LLC General Comments Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 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 Geotechnlca/Sery/ces /So// rosang & /nspectlon Sery/ces W, SITE CONSULTING, LLC Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmaii.com - 208-440-6276 APPENDIX Conceptual Plan Aerial Photo with Test Pit Location Test Pits Logs (7) Soil Log Legend / Abbreviations and Acronyms Adjacent Well Logs (6) Pavement Section Calc Sheets R -Value Report FIE GeotechnicaiSerVices / Soil Testing & inspeotlon Services ZSITEI T C Post Office Box 190537 - Boise, Idaho 83719 G site.consulting.idaho@gmail.com - 208-440-6276 SULTING, LLC Conceptual Plan L i3 70 31 3t 37 14 3S 31 �' 3) i3 ]9 78 R19 00 61 E1 d 83 / 50 zp- 69 70 S2 I a6 S3 67 22 96 .] 66 77 AI / �a° LS 7J I dS 23 I *10 67__lar Ip• 9D 112 11: ItT 115 I11 �[� Ipp' 11: � 110 113 116 "aef7siww•.-. 1 h IL,3I IA I) IL IS 1: IS f2 11 10 9 S 1� 5 ° III 9i 95 35 37 93 08 ICJ IUI 10: 103 IU: 105IIOt 10) iJ' U71 2 Supplied by Client Geotechnica/Services / Soil Testing & Inspection Serv/ces Z S ITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.Idaho@gmail.com - 208-440-6276 SULTING, LLC Google Earth Aerial Photo Google Earth with GPS locations by SITE Geotechn/ca/ Services / Sail Testing & /nspecUon 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 #: 19077-A Client: Conger Date Excavated: 513118 Project: Delano Subdivision Excavated By: Top Grade Excavation Location: N 43 38 27.78 W 116 2138.91 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 PI 0.0-1.0 Brown, Moist, Firm, Sandy, Clay With rootzone / organic layer to 6-8" 1.0-3.0 Brown, Moist, Firm Stick SandX, LEAN CLAY CL CLAY CL R -Value R=27 2.0 1 1 1 1 1 100 86 67 51.0 16.8 31 13 3.0-5.0 Tan, Moist, Finn ilty, Sand and Gravel 4.0 1 100 i 92 1 83 1 62 1 41 19 12 9.1 15.5 NP NP 5.0-14.0 Pitrun Type Sand & Gravel with cobble 14.0 Bottom of Excavation No Groundwater Encountered Sloughing Soil prevented deeper reach Monitorinq Well installed TEST PIT LOG Test Pit: TP -2 File #: 19077-A Client: Conger Date Excavated: 513/18 Project: Delano Subdivision Excavated By: Top Grade Excavation Location: N 43 38 23.12 W 116 2136.23 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 3/4"1 1/2" 1 3/8" 1 #4 #10 1 #40 1 #100 1 #200 %M LL PI 0.0-1.0 Brown, Moist, Firm, Sandy, Clay With rootzone / organic layer to 6-8" 1.0-4.0 Tan to Brown, D;X to Moist Firm, Sandy,LEAN CLAY CL R -Value R=27 2.0 1 1 1 100 1 99 1 97 1 95 1 94 1 89.9 17.1 26 9 4.0-5.0 Tan Moist, Firm, Cemented Silty, Sand 5.0-13.0 Pitrun Type Sand & Gravel with cobble 13.0 Bottom of Excavation No Groundwater Encountered Sloughing Soil prevented deeper reach rd a) bb CU a Geotechnical Services / So// Testing & /nspectlon 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 -3 File #: 19077-A Client: Conger Date Excavated: 513118 Project: Delano Subdivision Excavated By: Top Grade Excavation Location: N 43 38 26.60 W 116 2136.97 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 314" 7-r-1-127-1-3/8" 1 #4 #10 #40 #100 #200 %M LL PI 0.0-1.0 Tan, Moist, Firm, Sand & Gravel 1.0-5.0 Brown Moist, Firm, LEAN CLAY CL 3.0 3.0 1 1 1 1 100 99 98 91.1 11.1 25 7 5.0-8.0 Tan to Brown Moist, Firm Silty, Sand and Gravel 7.0 1 100 1 92 1 85 1 52 1 33 16 11 7.5 18.5 NP NP 8.0-13.0 Pitrun Type Sand & Gravel with cobble 14.0 13.0 Bottom of Excavation No Groundwater Encountered Sloughing Soil prevented deeper reach TEST PIT LOG Test Pit: TP -4 File #: 19077-A Client: Conger Date Excavated: 513118 Project: Delano Subdivision Excavated By: Top Grade Excavation Location: N 43 38 26.31 W 116 2131.34 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 3/4" 1 1/2" 1 3/8" 1 # 4 # 10 1 # 40 # 100 #200 %M LL PI 0.0-1.0 Brown, Moist, Firm, Sandy, Clay With rootzone / organic layer to 6-8" 1.0-4.0 Tan to Brown, Moist Firm Silty, Sand SM with Gravel 3.0 1 1 1 100 1 86 64 42 31 22.9 22.5 NP NP 4.0-7.0 Tan, Moist Firm Clayey, Sand & Gravel 6.0 100 911 79 1 58 1 35 26 17 18 8.0 18.7 NP NP 7.0-14.0 Tan, Moist, Pitrun Type Sand & Gravel with cobble 14.0 Bottom of Excavation No Groundwater Encountered Sloughing Soil prevented deeper reach ao M C14 Geotechn/ca/Services / Soll Testing & /nspecdon Serv/ces S 1 T E Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208440-6276 /CONSUULTING, LLC TEST PIT LOG Test Pit: TP -5 File #: 19077-A Client: Conger Date Excavated: 513118 Project: Delano Subdivision Excavated By: Top Grade Excavation Location: N 43 38 23.23 W 116 2132.21 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 3/4"1 112" 1 3/8" 1 #4 #10 # 40 # 100 #200 1 %M I LL I PI 0.0-1.0 Brown, Moist, Firm, Clayey, Sand With rootzone / organic layer to 6-8" 1.0-5.0 Brown Moist Firm, Sandg, SILT ML 3.0 1 1 100 99 93 76 63 52.31 19.0 1 NP I NP 5.0-8.0 Tan to Brown, Moist, Firm Silty, Sand and Gravel 6.0 100 94 T82 64 1 48 1 35 2214 9.0 1 14.0 1 NP I NP 8.0-14.0 Tan & Brown Moist Firm, Pitrun Type Sand & Gravel with cobble 14.0 Bottom of Excavation No Groundwater Encountered Sloughing Soil prevented deeper reach TEST PIT LOG Test Pit: TP -6 File #: 19077-A Client: Conger Date Excavated: 513118 Project: Delano Subdivision Excavated By: Top Grade Excavation Location: N 43 38 23.33 W 116 2160.56 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 170 3/4" 1 1/2" 1 318" 1 #4 #10 #40 #100 1 #200 1 %M I LL PI 0.0-1.0 Brown, Moist, Firm, Sandy, Clay With rootzone I organic layer to 6-8" 1.0-2.0 Brown, Moist, Finn Blocky, Clayey,Sand 2.0-5.0 Brown to Tan, Moist, Firm Silty, Sand & Gravel 5.0-14.0 Tan & Brown Moist Pitrun Type Sand & Gravel with cobble 14.0 Bottom of Excavation No Groundwater Encountered Sloughing Soil prevented deeper reach 0) to M o., Geoteohnloel Services / Sol/ Testing & /nspectlon Services Z SITESULTING, LLC Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 N TEST PIT LOG Test Pit: TP -7 File #: 19077-A Client: Conger Date Excavated: 513118 Project: Delano Subdivision Excavated By: Top Grade Excavation Location: N 43 38 23.42 W 116 2134.62 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 3/4" 1 1/2" 1 3/8" 1 #4 #10 #40 #100 #200 1 %M I LL I PI 0.0-1.0 Brown, Moist, Finn, Sandy, Clay With rootzone / organic layer to 6-8" 1.0-2.0 Brown, Moist Firm Cla e , Sand 2.0-4.0 Brown to Tan Molst Cemented Firm Sand & Gravel 3.0 100 1 921 86 1 61 47 28 18 1 14.2 1 NP I NP 4.0-13.0 Tan, Moist Pitrun Type Sand & Gravel 13.0 Bottom of Excavation No Groundwater Encountered Sloughing Soil revented dee er reach Geotechnical Services / Sofl Testing & Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.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 GRAINED SOILS < 50% - #200 GRAVEL & GRAVELLY SOILS <50% - #4 < 5% - #200 GW well—graded gravel, ravel -sand mixture, little or no fines. GP Poor) - raded gravel, gravel sand mixture little or no fines 5-12% #200 >12% - #200 GM Siltyravel, ravel -sand -silt mixtures GC Clayey ravel, gravel-sand-claymixtures SAND & SANDY SOILS#200 > 50% -#4 < 5% - #200 SW Weil -graded sand, gravelly sand, little or no fines. SP Poorl raded sand, gravelly sand, little or no fines �� SM Silt sand, sand -silt mixtures SC clayey sand sand -clay mixtures FINE GRAINED SOILS SILTS & CLAYS INORGANIC ML Inorganic sift and very fine sand, rock flour, silty or clayey fine sand or clayey silt with slight plasticity CL Lean clay -low to medium plasticity, gravelly, sandy, or silty clay I ORGANIC --jr-0711 Organic silt and organic silty clay of low plasticity SILTS & CLAYS LL ?1-50% INORGANIC MH Elastic silt, micaceous or diatomaceous fine sand or silty soil. r—C-H-1 I Fat clay - hi hlastici ORGANIC NP -11 organic cia -med. or high plasticity: organic silt HIGHLY ORGANIC SOILS PT Peat humus, s;Tamp 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 cf Pounds per Cubic Foot sf Pounds per Square Foot tsf Tons per Square Foot sf/f Pounds per Square Foot / Foot Q) tv M Geotechnical Servlces / Soll %sting A tnspectlon Services SITE Z/ CONSULTING, LLC Form 238.7 11197 Post Office Box 190537 - Boise, Idaho 83719 site.consuiting.idaho@gmail.com - 208-440-6276 ADJACENT WELL LOGS IDAHO DEPARTMENT OF WATER RESOU S ,a OffooUstiOnly WELL DRILLER'S REPORT � �,,;'$6 Inspectedby TNP — Rge`$ec 114` 114 _I/4 ti. L TESTS: !at iYELLorg: ump ❑ Bailer .^,AU ❑ Flowing Artesian Yike WNs. I n-1.. 1.yam. L..rt T, e Water Temp. Fiodorn hue trop. Water O aiy Mst or mfnhwras: DepEtlust Water F,txrshkr �,.� 12. LITHOLOGIC LOG: (Describe repairs or abandonment) 1.WELLTAGNO. D 000"76-N0 DRILLING PERM NO. 4 -9..�-k...�2- DDd Otwr IOWA No. A2. OWNERUs-I �Sta1cZ5Lp x370 3. LOCATION OF WELL by legal desariplion: Sketch map bwtion must agree with wait.. locason. x Two. 4) NofahDe or South0 w EAge. East or West 0 Sec:. , ild 114 114 Gov't Lot CoRT, W he_ s Let Lon➢: Address of Well Site L%�5 miY' D City Br[ LrcN Name V-A5tA;AJ 4. omeslic l7 Municipal GMonimr ❑Ircgation ❑Thermal ❑injection nOthar4__�__ -NYPE OF WORK check all Nat appy IRaplawment eacl NMWe9 J Modify ❑ Abarndaoruma ❑ Other - 6. DRILL MMOD �[ Roby O Cam ❑ MW am ey O oftef 7. SEALING PROCEDURES ata+SLTm )aCC YUNT aETNep Vapriel eran Tp Ni' b 1 1 Wasdin ahoy used? ❑ N Sew DKS,(s) Was drive chca seat to t O ? N Nowt 8. 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N.../.._ aM (� E �uW O to USE AO .NAI $MEETS IF NE tg;A T!- FORWARD TNF WHITE COPY TO THE OCPAfl(YX0" rli Geotechnlca/ServJces / So!/ Test/ng & /nspeetJon Services +hm 1 rli Geotechnlca/ServJces / So!/ Test/ng & /nspeetJon Services SITE CONSULTING, LLC Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 F " IDAHO DEPARTMENT OF WATER RESOURCES —� Office Use Only i WELL DRILLER'S REPORT 681-6 Inspected by Use Typewriteror Ballpoint Pen Twp R'/4 e Sec 1. DRILLING PERMIT NO. s --�__ OOds4 . Odp Offer IDWR No. 2.OWNER- Address (r,.fQ Jri_,f'�`y,��' Oiry 'i��ldl.�..., slava zp F;G y.:1. 3. LOCATION OF WELL by legal description: smtcn map location Am, agree N1th whiten locofion, u TWP•�__ North )f or South C W ERga. �East Le of West C sac. / 1-/4 ,�t(4 �f14 Govi Lot�Cwnty 1O"" s Let: tong: Add.. of Wet Site —.i.:+e,nrs.ve a.ast.ok...an.,dwte»ae Gly U. BIM. / Suh. Name 4, U: f1i>til!�1Jl�!':'„ .Oi�!♦3/�353�II�� ■i MY, Domestic i; Municipal :3 Monitor Ckrgatbn Thermal _ lryection Cother S. TYPE OF WORK check at that apply (Replacement etc.) ✓ New WWI t7 Modify ❑ Abandonment 1 Other s. DRILL METHOD D Air Rotary GeCable C Mud Rotary ❑ Ofhar _ 7. SEALING PROCEDURES S:AtrflLl PAC( AU71an' YETiiyj rALe+bi F/6A as,b Was dyke shoe used? WY G N Shoe Deph(s) // / lt��.[ Was drNo shoo Feal tested? .=Y pR Mow? �� 8. CASING/LINER: Mill t :. DimNdr F'sn TO Ga COvg Irw w— TneafW / S7) ar r [x ❑ S- vp 11- ❑ a to o f U Gr rp ❑ Length of Hearlpipe r Length of ToupipaW�� e. PERFORATIONS/SC FENS .411 11 W I - rr - '��rrrrrrrrrrrr� D Perforations Method g screens screen Type F � ro 6.`of 5iv M,iMa a.,aea rawai eytrg Lry, L� ❑ 1 G 10. STATIC WATER LEVEL OR ARTESIAN PRESSURE: __it below ground Artesian pressure __1b. Depth now encountered_____ R. DeScdbo Access port or control devices: 1/4 1/4/d j 11. WELL TESTS: Lai: Long: .___� O>Pump C eater WAir C Mowing Artesian vW. fh%WOm. P -a. La Tey 7 / 30 1 Water Temp. Bottom hole temp. _ Water Quarry test or convoents: Dapth first Water Encountered _ 12.LITHOLOGICLOG:(Deae"beraPillmorabancentnenn , 13. DRILLER'S CERTIFICATION bWe ceratythat as mk1lmum well construdion Standards were coWled wth at the tome the rig was rammed../ FrmNam.NO'O% andOffidal and Supervi;ororOperalor Date 7L0 fro+ -ar„m o+ror aoFrra+o<r FOnWARD WHITE COPY TO WATER RESOURCES 0 1Z Geotechnloal Services / Soll Testing,% Inspection Services f1i>til!�1Jl�!':'„ .Oi�!♦3/�353�II�� ■i MY, n�rt�*�ay►�s;�j■ii W��iGtil111fl�ll � �� Mill t :. .411 11 W I - rr - '��rrrrrrrrrrrr� 13. DRILLER'S CERTIFICATION bWe ceratythat as mk1lmum well construdion Standards were coWled wth at the tome the rig was rammed../ FrmNam.NO'O% andOffidal and Supervi;ororOperalor Date 7L0 fro+ -ar„m o+ror aoFrra+o<r FOnWARD WHITE COPY TO WATER RESOURCES 0 1Z Geotechnloal Services / Soll Testing,% Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 Z/ site.consulting.idaho@gmaii.com - 208-440-6276 CONSULTING, LLC Lo 15 0� IDAHO DEPARTMENT OF WATER RESOURCES Use Typewriter or �/ WELL DRILLER'S REPORT BBI, Point Pen 1. DRILLING PERMIT NO.g.naan Other IDWR No, 2.OWNER: Nome_._ Aaareaa_8586 Ysi>s1f_�As-a, Ty— —eoL eo"OZ&-4 83704 3. LOCATION OF WELL by Legal description: Sketch map location mum agree with written lobation. N T. 4 Noma c, South O w R. ..-I Eastxx or West ❑ Sec.32__ row 1/4 Gm/t tot_ Counry�lda s AdNesa Of Well to- a rmu ooemm a drunk ro n -t a• tawuno Lot No. I -Block No Sub& Name 4. PROPOSED USE: EKDomsfio ❑Municipal ❑Monitor phrigation 0Thermal 0I ection ❑Other 6. TYPE OF WORK XXNew Wel O fdOdry or R*pair L1Reptacament ❑ Abandonment 6. DRILL METHOD 4Mud Rotary ❑ Nr Rotary 7 jtCeb(e t) Other T. SEALING. PROCED.UBES._._ .._ ..... ...., ..._ .. _ 6FJ.lF.tTEr1 PACY , tlEtnQ] live Ban G". Hrpret iron To TemP�-aaa�n8 Otatber Was driver shoe seal tested? YO a Howl S. CASING/LINER: 06.ror Te G Cu' like 9lcd 1'urae wddeG ttmWA u r n r M ❑ ❑ s h ❑ ❑ r r h ❑ ❑ a n Wal location of shoos 77' TOP Packer or Headpipe_74t ` &mom ToiVpo_.85-L$l_ .9. P.ERFORAT1ONStSCREENS... D Pedorelions Method _ XKScreons TypeVee rddetada604 St6� nle�6 10. WELL TESTS: J.033L'A Cfimrp Mailer ❑Nr ❑ Flowing Artesian n' au+'r>:+. Traa+n on rw 28 49 30 Lila. Tompomtumoiwater_Wasaw6teranelyssdone7YesU Nbtffi By Wtwm? Wetor Oualaylodor, eta.) _ Bottom tide Temperature 11. STATIC WATER LEVEL: _21! __tc below aunaoe Depth artesian flow found Artesian pressure —Ib. Desatbe access portvnt��n DMOdbe Controlling Devices: 12. LITNOLOGIC LOG: (Dsccdbe rapetrs or abandonment) --. s 'How 13. DRILLER'S CERTIFICATION me certify that as hMnlmum WON conelmcdon atandaris were W."111 Steith et the time the dg was remove Firm Name Stave & B Rrm NO. ISA Firm -well _ Date 1014193 and Supervisor or OPorator Dale (sq,—enmor aOPas;ai FORWARD WHITE COPY TO WATER RESOURCES 4 Geotechnlcal5ervlces / Soll Testing & Inspectlon Services Z/ SSITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC PAVEMENT SECTION CALCS DESIGN SECTION CALCULATIONS (ACHD R -Value Method) Project: Delano Subdivsion File No.: 19077-A Meridian Idaho Calc By: B. Arnold Client: Conger Management Date: 01/15/19 Design Thickness Equation: T = 0.0032 (TI) (100-R)(12) = GE (inches) T= Design Thickness TI = Traffic Index = 6 by ACHD GE = Gravel Equivalent R = R -Value = 20 by R -Value GE= 18.9 Inches ACHD ACP, 3/4" Road Base and Aggregate Subbase Actual Thickness Equivalent Thickness ACHD Asphalt Concrete Thickness = 2.5 Inches ACE= 5.0 Inches 3/4" Road Base Thickness Desired = 4.0 inches RBE= 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE-ACE-RBE SB= 9.5 Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 2.5 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 9.5 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 2.5 inches 314" Road Base = 4.0 inches Aggregate Subbase = 10.0 inches bb (6 Geotechnical Serv/ces / Soil Testing & Inspeollm Services SITE Post Office Box 190537 - Boise, Idaho 83719 Z/ site.consulting.idaho@gmaii.com - 208-440-6276 CONSULTING, LLC CONTRACTED R -VALUE Pavement Engineering Inc. Rcddng . San Luis Obism Cal.7aoS' l AMRL / QC- GA 6 RESISTANCE (R) VALUE TEST ASTM D 2844 Laboratory No.: L180720 Project No.: 180096 Sample Date: May 3. 2018 Report Date: May 30 2018 Client: Site Consulting LLC Project Name: 2018 Laboratory Testing Sample Description: Brown Sandy Clav Location: 800 700 600 500 400 300 200 100 0 Exudation Pressure (P.S.I.) Resistance Value Test —300 P.S.I. specimen No. 4 5 6 Moisture Content % 19.1 20.8 21.6 DDensity (PCF) 105.2 102.9 102.0 Resistance Value R) 44 27 21 r Exudation Pressure PSI) 550 297 1 800 700 600 500 400 300 200 100 0 Exudation Pressure (P.S.I.) Resistance Value Test —300 P.S.I. Nothing Follows a, M tv a Geotechnical Services / So/l Testing & Inspection Services specimen No. 4 5 6 Moisture Content % 19.1 20.8 21.6 DDensity (PCF) 105.2 102.9 102.0 Resistance Value R) 44 27 21 Exudation Pressure PSI) 550 297 127 ExpansionPressure 56 30 13 As Received Molslure Content % 11.9 RESISTANCE VALUE AT 300 P.S.I. 27 r— �� Reviewed By: e�,ro eix Brandon Rgdehaugh Materials Engineer Nothing Follows a, M tv a Geotechnical Services / So/l Testing & Inspection Services