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PZ - Geotech Report SITE CONSULTING, LLC Trilogy Development Mr. Shawn Brownlee November 30, 2018 9839 West Cable Car Street, #101 Page 1 of 28 File 18199-A Boise, Idaho 83709 Re: Geotechnical Recommendations Proposed Rock Contractor Subdivision West Side of Meridian Road Between Amity Road and Lake Hazel Road Meridian, Idaho Shawn: As per your authorization, on September 6, 2019, SITE personnel logged and sampled twelve test pits at your proposed Rock Contractor Subdivision development on the west side of South Meridian Road, between Amity and Lake Hazel Roads, in Meridian, Idaho. It is assumed, based upon the provided Conceptual Plan, that the proposed subdivision will include public right of ways and approximately over 130 lots for single-family residences, and an apartment completed with up to 16 multi-unit buildings. 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. Previously published groundwater data and pavement section recommendations are included herein so that this report addresses all geotechnical concerns. 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, LL SAL 0 208-440-6276 * bjarnoldpe@msn.com * Post Office Box 190537 * Boise, Idaho 83719 SITE CONSULTING, LLC 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 and from the property to the south. During our initial September 6, 2018 site exploration, SITE observed the excavation of twelve test pits at locations intended to provide full coverage of the subject property. A tax parcel # of S1236417204 was located for the ±38-acre property on the Ada County Assessor's website. Test pit logs and an aerial photo with approximate test pit locations are included in the Appendix. A review of historical aerial photos, available on Google Earth, reveal that this undeveloped parcel has historically be used as pasture land or farmland. No evidence of prior buildings or site improvements was observed in this record that extends back to 1982. During our initial field exploration, the basalt bedrock formation was encountered in eleven of twelve test pits between two and fifteen feet deep. Test pit #4 in the northeast corner of the property did not contact the basalt formation in the 15' explored. In order to assess the bedrock, on November 26 & 30, 2018, a rock profile study was undertaken. Superior Blasting was utilized to drill the proposed sewer main on 100-foot centers and both ends of each infiltration facility. This data is reported in the Appendix. In general, the topsoil layer consists of silt & sand with only one test pit sample containing lean clay. All other surface samples tested as low plasticity elastic silt or non- plastic. A cemented silt/ sand layer was encountered below the topsoil and extends to the basalt bedrock formation. Rock was encountered as shallow at two feet below the existing ground surface. No groundwater was encountered on this property. Well logs for Section 36, township 3 north, range 1 east were reviewed on the IDWR website. A total of six nearby well logs were selected and have been included in the Appendix. These logs indicate groundwater is 90-130 feet deep and therefore will not impact or be impacted by the planned construction. 208-440-6276 * bjarnoldpe@msn.com (2) Post Office Box 190537 * Boise, Idaho 83719 SITE CONSULTING, LLC 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. Excavations caused by 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. 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 / 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 Pavement Sections Samples of the near surface sandy silt and silty sand soils were gathered from across the site. Two samples, (TP1 and TP4) were selected and 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 samples. Based upon this value, and traffic Index of TI=6 for residential streets and TI=10 for Meridian Road, pavements sections have been calculated by ACHD method. All materials and methods used in the construction of streets and sidewalks are to comply with ITD & ACHD requirements. Street Residential Meridian Road Type (TI=6) (TI=10) HMA 2.5 4.0 %" Base 4.0 4.0 Subbase 10.0 17.0 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. 208-440-6276 * bjarnoldpe@msn.com (3) Post Office Box 190537 * Boise, Idaho 83719 SITE CONSULTING, 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. 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. 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 twelve 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. Infiltration facilities will require drilling and blasting of the basalt formation. Percolation rates are to be measured at the time of construction, after blasting and excavation. Based upon historical performance on similar projects, SITE recommends a maximum percolation rate of P=4 inches per hour and a drain time of four hours for design. 208-440-6276 * bjarnoldpe@msn.com (4) Post Office Box 190537 * Boise, Idaho 83719 SITE CONSULTING, LLC 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 on each filled lot or building pad. 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 208-440-6276 * bjarnoldpe@msn.com (5) Post Office Box 190537 * Boise, Idaho 83719 CONSITE SULTING, LLC APPENDIX Conceptual Plan Aerial Photo with Test Pit Location Test Pits Logs (12) Soil Log Legend / Abbreviations and Acronyms Project & Adjacent Well Logs (6) Pavement Section Calc Sheets (2) R-Value Reports (2) Rock Profile Data (2) 208-440-6276 * bjarnoldpe@msn.com (6) Post Office Box 190537 * Boise,Idaho 83719 CONSITE SULTING, LLC Conceptual Plan r. w _ 1 -ca_ Ir, ZZ Supplied by Client 208-440-6276 * bjarnoldpe@msn.com (7) Post Office Box 190537 * Boise,Idaho 83719 CONSITE SULTING, LLC Google Earth Aerial Photo - _ Kock Contractor Sub - --= - - - . -- 'N 0 T P-7 IGI 5 TP-4 a� TP-9 0 TP-3 0 - I TPA I T P-G � TP-2 TP—S 0 til E` TP-7 TPA � Locations by handheld GPS 208-440-6276 * bjarnoldpe@msn.com (8) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC TEST PIT LOGS Test Pit: TP-1 File#: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 02.06 -116 23 39.09 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 3/4" 1/2" 1 3/8" 1 #4 #10 #40 #100 #200 1 %M I LL PI 0.0-1.0 Brown, Moist, Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-3.0 Brown, Moist,Firm,Sand,SILT(ML) R=23 1.5 100 97 96 82 82 75 65.0 26.3 33 2 R-Value 100 97 92 84 76 66.8 25.2 33 9 3.0-7.0 Light Brown, Moist, Firm, Cemented,Silty,SAND SM 5.0 Scalped 1 95 1 85 1 75 1 60 51 42 34 26.2 21.7 NP NP 7.0 Bottom of Excavation Basalt Encountered @ 7.0 No Monitoring Well Installed Test Pit: TP-2 File#: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 04.86 -116 23 39.47 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 3/4" 1/2" 3/8" #4 #10 #40 1 #100 1 #200 1 %M LL I PI 0.0-1.0 Brown, Moist, Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-2.0 Tan, Dry,Firm, Cemented,Sand and Silt 2.0 Bottom of Excavation Basalt Encountered @ 2.0 No Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (9) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC TEST PIT LOG Test Pit: TP-3 File#: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 07.47 -116 23 38.70 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 1 #200 1 %M I ILL PI 0.0-1.0 Brown, Moist, Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-3.0 Brown, Moist, Firm, Cemented,Sandy, SILT ML 2.0 1 T-100 98 1 97 1 96 93 86 1 76.9 12.5 28 3 3.0-5.0 Li ht Brown, Moist, Firm,Cemented, Silt&Sand 4.0 Scalped 1 92 1 87 1 62 1 46 1 31 21 15 1 11.2 25.2 NP NP 5.0-9.0 Brown/Tan, Moist, Firm,Cemented,Sand&Silt 6.0 Scalped 1 92 1 85 1 78 1 60 48 33 23 16.1 25.5 NP NP 9.0-13.0 Brown to White,Moist, Firm,Cemented,Sand&Silt 10.0 Scalped 1 92 1 84 1 77 1 6. 53 39 31 23.7 23.7 NP NP 13.0 Bottom of Excavation Basalt Encountered @ 13.0 No Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (10) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC TEST PIT LOGS Test Pit: TP-4 File#: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 13.28 -116 23 39.16 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 PI 0.0-1.0 Brown, Moist, Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-2.0 Dark Brown, Moist, Firm,Sand , Lean Clay CL 1.5 100 97 89 77.9 19.2 39 19 2.0-4.0 Light Brown, Moist, Firm,Cemented,Sandy,SILT(ML) R=42 R-Value Scalped 1 91 1 82 1 51 1 41 1 36 1 36 28 21.7 24.4 35 9 4.0-8.0 Tan, Moist, Firm, Cemented,Sand,Clay,Silt 8.0-15.0 Brown, Moist, Firm, Cemented,Silty,Sand 11.0 Scalped 1 95 1 89 1 82 1 68 55 1 31 19 14.0 25.2 1 NP NP 15.0 Bottom of Excavation No Basalt Encountered @ 15.0 No Monitorinq Well Installed Test Pit: TP-5 File#: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 11.31 -116 23 44.89 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,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-5.0 Brown, Moist, Firm,Sandy,SILT ML 3.0 1 1 100 1 97 1 96 92 81 65 56.4 23.7 NP NP 3.0-5.0 Brown/White, Moist, Firm, Cemented,Sand, &Silt 5.0-15.0 Brown, Moist, Firm, Cemented,Silty,Sand 7.0 1 T-1-007-r-99 1 80 1 65 50 39 29.4 23.7 NP NP 15.0 Bottom of Excavation Basalt Encountered @ 15.0 No Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (11) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC TEST PIT LOGS Test Pit: TP-6 File#: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 06.50 -116 23 44.77 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 3/4" 1/2" 1 3/8" 1 #4 #10 1 #40 1 #100 #200 1 %M LL I PI 0.0-1.0 Brown, Moist, Firm,Sand,Clay&Silt With rootzone/organic layer to 6-8" 1.0-4.0 Tan, Moist, Firm,Silty,SAND(SM) R=same as TP4 R-Value Scalped 89 78 69 53 42 32 26 20.2 20.2 NP NP 3.0 Scalped 90 77 59 50 42 36 29 22.5 23.7 NP NP 4.0-7.0 Tan, Moist,Firm, Cemented,Sand&Silt 7.0 Bottom of Excavation Basalt Encountered @ 7.0 No Monitoring Well Installed Test Pit: TP-7 File#: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 01.51 -116 23 47.89 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 1 #100 #200 1 %M LL I PI 0.0-1.0 Brown, Moist, Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-5.0 Brown, Moist, Firm,Sand&Silt 1.0-3.0 Brown/White, Moist, Firm, Cemented,Sand&Silt 3.0 Bottom of Excavation Basalt Encountered @ 3.0 No Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (12) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC TEST PIT LOGS Test Pit: TP-8 File#: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 03.89 -116 23 50.41 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 3/4" 1/2" 1 3/8" 1 #4 #10 #40 #100 #200 %M LL PI 0.0-1.0 Brown, Moist, Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-2.0 Tan, Dry, Firm, Cemented,Sand&Silt 2.0-4.0 Tan, Moist, Firm, Cemented,Sand&Silt 4.0-6.0 Tan, Moist, Firm,Sand,Silt 6.0 Bottom of Excavation Basalt Encountered @ 6.0 No Monitoring Well Installed Test Pit: TP-9 File#: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 10.05 -116 25 50.44 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet) 1.0" 1 3/4" 1/2" 3/8" #4 #10 #40 #100 #200 %M LL I PI 0.0-1.0 Brown, Moist, Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-3.0 Brown, Moist, Firm,Sand,&Silt 3.0-7.0 Tan, Moist, Firm, Cemented,Silt&Sand 7.0-12.0 Tan, Moist, Firm, Cemented Sand&Silt 12.0 Bottom of Excavation Basalt Encountered @ 12.0 No Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (13) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC TEST PIT LOGS Test Pit: TP-10 File#: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 12.31 -1169 23 55.55 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 1 #100 1 #200 1 %M I LL I PI 0.0-1.0 Brown, Moist, Firm,Sand&Silt With rootzone/organic layer to 6-8" 1.0-4.0 Tan, Dry, Firm, Cemented,Sand&Silt 2.0-4.0 Tan, Moist, Firm, Cemented,Silty,SAND(SM) R=Same at TP4 R-Value Scalped I g0 1 79 1 78 1 51 1 39 1 30 1 23 1 17.8 1 25.2 1 NP NP 4.0-5.0 Tan, Moist, Firm, Cemented,Sand,Clay,Silt 5.0 Bottom of Excavation Basalt Encountered @ 5.0 No Monitoring Well Installed Test Pit: TP-11 File#: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 09.06 -116 23 55.55 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet) 1.0" 1 3/4" 1/2" 3/8" #4 #10 #40 #100 #2001 %M LL PI 0.0-1.0 Brown, Moist, Firm,Sand&Silt With rootzone/organic layer to 6-8" 1.0-2.0 Tan, Dry, Firm, Cemented,Silt&Sand 2.0 Bottom of Excavation Basalt Encountered @ 2.0 No Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (14) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC TEST PIT LOGS Test Pit: TP-12 File#: 18199-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Rock Contractor Excavated By: Top Grade Excavation Location: 43 33 02.21 -116 23 55.07 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 3/4" 1/2" 1 3/8" 1 #4 #10 #40 1 #100 1 #200 %M I LL PI 0.0-1.0 Brown, Moist, Firm,Sand&Silt With rootzone/organic layer to 6-8" 1.0-7.0 Brown/Tan, Moist, Firm,Cemented Sand&Silt 7.0 Bottom of Excavation Basalt Encountered @ 7.0 No Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (15) Post Office Box 190537 * Boise,Idaho 83719 SITE 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 GRAVEL& <5% #200 =1 Well-graded gravel, ravel-sand mixture, little or no fines. GRAVELLY GP Poorl raded gravel,gravel sand mixture, little or no fines COARSE SOILS 5-12%-4723001=1 Silty gravel, ravel-sand-silt mixtures GRAINED <50%-#4 >12%-#200 1=1 Clayey ravel,gravel-sand-clay mixtures SOILS SAND& <5% #200 =1 Well-graded sand,gravelly sand,little or no fines. <50%-#200 SANDY = Poorl - raded sand,gravelly sand, little or no fines SOILS >12%-#200 SM Silty sand,sand-silt mixtures >50%-#4 SC Clayey sand,sand-clay mixtures SILTS& INORGANIC !]F,Iayey organic silt and fine sand, rock flour,silty or clayey fine sand or silt with slight plasticity FINE CLAYS CL Lean clay-low to medium plasticity,gravelly,sandy,or silty clay GRAINED LL<50% ORGANIC OL Organic silt and organic silty clay of low plasticity SOILS SILTS& INORGANIC MH Elastic silt,micaceous or diatomaceous fine sand or siltv soil. >50%-#200 CLAYS CH Fat clay-high 'plasticity LL>50% ORGANIC OH Organic cla -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 cf Pounds per Cubic Foot sf Pounds per Square Foot tsf Tons per Square Foot sf/f Pounds per Square Foot/ Foot 208-440-6276 * bjarnoldpe@msn.com (16) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC ADJACENT WELL LOGS or IDAHO DEPARTMENT OF WATER RESOURCES n tad by Use Only V WELL gRILLER'S REPORT Inspec[edby Lee Typewoirer-flallpomt Pen 669.57 TwP—Rge_sec _ 1L4 1l i/4 1,DRILLING PERM,'NO. 63--gz-W- 0614 - 000 11.WELL 7E375: tom: Lo,,,y,, Other IDWR No. -_--.-. ❑PteP ❑eaaer Air ❑ficWirlg Artesian 2.OWNER: ri.are+mw. mama Robin Wllleman 80 1.00 hr Address 6030_1101 IYl�idian Road city Meridian.__� ware Imp-83642 Water Temp. 81 Rcitom M,et 3.LOCATION OF WELL by legal description: warar oua rymst orcommenis: 1 Iron17.5Phi 3 Grainer Sketch map location M=apnea with write,bcatlon. - Dm1h1nt Watp Encountamd 134u u 12.UTNOLOGIC 1,00;(Ikacribe repairs or ebandomnent) ash Top, -•1 NvN:I& or hut❑ m. rmm Tn IMllrsks'tare09Y.Waler onaey aremt>emwre a e Rye. I East Ot n wart 0 Sec. 71 __yS](14 Sll}[_1µ114 - Gan lit—Gom'yf"_ �r Gr_a V tac - Lore: . 11 s Addreaeutw",a* tan Road - Cily_ Mendam J Sandxx ,.wr�wa�w.,ewwaFmoc.,ew� — Lt eik. sub.Name 147 3end 1p( fi 17 4.USE: 3 xx UDomestic 3 Municipal ❑Manitor a lgigrgon 178t 7 Thermal ❑Injection Dothan 197d xx 5.TYPE OF WORK check air thatappy ,iReplacennern arc.) 20 - 19 WWWI 0 ModuY E Abandonment _❑Otbor UK B-DRILL#AETHOD -Clay XgAlr Rotary D coma C u d aemry n Oter 23 XX 7.SEALING PROCEDURES sFA,hLL- RPACK arrOLNT 0.1ETFI5b Marginal >:Ian Ta 5rdaa Carta Bentonita 0 35 #500 Overbore Wasdri—hae�s 01 M O N ShoeDap*(s> 230 W-driveshoeseellesied?oYNXN Hav? 8.CASINQtUXER: dnnenr Arom Gad lirur tyap,a ray - _ T - J ❑ ❑ ATERi00 MyEtf +2 230 1.250 Steel D YY ❑ n Lanett of Reatlpipv 191 I-eneti+m Tailpipe D 9-PERFORATIONSISCREENS ❑ Pedorawrs Method - J Screens Screen Type Johnson i-XVIlMdDyt 210 (Measurable) ra su s�,n a�roear oamlw Mawr cunr I:w. aam:st tad BI1w C—Plet cl 8119197 F 5 S, SS_Y ❑ ❑ 13.DRILLER'S CERTIFICATION ❑ LINO—tilt'that ann-minimum well constn *,standard,were oempligd mth at ff ❑ the ame the dg wee rtanovm.. >=hm Na— AOAMSOM PUMP 8r DRILLING Fam nto, Q457 10.STATIC WATER LEVEL OR ARTESIAN PRESSURE: 121 t.beww grad - Artesian pressure lb- Firm Otcial,• �p tioale 1 7'J�✓ r Depth.encountered t. 13gsaibe.aoom port or and control devices: SuPervisor or Operators Date - {Sign once Ir FMn Onxi�a ePeanl FORWARD WHrrE COPY TO WATER RESOURCES 208-440-6276 * bjarnoldpe@msn.com (17) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC Form*&7 STATE OF IDAHO SIE19 ' I DEPARTMENT OF WATER RESOUnRCES I Location Corrected by IDWR To: iffy/ WELL DRILLERrS REPORT Tg3N R01E Sec.31 NWNWSW Stew law requires that this report be filed with the Direcmr,Deparonem of Sy:mciscell 2012-10-10 within 30 days atwrthe tAmplefion or abandonment of dm 1.WELL OWNNFR� 7.WATER LEVEL Name ch'x� !1S @A tiiLO/R 2A Static WmerlNll_6.0- feet below land surface. Flowing? ❑Yes G.P.M.flow Add— 56J-I S. r1p`qr; _ IK' Miss]-el—ddR pressure p.a.i. Om mRed by: ❑VaI" ❑Cap f7 Plug Owner's Permit No. Temperature oF. Duality oaaevae w-area ar remnaam zwreasamw. 2.NATURE OF WORK &WFLLTFSf DATA ' yNew wed ❑Deepened ❑Replacement ❑Pomp ❑Sailer XAir ❑Other Wall diameter increase LJ Abu,donad Id...nbe abandonment praceduree such es n9 ge G.P.m. w N.,Lame Henn Fumpm materials,plug depths.etc.in lithologic lost 3.PROPOSED USE Domenic ❑Imipetion 0 Test ❑Munidpal g. LITHOLOGIC LOG ❑ihdu""al ❑Stock ❑Waste Dispose l or lnlavuon gme Depth Web, ❑Other T.— IW-ify typal Dlmm Fmm To Material Y No A METHOD DRILLED ❑Roiary ❑At, ❑HYdrauge Q Rerenerotery Cable ❑Dug ❑Other a o s s � _ J.WELL CONSTRUCTION t Casings hedple:ASmal ❑Com+eb ❑other JK TNrkeeas Dlemarw From T. ��o ieehea Is, rhea+_j feet ,263 feat inches inches _fast feet 77 'nchm Inches tees {set _ nches ,rhas tent teat W.-saingdri-shoaueed? Yea ❑No Was packer er seal used? Thy. ❑No Perforated? ❑Yes A-N. Haw perforated? ❑Factory ❑Knife ❑Torch ❑Gun Size mf perforallon inches by_itRhasiV limns— From Te peAoratl— 1W teat 011orations feet fast pereomtlom icet feet Well screen innalled7 .Yes ❑No Manufacturer's name k..vstat� -,e TYpa D Modal No. . Diameter atSlot size,Dpe Sat from.jp�feat m d 13 fume Oiameser_53m size SetTmm_rearm_feat Grarel packed? I]Yes No ❑SI.of greet Placed frmm feetto feet Surface seal depth used ie Baat: ❑Cement grout - 9entonhe ;9.J.ddling ctay D Sealingpronedureuwd: ❑Slurry ph ❑Temp,surfacecasing j2l`< ore In we deyth Method of joining casing: ❑Thmaaed Welded ❑Solvent Weld Q Cemented between strata D—ibe exess port _ 1(k Wark ataned�S fianhed 6.LOCATION OF WELL 11. DRILLERS CERTIFICATION sketch map beadme muss agree with wr p�pp IANe certify that all minimum well construclbn �rps were cmmplled with at the Itme _lit, tlse regwm rerrtwed. `/` Subdivision Name <a ��} -- (� Firm Nam�y�ats,s Flrm No.33 W E `rV O om Addraz& LI No.. Slack No. tt �+ ` r Signed by IFirm Official) r l✓7� lye and (Operator)_ Sac.3_,T- A 5 t7 R./W❑ USEADOITIONALSHEETStFNECESSARY—FORWARD THE WHITE COPY TO THE DEPARTMENT 208-440-6276 * bjarnoldpe@msn.com (18) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC Fo �zae- IDAHO DEPARTMENT OF WATER RESOURCES Use Typewriter �re WELL DRILLER'S REPO Ban Point Pen arm 1.DRILLING PERMIT NO. 63 -95 -V . 2162 .$AB 11.WELL TESTS: Other IDWR No__. _ Pump ❑Bailer ❑Air ❑Flowing Artesian 2.OWNER veee.tman. oar ama Lwrel nmv Narne Joe Asequinolaza Address 5621 S. Meridian Rd. City Meridian � __StaleTda.�Ip636� Water Temp. Bon—hole temp. 3.LOCATION OF WELL by legal desorlptlon: Water Ouai tytsel srnm mama:_ Sketch map Ipnation must agree with written location. 12.LITHOLOGIC LOG:(Describe repairs orabandc;nm ) wy ,r Twp. North a or South❑ aa. non To Raman :Llthcropr,waver Quaahr es remparewre v e w E Rqe. 1 Eeat ❑ or West G2 - sec. -4ti ._�WiA 5.E714114 ..Q FSP GoVt Lm Coon% 10 eCb ,} Iv s Address of Well Site same _ Q Crty N�Li.$i an o ta-+ter.,,,,,.n.o.a,w.uK.ra R®aartser.nl ..— o P F%kS X Lt. Slk. Sub.Name /`Fo A102 _ L -29& a.PROPOSED USE: IR Domestic ❑Muricipal ❑Monitor ❑Irrlgatlom Q Q Thermal ❑InjeCtiom U Other 5.TYPE OF WORK -' s¢ e X Ll New WoV ❑Modify or Repair CaRBpiaoement ❑Abandonment S 6 6.DRILL METHOD 3 rr. oW ❑Mud Rotary @ Pjr Rotary X Cable ❑Other r I t 7.SEALING PROCEDURES aFJILFILTER PMM( AeM�pU�tyw�r MEnga t MebMl From TO 1Tntls a Was drive shoe used? [X Y ❑ N Stoma Dopth(sJ Was drtva Shoe seal tested?Y❑N 16L How? a.CASINGJUINER: T -- oiarramr ram Tv aw Material casino Liner waroc WESTERN REGION ri 03 K ❑ ❑ ❑ ❑ ❑ ❑ Lengttr of Hoad /7 L 1 Len _ ~n pil5e Length of Taaplpe_ 9.PERFORATIONSMCREENS ❑Perforations Method Greens Screen Type D Completed Depth (Measurable) From TO M. Date:Started Mar. 55.1995 Completed_ 1{-3-5� a® Nrnipw nwrbin. IABtaW dtlna trrRr Ao 3 1 ❑ ❑ 13.DRILLER'S CER77FICAIION ❑ ❑ VWa certily that all minimum well construction stendarcis were complied with at ❑ ❑ the time the rig was ramoved. 10.STATIC WATER LEVEL OR ARTESIAN PRESSURE: Firm Name_j�ennis Phi g]�s Wpll ,., ri lkhm No.332 d0 iL heEpw grourw Artesian pressure lb. Firm ofFioiel;�,vim_. � �iDare Depth flow snoounterecr ft. Oeacribe access pert or amd control devices: IL?Q1 .$fd.j svpervlsor or operator Date lslon axe rt Fm+a+4cul■opnnmq FORWARD WHITE COPY TO WATER RESOURCES 208-440-6276 * bjarnoldpe@msn.com (19) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC USE TYPEWRITER OR 6bat-.se of Naha BALL POINT PEN Cepertma¢t of petty.Neaouicee WELL DRILLER'S REPORT State NW Mqulret Nat Phis"Wit he filed With the It mo,Oolood net of VAPIsr IWgaCx Will 38 deys afro the cpmplet'An or abovvJ- Wt of m.w01. WELL OWNER 7.WATEB'LEVEL. n Name_ StatN wafer ravel, -below lend suH.. Adtl ress PlnWirtg7 L7 Ye. a No G.P,M.}Ion li a TamPeretpre�F. Gwlity Artesian closed-in PrHWn. ..,e,l. I Owners Pxmit No. C.—Reli IT ❑Valve p Cep p Plerg 2 NATURE OF WORD e.WELLTE ITDATA t� ]�New well (3I?aelamd O Repinumem ❑Pump p Satter p o OWx Q Abarel ldw—be method ofaMrsdoMrgl Dweveva Oma Own 1ewn 7unnea 3.PROPOM USE SMnenk 6 Ydeetlm C TAM 0*-Apsfk+kla 099.156 9.LI'FHOLOOIC LOB Jl lew-lGMl G ko m" C7 11 C3 ww.ete'"er IteII llrpde ww.r kovd- alone Foam 7 411lrrkl Yx fie} 4 METNOO DFIll Id CoNe ❑Rotary ❑au, 0 Other S.WELL CONSTRUCTION Oimanarof hole 15 -it Total depth„'�., feet Gdng echetlule: ❑O to Th�ten O� Pros I.. .r-�t{4y�-— uKhee+—'— f inches inrhes ket leer inelse� inehos _feat _Isar indwe_____ inehel �_feetfcat W.opeky drive A....d 7 1A Y. p fie Wes a papkx or—1 used? ©Y. 14 No 1.1—ted7 Cl Y. No Hex,pxforetad7 eeetar❑Fy ❑knife* D T—h Sireorperf—ion _itYJle —kF9en .! Nembw Frwn T. EIII palontinns teat r,K -�..�PeIaRLIOPt fM frail Pmfwrtll— feet lose Well mrevn insW lodt ❑Yet N. M-A..whit'name TYPI Wndel No. OiemeNr_Slw dm„sat feem_felet tp_� __ie.r Giemetr�SkN rim. sat irdn__real tei�ten Grwef Packed? p Yq PLNo Sim Ogmal Plead trwn ien to fees tWl.ae tsar deeu. taeaxbt eeva in ewl II De t'11 9ta. 'i7 FvW66,d, It TMI ev11Np{ e'm Seer.—oMe eras k7 worP or 1�3 PY.%-"Men teak. XPOsnler.k esel ..._ _._ ---It.OF WFLL ea. Wwkatarxed�flnlshd bleekh Deep laanlun moat spree with wtj.lorariors, ' M IL DML 8CF/Ffi .�J 19 Y Aw �yzIZ- w eta n o 8 la Na—ekdl xA � SlPaa>s.IFL+INedel n n CVVount/'yv1 ant � Fffee/� ��� wry. bPYde) N►Euk.'.1.. .., usE AROITIONAL Still tK NECEMARY PORWAND THE WHITE COPY TO TMO1WT.—W, 208-440-6276 * bjarnoldpe@msn.com (20) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC t VYAt JR EavtjrcL&t Fwm 236.7 t N97 ME C/ IDAHO DEPARTMENT OF WATER REZoURC,ES ©Ipoe uaeanfy WELL DRILLE11%REPORT l"*P"b�d by `35s95 z D WELL TAG NO. .9248 v4 d14__114 Other IDWRNG NYM1T NO. �,4_ _ 11.WELL TESTS: `' . '4."; I btherl€]WRND,� ❑pump 0Ba- WArt ❑F - Ad.W- ZOWNER: Y,etdyelhrdn. fkandoan . P—ping Level rime Name F 75 Address 1721 S.Pimmit Ave, tdy_8oise see^9z ZIP 4371111 3.LOCATION OF WELL by kWI description: walarTemp.r Bommhoefenp 5a— Wabr oueley�or mrrvrranra.- Skstahmaptocammusem,w with wftn Wood— Depths Wear Enm mer N 12.LITHO LOGIC LOG (Desoriha mpai,s or abandonment) ^voter Twp. 3 ` Nmar 0 pr souM❑ So. cram T. Nv,er —oloer.War Qa,lKy a rempa,mn,e I N w e Rga- 1 _ Eam ❑ weee lk 1D 3 70PSO-11 sac. 38fM aPft 114 �g)<,714 i2 3 Hang Nn DOJt tat C—ty� - Ii a Lot Lcrtp; fa a Ad,—of wen site Lake Hazel Road _ - -'� Cm ewi a SO 98 I LL eik~_ sm.name _ a Joe 199 Sand&O 4.USE: isa WDomeap DM-elpel OMonitor ❑impatlon a 19M 205Sa ]( ElThormd Ejk*,Han i7odmr . 5.T'ylaE OF 1hF(�R1C:zhaptnpn�apply �� (❑%NaN Wdl []Modify ❑Ahewanment Dearer S.DRILL METHOD: WAir R—y ©Cable lElMad Ronny [loth. 7.SEALING PROCEDURES: seauFd4w paac aaotn4r nerrtop Metafrl Fram io gAIL Be 50 5001bs r Wasdrl..rw,e—d4-XY ❑N Shoe Depth{6}-pgs was drive zhoe®altnted7 tMiLL— XY ❑N Hpw AIF 9.CASINGILINER: oremerer prom ro o Inemrier —N L— weieva Threvaad W +2 Sffiel W ❑ X 0 6fE FEalOid 6 76 St'ael X 0 d G Q ?CR L-ath all-dpipe fo feet L-40.fUlpipe0 ASIn 2 9.PERFORATIONSfSCREENS: ❑o.foremaa Nlettnd D Ir ppouF Qao�rrs Smeen Typo,I�nsan Completed Depth 200 (M—rabie) r:rom - ..ao:nro-a Nvo,u.r n.maa, -uv ttnrng giver of fa:Seueed 48 -195 .S Q 13. JU 1EWSCERTJFiCACATIOM .Q � LWeaera[y Mal aJl minimhm yell COaatrwljea sbrMaNs were wmpllCd yl1111 at —] ❑ no hme ma.rg raa removed. Company Name Yt a , jlllnn. - Firm No.560 10.STATIC WATER LEVEL OR ARTESIAN PRESSURE: 130 ft.heo.ground Ada an prewar^ lb. FIYm Omcnl Oea ry9 Depth fMvv Mcounwred209 _ -IL Dexrihe acpeapon ar mrrbNl and devices: _ Ddiler or opnalar Data ' (3gn arce F Firm 07jeal 60peran 208-440-6276 * bjarnoldpe@msn.com (21) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC z38--�V95 "IDA140 DEPARTMENT OF WATER RESOURCES sls5 - Office Use Only WELL DRILLER'S REPORT Inspected by Use Typewriter or BaNpoiM Pen Q Q 49 Twp_RgeSec_ ^ Z/4 1/4_1/4 1.DRILLING PERMIT NO. !]- C Tory 11.WELL TESTS: Let: L-i : _ Other IDWR No, -9 ii 7-/!�f !�- ❑Pump -Sailer Air p Flowi»g Artesian 2.OWNER: vl deamrn. D—,-, "" w r II l�nh>n {17�.11e t� Addresses r�farido_ State�y�Zip-�! Water Temp. A eottom hot temp. 3.LOCATION OF WELL by legal description: WateJ�oualiry terrorfGVlmmen s: !•� 5 Sketch map]ocation must agree with wrhten location. L�7t 1 O4 1 Depth first Water Encountered H a 12.LITHOLOGIC LOG:(Deacribe repairs or ahandonmem) way. Twp. •J�) w F1. To Rma erks:Lhhoiogy,Water Ot lity a Tempe e,re r Noi or South Ei E Age.�f _ Earl] �o�r" Wort Ll / Sec. ��1>4-q�-T/4 114 1' J-Czr-d pan Gov't Lot Caun�y L � ! S y --- s Address of Well Site Ir ii Lt,_ BIk. Sub.Name 1 ! 4 L- 4.USE: Domestic ❑vludi pal ❑Monitor Cl Imgabon $ Bel Thermal p Injection I-Other -SoIjd 5.TYPE OF WORK check an that apply (Repiaoemert etc.) X New Well ❑ Modify Abandonment r: Other 171 311 6.D`�RILL METHOD " a }r Air Rotary ❑Cable ❑ Mud Rotary ❑Other r• ! ff /2 7.SEALING PROCEDURES 24 MiJFILTER.7 CK Wei METHOD Material Fmm 7e ��or pwnas S Was ddvs shoe used?XY i Shoe Deptli Was drive shoe seal tested? olY X How? - &CASINGILINER:..C--To - taut C-'it ISrer wgp¢e threaded r+rer rc� , �a � ❑ '� ❑ O ] El r� 0 ❑ 0 —44 Length of Headpipe !U Length of BTEit, T 9.PERFORATIONSISCREEHS Perforations Method I�Screens Screen Type _ Completed Depth 73 (Measurable} Date:started 5"2(5•n.�-lie.l Completed �'. (n' 9� Fmm arar ace Number Oamerar Mrtarial Casing miner I. ,5r' St. ❑ _ 13.DRILLER'S CERTIFICATION ❑ - VWe ca fily that all minimum well constructlon standards were complied with at the 4me the rig was removed.P Firm Nama 7 1� �I"1�1 Firm No. 5 10.STATIC WATER LEVEL OR ARTESIAN PRESSURE: f Jr7 —&�, ft.belowground Artesian pressure—In_ Firm Oflicia _ 6C.! Dare •o��J LO Depth flow EncouM&fed it, Describe access porter and control devices: Supennser er OperatD �. lLfL4.'`- Date -'1- t£iyn Dore it Him O'hera'3Opersmrl FORWARD WHITE COPY TO WATER RESOURC65 208-440-6276 * bjarnoldpe@msn.com (22) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC DESIGN SECTION CALCULATIONS (ACHD R-Value Method) Project: Rock Contractors Subdivision File No.: 10199-A Meridian Road - Meridian, Idaho Caic By: B. Arnold Client: Trilogy Development Date: 10/20/18 Design Thickness Equation: T = 0.0032 (TI) (100-R)(12) = GE (inches) T= Design Thickness TI = Traffic Index = 10 Assumed GE = Gravel Equivalent R = R-Value = 20 By Soil Test GE= 31.2 Inches ACHD HMA, 3/4" Road Base and Aggregate Subbase Actual Thickness Equivalent Thickness ACHD Asphalt Concrete Thickness = 4.0 Inches ACE= 10.0 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= 16.8 Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 4.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 17.0 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 4.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 17.0 inches 208-440-6276 * bjarnoldpe@msn.com (23) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC DESIGN SECTION CALCULATIONS (ACHD R-Value Method) Project: Rock Contractors Subdivision File No.: 10199-A Meridian Road - Meridian, Idaho Caic By: B. Arnold Client: Trilogy Development Date: 10/20/18 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 Soil Test GE= 18.9 Inches ACHD HMA, 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 = 10.0 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 2.5 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 10.0 inches 208-440-6276 * bjarnoldpe@msn.com (24) Post Office Box 190537 * Boise,Idaho 83719 CONSITE SULTING, LLC Contracted R-Value Results Pavement Engineering inc. Reddhg•Ssn Luis Obispo Capra'.=e1S RL 1 QC•QA RESISTANCE R VALUE TEST ASTM D 2844 Laboratory No.: L181783 Project No.: 180096 Sample Date: September 6,2018 Report Date: October 4.2018 Client: Site Consulting LLC Project Name: 2018 Laboratory Testing Sample Description: Brown Sandy Clay Sample Location: Rock Contractor TP-1 18199 100 -- — — 90 --- — — — 80 a� 70 60 -- — 50 c — — — — 40 n 30 m 20 -- 10 0 800 700 600 500 400 300 200 100 0 Exudation Pressure (P.S.I.) -+-Resistance Value Test —300 P.S.I. Specimen No. 7 8 9 Moisture Content(%) 20.0 21.6 19.2 Dry Density PCF 100.3 98.0 101.8 Resistance Value R 22 16 43 Exudation Pressure(PSI) 300 137 575 Expansion Pressure 104 52 199 As Received Moisture Content °/ 20.0 RESISTANCE VALUE AT 300 P.S.I. 22 Reviewed By: Brandon Rodebaugh acsw"'F,e Materials Engineer 208-440-6276 * bjarnoldpe@msn.com (25) Post Office Box 190537 * Boise,Idaho 83719 CONSITE SULTING, LLC Pavement EngineeHng Inc. Redti •San Luis Obispo Cettrans4/AhfRL/QC•QA RESISTANCE(RI VALUE TEST ASTM D 2844 Laboratory No.: L181776 Project No.: 180096 Sample Date: September6 2018 Report Date: October 3.2018 Client: Site Consulting LLC Project Name: 2018 Laboratory Testing Sample Description: Brown Sandy Clay with Gravel Sample Location: Rock Contractor TP-4.18199 100 -- -- 90 - - 80 - - 70 -- 60 -- 50 -- 40 Ln - -- — 30 --- — 20 --- 10 0 800 700 600 500 400 300 200 100 0 Exudation Pressure (P.S.I.) -�-Resistance Value Test —300 P.S.I. Specimen No_ 10 11 12 Moisture Content %) 30.5 28.3 27.6 Dry Density PCF 85.6 87.3 87.0 Resistance Value R 18 46 77 Exudation Pressure(PSI) 102 323 573 Expansion Pressure 17 22 35 As Received Moisture Content % 17.1 RESISTANCE VALUE AT 300 P.S.I. 43 Reviewed By IL Am Brandon Rodebaugh AASXTO R16 Materials Engineer . . ;ra since 1957 208-440-6276 * bjarnoldpe@msn.com (26) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC Bedrock Rock Profile Data Rock Contractor Subdivision Point Depth Location Point Depth Location 400 None 43 33 0.41 -116 23 50.49 430 None 4333 13.25 -116 23 54.38 401 6.50 43 33 1.01 -116 23 50.51 431 None 4333 13.35 -116 23 53.02 402 5.50 43 33 1.75 -116 23 50.45 432 None 4333 13.35 -116 23 51.33 403 4.00 43 33 2.43 -116 23 50.48 433 None 4333 13.13 -116 23 49.95 404 9.00 43 33 3.12 -116 23 50.53 434 None 4333 13.78 -116 23 48.65 405 9.00 43 33 3.09 -116 23 50.05 435 None 4333 13.39 -116 23 47.84 406 7.00 43 33 4.15 -116 23 49.79 436 None 4333 13.25 -116 23 46.39 407 5.50 43 33 4.28 -116 23 49.50 437 None 4333 13.41 -116 23 45.26 408 8.00 43 33 4.30 -116 23 50.99 438 None 4333 14.08 -116 23 21.28 409 5.50 43 33 4.34 -116 23 52.63 439 None 4333 13.10 -116 23 42.59 410 None 43 33 4.32 -116 23 59.14 440 None 4333 13.17 -116 23 41.51 411 None 43 33 3.45 -116 23 53.89 441 None 4333 13.23 -116 23 39.44 412 None 43 33 2.19 -116 23 53.91 442 None 4333 12.36 -116 23 45.02 413 4.00 43 33 1.79 -116 23 50.71 443 8.50 4333 11.39 -116 23 45.06 414 11.00 43 33 1.68 -116 23 53.11 444 7.00 4333 11.17 -116 23 46.58 415 None 43 33 1.77 -116 23 54.57 445 0.00 4333 11.50 -116 23 48.22 416 10.50 43 33 1.77 -116 23 55.10 446 10.00 4333 11.36 -116 23 49.27 417 8.00 43 33 5.46 -116 23 54.12 447 9.00 4333 11.31 -116 23 50.84 418 12.00 43 33 6.72 -116 23 54.33 448 6.00 4333 11.33 -116 23 57.08 419 13.00 43 33 7.33 -116 23 53.62 449 12.50 4333 11.33 -116 23 54.04 420 None 43 33 6.52 -116 23 53.02 450 None 4333 13.15 -116 23 40.96 421 8.00 43 33 7.85 -116 23 54.40 451 None 4333 13.20 -116 23 45.00 422 None 43 33 8.74 -116 23 54.15 452 12.00 4333 13.20 -116 23 46.54 423 7.50 43 33 9.02 -116 23 54.29 453 None 4333 11.30 -116 23 41.60 424 3.00 43 33 9.16 -116 23 54.95 454 None 4333 13.23 -116 23 41.75 425 3.00 43 33 10.37 -116 23 55.51 455 6.00 4333 10.39 -116 23 44.99 426 None 43 33 10.53 -116 23 53.93 456 12.00 43 33 9.28 -116 23 44.95 427 9.00 4333 11.17 -116 23 54.30 457 5.00 43 33 8.39 -116 23 44.87 428 8.00 4333 12.25 -116 23 54.10 458 5.50 43 33 7.77 -116 23 44.99 429 12.00 4333 12.69 -116 23 52.92 459 4.50 43 33 7.03 -116 23 45.05 208-440-6276 * bjarnoldpe@msn.com (27) Post Office Box 190537 * Boise,Idaho 83719 SITE CONSULTING, LLC Bedrock Rock Profile Data Page 2 of 2 Point Depth Location Point Depth Location 460 4.00 43 33 5.82 -116 23 45.00 490 None 43 33 6.86 -116 23 50.13 461 4.00 43 33 5.82 -116 23 44.13 491 None 43 33 6.93 -116 23 51.42 462 5.00 43 33 5.11 -116 23 44.18 492 3.00 43 33 8.98 -116 23 54.80 463 None 43 33 7.00 -116 23 51.43 493 4.00 43 33 8.97 -116 23 55.59 464 None 43 33 6.82 -116 23 50.50 494 9.00 43 33 11.25 -116 23 54.09 465 5.00 43 33 7.12 -116 23 48.81 495 10.50 43 33 12.54 -116 23 53.98 466 6.00 43 33 6.99 -116 23 47.26 496 None 43 33 10.11 -116 23 48.94 467 5.50 43 33 6.95 116 23 45.73 497 10.50 43 33 10.95 -116 23 46.03 468 None 43 33 9.90 -116 23 41.75 498 5.00 43 33 7.59 -116 23 45.69 469 14.00 43 33 8.86 -116 23 41.19 499 7.00 43 33 8.24 -116 23 45.81 470 None 43 33 7.86 -116 23 41.63 500 None 43 33 9.98 -116 23 42.00 471 None 43 33 6.96 -116 23 41.58 501 None 43 33 10.86 -116 23 42.16 472 13.00 43 33 6.24 -116 23 41.49 502 None 43 33 9.38 -116 23 44.23 473 12.00 43 33 4.50 -116 23 44.29 503 None 43 33 8.82 -116 23 43.48 474 1 7.00 43 33 3.92 -116 23 44.32 504 None 43 33 8.91 -116 23 42.54 475 5.50 43 33 2.63 -116 23 44.09 505 9.00 43 33 8.76 -116 23 41.88 476 5.50 43 33 2.65 -116 23 45.25 506 None 43 33 11.17 -116 23 43.37 477 None 43 33 2.71 -116 23 45.28 507 None 43 33 11.24 -116 23 42.22 478 1 7.00 43 33 2.63 -116 23 42.78 508 None 43 33 12.47 -116 23 44.22 479 4.50 43 33 2.71 -116 23 41.61 509 None 4333 12.76 -116 23 43.62 480 3.00 43 33 2.68 -116 23 40.23 510 None 4333 12.95 -116 23 41.88 481 6.00 43 33 2.87 -116 23 40.08 482 None 43 33 0.44 -116 23 44.48 483 10.00 43 33 1.57 -116 23 53.10 484 None 43 33 0.44 -11623 57.13 485 None 43 33 0.52 -116 23 50.59 486 10.00 43 33 3.57 -116 23 50.59 487 7.00 43 33 3.81 -116 23 50.18 488 None 43 33 4.26 -116 23 54.20 489 None 43 33 5.74 -116 23 54.07 Nothing follows 208-440-6276 * bjarnoldpe@msn.com (28) Post Office Box 190537 * Boise,Idaho 83719