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PZ - Geotechnical ReportSITE CONSULTING, LLC Trilogy Development July 10, 2018 Mr. Shawn Brownlee Page 1 of 26 9839 West Cable Car Street, #101 File 18201-B Boise, Idaho 83709 Re: Geotechnical Recommendation Report Brandel Property 5865 North Blackcat Road Meridian, Idaho Shawn: As per your authorization, on June 21, 2018, SITE personnel logged and sampled seven test pits at your proposed Brandel subdivision development on North Blackcat Road in Meridian, Idaho. It is assumed, based upon the provided Conceptual Plan, that the proposed subdivision will include ACHD right of ways, approximately 18 multifamily housing buildings, and 10-12 lots for single-family residences. The test pits were excavated on a property consisting of two parcels. The property is located on the west side North Blackcat Road just south of Highway 20-26 (Chinden Boulevard), in Meridian, Idaho. The following owners, tax parcel numbers, addresses, and acreages were located for the properties on the Ada County Assessor's website. Parcel Tax ID Number Owner Name Address Acreage 1 SO428141600 Brandel 5865 N Blackcat Road 6.88 2 SO428142150 Viper 5745 N Blackcat Road 6.00 Total 12.88 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. �SS�ONAL Respectfully submitte a� Q Bob J. Arnold, PE SITE Consulting, LLC 0 V- 208-440-6276 * bjarnoldpe@msn.com (1) Post Office Box 190537 * Boise, Idaho 83719 "SITE NSULTING, LLC INVESTIGATION SITE observed the excavation of seven test pits at locations intended to provide full coverage of the subject property. Bailey Engineering provided input as to test pit locations. Requested locations were adjusted in the field as needed to fit with access and terrain. Test pit logs and an aerial photo with test pit locations are included in the Appendix. In general, surface soils consist of a silt / sand soil that ranges from two to eight feet deep. In a few test pits this soil was weakly cemented near the bottom of the layer. The organic layer atop the surface soils is typically four to eight inches this but did extend to 1.5 feet in test pit TP -3 where onsite cattle deposits were thickest. The top soil layer extends to gravel contact which was typically six to eight feet deep but was shallower along the southern property line. The top the native pitrun contains one to three feet of silt, clay, or weak cementing. All soils were easily excavated with a rubber tire backhoe. At the bottom of the test pits, which was ten feet along the southern property line and thirteen feet elsewhere, sloughing soils below the groundwater prevented deeper exploration. In TP3, TP -4 and TP -5 along the south property line, groundwater was encountered at nine feet deep. It was thirteen feet deep in all other test pits. Monitoring wells were installed in all seven test pits. When we returned two weeks after installation to check the wells, all four wells in the southern pasture with the cattle were gone. These wells will need to be re -installed after the tenant and his cattle vacate the property. Water in the northern three wells was measured at 10 to 11 feet below the existing ground surface. Additional research was performed searching for well logs within the section where the subject property is located. Well logs for Section 28, township 4 north, range 1 west were reviewed on the IDWR website. A total of four well logs were found and have been included in the Appendix. One is for the subject property. All four well logs indicate that static groundwater is 8 to 16 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 24-30 feet below the existing ground surface. 208-440-6276 * bjarnoldpe@msn.com (2) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC DESIGN & CONSTRUCTION RECOMMENDATIONS General Earthwork It is anticipated that this project will be very similar to the Jump Creek Subdivision development to the south 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 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 subgrade surface are to be compacted to 95 % of the maximum dry density as determined by ASTM D1557, Modified Proctor. 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 crawispace floors to percolation. 208-440-6276 * bjarnoldpe@msn.com (3) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, 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). 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. 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. 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. Demolition 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 IDEQ 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. If encountered, blending clay surface soils with onsite or imported sand and gravels will improve surface drainage. 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 NSULTING, LLC Pavement Section A pavement section has been calculated based upon a laboratory generated R -Value of R>20 and Traffic Indexes of TI=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 TI=6 Collector Street TI=8 Asphaltic Concrete 2.5" 3.0" Base Coarse (%" minus) 4.0" 4.0" Sub base (Pitrun) 10.0" 17.0" It is noted, that 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 Blackcat Road right of way. Foundation System The proposed multi and 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. 208-440-6276 * bjarnoldpe@msn.com (5) Post Office Box 190537 * Boise, Idaho 83719 "SITE NSULTING, 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. After construction of the building pad, a six-inch granular mat should be provided below the floor slabs. The 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. Underground Utilities Test pits revealed that deep utilities trenches may require dewatering. 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. 208-440-6276 * bjarnoldpe@msn.com (6) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC 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 JSULTING, LLC Conceptual Plan Aerial Photo with Test Pit Location Test Pits Logs (7) Soil Log Legend / Abbreviations and Acronyms Project & Adjacent Well Logs (4) Pavement Section Calc Sheets R -Value Report 208-440-6276 * bjarnoldpe@msn.com (8) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC Supplied by Client/Engineer 208-440-6276 * bjarnoldpe@msn.com (9) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC Locations by handheld GPS 208-440-6276 * bjarnoldpe@msn.com (10) Post Office Box 190537 * Boise, Idaho 83719 C� ONSU LTI NG, LLC TEST PIT LOG Test Pit: TP -1 File #: 18201-B Client: Trilogy Date Excavated: 6/21/18 Project: Brandel Property Excavated By: Top Grade Excavation Location N43 37 27.2 W 116 27 29.0 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" ' 3/4" 1/2" ' 3/8" # 4 #10 # 40 # 100 #200 %M 0.0-1.0 Brown, Dry, Firm, Sticky, Sandy, Clay With rootzone / organic layer to 6-8" 1.0-4.0 Tan, Dry, Firm, Sandy, SILT (ML) 3.0 1 1 100 1 99 1 97 93 86 78 71.2 13.9 1 NP NP 4.0-6.0 Brown, Moist, Firm, Sandy, SILT 6.0-7.0 Red/Tan, Moist, Firm, Sand & Gravel, with Cobble 7.0-13.0 Tan, Moist, Firm, Sand & Gravel with Cobble 13.0 Bottom of Excavation Groundwater Encountered @ 13.0 Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (11) Post Office Box 190537 * Boise, Idaho 83719 ONSULTING, LLC TEST PIT LOG Test Pit: TP -2 File #: 18201-B Client: Trilogy Date Excavated: 6/21/18 Project: Brandel Property Excavated By: Top Grade Excavation Location N43 37 26.4 W 116 27 26.4 1 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 Black, Moist, Firm, Sticky, Sand, Clay, Silt With organic layer to 6-8" 1.0-4.0 Dark Brown, Moist, Firm, Sandy, SILT (ML) 3.0 1 1 1 1 100 99 1 88 1 77 67.6 15.5 35 9 4.0-6.0 Brown, Moist, Firm, Sandy, Silt 6.0-10.0 Red/Brown, Moist, Firm, Sand & Gravel with cobble & silt 10.0-12.0 Red/Tan, Firm, Sand, Gravel, Cobble 12.0-13.0 Tan, Wet, Firm Sand, Gravel, Cobble 13.0 Bottom of Excavation Groundwater Encountered @ 13.0 Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (12) Post Office Box 190537 * Boise, Idaho 83719 ONSULTING, LLC TEST PIT LOG Test Pit: TP -3 File #: 18201-B Client: Trilogy Date Excavated: 6/21/18 Project: Brandel Property Excavated By: Top Grade Excavation Location N43 37 25.2 W 116 27 27.5 1 Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 3/4" 1/2" 3/ 1" 1 # 4 1 #10 1 #40 1 #100 #200 1 %M LL PI 0.0-0.5 Black, Moist, Firm, Sticky, Sandy, Clay With Organic layer throughout 0.5-1.5 Brown, Moist, Firm, Sand, Clay & Silt, Live Stock Organics to 1.0 1.5-4.0 Brown, Moist, Firm, SILT (ML) 3.0 1 1 1 1 1 100 1 99 1 96 92.9 24.5 37 11 4.0-5.0 Brown/Tan, Moist, Firm, Sand, Gravel, Silt 5.0-10.0 Brown/Red, Moist, Firm, Sand, Gravel, Cobble 10.0 Bottom of Excavation Groundwater Encountered @ 9.0 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 #: 18201-B Client: Trilogy Date Excavated: 6121/18 Project: Brandel Property Excavated By: Top Grade Excavation Location N43 37 55.0 W 116 27 24.0 Logged By: J. Meusch, PM — SITE DEPTH SOILS DESCRIPTION feet 1.0" 1 3/4" 1 1/2" 1 318" # 4 # 10 # 40 #100 #200 %M LL PI 0.0-1.0 Black, Moist, Firm, Sticky, Sand, Clay, Silt With Organic layer throughout 0.5-2.0 Brown, Dry, Firm, Sand, Gravel, Silt 2.0-4.0 Brown/Red, Moist, Firm, Sand, Grave w/cobble 4.0-9.0 Brown/Red, Moist, Firm, Sand, Gravel, Cobble 9.0 Bottom of Excavation Groundwater Encountered @ 9.0 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 #: 18201-B Client: Trilogy Date Excavated: 6/7/18 Project: Brandel Property Excavated By: Top Grade Excavation Location N43 37 25.0 W 116 27 20.0 Logged By: J. Meusch, PM — SITE DEPTH SOILS DESCRIPTION feet 1.0" 3/4" 1/2" 3/8" # 4 # 10 # 40 # 100 #200 %M LL PI 0.0-0.5 Black, Moist, Firm, Sticky, Sand, Clay, Silt With Organic layer throughout 0.5-2.0 Brown, Moist, Firm, Sandy, Clay/Silt 2.0-4.0 Brown/Tan, Moist, Sticky, Sandy, Clayey, Silt 4.0-7.0 Tan, Moist, Firm, Silty, SAND (SM) with gravel 5.0 1 1 100 1 96 1 89 1 83 62 48 39.2 21.9 NP NP 7.0-8.0 Tan, Moist, Firm, Sand 8.0-10.0 Red/Tan, Wet, Firm, Sand, Gravel, Cobble 10.0 Bottom of Excavation Groundwater Encountered @ 9.0 Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (15) Post Office Box 190537 * Boise, Idaho 83719 ONSU LTI NG, LLC TEST PIT LOG Test Pit: TP -6 File #: 18201-B Client: Trilogy Date Excavated: 6/21/18 Project: Brandel Property Excavated By: Top Grade Excavation Location N43 37 27.2 W 116 27 21.8 Logged By: J. Meusch, PM — SITE DEPTH SOILS DESCRIPTION (feet) 1.0 3/4" 1/2" 3/8" 1 # 4 #10 #40 #100 #200 1 %M I LL PI 0.0-1.0 Brown, Moist, Firm, Sticky, Sand, Clay, Silt With rootzone / organic layer to 6-8" 1.0-3.0 Brown, Moist, Firm, Silty, SAND (SM) R -Value Sample R =53 1.5 1 100 90 82 70 1 60 46 40 35.0 18.9 NP NP 3.0-6.0 Brown/Red, Moist, Firm, Fractured Cemented, Sandy, SILT (ML) 5.0 1 1 100 1 80 1 57 1 30 1 20 10 6.9 18.0 NP NP 6.0-8.0 Brown/Red, Moist, Firm, Sand, Gravel, Silt 8.0-13.0 Red, Wet, Firm, Blocky, Sand, Gravel, Cobble 13.0 Bottom of Excavation Groundwater Encountered @ 13.0 Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (16) Post Office Box 190537 * Boise, Idaho 83719 ONSU LTI NG, LLC TEST PIT LOG Test Pit: TP -7 File #: 18201-B Client: Trilogy Date Excavated: 6/21/18 Project: Brandel Property Excavated By: Top Grade Excavation Location N43 37 28.5 W 116 27 17.0 Logged By: J. Meusch, PM — SITE DEPTH SOILS DESCRIPTION feet 1.0" 3/4" 1/2" 3/8" #4 #10 #40 # 100 #200 %M LL PI 0.0-1.0 Brown, Moist, Firm, Sticky, Sand, Clay, Silt With rootzone / organic layer to 6-8" 1.0-3.0 Brown/Red, Moist, Firm, Fractured Cemented, Sandy, SILT (ML) 2.0 1 1 100 1 93 1 77 1 66 57 54 48.7 14.9 NP NP 3.0-6.0 Brown/Red, Moist, Firm, Cemented, Silty, SAND (SM) 5.0 100 1 88 1 60 1 42 24 18 12.9 15.5 NP NP 6.0-8.0 Brown, Moist, Firm, SAND w/gravel 7.0 1 100 1 88 1 68 63 57 45 27 2.3 9.7 NP NP 8.0-13.0 Red, Wet, Firm, Sand, Gravel, Cobble 13.0 Bottom of Excavation Groundwater Encountered @ 13.0 Monitoring Well Installed 208-440-6276 * bjarnoldpe@msn.com (17) Post Office Box 190537 * Boise, Idaho 83719 ONSU LTI NG, 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, gravel -sand mixture, little or no fines. GP Poorly -graded gravel, gravel sand mixture, little or no fines 5-12% -#200 >12% - #200 GM Silty gravel, gravel -sand -silt mixtures GC Clayey gravel, gravel -sand -clay mixtures SAND & SANDY SOILS < 5% - #200 FsWWell-graded sand, gravelly sand, little or no fines. SP Poorly -graded sand, gravelly sand, little or no fines >12% #200 SM Silty sand, sand -silt mixtures SC Clayey sand, sand -clay mixtures FINE GRAINED SOILS > 50% - #200 SILTS &FINORGANIC CLAYS LL < 50% Pounds per Square Foot / Foot ML Inorganic silt and very fine sand, rock flour, silty or clayey fine 1 sand or clayey silt with slight plasticity CL Lean clay -low to medium plasticity, gravelly, sandy, or silty clay ORGANIC FO 5L Organic silt and organic silty clay of low plasticity SILTS & CLAYS LL > 50% INORGANIC MHElastic silt, micaceous or diatomaceous fine sand or silty soil. CH Fat clay -high plasticity ORGANIC OH Organic clay-med. or high plasticity: organic silt HIGHLY ORGANIC SOILS PT 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 Tons per Square Foot sf/f Pounds per Square Foot / Foot 208-440-6276 * bjarnoldpe@msn.com (18) Post Office Box 190537 * Boise, Idaho 83719 ONSULTING, LLC ADJACENT WELL LOGS REPORT OF WELL DRILLER U1� JUN 27 1$667 State of Idaho State lair requires that this report shall be filed with thDe$ttle$ Oc11%ritY'sdD ingineer within 30 days after completion or abandonment of thq' well. (ELL 0 ize of drilled hole t Total lamet22L�/� depth of well: St ding water Iddress 1 level below ground. Temp. — Fahr. Test del y ery: gpm 71. /�� _, d J or cfs Pump? M Bail. )wner's Permit No. Size of Dumu and motor used to /ATURE OF YORK (check)., Re lacement well taw wall 9 Deepened[f Abandoned [� later is to be used for: i& f tETHOD OF CONSTRUCTION: Rotary d Cable )ug E] Other explain _ 'ASING SCHEDULE: Threaded Yelde Diem. from_Q_ft. to ?�ft. "Diam. from ft. to ft. "Diam. from ft. to ft. "Diem, from ft. to ft. Phickness of casing: Material: >teel l71 concrete ❑ wood E] other d explain ?ERFORATED? Yes M No © Type of ?erforator used: 'ize of perforations: " by _perforations from ft. to ft. --perforations from — ft to —'ft. _`perforations from `_ft. to —ft. perforation from ft. to ft. A� SCREEN INSTALLED? Yes rl 1!0 tanufacturer's name type Model No. )Sam. Slot size Set from ft. to ft, )iam, Slot size—Set from_ft. to ft, DONSTRUCTION: Well gravel packed? Yes Yo. Fj size of gravel Gravel placed from ft. to ft. Surface goal provided? -Yes M No -[T To what depth? ft. Material used in seal: Didan strata contain unusable water es .Yo. Type of water: Depth of strata ft. Method of sealing strata off: Surface casing used? Yes No. )emented in place? Yes [� No Locate well in section Drawdown: ft. Artesian pressure: ft. above land surface Give flow_cfs or gpm. Shutoff ;sure: Controlled b Valve Cap Plug Lj No control [reDoes well leak around casing? Yes No F] DEPTR MATERIAL WATER 208-440-6276 * b)arnoldpe@msn.com (19) Post Office Box 190537 * Boise, Idaho 83719 I i I I York started: W.0 i York finished gls�i /A67 I 1 Well Driller's-'Statement: This well was Sec drilled under my supervision and this report I f is true to the best of my kno ledge. I Name: 4&6/�,1�IliQ 1 � t -4 I _ Address: d'd 2/ 7-? eze,l �l Signed by:�,/�/O��.rsG�/Lrst .�- License No.. ,/g Dater �,'0/C9ATION OF WELL: County Use other side for additional remarks va��D-al...� U I' 208-440-6276 * b)arnoldpe@msn.com (19) Post Office Box 190537 * Boise, Idaho 83719 "SITE NSA! LTI NG, LLC Form11/9T RTM23&7 nrsIDAHO DEPAENT OF WATER RESOURCES WELL DRILLER'S REPORT 1.WELL TAG N0. D D RIuiNGPERMRPIOl,,J• Other IOWA No. 0Pump ❑ Bailer 2. OWNER: rwd 4,1'— _ o,.. Name � S / Address ��T -=-- --.-. TL._ Gty P�Ci Stair,�_Zp 3 3. LOCATION OF WELL by legal description: Sketch map location must agree with written location. N Twp.__'{'_ North)' or South O w ERge. _%_ East G or West)( Sec A= _s_ im ��aV4 t14 "- Gov't Lot County La CTf] g // Address of Well Site Lt. Sik.__Sub. Name_ 4. USE: ' omeslic OMunicipal OMonitor Olydgation Thermal ❑ Inioction ❑ Other___ _ _ k TYPE .OF WORK check all that apply (Replacement etc.) New Wed Cl Modify G Aban Torment ❑ Omer­— mer_—DRILL DRILLMETHOD Rotary ❑ CaUe O Mud Rotary O ONer_ 7 cl.1INn oaner:nriwcs Was drive shoo used? �4 O N Shoa Deplh(s)-- Was drive "shoe seal tested? ❑ N How? 9: CASINGILINER: /` -- — ._..._ _ _ 10-1.'IFr' To 0.v . ' d M,r..r drat., Lio.r W.Id.d ihu d.d ❑ o a .a •.(j '❑ ❑ b Length of Headpipa­ -.Length of Tailpipe MICRO 9. PERFORATIONS/SCREENS Perforations Method AUS z Screens - Screen Tyres OfficeUseonly fnspectedby, Twp — Rge_._..._$ec _____,1/4_ 1/4 _1/4 Lat I ag it - ❑ Flowing Artesian. WaWr Temp, 5 Sf " eobo tertrp. _ Waateer Tea6y fest of mments: _�.iZ2Y+^_ 1�1% S � "a're`a Dep1hWWaI&E4counler 1a' 12. LITHOLOGIC LOG: (Describe repairs or abandonment) ��� Was drive shoo used? �4 O N Shoa Deplh(s)-- Was drive "shoe seal tested? ❑ N How? 9: CASINGILINER: /` -- — ._..._ _ _ 10-1.'IFr' To 0.v . ' d M,r..r drat., Lio.r W.Id.d ihu d.d ❑ o a .a •.(j '❑ ❑ b Length of Headpipa­ -.Length of Tailpipe MICRO 9. PERFORATIONS/SCREENS Perforations Method AUS z Screens - Screen Tyres OfficeUseonly fnspectedby, Twp — Rge_._..._$ec _____,1/4_ 1/4 _1/4 Lat I ag it - ❑ Flowing Artesian. WaWr Temp, 5 Sf " eobo tertrp. _ Waateer Tea6y fest of mments: _�.iZ2Y+^_ 1�1% S � "a're`a Dep1hWWaI&E4counler 1a' 12. LITHOLOGIC LOG: (Describe repairs or abandonment) a o: 13: DRILLER'S CERTIFICATION ._ ❑ o NYe, cortiy that ai minimum Wei construction stardsrds were compEedth w at ❑ p the time the rig waaas�removed. Company NarrrB.LCdIE� 10. STATIC WATER LEVEL OR ARTESIAN PRESSURE: 1a—R. below ground Artesian pressure Ib. Firm Depth flow encountered It. Describe access port or and control devices:.Ora. or Opera a4 _ . - - r5r 4r;masd,iaoFw;cd FORWARD WHITE COPY TO WATER RESOURCES - 208-440-6276 * bjarnoldpe@msn.com (20) Post Office Box 190537 * Boise, Idaho 83719 � 5 �ra ■VIII® � ;-� il]MIA ME no �0 no no no . Data: , ' '.. a o: 13: DRILLER'S CERTIFICATION ._ ❑ o NYe, cortiy that ai minimum Wei construction stardsrds were compEedth w at ❑ p the time the rig waaas�removed. Company NarrrB.LCdIE� 10. STATIC WATER LEVEL OR ARTESIAN PRESSURE: 1a—R. below ground Artesian pressure Ib. Firm Depth flow encountered It. Describe access port or and control devices:.Ora. or Opera a4 _ . - - r5r 4r;masd,iaoFw;cd FORWARD WHITE COPY TO WATER RESOURCES - 208-440-6276 * bjarnoldpe@msn.com (20) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSU LTI NCS, LLC ��l/1�i1��' 627,21=7:7 IDAHO DEPARTMENT OF WATER RESOURCES - Office Use Only f� WELL U Ballpointse Typewriter or inspected Wppected Rpe—Sec__ V , / _i/4_1/4 _1/4 1. DRILLING PERMIT NO. - k� %�� ���� 11. WELL TESTS: Let: Long: Other IDWR No. 0 Pump ❑ Bagar Air Cl Flowing Artesian . 2. OWNER: Name LCI.N/V l £ lc fY21-1 _ AddressLevi L Ng; State70, Zip (*� 3. LOCATION OF WELL by legal description: Sketch map kmation M-osl agree with written location. R Twp. • ' North � or South l w P Rge. East t7 0 U � Westt Sec. 114 �w 1/41/4 Gott Lot --- County H+flLat: Long: Address o1 Well Site✓/O;2/(I :.t; U __city Ef�l�/_9N 4. USE: AViMn' kwTilOe Tu Sacci or'-- Pa,aetr Y'Domesflc ❑ Municipal 0 Monitor p Itrigation ❑ Thermal ❑ Injection ❑ Others_„ S. OF WORK check all that appy (Replacement etc.) /TYPE A' New Weil C Modify C Abandonment ❑ Other 6. DRILL METHOD )(Air Rotary C Cable C Mud Rotary Q Other_.__ 7. SEALING PROCEDURES SEAUI LTER PACK AViMn' kwTilOe Tu Sacci or'-- Pa,aetr At314r{>" I— _ _ Was drive shoo used?)(1Y ❑ N Shoe Depth(s) Was drive shoo seat tested? Cd' _N How?____ - 8. CASING/LINER: Castro orm Wddea llueaded ❑ ❑ p Length Length of Headpipo Length of Tailpipe, 9. PERFORATIONS/SCREENS ❑ Perforations Method _ 0 Screens Screen- rron Te 91A s:o rater o-.41 rwavr>+ c�) 12 10. STATIC WATER LEVEL OR ARTESIAN PRESSURE: /C, ft- below ground Artesian pressure _--___Ib. Depth flow encountered ,__tit. Describe access port or control devices: ._IC:d lJttti». tNix9Grvn PtanarP t.tr.�l T— WalerTemp _ Water Duality test or comments: Bottom hole temp. Depth first Water Encountered — 12. LITHOLOGIC LOG: (Describe repairs or abandonment) wH1e, n— To Remarks: Lithology, Water Oualay 6 Tnmperatute Y N O ��B leo Nif ti ` X WATER REoouhCES ..;.. _. 9 CC DopartmeM oTAaTi'TWources Completed Depth ---'1/ _-_(Measurable) `UMb.Started- -4/- 7— 13. DRILLER'S CERTIFICATION IiWe certify Ural all minimum wet construction standards wets complied with at the time the dg was removed, Finn Name No./C/ 7 Firm Of ityaI/'-V i' r r a� Date and Supervisor or Operator Date -- (so', — I F— offi ata(so',—rF—offi a AOFy.ato, FORWARD WHITE COPY TO WATER RESOURCES 208-440-6276 * bjarnoldpe@msn.com (21) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSU LTI NG, LLC WELL LOG AND REPORT TO THE Lag Nn.— . 1's't,.U.aq'ilt Ji qac+(1!1?r STATE RECLAMATION ENGIIVHM OF IDAHO R« , 19 Well No Permit No. ��_ (DO NOT RU IN Owner rT A )J,r_P'_i�/Address Location ant. 'ZK % ��Coety, and Not WS, and foal E/W from ._Comer Size of Drilled Neo 16, ,Total depth of Well.��i.t _. ) Give depth of standing wata from sudaaw Water Temp. -. Kwenheit On pumping Mt delivery Dmvdown war }set. Stze of pump orld motor used M moko tho lest - 0-1y.�. t �✓ ..s �/ 3 ! 5 _„ Langth of time pumped during cheek was if flowing well, give no. in c.f.s. or g.p.m• and shut to pressure If flowing wolf, desvlbe Central works `! �� �ryti tAee ANO a,2¢ OF VAIYe. [TG.) ' Water will be used for fie s,aT,.J Weight of casing par lin-, toot • O -- Thicknessof toting._. S'� ✓✓ --Casing matedol ca,. FIFs. coN Diameter, length and location of casing / O % — /— /D IGaIHa le•• 1N DIAY[T[q ANO UNOCN GIVE INSIDE D:AY[Taa: GgiNa OVEq Ie" IN DIAMEfFR alVe OVTe1DE DIAY[T[R.) Number and size of perforations/ L��b_s__ X +tJ _.�locatad lost to �/d 7 feat from sudasa of ground. 6't Other perforations Dole of commalsement of wall � -<< 1t 7 l -Data of wmplaron of well s—z+.-s.- 7i� ! �• •1. Typo of well rig .dZZ4 J Z/ CASINO RECORD ^ so GENERAL INFORfMATION.--Pumping Test, Quality of Water, /Ek. C-Ch_(,�p P.� AYE' SLAC Y_2r sfV /vIPV)3 p oIAY. FgoY vNars geYAnaa' .. azwu. enounND, Er< GatMO FEET FIEF 208-440-6276 * bjarnoldpe@msn.com (22) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLMC From root To roar WELL LOG Type Drilling Time a z° It mere s=wce b required use Shoat No. S WELL DRtLLER'S STATEMENT This Wold was drUl d under my jurisdiction and /he ober. int.—Hou u trop and coned to the heat of my knowledge and botlof. By— - .....................__.._.__...._._....._.___........._......_.................... 1.4—ode No�.._� /....„,........ - n. i 208-440-6276 * bjarnoldpe@msn.com (23) Post Office Box 190537 * Boise, Idaho 83719 of Notarial Nn. Mia d It mere s=wce b required use Shoat No. S 208-440-6276 * bjarnoldpe@msn.com (23) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC DESIGN SECTION CALCULATIONS (ACHD R -Value Method) Project: Brandel Property File No.: 18201-B Blackcat Road - Meridian, Idaho Calc By: B. Arnold Client: Trilogy Development Date: 07/10/18 Design Thickness Equation: T = 0.0032 (TI) (100-R)(12) = GE (inches) T= Design Thickness TI = Traffic Index = 6 Assumed GE = Gravel Equivalent R = R -Value = 20 By Soil Test 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 = 10.0 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete= 2.5 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 10.0 inches SITE uses a maximum R=20 for residental design. 208-440-6276 * bjarnoldpe@msn.com (24) Post Office Box 190537 * Boise, Idaho 83719 SITE ONSULTING, LLC DESIGN SECTION CALCULATIONS (ACRD R -Value Method) Project: Brandel Property File No.: 18201-B Blackcat Road - Meridian, Idaho Calc By: B. Arnold Client: Trilogy Development Date: 07/10/18 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= r 6.0 Inches 3/4" Road Base Thickness Desired = 4.0 Inches RBE= r 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE-ACE-RBE SB= 14.7 Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 3.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 15.0 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 3.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 15.0 inches SITE uses a maximum R=20 for residental design. 208-440-6276 * bjarnoldpe@msn.com (25) Post Office Box 190537 * Boise, Idaho 83719 /SITE ONSULTING. LLC CONTRACTED R -VALUE Id-Pavement Engineering Inc. Redding'- San Luis Obispo Caltrans'/AMRL/QC- QA RESISTANCE (R) VALUE TEST Laboratory No.: L180988 ASTM D 2844 Project No.: 180096 Sample Date: June 21, 2018 Report Date: July 5, 2018 Client: Site Consulting LLC Project Name: 2018 Laboratory Testing Sample Description: Brown Sandy Clay with Gravel Sample Location: Brandel 18201. TP -2 �s®®®®®m ®®®®_ -mmmmmm mm : 1 �_®`®®®® 1 ®®®®mom_®® ®®®®® 1 :11 11 .11 11 X11 11 11 11 1 11 Specimen No. 1 2 3 Moisture Content % 19.8 21.9 19.1 Dry Density PCF 98.0 97.3 99.8 Resistance Value R 55 41 77 Exudation Pressure PSI 343 127 606 Expansion Pressure 9 0 26 As Received Moisture Content (%) 15.0 RESISTANCE VALUE AT 300 P.S.I. 52 n //Reviewed By: ,�—AW11111k, Brandon Rodebaugh Materials Engineer Nothing Follows 208-440-6276 * bjarnoldpe@msn.com (26) Post Office Box 190537 * Boise, Idaho 83719