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PZ - Geotech Report,/CONSULTING, LLC Randy Clarno September 17, 2018 Criterion Land Page 1 of 30 7440 E Pinnacle Peak Road, # 142 Report 18181-A Scottsdale AZ, 85255 Re: Geotechnical Recommendation Report Shelburne East Subdivision East Bott Lane - Meridian, Idaho Randy: As per your authorization, on April 26 & June 8, 2018, SITE personnel logged and sampled ten test pits at your proposed Shelburne East Subdivision. Based upon the provided Conceptual Plan, the proposed subdivision will include ACHD right of ways and approximately 65 lots for single-family residences. The test pits were excavated on a property consisting of five non-contiguous parcels. The property is located on the north and south sides of East Bott Lane, just east of the proposed Hillsdale Avenue in eastern Meridian, Idaho. The following tax parcel numbers, addresses, and acreages were located for the properties on the Ada County Assessor's website. Parcel Tax ID Number Address Acreage 1 S1128427980 4080 E, Bott Lane 5.00 2 S1128427900 4080 E. Bott Lane 3.75 3 S1128428100 4205 E. Bott Lane 2.81 4 S1128428210 4301 E. Bott Lane 6.15 5 S1128427860 4330 E. Bott Lane 5.00 TOTAL 22.71 Based upon our research, observations, and field & 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 subn Bob J. Arnold, PE SITE Consulting, 208-440-6276 * bjarnoldpe@msn.com (1) Post Office Box 190537 * Boise, Idaho 83719 Cki "CONSULTING, LLC INVESTIGATION SITE observed the excavation of ten test pits at locations intended to provide full coverage of the subject property. T -O Engineering provided a Concept Plan as input to assist in selecting test pit locations. This plan is included in the Appendix. Locations were adjusted in the field as needed to fit with access, the terrain, and current owner requests. Test pit logs and an aerial photo with approximate test pit locations is included in the Appendix. In general, surface soils consist of a silt / sand soil that ranges from six to eight feet deep. In a few test pits this soil was weakly cemented near the bottom of the layer. In Test Pits 4, 5, & 7, all located in the northeast corner of the property, lean clay was determined to be present, extending to as deep as six feet below the surface. In all ten test pits, poorly graded sand, and gravel with varying amounts of silt and clay were encountered at 6 to 8 feet. These materials grade cleaner (less fines) with increased depth. The organic layer atop the surface soils is typically four to eight inches this but extends to deeper depths where large bushes or trees are present and along ditches and fence lines. All soils, including the cemented silts, were easily excavated with a rubber tire backhoe. Groundwater was not encountered in any of our test pits. Monitoring wells were installed in all ten test pits. When we returned on June 13, 2018 to measure the groundwater, monitoring wells MW6, MW9, & MW10 were destroyed. MW1 was later destroyed. The other six were measured periodically through the summer and will continue to be read until the first of October. All six wells remain dry, with the bottom of the wells at 11.5-14.2 feet below the existing ground surface. Elevation hubs next to the wells are needed to report depths as groundwater elevations. Data will be converted to elevations when elevation hubs are provided. Additional research was performed searching for well logs within the section where the subject property is located. Well logs for Section 28, township 3 north, range 1 east were reviewed on the IDWR website. A total of five well logs were found that are adjacent to or are on the subject property. They have been included in the Appendix. All five well logs indicate that static groundwater is 45 to 55 feet below the ground surface. These well logs also confirm that the sand and gravel layer encountered in the test pits extends to at least 16 feet below the existing ground surface. 208-440-6276 * bjarnoldpe@msn.com (2) Post Office Box 190537 * Boise, Idaho 83719 Chi ONSULTING, LLC DESIGN & CONSTRUCTION RECOMMENDATIONS General Earthwork It is anticipated that this project will be very similar to the Shelburne Subdivision #2 to the west of this property. All non-organic soil encountered on the property is acceptable for filling of building or residential lots. Therefore, materials removed from the street sections and subsurface stormwater storage areas can be utilized as structural fill. The only exception is the surface soil that contains excessive organic materials. Removal of the majority of the organic materials will require grubbing of approximately four to six inches of surface soils but deeper areas can be expected. Deeper grubbing may be required in areas along the property boundaries and surface ditches and where small trees and bushes are present. The depth of grubbing is to be adjusted in the field to ensure that organic materials are properly removed from beneath future pavements and structural fills. If used for fill, the surface soils will require moisture contents within two percent of optimum for effective compaction. These soils will easily become too wet or too dry for effective compaction. These soils can be expected to perform poorly if wet and subjected to rubber tired equipment. If construction is to occur during wet weather or wet surface soil conditions, low-pressure, tracked mounted construction equipment is recommended. Rutting caused by the contactor using rubber -tired equipment on a wet subgrade can be expected and should be repaired at contractor expense. This information is to be supplied to earthwork contractors prior to construction. Structural fills less than three feet deep are to be compacted to 95 % of the maximum dry density by ASTM D698, Standard Proctor. For deeper fills, and fill intended to contain re-routed irrigation canals or storm water runoff, all fill material and the upper 6 inches of the subgrade surface are to be compacted to 98 % of the maximum dry density as determined by ASTM D698. Structural fill is to extend laterally outside foundations a distance equal to the depth of structural fill. Structural fill should be placed in uniform, thin horizontal lifts, moisture conditioned as necessary, and compacted to the above requirements. Compaction of fine grained soils will greatly reduce the infiltration rate for surface water, effectively sealing the ground surface and crawlspace floors to percolation. Therefore, avoiding water gaining access to crawlspaces is critical. 208-440-6276 * bjarnoldpe@msn.com (3) Post Office Box 190537 * Boise, Idaho 83719 ''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 D3O17-88 and D2922-91 (nuclear densometer). Field nuclear moisture - density testing shall be performed on each lift of compacted fill for every 2500 square feet of surface area. It is noted that structural fill can pass compaction tests and still be unacceptable if pumping, rutting, or deflecting under vehicle or foot traffic. Therefore, 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. 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 / building construction. Demolition It is assumed that some or all of the existing homes will be demolished. After demolition, civil or geotechnical engineering 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 IDEQ requirements. Excavations caused by demolition are to be backfilled with structural fill. Excavations Shallow excavations and trenches that do not exceed four feet in depth may be constructed with side slopes approaching vertical. Below this depth it is recommended that slopes not exceed a vertical to horizontal ratio of one to one. The ability of the materials on site to maintain a vertical or near vertical excavation when standing open without support over any extended period of time can be expected to be quite variable. This information is provided for planning purposes. It is our opinion that maintaining safe working conditions is the responsibility of the contractor. Jobsite conditions such as soil moisture content, weather condition, earth movements and equipment type and operation can all affect slope stability. All excavations should be sloped or braced as required by applicable local, state, and federal requirements. 208-440-6276 * bjarnoldpe@msn.com (4) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC Pavement Section A pavement section has been calculated based upon a laboratory generated R -Value of R>20 and Traffic Indexes of T1=6 & T1=8. Calculation sheets and the R -Value report are included in the appendix. Based upon this data the following pavement sections are recommended. Material Layer Residential Street T1=6 Collector Street TI=8 Asphaltic Concrete 2.517 3.0" Base Coarse (%" minus) 4.0" 4.0" Sub base (Pitrun) 10.0" 17.0" Based upon the test pits, fat clay is not anticipated to be present after streets are cut to subgrade elevation. Subgrade inspection in the northeast corner of the property is recommended to confirm subgrade soil are represented by the utilized R -Value of R=20. It is common for the local jurisdiction to require a standard design or to match existing pavement section when working on collector or arterials. Therefore, ACHD should be consulted about construction within the Bott Lane right of way. Foundation System The proposed single-family residences may be supported on conventional, continuous, and isolated pad foundations founded upon the native soils or upon structural fill extending to these native soils. Based upon proper placement and compaction of structural fill, bearing pressures of up to 1500 psf are allowed. A one-third increase in allowable bearing capacity is permitted when transient loads such as wind or seismic are included. Either crawlspaces or slab on grade floors are acceptable. Foundations outside crawlspaces or basements are to be property waterproofed to prevent surface water from flowing between stem and basement walls and foundations. Foundations drains are encouraged on lots with structural fill placed below foundations. Roof drainage is not to flow through foundation drains. Infiltration pits for drainage are to be at least fifteen feet from and must extend to three feet below the nearest foundation. Foundations are to be embedded at least 24 inches below the adjacent grade for frost protection. 208-440-6276 * bjarnoldpe@msn.com (5) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC Slab on Grade Concrete Care must be taken so that all excavations below concrete floors and slabs are properly backfilled in accordance with the structural fill recommendations outlined herein. This is very critical where a slab will extend over utility trenches or retaining wall backfill. Trenches and wall backfill areas are to be filled in lifts and benched each lift so that fill is not placed against a vertical soil face greater than three feet tall. Testing is to confirm that compaction has been achieved. Areas of excessive yielding should be excavated and backfilled with structural fill. Slab on grade floors, sidewalks and pavements should be placed atop a minimum of 0.5 feet of granular structural fill materials. Any additional fill used to increase the elevation of slab on grade concrete should meet the requirement for structural fill. The granular mat should consist of sand or sand - gravel mixture with non -plastic fines. The 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. All slabs should be suitably reinforced to make them as rigid as possible. Proper joints should be provided at the junctions of the slab and foundation system so that independent movement can occur without causing damage. Storm Water It is recommended that storm runoff be directed away from all open excavations and not be allowed to puddle on subgrade soils. Due to the presence of shallow groundwater, disposal of groundwater in surface detention or retention ponds or constructed lakes or ponds is recommended. If water is to percolate through the surface soils (including the cemented soil layer) a percolation rate of P= 1.0 inch/hour is recommended for design. If drainage facilities are extended to free draining materials (and backfilled if needed with free draining pitrun) a percolation rate of P = 6 inch/hour is to be used for design. Extension to free draining conditions is to be confirmed at the time of construction. 208-440-6276 * bjarnoldpe@msn.com (6) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC Underground Utilities Test pits do not indicate that deep utilities trenches will require dewatering, but it was required in Shelburne Subdivision #2 to the west. It is not anticipated that large excavators will experience any difficulties excavating the onsite materials. No bedrock formation was encountered on the subject property. Sloughing of trenches can be expected when working below the groundwater surface or in free-flowing sand and gravel. Contractor Inspections This report has been prepared with the intent to provide specific design information to the developer and the civil engineering consultant. It is not intended to act as any contractors "Due Diligence" or subsurface inspection prior to estimating construction costs or actual construction. Contractors that estimate material quantities, material depths, or the volume and depth to groundwater based solely upon this report do so at their own risk. It is recommended that such values be confirmed as close as possible to the time / date of construction at specific locations as detailed in design plans. 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. Appendix Follows 208-440-6276 * bjarnoldpe@msn.com (7) Post Office Box 190537 * Boise, Idaho 83719 SITE QNSULTING, LLC APPENDIX Conceptual Plan Aerial Photo with Test Pit Location Test Pits Logs (10) Groundwater Data Table Soil Log Legend / Abbreviations and Acronyms Project & Adjacent Well Logs (5) Pavement Section Calc Sheets R -Value Report 208-440-6276 * bjarnoldpe@msn-com (8) Post Office Box 190537 * Boise, Idaho 83719 000"SITE ONSULTING. LLC Gonceptuai Tian TEN MILE FEEDER ' 43 " A': nr7071, n�ea.75* .v - 117' 18 19 20 21 � { 1 U13 12 L1110 9 8 22 IN 7 rabi 15� 14 1 23 14 i5 I 6 1 47'3i'4.37' N 11C20'38.8rU 9 10 II{E. I 24 1', 1c 12 13 25 *_ ti` 4 3 - a 2 7 6 T54 3 2 1zft� # 17 1 +� r 17 16 :tl 4]} I 11 4. 1 26 2 +( I = I _ 13 f 4 27 1{ { }I 4 1 12 1 28{{ Yp 43 l{ 5 1` 13'JJ59.82'N 1 FINE FEE {11fi'2C28A1'1V { 29 10 I 30 �� { 1 l �,.... , 1r as ' 1 9 7 -03'3]57.90 N ` I 1 1 , 31 32 �` keep II existing 1 Supplied by Glient/tnglneer 208-440-6276 * bjarnoldpe@msn.com (9) Post Office Box 190537 * Boise, Idaho 83719 /SITE CONSULTING, LLC r .. _ A_ _ I A L — i— %juU,.11r GdlLll 1AW1101 r11Vw 208-440-6276 * bjarnoldpe@msn.com (10) Post Office Box 190537 * Boise, Idaho 83719 ONSULTING, LLC TEST PIT LOG Test Pit: TP -1 File #: 18181-A Client: Criterion Land Date Excavated: 5/8/18 Project: Shelburne East Excavated By: Top Grade Excavation Location: 4080 Bott Lane — West Center Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 3/4"1 1/2" 1 3/8" 1 # 4 #10 #40 1 #100 1#2001 %M ILL PI 0.0-1.5 Brown, Dry, Firm, Sand, Clay, Silt With rootzone / organic layer to 6-8" 1.5-4.0 Tan, Dry, Firm, Cemented, Sandy, Silt 4.0-8.0 Tan, Dry, Firm, Sand and Silt with gravel 8.0-14.0 Tan, Moist, Firm, Sand & Gravel w/ cobble 14.0 Bottom of Excavation No Groundwater Encountered Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn-corn (11) Post Office Box 190537 * Boise, Idaho 83719 ONSULTING, LLC TEST PIT LOG Test Pit: TP -2 File #: 18181-A Client: Criterion Land Date Excavated: 4/26/18 Project: Shelburne East Excavated By: Top Grade Excavation Location: 4080 Bott Lane — East Center Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 314"1 1/2" 1 3/8" 1 #4 #10 #40 1 #100 1#2001 %M ILL PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With organic layer to 6-8" 1.0-4.0 Brown, Moist, Firm, Sandy, SILT (ML) 3.0 1100 111 98 1 95 93 88 81 71.6 1 17.7 36 10 4.0-6.0 Brown/Tan, Moist, Firm, Sand, SILT (ML) with hardpan 5.0 1 100 1 95 1 91 1 84 178 62111 50 40.4 18.9 NP NP 6.0-15.0 Brown/Tan, Moist, Firm, Sand & Gravel, with cobble Sam le scat ed on 1" 7.0 100 1 98 1 95 1 88 1 84 1 73 1 44 37 35.5 1 6.1 1 NP NP 15.0 Bottom of Excavation No Groundwater Encountered Monitoring Well Installed 208-4406276 * bjarnoldpe@msn.com (12) Post Office Box 190537 * Boise, Idaho 83719 ONSULTING, LLC TEST PIT LOG Test Pit: TP -3 File #: 18181-A Client: Criterion Land Date Excavated: 5/8/18 Project: Shelburne East Excavated By: Top Grade Excavation Location: 4080 Bott Lane — South Center r Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 3/4" T 1/2" 1 3/8" 1 #4 1 #10 1 #40 1 #100 1#2001 %M ILL PI 0.0-1.0 Black, Dry, Firm, Sand, Clay, Silt With organic layer to 6-8" 1.0-2.0 Brown, Moist, Firm, Sand, Clay Silt 2.0-5.0 Tan, Dry, Firm, Cemented, Sandy, SILT (ML) w/ hardpan R -Value Sampled =Same as soil from TP -4 3.0 100 1 87 1 78 70 61 54 47.5 16.8 NP NP 5.0-8.0 Tan, Dry, Firm, Silty, SAND (SM) with gravel 6.0 1 100 1 95 1 90 1 81 1 69 45 31 24.0 18.1 NP NP 8.0-12.0 Tan, Moist, Firm, Sand, Cobble, Gravel 12.0-14.0 Brown/Tan, Moist, Firm Silty, Sand & Gravel (Sample scalped on 1") 13.0 100 1 99 98 88 1 78 1 66 36 21 16.7 4.9 NP NP 14.0 Bottom of Excavation No Groundwater Encountered Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (13) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC TEST PIT LOG Test Pit: TP -4 File #: 18181-A Client: Criterion Land Date Excavated: 4/26/18 Project: Shelburne East Excavated By: Top Grade Excavation Location: 4080 Bott Lane — SW Corner Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 314" 1/2" 1 3/8" 1 # 4 # 10 # 40 # 100 #200 %M I LL PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With organic layer to 6-8" 1.0-3.0 Brown, Moist, Firm, Silty SAND (SM) Sample R -Value = R=72 2.0 1 100 1 94 1 85 74 59 50 40.8 14.7 NP NP 3.0-6.0 Brown/Tan, Moist, Firm, Sandy, Lean CLAY (CL) 5.0 1 1 1 1 100 1 98 95 91 82.8 16.6 30 9 6.0-15.0 Tan, Moist, Firm Silty, Sand & Gravel w/Cobble (Sample scat ed on 1" 7.0 100 98 1 95 1 92 1 81 1 69 43 34 27.2 14.6 NP NP 15.0 Bottom of Excavation No Groundwater Encountered Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (14) Post Office Box 190537 * Boise, Idaho 83719 "SITE NSULTING, LLC TEST PIT LOG Test Pit: TP -5 File #: 18181-A Client: Criterion Land Date Excavated: 4/26/18 Project: Shelburne East a Excavated By: Top Grade Excavation Location: 4030 Bott Lane — North Center Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 3/4" r 1/2" 1 318" 1 # 4 1 #10 # 40 # 100 #200 1 %M I LL PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With organic layer to 6-8" 1.0-4.0 Brown, Moist, Firm, Sticky, Sandy, SILT (ML) Sampled R -Value R-17 3.0 1 1 100 1 98 1 96 1 93 91 87 79.0 26.4 NP NP 4.0-6.0 Brown/Tan, Moist, Firm, Sandy, Lean CLAY (CL) 5.0 1 1 1 100 1 99 98 87 75 60.1 23.3 47 11 6.0-13.0 Tan, Moist, Firm, Sand, Cobble, Gravel 13.0 Bottom of Excavation No Groundwater Encountered Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (15) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC TEST PIT LOG Test Pit: TP -6 File M 18181-A Client: Criterion Land Date Excavated: 4/26/18 Project: Shelburne East Excavated By: To Grade Excavation Location: 4030 Bott Lane - Center 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 #100 #200 1 %M I LL PI 0.0-1.5 Black, Dry, Firm, Sand, Clay, Silt With organic layer to 6-8" 1.5-5.0 Brown, Moist, Firm, Sand, SILT (ML) 3.0 100 99 87 78 67.5 1 27.8 NP NP 5.0-8.0 Tan, Dry, Firm, Cemented, Sandy, SILT (ML) w/hardpan 6.0 100 1 86 1 71 1 56 1 38 32 1 28.927.2 NP NP 8.0-13.0 Tan, Dry, Firm, Sand, Cobble, Gravel 13.0 Bottom of Excavation No Groundwater Encountered 208-440-6276 * bjarnoldpe@msn.com (16) Post Office Box 190537 * Boise, Idaho 83719 ONSULTING., LLC TEST PIT LOG Test Pit: TP -7 File #: 18181-A Client: Criterion Land Date Excavated: I 4/26/18 Project: Shelburne East Excavated By: Top Grade Excavation Location: 4031 Bott Lane — NE Corner Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 3/4"1 1/2" 1 3/8" 1 # 4 # 10 #40 #100 #200 %M LL PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With organic layer to 6-8" 1.0-3.0 Tan, Dry, Firm, Lean CLAY (CL) with sand 2.0100 1 99 98 97 96 92.1 20.5 43 19 3.0-7.0 Tan, Dry, Firm, SAND grades Silty SAND 3.0 1 90 77 56 29 19 12.3 22.3 NP NP 5.0 1 100 98 82 64 47.5 23.9 1 NP NP 7.0-9.0 Tan, Dry, Firm, Cemented, Sand, Clay, Silt 9.0-10.0 Tan, Dry, Firm Sand, Gravel, Cobble 10.0 Bottom of Excavation No Groundwater Encountered Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (17) Post Office Box 190537 * Boise, Idaho 83719 ONSU LTI NG, LLC TEST PIT LOG Test Pit: TP -8 File #: 18181-A Client: Criterion Land Date Excavated: 4126118 Project: Shelburne East Excavated By: Top Grade Excavation Location: 4031 Bott Lane — West Center 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 %M I LL PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With organic layer to 6-8" 1.0-7.0 Tan, Dry, Firm, Sandy, SILT (ML) R -Value Sampled = Same as Sample from TP4 3.0 1100 96 1 88 76 62 53 42.2 15.5 NP NP 7.0-10.0 Brown/Tan, Dry, Firm, Sand & Gravel (Sample scalped on %") 8.0 100 1 97 1 88 67 19 6 2.4 NP NP 10.0-13.0 Brown/Tan, Moist, Firm Sand, Gravel, Cobble 13.0 Bottom of Excavation No Groundwater Encountered Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (18) Post Office Box 190537 * Boise, Idaho 83719 ONSULTING, LLC TEST PIT LOG Test Pit: TP -9 File #: 18181-A Client: Criterion Land Date Excavated:4/26/18 Project: Shelburne East Excavated By: Top Grade Excavation Location: 4025 Bott Lane — North End 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 %M LL PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With organic layer to 6-8" 1.0-3.0 1 Tan, Dry, Firm, Sandy, SILT (ML) 2.0 1 1 100 1 99 1 98 97 91 83 74.7 25.8 39 8 3.0-6.0 Brown/Tan, Moist, Firm, Cemented, Silty, SAND (SM) 5.0 1 1 100 1 92 1 81 1 66 1 42 31 23.3 21.6 NP I NP 6.0-15.0 Tan, Moist, Firm Sand, Gravel, Cobble 15.0 Bottom of Excavation No Groundwater Encountered 208-440-6276 * bjarnoldpe@msn.com (19) Post Office Box 190537 * Boise, Idaho 83719 ONSU LTI NG, LLC TEST PIT LOG Test Pit: TP -10 File #: 18181-A Client: Criterion Land Date Excavated: 4/26/18 Project: Shelburne East Excavated By: Top Grade Excavation Location: 4025 Bott Lane — SW Corner Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0"3/4" 1/2" 1 3/8" 1 # 4 # 10 1 # 40 # 100 #200 1 %M I LL PI 0.0-1.0 Brown, Moist, Firm, Sand, Clay, Silt With organic layer to 6-8" 1.0-6.0 Tan, Moist, Firm, Cemented, Sandy, SILT (ML) w/ hardpan R -Value Sampled Same as Sample from TP4 3.0 100 1 95 1 88 1 78 1 64 1 55 1 47 43 38.5 1 27.4 NP NP 6.0-11.0 Tan, Moist, Firm, Sand, Gravel, Cobble 11.0-15.0 Brown/Tan, Moist, Firm, Silty, Sand & Gravel w/ cobble (Sample Scalped on 1") 12.0 100 1 98 1 95 1 93 1 88 1 66 1 55 31 20.1 1 14.4 r NP NP 15.0 Bottom of Excavation No Groundwater Encountered 208-440-6276 * bjarnoldpe@msn.com (20) Post Office Box 190537 * Boise, Idaho 83719 'SITE NSULTING, LLC Groundwater Data Table Well MW1 MW2 MW3 MW4 MW5 MW7 MW8 Hub Elevation Casing Height 3.71 3.00 3.42 2.83 0.75 3.00 3.67 Casing Elevation 6/13/2018 16.30 17.00 17.60 16.00 13.80 13.50 16.80 Elevation -12.59 -14.00 -14.18 -13.17 -13.05 -10.50 -13.13 6/20/2018 16.30 17.00 17.60 16.00 13.80 13.50 16.80 Elevation -12.59 -14.00 -14.18 -13.17 -13.05 -10.50 -13.13 6/26/2018 Ran 17.00 17.60 16.00 13.80 13.50 16.80 Elevation Over 0.00 0.00 0.00 0.00 0.00 0.00 7/20/2018 Ran 17.00 17.60 16.00 13.80 13.50 16.80 Elevation Over -14.00 -14.18 -13.17 -13.05 -10.50 -13.13 8/17/2018 Ran 17.00 17.60 16.00 13.80 13.50 16.80 Elevation Over -14.00 -14.18 -13.17 -13.05 -10.50 -13.13 8/23/2018 Ran 1 17.00 17.60 16.00 13.80 13.50 16.80 Elevation Over 1-14.001-14.181-13.17 -13.05 -10.50 -13.13 BOLD indicates well was dry (no Groundwater) 208-440-6276 * bjarnoldpe@msn.com (21) Post Office Box 190537 * Boise, Idaho 83719 F� 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 COARSE GRAINED SOILS < 50% - #200 GRAVEL & GRAVELLY SOILS <50% - #4 < 5% - #200 GW Well -graded gravel, gravel -sand mixture, little or no fines. I GP Poorly -graded gravel, gravel sand mixture, little or no fines 5-12% 4200 >12% - #200 GMSilty gravel, gravel -sand -silt mixtures GC Clayey gravel, gravel -sand -clay mixtures SAND & SANDY LS % - # 4 L>5 < 5% - #200 SW Well -graded sand, gravelly sand, little or no fines. I SP Poorly -graded sand, gravelly sand, little or no fines >12% - #200 SM Silty sand, sand -silt mixtures Sc Clayey sand, sand -clay mixtures INORGANIC ML I Inorganic silt and very fine sand, rock flour, silty or clayey fine I sand or clayey silt with slight plasticity CL Lean clay -low to medium plasticity, gravelly, sandy, or silty clay FINE GRAINED SOILS > 50% - #200 SILTS & CLAYS LL < 50% ORGANIC OL Organic silt and organic silty clay of low plasticity SILTS & CLAYS LL > 50% INORGANIC MH Elastic silt, micaceous or diatomaceous fine sand or silty soil. CHI IFat clay - high plasticity ORGANIC JFUOHOrganic clay-med. or high plasticity: organic silt I I� HIGHLY ORGANIC SOILS IMT tsf Peat, humus, swamp soil with high organic content ASTM American Society for Testing and Materials IBC International Building Code ISPWC Idaho Standard for Public Works Construction HMA Hot -Mix Asphalt 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 Tonsper Square Foot sf/f Pounds per Square Foot/ Foot 208-440-6276 * bjarnoldpe@msn.com (22) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC ADJACENT WELL LOGS Form 238-7 IDAHO DEPARTMENT OF WATER RESO 6/02 WELL DRILLER'S REPORT 1. WELL TAG NO. D lbw All I DRILLING PERMIT N0. Water Right or Injection Well No. 2. OWNER: Name iLlAtl�y Address '711 iL ('S'E��i' +C, I, IL. City Bm"17 state ,�Zip _Ss: 3. LOCATION OF WELL by legal description: Office Use Only Well ID No. Inspected by Twp RgeSec 1/4 1/4 —1/4 Lat Long: You must provide address or Lot, Bik. Sub. or Directions to welt. Twp. _3 North Q-( or South ❑ Rge. 1 East or West ❑ Sec. ;1$ , 14W 1/4 SVJ 114 iA Govt Lot C'gounry M Let: Address of Well Site a9�Doll: Qx1"T`C LhS. M city tIV.E�t0114�3 IN Lt. _ Blk. Sub. Name 4. USE: ADumestic ❑ Municipal C Monitor ❑ Irrigation ❑ Thermal ❑ InjecWn ❑ Other 5. TYPE OF WORK check all that apply (Replacement etc.) XNew WeII ❑ Modify O Abandonment ❑ Other 6. DRILL METHOD: XAtr Rotary ❑ CaUe ❑ Mud Rotary D Other 7. SEALING PROCEDURES Seal Material Ran T We9MlVoiene Seal�P,apcerrert Me9rod bEardNl ►� p �9J I bS. VcA Was drive shoe used? XY ❑ N Shoe Depths) i5C] Was drive shoe seal tested? ❑Y ;KN How? 8. CASINMNER: p—N, From Te Gauge Meler;al Casing liner Warded Tlaeaded ' t .�60 ?EFL jKC ❑ ❑ 7 f581 ❑ fs 157 /58 . STaL- Fd ❑ Length of Headpipe 6.0 Length of TailpipeO Packer )(Y ❑ N Type Alk 0- ♦ 9. PERFORATIONS/SCREENSPACKER TYPE Perforation Method Screen Type & Method of Installation dOH1JSix) Ran To 9wMs,z Number DlemeMr M•tarlal C-ina Wwr S-7 5 5 6I<« S ❑ Rel ❑ D ❑ ❑ 10, FILTER PACK Ruar Natavl Ran To WN�I/Volume PMe•rnenlbMihod 11, STATIC WATER LEVEL OR ARTESIAN PRESSURE: A5—ft. below ground Adesian pressure Ib. Depth flan encountered 0. Describe access port or control devices: Via _ 4� w> i NW&- URCES ^ (/�/& 12. WELL TESTS: ❑ Pump ❑ Bailer Office Use Only Well ID No. Inspected by Twp RgeSec 1/4 1/4 —1/4 Lat Long: 'Ir G Rowing Artesian --- Yield gal/In . I Dna Id— I Pumping Level I T— k P. FM WaterTemp. _... _.___ Bottom hole tamp. Water Quality lest or comments: Depth first Water Encounter 13. LITHOLOGIC LOG; (Describe repairs or abandonment) Water 14. DRILLER'S CERTIFICATION IMe codify that all minimum well construction standards were complied with at the time the rig was removed. Company Name b. %-% fAi WU 446 Firm No. - Principal Driller �t Dale and Driller or Operator II Date Operator I Date Principal Driller and Rig Operator Required. Operator I must have signature of Drillef/Opetator If. FORWARD WHITE COPY TO WATER RESOURCES 208-440-6276 * bjarnoldpe@msn.com (23) Post Office Box 190537 * Boise, Idaho 83719 FM M IN M IN .—_ .. C: ON1 �. IIN N ONE NO IN INN WIN No MIN .� No 14. DRILLER'S CERTIFICATION IMe codify that all minimum well construction standards were complied with at the time the rig was removed. Company Name b. %-% fAi WU 446 Firm No. - Principal Driller �t Dale and Driller or Operator II Date Operator I Date Principal Driller and Rig Operator Required. Operator I must have signature of Drillef/Opetator If. FORWARD WHITE COPY TO WATER RESOURCES 208-440-6276 * bjarnoldpe@msn.com (23) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC VOSS1& L- -�uf3Joc� Form 238-7 3/95-C96 IDAIIO DEPARTMENT OF WATER RESOURCES WELL DRILLER'S REPORT 1. DRIIJJNG PERMIT NO. 0 -0 -2 -9680 - Other IDWR No. 2.OWNER- Name Michael and Marlene Kingsley Address 4390 Batt Ln. City Boise Slate ID Zip 83709 3. LOCATION OF WELL by legal description: Sketch mop location must agree with written location N Twp.3 North ® or South ❑ W E Rge. 1 East ® or West ❑ Sec. 28 1/4 NW 1/4 SE 1/4 Tr— , -7.-- rir- Gov'tlot County Ada S- -- ----- -- Lat: Long:__T Address of Well Site 4390 Boll Ln. City Baise trn.e u cad na"e e . � a« to or Wdmr Lt. Blk. Sub. Name 4. USE: N Domestic ❑ Municipal ❑ Monitor ❑ irrigation ❑ Thermal ❑ hijeetion ❑ Other 5. TYPE OF WORK check all that apply (Replacement etc.) N Ncw Well ❑ Modify ❑ Abandonment ❑ Other 6. DRILL METHOD N Air Rotary ❑ Cable ❑ Mud Rotary ❑ Other 7. SEALING PROCEDURES SEAL/FB.TER PACK AMOUNTa Minerhl From To Sukser Pounds Was drive shoe used? ® Y ❑ N Shoe Depth(s) 1640 Was drive shoe seal tested? ❑ Y ® N Howl 8. CASIN R i 1 .asi,g L1nu Welded Threaded ❑ ® ❑ 5"6 ® ❑ ® ❑ Length of Hcadpipc 50 Ixngth of fafpipc — 9. PERFORATIONS/SCREENS ❑ Perforations Method ® Screens Screen T31)c'u�n5on - Pmm 'ro Slot36e I Number I Di—cler I Mntaiat Casio Liner 165 1170 1.020 5" 1 SS ❑ ❑ ❑ ❑ 2 Top Soil 10. STATIC WATER LEVEL OR ARTESIAN PRESSURE: 5011. below pound Artesian Pressurc lb Depth flow encountered_ 11. Describe aecess port or control devices: OOioe Use Only Inspected by T'p—_ Age __See_ 1/4 1/4 114 Lal; Long: 11. WELL'FESTS: ❑ Pum s F1 Bailer M Air Flowing Artesian Yield i nn P In Level 'rim PM Vlrater Temp. 57DeeF Bottom hole temp. Water Quality test or comments: Depth first Water Enawtuered 500 12. LITHOLOGIC LOG: (Describe repairs or abandonment) Yat bore •From To Remarks:t1thology, Water Qudity&Temp. N lU" 0 2 Top Soil 24 Hard Pan n rXtneatcd Gr_aV_eLand 16 120 1 Sandy Clay 6" 20 23 1 Sandy Clay 23 65 1 Gravel and Sand 65 82 Sand and Gravel 82 85 1 Sandy Clay 85 97 105 97 105 108 1 Sand 1 Tan Clay 1 Sand 108 1112 112 1126 1 Tan Clay 1 Sand and Gravel 12613U Tan Clay 130 1611 Sand and Gravel 160 164 Tnn Clay 164 170 Sand n WAIEKKESOURCes Completed Depth, 170 Dote: Slartea 7.9I -M (Measurable) Completed -22- 13. DRILLER'S CERTIFICATION UWe dztlifythat all minimum well construction standards were complied with at the time the rig was removed. Firm Name COL)F, WFUL F din No. 409 dr Firm OM ' Date 7-24-03 Supervisor or Operas Nate 7-24-03 (S mm irFi. ,cial & Operatu Dam: 724/03 Time:6:39 AM 208-440-6276 * bjarnoldpe@msn.com (24) Post Office Box 190537 * Boise, Idaho 83719 SITE QNSULTING, LLC `��I Pao O(Oco Ube only Form 238.7 IDAHO DEPARTMENT I OF WATER RESOURCES ell ID N - WELL DRILLER'S REPORT _ Inspected by 1. WELL TAG NO. D two A'i 1 I `i _ 19� �/� Twp _ Rge_Sec _ 1!4 _ 1/41/4 Wa;erRightULING oRAIITNQ —.. 12. WELL TESTS: Lat Long: Water Right or Irdecibn well Na O Pump O Hager }irAh Cl FlovArg Artesian 2. OWNER: Name_ ilDlli ItMi L E� Address yGA-ro EwrT W. City _. Akeelb," _ staloJ zip�.� 3. LOCATION OF WELL by legal descriptlon: You must provldo address or Lot. Bilk, Sub. w Direcllars to wall T67L 3 North �' or Souu; D fkp. l Fast or Was: ❑ Sec. ag 114 $ 114 Gott Lot T�1r� T_114 Lal:; Long: Address at Wag Site .S pdyz ter, CITY . r..s.y U.— Sit Sub. Name 4. USE: AOmlestn: ❑ Mwidpal ❑ Flaribr ❑ It*lon ❑Thermal ❑In(ecilon 6. TYPE OF WORK check al Uwt appy lan:mant e O New Well O Monty ] Alctndcsr—I XOlher - 6. DRILL METHOD: Air Rotary ❑ Cabin C Mud Rotary ❑ Other 7. SEALING PROCEDURES SW MstaW From To Wd9111VUUrre Sod RI—r-1 NeNod Was daw shoe used? Y O N Shoo Depth(it) 15 OfWas Whe shoe seal wated7 r- Y �►1 HoW, 8. CASINOWNER: ninlY. Rom To _ tLeNlh Cos1+g Urer. WA. d Tl,.d d NC ❑ X ❑ ❑ ❑ ❑ tJ D O JJl IJ Length o1 Headpipo Awn Packer ny Xm Type _ .�-_.__ 9. PERFORATIONS/SCREENS PACKER TYPE Pwto[Ow Method euk4 Ak To 9L61 _ Screen Type a Melhodol Instalation_�L7L/i _ - F cn To 6bt orre t4mh.r Olemear Makilal Cas'�a Ilria L- n ❑ 10. FILTER PACK _-FnorAh 1 -- flan To / (MecornM Method 11. STATIC WATER LEVEL OR ARTESIAN PRESSURE: h. below U—rdl Ntask n pr—,—_Q,. Depth Ibw encountered __)t. Downbo access purl a control dovims: __. _ Welor Temp. _. -_ .,- nounm hn�e temp \Yater Ouatly test or oarmonts: Depth tint Water Enwunter_ 1& LITHOLOGIC LOG: (Describe repairs or abandonment) %tw 14. MILLER'S CERTIFICATION VWo certify final all rwnlmum well oonstructbn standards were oomplad with At the tmo tho rg wall ranl0wd. (arparryNAmA jW,^. -6--QA—6--fAWS 0ELl00j�l� No. 3� Prinopal Odlar�f' Dab ( O and Dd:kr o: Operator II Dob - Dalo_ PrIncpel Driller and Rig Operator Regtrirod Operator I must have slgnalwo of Dr11or1Opetalor II, FORWARD WI IITE COPY TO WATER RESOURCES 208-440-6276 * bjarnoldpe@msn.com (25) Post Office Box 190537 * Boise, Idaho 83719 BEEN —ill— Welor Temp. _. -_ .,- nounm hn�e temp \Yater Ouatly test or oarmonts: Depth tint Water Enwunter_ 1& LITHOLOGIC LOG: (Describe repairs or abandonment) %tw 14. MILLER'S CERTIFICATION VWo certify final all rwnlmum well oonstructbn standards were oomplad with At the tmo tho rg wall ranl0wd. (arparryNAmA jW,^. -6--QA—6--fAWS 0ELl00j�l� No. 3� Prinopal Odlar�f' Dab ( O and Dd:kr o: Operator II Dob - Dalo_ PrIncpel Driller and Rig Operator Regtrirod Operator I must have slgnalwo of Dr11or1Opetalor II, FORWARD WI IITE COPY TO WATER RESOURCES 208-440-6276 * bjarnoldpe@msn.com (25) Post Office Box 190537 * Boise, Idaho 83719 Form 23&7 C;07 43 SITE 4NSULTING, LLC IDAHO DEPARTMENT OF WATER RESOURCES WELL DRILLER'S REPORT 1. WELL TAG NO. 0 %(D6 -T Drgling Permit No. kj U 1 Water tight or injection wan If 2. OWNER: _/T f ,-f !/ 115'mi.sS�i/ Name Address o?r �Z-�. 770507�1l...!/% / City'=A"r inti! Stale_ZT- . Zip 3.WELL LOCATION: Twp. 3 Nonh a -or Soulh ❑ Rge.,/_ East eror Wesl ❑ Sec. 2 �_JI4 /�114 :5114 Gov i Lot County 191/1, Lalt 7s (oeg.ntl 01rran.nes) Long. ° 16 i � ! K _ (oee. am D c w m;wnes) Address of Wea Sita y0d # /1171r Cay LOL _ Blk. / Sub. Name 49az Ol/W m' astic ❑ Muneipal ❑ Alonaw ❑ irtigagan ❑Thermal ❑ Injection ❑ Other S. TYPE OF WORK: ❑ ltaw wren ❑ Replacament weH ❑ Modty e�txrg wa1 ❑ Abandonment ❑ Other 6. DRILL METHOD: O'Air Rotary ❑ Mud Rotary ❑ Cabla ❑ Odner 7. SEALING PROCEDURES: maYdal From Ta Qin+ Ims N Pii[GmM! me t �r 6. CASING/LINER: bo.rFNr F_ (a Tela)SchWMalarvl dsq Llw TNeatlatl Wo -A tl 0' 13[I El' ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ u❑ 5 ❑ ❑ Was drive shoe used7 Y ❑ N Shoe Depths) 9. PERFORATIONSISCREENS: Perforations 0 ❑N Method { Manulacl—d screen 01 ❑ N Type -.. 0 /A A -r MethodofinalaAagon��'.IL4'-C'. Length ofHeadpipe - La e Ih of Tailpip Packer OfT ❑ N Type 10.FILTER PACK: _ fnar MNrW From aq To mi nuauMY Ra a hr) Poaa.neM manned 11. FLOWING ARTESIAN: Flowing Arlesian7 ❑ Y P614 Artesian Pressure (PSIG) Describe control device To 7-w W &i6kr" &F 12. STATIC WATER LEVEL and �W/E�LL TESTS: + Depth first water encountered (e) —L/— Static water level (h) — Water temp. OF) Bottom Iota temp. (°F) Describe access port GA1a�r.rSea.�//JC!lCct/1 Well test: Test method: R•awdo.n Ileat) eitli°r Te.t. �bcn p,� aJw ,V . tsaan ❑ ❑ V-1 ❑ ❑ ❑ ❑ ❑ Water quality last or comments: nrnr r —.-H. , ronaim nr ah.ndonment: p&S7- 14. DRILLER'Sf CERTIFICATION: r Ime certify that all minimum wall construd)on standards were compiled with at the time the dg was rammed. Company Namjgt C- C., No 'Principal Drilla ' Dale 'Driller Data ..-_. 'Operator II Dale Operator I Date • Signaluro of Principal Driller and rig operator are required. 208-440-6276 * bjarnoldpe@msn.com (26) Post Office Box 190537 * Boise, Idaho 83719 II,-Il�l �iY�E �� IIIIIII,II� �i►'liliTi�-_ _- 14. DRILLER'Sf CERTIFICATION: r Ime certify that all minimum wall construd)on standards were compiled with at the time the dg was rammed. Company Namjgt C- C., No 'Principal Drilla ' Dale 'Driller Data ..-_. 'Operator II Dale Operator I Date • Signaluro of Principal Driller and rig operator are required. 208-440-6276 * bjarnoldpe@msn.com (26) Post Office Box 190537 * Boise, Idaho 83719 SITE CONSULTING, LLC USE TYPEWRITE StatefdahG BALL POINT PEN Ihpartment o[ W er Adnunistralion WELL DRILLER'S REPORT 'd ^,�.� 'Tl l� State law requires that this report be filed with the Director. Department otWeter Administration hln30 i,CLJ� r C't days aftw the completion or abandonment of the well. �b(L1 USE ADDITIONAL SHEETS IF NECESSARY FORWARD THE WHITE, BLUE, AND PINK COPIES TO THE DEPARTMENT t. WELL OWNER 7. WATER LEVEL Name Sratic water level /cat below land surface Flowing? ❑Ves B'�lo G.P.M. flow ., Address —_ Temperature_ F- Ouelity - Artesianclosed-in pressure p.s. i. Owner's Permit No. Controlled by El Valve gCap ❑Plug Z NATURE OF WORK B. WELL TEST DATA rt''�• �„Sypy l / �;. COrsP I/YNY ew well ❑Deepened ❑ Replacement ❑pump IO�ailw q Other DpNaryG.P.M. Dnw Dern earth ❑ Abandoned (describe method of abandoning) 3. PROPOSED USE lTDomestic ❑ Irrigation ❑Tett B. LITHOLOOIC LOG If 3(��() H•I• °rpN Manorial Werw ❑ Municipal ❑Industrial ❑Stock Deem. From To Yw Ne So 0. METHOD DRILLED 4'Fble ❑ Rotory ❑Dug q OOtw � � S. WELL CONSTRUCTION Diameter of hole �D _inches Total depth _feet Casirg schedule: f9'gtael ❑ Canasta �iA�}nw or.m.r•r From 7e .93 Inches inches i /fjz feet feat irzdlec inches _feet _feet inches inches feet _feet inches inches feet _Leet Inches inches Mt Mt Was a packer w seal orad? ❑Ves ®moo Perforated? O yes 4YRo How parforated7 ❑ Factory ❑Knife El Torch Size of peporation inches by_ inches Nambr. From To perforations feet _ teat perforations _ feet feet perforations Mt fast Well screen installed? ❑Yes fS'I�a Manufacturer's rums Type — Model Model No. Olamoter_- Sintpu_Sat from Mtto__feet Diametw__ Slot size _ Set from fast to__ feat Oravp Decked? ❑Yes fWl�o Sit. of tPwN___.__ Placed from leer to feet -- Surface seal? f9'Yn q No To what deplh_� feet kfiterisl used In seal q,Gment grout t9'fr ddling clay B. LOCATION OF WELL Sketch map location mutt agree with written location. tg, N Werk parted__tinish•d _ \Vs:'D 11. DRILLER'S CERTIFICATION \A�� W a This well was drilled under my supervision and this report is true to the best of my knowledge. t?ry 4 D til•: • Lm'�{ nenb•r Coumv�_-.-� lJol-v fi« Data 208-440-6276 * bjarnoldpe@msn.com (27) Post Office Box 190537 * Boise, Idaho 83719 208-440-6276 * bjarnoldpe@msn.com (27) Post Office Box 190537 * Boise, Idaho 83719 SITE /CONSULTING, LLC DESIGN SECTION CALCULATIONS (ACHD R -Value Method) Project: Sherburne East File No.: 18181-A TP 4 - Shallow or thin Topsoil Calc By: B. Arnold Client: Criterion Date: 07/23/18 Design Thickness Equation: T = 0.0032 (TI) (100-R)(12) = GE (inches) T= Design Thickness TI = Traffic Index = 8 Assumed GE = Gravel Equivalent R = R -Value = 20 By Soil Test GE= 25.1 Inches ACHD ACP 3/4" Road Base and Aggregate Subbase Actual Thickness Equivalent Thickness ACHD Asphalt Concrete Thickness = 3.0 Inches ACE= 7.5 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= 13.2 Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 3.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 14.0 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 3.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 14.0 inches 208-440-6276 * bjarnoldpe@msn.com (28) Post Office Box 190537 * Boise, Idaho 83719 SITE /CONSULTING, LLC DESIGN SECTION CALCULATIONS (ACHD R -Value Method) Project: Sherburne East File No.: 18181-A TP 4 - Shallow or thin Topsoil Calc By: B. Arnold Client: Criterion Date: 07/23/18 Design Thickness Equation: T = 0.0032 (TI) (100-R)(12) = GE (inches) T= Design Thickness TI = Traffic Index = 6 By Agency GE = Gravel Equivalent R = R -Value = 20 By Soils Test GE= 18.9 Inches ACHD ACP 3/4" Road Base and Agqreqate 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 3/4" Road Base = 4.0 inches Aggregate Subbase = 10.0 inches 208-440-6276 * bjarnoldpe@msn.com (29) Post Office Box 190537 * Boise, Idaho 83719 /SITE ONSULTING, LLC CONTRACTED R -VALUE IdPavement Engineering Inc. R.ddmg • San Lms DojWo Caltrans` I Afh1RL / QC - QA Sample Description: Brown Sandy Clay with Gravel Sample Location: Sherburne East, TP -4,. 16181 100 -- — 90 80 a� – – – – 70 �2 -- -- 60 -- 50 c6, — 40 @ 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. 1 Specimen No. RESISTANCE (R) VALUE TEST 2 ASTM D 2844 Laboratory No.: L180733 Project No.: 180096 Sample Date: April 26 2018 Report Date: June 1. 2018 Client: Site Consulting LLC Project Name: 2018 Laboratory Teslinq Sample Description: Brown Sandy Clay with Gravel Sample Location: Sherburne East, TP -4,. 16181 100 -- — 90 80 a� – – – – 70 �2 -- -- 60 -- 50 c6, — 40 @ 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. 1 Specimen No. 1 2 3 Moisture Content (%) 26.8 28.5 25.4 Dry Density (PCF) 87.2 85.9 87.8 Resistance Value (R) 71 62 79 Exudation Pressure (PSI) 274 114 575 Expansion Pressure 35 26 91 As Received Moisture Content % 13.5 KtOIJ IANUL VALUt AI 3UU P.5.l. !L ANk Reviewed By: Brandon Rodebaucdh '."" "' - P` Materials Fn9ineer - ma Caoioun� c .,_ u�� iw. pa ye n -en ren g,n ee rrn g.. nm Nothing Follows 208-440-6276 * bjarnoldpe@msn.com (30) Post Office Box 190537 * Boise, Idaho 83719