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PZ - Geotech Report SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Trilogy Development March 19, 2019 Mr. Shawn Brownlee File#19171-A 9839 West Cable Car Street, #101 Page 1 of 28 Boise, Idaho 83709 Re: Geotechnical Recommendation Report Howry Property 4111 East Amity Road & 5200 South Howry Lane Meridian, Idaho 83642 Shawn: As per your authorization, this consultant has prepared the following Geotechnical Evaluation & Recommendation Report for your proposed residential subdivision to be constructed on the Howry Property located on the south side of Amity Road just east of Eagle Road in Meridian, Idaho. Based on the results of our investigation and evaluation, we believe the property is acceptable, from a geotechnical perspective, for the proposed subdivision. Please see the following executive summary for our recommendations and items of concern. The construction and civil engineering recommendations presented within this report are to be incorporated into the project plans and specifications and adhered to during design and construction. Recommendations are provided for the design and construction of earthwork, foundations, slab on grade concrete, flexible pavements, storm water disposal and inspection and compaction testing requirements. We appreciate this opportunity to be of service and we look forward to working with you during the design and construction of this project. Should you have any questions or require additional information, please contact our office at your convenience. Respectfully submitted; Bob J. Arnold, PE SITE Consulting, LLC NALFH ' Of Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC EXECUTIVE SUMMARY • Groundwater was NOT encountered in any of our eight onsite test pits excavated to depths of 14 to 15 feet deep the first week of September 2018. • Seven well logs for adjacent or nearby properties from the IDWR website indicate the groundwater in this vicinity is 30 to 60 feet deep. • No clay soil of concern was observed or sampled on the property. Clay of concern would be a fat clay with the potential for large volume changes based upon moisture content. • Bedrock was not encountered in test pits that extended up to 15 feet deep. Well logs for the subject property obtained from IDWR indicate that no bedrock is present. • Normal foundation construction is anticipated for residential construction. Crawlspaces and basements are acceptable. • An R-Value test resulted in reducing the pavement section for interior, residential streets within this development. Pavement section are provided for Traffic Indexes of TI=6 and TI=8. It is to be confirmed with ACHD that these values are acceptable for all new street and improvements to Amity Road. • Percolation rate is to be confirmed at the point of injection at the time of construction. • Dewatering is not anticipated. N y a: Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC INTRODUCTION PURPOSE AND SCOPE This report presents the results of a Geotechnical Evaluation performed for a proposed residential subdivision to be constructed on three parcels on East Amity Road in Meridian, Idaho. Parcel information is as follows: # Ada County# Address Acres 1 A 1133120701 5222 S Horwy Lane 10.0 2 R 3035680112 4111 E Amity Road 17.0 3 R 3035680300 E. Amity Road 12.0 TOTAL ACRES 39.0 According to the preliminary plat, access to the property will be gained from Amity Road and from a stub street within Howry Lane Subdivision to the south. The purpose of this investigation was to evaluate the subsurface soil conditions and provide recommendations for building foundations and civil construction. The field investigation included subsurface exploration by means of a rubber tire mounted backhoe operated by an independent contractor. During excavation of the test pits, logs were generated, and soil samples were gathered. Soil samples were returned to our in- house soil laboratory for testing. After the field investigation and laboratory testing was completed, all available field and laboratory test data was reviewed, the provided design information was evaluated, and this report was prepared. This report summarizes our findings, conclusions, and recommendations regarding the geotechnical aspects of the project. AUTHORIZATION E-mail authorization to proceed with this geotechnical investigation was received from the client in August 2018. Authorization to proceed and the use of the recommendations provided herein indicate the client's acceptance of the scope of work, warranty, limitations, and general conditions provided herein and within the submitted proposal. m Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC RESEARCH & BACKGROUND GENERAL Historical aerial photos, back to 1992 do not reveal structures other than the two known single-family residences present in the NW and SW corners of the property. It is to be confirmed at the time of subdivision construction that all foundation and slab on grade concrete was removed during demolition and that the resulting excavations were properly backfilled with structural fill. The rest of the property is farmland or pastureland. FIELD INVESTIGATION Eight test pits were advanced to depths of approximately 14 or 15 feet below the existing ground surface. Sloughing soils prevented deeper exploration. During excavation, samples were recovered from the spoil piles as excavation was performed. These samples were sealed in plastic bags, labeled, and returned to the laboratory for evaluation and analysis. In the laboratory, sieve analysis (ASTM Test Method C136-93), Moisture Content (ASTM Test Method 2216-92) and Liquid Limit, Plastic Limit and Plasticity Index (ASTM Test Method D 4318-93) testing were performed on selected samples. Tests were performed in general accordance with the cited ASTM test methods. All test results are included in the Test Pit Logs located in the Appendix. OBSERVED CONDITIONS Most of the test pits were similar with one to four feet of silt or lean clay topsoil. In two test pits this surface layer tested as a lean clay. In all others it was a non-plastic silt with sand. Typically, from four to six or seven feet a weakly cemented silt / hardpan layer was encountered. Between six and seven feet deep, the native gravel and sand materials were encountered. These materials grade cleaner with increased depth. The top 1.5 to 2.0 feet is cemented or may contain clay fines. The native sand and gravel materials were free flowing and sloughing badly at the bottom of our 14- and 15-feet deep test pits. No groundwater was encountered in any of our test pits. Since groundwater was not encountered, well logs for the adjacent and nearby properties were researched. The Idaho Department of Water Resources website provided the seven well logs included in the Appendix. These logs indicate the static groundwater is 30-60 feet deep all around the subject property. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC DESIGN & CONSTRUCTION RECOMMENDATIONS General Earthwork All native soils that are free of organic matter and expansive clays can be used as fill. After proper grubbing, the native lean clay, silt, and silty sand or sandy silt, soils can be utilized as structural fill to fill residential lots. Removal of the majority of the organic materials will require grubbing of 4-6 inches of surface soils. This is required in all areas to receive structural fill. Deeper excavation may be required along irrigation ditches and where large trees and soft wet areas are present. The depth of grubbing is to be confirmed during construction to ensure that organic materials are properly removed from beneath future pavements and structural fills. Inspection by the project geotechnical engineer should confirm that all organic material is removed. Inspection must also confirm complete removal of demolished structures. If construction is to occur during wet weather or wet surface soil conditions, low- pressure, (tracked), 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, such as ditch backfill, and fill intended to contain rerouted irrigation canals or storm water runoff, fill materials are to be compacted to 100 % of the maximum dry density. If structural fill is to be placed on residential lots or building pads, the fill is to extend laterally outside foundations a distance equal to the depth of structural fill. Granular structural fill should be placed beneath future slab on grade concrete including driveways, patios, and sidewalks. Compaction testing to confirm proper compaction is recommended. Visual inspection is also required to confirm stability and the lack of soft, deflecting, or rutting areas. Fill can pass compaction tests and still be rejected if it fails visual inspection. Ln Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC 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 soils to maintain a vertical or near vertical slope over any extended period can 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. Pavement Section R-Value samples were gathered, and a single sample selected for testing. The specialty soils lab reported an R-Value of greater than R=25, the maximum value SITE recommends for design on this project. Pavement sections were calculated based upon an R-Value of R=25 and Traffic indexes of TI=6 and TI=8. The results are shown in the table below. Materials meeting the requirements of ISPWC & ACHD are required for all work within this project. Location TI=6 TI=8 HMA 2.5" 3.0" %" Base 4.0" 4.0" Subbase 10.0" 12.0" Storm Water Sand and gravel material were present at depths greater than eight feet deep in all eight test pits. Percolation testing was performed atop, and 1.5 feet below contact with the sand / gravel layer. Based upon these results a percolation rate of p=6 in/hr. is to be assumed for design of facilities that extend eight feet below the existing ground surface. For shallow facilities, a percolation rate of p=2 in./hr. is recommended. Confirmation of perc rate at the time of construction by field testing is recommended. Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 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 but slab on grade floors will eliminate the possibility of water accumulating in crawlspaces. Basements may be feasible but will require a lot specific geotechnical evaluation. If clay soil, wet soil, or deflecting soil is present at the foundation support elevation a geotechnical engineer should be retained for site specific recommendations. Foundation drains are required within this development. Roof runoff is not to route through foundation drains. Foundation embedment depth is to be at least 24 inches below outside adjacent grade. Foundations that are outside crawlspaces are to be sealed / waterproofed with brush or spray on foundation mastic. No basement is allowed without lot specific geotechnical/groundwater study. 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. Testing is to confirm that compaction has been achieved. 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. Concrete pavements should be placed atop a mat of at least four inches of granular structural fill materials. Mat material should all pass a 3/4-inch sieve and should contain less than seven percent passing the # 200 sieve. The mat shall be compacted to the requirement for structural fill. Underground Utilities It is not anticipated that large excavators or small backhoes will experience any difficulties excavating the onsite materials encountered on the property. No bedrock formation was encountered on the subject property. Well logs from IDWR indicate the high static water level 30 plus feet deep therefore dewatering of utility trenches is not anticipated but it is noted that perched water was present in the development across Amity Road, northwest of the subject property. . Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 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. For mass filling, field nuclear moisture - density testing shall be performed on each lift of compacted fill, one each filled residential lot or building pad. Trench backfill and right of ways are to be tested to ACHD and / or 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. 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. With permission, the contactor(s) can utilize the onsite wells for their own evaluation of groundwater. 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. Client may duplicate this report as needed or additional copies will be provided upon proper client authorization. Appendix Follows C0 Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC APPENDIX Client Supplied Preliminary Plat Aerial Photo - Test Pit Locations Test Pit Logs (8) Soil Log Legend Abbreviations & Acronyms Calculated Pavement Sections (2) Subcontracted R-Value Result Adjacent Groundwater Well Logs (7) Perc Testing Results ON Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC CLIENT SUPPLIED PRELIMINARY PLAT .•. 'I '71110 IM1If h Z, I &E2 i rr F 'I ♦7� 4 T1- S iOlk A I , v;7i.; I y! I 7,r I t° �"�•� 7 4.�111��R � I �� I'. q�—r-m ': � r,..�,I::..'�'{G'� t.. S •. I[ 1 k I I. !! I I I I � � it ,r .�.i.,=,.4 ;�i•��.,� x- '•�i ti I 14 !I ki i{ k1 ! L....._.,� ti__._... O r-I v on a Geotechnicai Services/Soil Testing&inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC AERIAL PHOTO Approximate Test Pit Locations Howry Property a ;� - r wti TP- _. TP-8 TP-7 D� ;} Ll OTP-2 -oil TPA qw,. TPA s, � TP �?� TP-5 lilt. Owl AA r .. m � ii�. AAA North AAA v a Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC TEST PIT LOGS Test Pit: TP-1 File#: 19171-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Howry Property Excavated By: Top Grade Excavation Location: NW Corner of Property Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION (feet) 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI Fines 0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-4.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan 3.0 100 1 86 1 74 1 65 1 54 43 34.6 12.1 NP NP ML 4.0-6.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan 5.0 1 100 1 82 1 73 1 62 1 38 26 18.7 13.6 NP NP ML 6.0-8.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan 7.0 100 1 80 1 60 1 50 1 42 1 25 18 13.6 12.9 NP NP ML 8.0-15.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble 9.0 100 1 93 1 86 1 74 1 60 29 19 13.7 9.7 NP NP Sand Bottom of Excavation 15.0 No Groundwater Encountered @ 15.0 No Monitoring Well Installed Test Pit: TP-2 File#: 19171-A IClient: Trilogy Development Date Excavated: 9/6/18 I Project: Howry Property Excavated By: Top Grade Excavation I Location: SW Corner of Property Logged By: J. Meusch, PM - SITE I DEPTH SOILS DESCRIPTION I (feet) 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 1 #40 1 #100 1 #200 1 %M LL PI I Fines 0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-4.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan I 3.0 100 1 87 1 73 1 53 1 42 1 34 1 27 1 20.3 1 16.6 NP NP ML I4.0-6.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan I 5.0 100 1 87 1 74 1 63 1 52 1 32 1 20 1 13.8 1 8.4 NP NP ML I6.0-8.0 Brown,Moist, Firm,Sand,Clay,Gravel 8.0-15.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble 8.0 100 1 88 1 76 1 62 1 48 1 20 1 11 1 7.2 1 4.3 NP NP Sand Bottom of Excavation 15.0 No Groundwater Encountered @ 15.0 N No Monitoring Well Installed a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC TEST PIT LOGS Test Pit: TP-3 File#: 19171-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Howry Property Excavated By: Top Grade Excavation Location: Center, West field of Property Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION (feet) 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 1 #100 #200 %M LL PI Fines 0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-4.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan 4.0-6.0 Brown/Tan, Moist,Firm,Cemented,Sand,Clay,Silt 6.0-8.0 Brown,Moist, Firm,Sand,Clay,Gravel 8.0-15.0 Brown/Red,Moist,Firm,Sand,Gravel,Cobble 15.0 Bottom of Excavation No Groundwater Encountered @ 15.0 No Monitoring Well Installed Test Pit: TP-4 File#: 19171-A IClient: Trilogy Development Date Excavated: 9/6/18 I Project: Howry Property Excavated By: Top Grade Excavation ILocation: Center, North End of Property Logged By: J. Meusch, PM - SITE I DEPTH SOILS DESCRIPTION 1 (feet) 1 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 1 #40 1 #100 1 #200 %M LL PI I Fines 1 0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-4.0 Tan, Dry, Firm,Sandy, Lean,CLAY(CL) I 3.0 1 1 1 100 1 99 1 94 1 87 79.2 1 6.3 38 15 CL I4.0-6.0 Tan, Moist,Firm,Sandy, Lean,CLAY(CL) 1 5.0 1 100 1 99 1 93 1 80 1 60 1 47 38.2 1 9.0 35 16 CL I6.0-15.0 Brown,Moist, Firm,Sand,Clay,Gravel I 9.0 100 1 79 1 58 1 47 1 39 1 25 1 16 11.2 1 7.6 1 NP NP Sand 15.0 Bottom of Excavation No Groundwater Encountered @ 15.0 No Monitoring Well Installed m a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC TEST PIT LOGS Test Pit: TP-5 File#: 19171-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Howry Property Excavated By: Top Grade Excavation Location: Center, South End of Property Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION (feet) 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI Fines 0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-4.0 Tan, Dry, Firm,Sand,Clay,Gravel 4.0-7.0 Brown/Tan, Moist,Firm,Sand,Clay,Silt 7.0-14.0 Red/Tan,Moist, Firm,Sand,Gravel, Cobble 14.0 Bottom of Excavation No Groundwater Encountered @ 14.0 No Monitoring Well Installed Test Pit: TP-6 File#: 19171-A I Client: Trilogy Development Date Excavated: 9/6/18 IProject: Howry Property Excavated By: Top Grade Excavation ILocation: NE Corner of Property Logged By: J. Meusch, PM - SITE I DEPTH SOILS DESCRIPTION 1 (feet) 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 1 #40 1 #100 1 #200 %M I LL 1 PI Fines 0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" I1.0-4.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan I R(20-36") 100 92 83 76 69 58 49 40.0 13.6 NP NP ML I 3.0 100 75 63 52 38 28 21.3 19.5 NP NP ML I4.0-7.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan 1 5.0 1 1 100 1 92 1 79 1 54 40 33.5 25.6 NP NP ML 7.0-14.0 Brown,Moist, Firm,Sand,Clay,Gravel 14.0 Bottom of Excavation No Groundwater Encountered @ 14.0 No Monitoring Well Installed d' a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC TEST PIT LOGS Test Pit: TP-7 File#: 19171-A Client: Trilogy Development Date Excavated: 9/6/18 Project: Howry Property Excavated By: Top Grade Excavation Location: SE Corner of Property Logged By: J. Meusch, PM - SITE DEPTH SOILS DESCRIPTION (feet) 3/4" 1 1/2" 1 3/8" 1 #4 1 #10 #40 #100 #200 %M LL PI Fines 0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" 1.0-4.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan 3.0 1 1 1 100 1 99 1 97 91 83.5 8.7 30 1 6 1 ML 4.0-7.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan 5.0 100 1 80 1 58 1 49 1 41 33 26 21.7 16.1 NP I NP I ML 7.0-14.0 Brown,Moist, Firm,Sand,Clay,Gravel 14.0 Bottom of Excavation No Groundwater Encountered @ 14.0 No Monitoring Well Installed Test Pit: TP-8 File#: 19171-A IClient: Trilogy Development Date Excavated: 9/6/18 IProject: Howry Property Excavated By: Top Grade Excavation I Location: Center of Property Logged By: J. Meusch, PM - SITE I DEPTH SOILS DESCRIPTION I (feet) 3/4" 1 1/2" 3/8" 1 #4 #10-1 #40 1 #100 1 #200 1 %M I LL I PI I Fines 0.0-1.0 Brown,Dry,Firm,Sand,Clay,Silt With rootzone/organic layer to 6-8" I1.0-4.0 Tan, Dry, Firm,Cemented,SILT(ML)with hardpan 3.0 1 1 1 100 1 99 1 98 1 89 1 80.8 1 9.4 1 30 1 6 1 ML I4.0-6.0 Tan, Dry, Firm,Cemented,Elastic SILT(ML)with hardpan I 5.0 100 1 85 1 70 1 61 1 56 1 49 1 41 1 34.9 1 21.3 1 59 1 15 1 MH I6.0-15.0 Brown/Tan, Moist,Firm,Sand,Gravel,Cobble I 9.0 100 1 95 1 91 1 85 1 76 1 43 1 28 1 23.2 1 9.7 1 NP NP Sand 15.0 Bottom of Excavation No Groundwater Encountered @ 15.0 No Monitoring Well Installed Lrn a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC SOIL LOG LEGEND UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM STANDARD TEST METHOD D 2487 FOR CLASSIFICATION OF SOIL FOR ENGINEERING PURPOSES MAJOR DIVISIONS F--J TYPICAL DESCRIPTIONS <5%-#200 GW ell-graded gravel, ravel-sand mixture,little or no fines. GRAVEL & GP Poorl - raded ravel, ravel sand mixture,little or no fines GRAVELLY SOILS 5-12%-#200 GM Silt ravel, ravel-sand-silt mixtures COARSE <50%-#4 >12%-#200 FG-711 Clayey ravel,gravel-sand-cla mixtures GRAINED Well- raded sand,gravelly sand, little or no fines. SOILS <5%-#200 IFSW <50%-#200 SAND & I SP IPoorly-graded sand,gravelly sand,little or no fines SANDY SOILS 1>12%-#200 jFS_M__JjSilty sand,sand-silt mixtures >50%-#4 SC-I lClayey sand,sand-clay mixtures INORGANIC [njInorganic silt and very fine sand, rock flour,silty or clayey fine sand or clayey silt with slight plasticity SILTS AND M Lean clay-low to medium plasticity,gravelly clay,sandy CLAYS LL< 50% clay,silty clay II I FINE ORGANIC OL Organic silt and organic silty clay of low plasticity GRAINED SOILS SILTS AND [Wq1FE_1a,_7 silt,micaceous or diatomaceous fine sand or silty >50%-#200 CLAYS soil. =FC—H-11 LL>50% Fat clay-hi h plasticit ORGANIC Fo—H-11 Organic clay-med.or high plasticity:or anic silt HIGHLY ORGANIC SOILS 1 PT Peat, humus,swamp soil with high organic content ABBREVIATIONS & ACRONYMS AASHTO American Association of State Highway & Transportation Officials A_CH D Ada County Highway District 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 PCF Pounds per Cubic Foot TP Test Pit USCS Unified Soil Classification System %M Percent Moisture Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC CALCULATED PAVEMENT SECTION DESIGN SECTION CALCULATIONS (ACHD R-Value Method) Project: HOWRY PROPERTY File No.: 19171-A Amity Road - Meridian, Idaho Calc By: B. Arnold Client: Trilogy Development Date: 02/28/19 Design Thickness Equation: T = 0.0032 (TI) (100-R)(12) = GE (inches) T= Design Thickness TI = Traffic Index = 6 by ACHD GE = Gravel Equivalent R = R-Value = 25 by R-Value GE= 17.8Inches 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= 8.4 Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 2.5 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 8.4 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 2.5 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 10.0 inches Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC CALCULATED PAVEMENT SECTION DESIGN SECTION CALCULATIONS (ACHD R-Value Method) Project: HOWRY PROPERTY File No.: 19171-A Amity Road - Meridian, Idaho Calc By: B. Arnold Client: Trilogy Development Date: 02/28/19 Design Thickness Equation: T = 0.0032 (TI) (100-R)(12) = GE (inches) T= Design Thickness TI = Traffic Index = 8 By Agency GE = Gravel Equivalent R = R-Value = 25 By R-Value GE= 23.5Inches 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=F 4.4 Inches Calculated Aggregate Subbase Thickness Equation: Subbase Thickness=SB=GE-ACE-RBE SB= 11.6Inches CALCULATED DESIGN SECTION ACHD Asphaltic Concrete= 3.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 11.6 inches RECOMMENDED DESIGN SECTION Asphaltic Concrete = 3.0 inches 3/4" Road Base = 4.0 inches Aggregate Subbase = 12.0 inches 00 Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC SUBCONTRACTED R-VALUE Pavement Engineering Inc. Redding-San Luis Obispo Caltrans`/AMRL 1 QC•QA RESISTANCE R VALUE TEST ASTM D 2844 Laboratory No.: L181796 Project No.: 180096 Sample Date: September 6,2018 Report Date: October 4,2018 Client: Site Consulting LLC Project Name: 2C18 Laboratory Testing Sample Description: Brown Clayey Sand Sample Location: HowrV TP-6.18300 100 — 90 80 70 60 --- 50 ca'i c 40 2 30 Y) 20 — 14 0 800 700 600 500 400 300 200 100 0 Exudation Pressure (P.S.I.) —Resistance Value Test —300 P.S.I. 5 e6men No. 4 5 6 Moisture Content % 23.3 21.3 20.7 Dry Density PCF) 90-3 93.0 93.8 Resistance Value R 26 64 72 Exudation Pressure PSI 119 286 499 Expansion Pressure 9 52 87 As Received Moisture Content % 10,7 RESISTANCE VALUE AT 300 P.S.I. 65 ANEW Reviewed By- Sranden Rodebaugh H1O P' Materials Engineer r-I v an a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC ADJACENT GROUNDWATER WELLS Farm 238-7 STATE Of IDAHO USE TYPEWRI rEA OR gisz DEPARTMENT OF WATER HESDURGES BALLPOINT PEN WELL DRILLER'S REPORT I / State law reWitea tfsat We Fall he filed with the Director,Department of water Resources i/ within 3Ddaysafter thocampletion or abandonment of the well. 1.WELLOWNER 7,WATER LEVEL Name_ Oill Static water level 34 feet below land surface, Fl—!,g? 0 Yes Np G ill flaw Address Arteslsn Wesel pressure Controlled by: ❑Valve ❑Cap Q PWg Owners Permit No. Temperature .F. Odality— ar—iae eaesian or remperarura nines acbw. Z.NATURE OF WORK B. WELL TEST DATA y New well 17 Deepened ❑ lace Repmam ❑Pump ❑Rader pL Air El Other ❑Atumdonee(describe ab—domn—preceanre.such as materials,plug depths,etc in Iithologic log} 01-il G.P.M. P—1 Laws He—Puaprd 3.PROPOSED USE KDomiledlc 0 Irrigatlon ❑Test O Municipal 9. LITHOLOGIC LOG ❑Industrial 6 Stock ❑Waste Disposal or Inlec[kon Rae Del th Water Other (specify type) Diem.From To Maaarial yea No 4.METHOD DRILLED S S 30 ► - ❑Rotary ❑All ❑Hydraulic ❑Reverse rotary il � X Cable ❑Dug ❑Other JillS 5 AIIal 5.WELL CONSTRUCTION Casing sell 0.Steel ❑Concrete ❑(ttar _ T .knew plemeter F— To .�150 inches�_ inches feet feet inches inches _feet_feet inches inches _ fold Feet names Inches feat feet was rasing drive shoeused? Yes ❑No Was a packer m seal used? kYes ❑NO Perforated? ❑Yes �N; m ! Iry I How perforated? ❑Factay ❑Knife ❑Torch ;,I;' ,�� I,;;:.' Slre of Perio rat ion inches by_inehes N umber From To Perforations feet feet perforations feet feat _ parfpfa[Iis 4 feet Feat CT'•?'.E1-p =F ' Well screen installed? ry(rYas n No Manufacture ame l�oX Type -404 _Modal No. Nameter_SSlotslxeillht�oSetfrom _kO feet[; 65 feet Diameter_Sfotsire_Setfmm _feetto feet Gravel Paul ❑Yee JK No ❑Size of gravel Plerad from Tsai Surface seal depth s mtaterial used in sea[: O Cement clout G Bemaniee TtY Pudtllingclay ❑ _-- Saal[ng procedure used: ❑51urry pit 0 Temp.surface casing jZ Overbore to sail depth Method of joining casing:❑Threaded A Weldee ❑Solvent Weld G Cemented➢atween ftrau Describe access port 10. Work started finished S.LOCATION OF WELL 11. DRILLERS CERTIFICATION Sketch map location must agree with written location. IMIe certify that all minimum wall construction standards were N complied with et the time the rigwm remdk.'l�� i Subdivision Name y WlJpllYa' ---- ---- Firm Name_ XsN p l'1s1�;a )l„Firm No. I j W E Address aD6Y M1Pr afa5 Data I eTawe --i--- --�-- Lot 10,-6loek No, T 1 I Signed by(Firm Oifwieij �y�S and CcunN�sOrRs_ - - — IOperetot} Sec. ,T,�j Np,R.-J--EX s USE ADDITIONAL SHEETS IF NECESSARY FORWARD THE WHITE COPY TO THE DEPARTMENT C) N ar ba ra a Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Fnrm 2Ju-7 r j/ �a��l SfA 'OF IDAI10 USE TYPEWRITER OR -'?3 DEPARTMENT OF WATER RESOURCES BALLPOINT PEN WELL DRILLER'S REPORT State law requires thatthis report be filed with the Director,Department of Waref Resources within 30 days after tbecompleeten or ela nd"montof the well. 1.WELL OWNER // 7.WATER LEVEL Nam u YI Static water level feet below lend surface. a �1 r �� Flowme U Yes 13 No G.P.M.fi— Address �L/ Artesian closed-in pressure p,s.i, Controlled by: ❑Valve 40'i:ap ❑Plug Owner's Permit No. Temperature _OF. Ouality 2.NATURE OF WORK IL WELL TEST DATA 'New well ❑Deepened ❑Replacernent ❑Pump ❑Railer WAir ❑Other 0 4bandmed{describe method of abandoning) Oiechergr GP.M. Pumping�evei Hoen Pampstl 3.PROPOSED USE 4rn m'tic ❑I'llietion 0 Test L7 Municipal g. LITHOLOGIC LOG O industrial 0 Stock ❑Waste Disposal a mjectinn Hote Da th Water ❑Other lspeeiry type) Dia,e,From To Materiel V No 10 0 R.OLVN LA 4 METHOD DRILLED F47 { eo4 V I L "at" 1IT%r ❑Hydraulic ❑Revemerotary GLA 0 Cade ❑Dug ❑Other S JAL - V S.WELL CONSTRUCTION Cssing schedule:liff"Stee, ❑Concrete ❑Dthar A.1 V Thictnew Di—me Fmm To inches A" inches+-,-`,eel sfaet Inches Inches _feat_feet Inches inches _feel feet inches Inches _fear feet Was casing drive shoe used?gW Vas ❑No Was a packer or seal used? ❑yea -Fr-No Perfomted> C)yes 'B"No How perforated? ❑Factory ElKnife 0 Twch Si,..[perforation inchesby Inches Nemoer Fmm To perforations feet feet perforations feet fen .��. perforations feet feet Well screen installed? El Yen &No Manufacturer's name Type Model No. �o Diameter_Slot size_Set from feel to Dlameter_Slot size_Set From toes to�taer Grtwel packed? 0 Yea CYIIa ❑Slre of gravel � ❑ Placed from Feet to teat Surface seal depth Material used in seal: 0 Cement grout L �PuddOng clay ❑Well cuttings Sealing procedure used: ❑Slurry pit 13 Yemp.eurfa,e Ing lliff"Dverbore to seal depth Method of)oiningcasing' E7 Threaded W Welded U Solvent Weld 0 Cernmiad hetweed strata Describe access port 10' Work warred��/• flnistgd �_b-!a S.LOCATION OF WELL J 11, DR3LLERSCERTIFiCAT10N Sketch map location must agree with written location. I/We certify that all minimum well corsaVuctlon standards were N compiled with at the time the rig wes ramp�¢d Subdivision Name _ t� f���/ ttJ1p�1[r/7( -1 k- __ _ Firm Name #-IV/We L I(Ar 'Fhm No. �O3¢W E _ Add— III F!/ (.IwAff� Signed W fElrm official) County and S y) i IOperotorl M _f(w K Sec.3 ,T. .R.-LOW. USE ADDITIONAL SHEETS IF NECESSARY-FORWARD THE WHITE COPY TD THE DEPARTMENT -I N a, dfI ra a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Perm 29&� STATE OF IDAHO USE TYPEWRITER OR s�z DEPARTMENT OF WATER RESOURCES BALLPOINT PEN WELL DRILLER'S REPORT State taw requires that this report be filed wflh the Director,Department of Water Resources .0111 30 days attar the comPhii or abandonment of the well. 1.WELL OWNER 7. WATER LEVEL Name Nr_111- (Tq-i 7i!"'t Stalic water level .rO feet below land wdKe Ao'dress Jo?-]_ Ca.gw.bos 1.:.. ! '.c.• TL. rowing? ❑Yea ai G.P.M.flow Artesian citt in pressure Drilling Permit No. 3^9a-Z-/ Comrollad by. ❑Valve ❑Cap ❑Pluy Temperature °F. QU Ily Water Right Permit No. o«mee.mcanaaiw.r..r.mn.s twerr 2.NATURE OF WORK &WELL TEST Ii )1 New wok ❑ Deepened ❑ Replacement ❑ Pump ❑ Bailer >9(Alr ❑Other 11 Weli diameter increase ❑ Modification ❑Abandoned(describe abandonment or mocsfi aUon procedures padre"arw. Peapea Jueal xwms rmmPed such as liners,screen,materials,piug depths,old.in lithalagic a fog,section a) - - -- 3.PROPOSED USE - App.}f �,Oori 0 Irrigehen ClMonitor 9. LITHOLOGIC LOG 8YP3 ❑ Intluatrial sere tsposa or nlecllon _. - ..._. ❑Other (specify Diane.From To Material Yn No - x 4. METHOD DRILLED Y, Rclary 4 Air ❑Auger ❑ Reverse rotary r Cable CI Mud ❑Other (backhce,hydraulic,ai o .R e X S.WELL CONSTRUCTION I 7V 90 IX Casing schedule: .%Sleel Cl Concrete ❑Other S -m ' Fmm To inches�inches + I fee /i I feet / 1 5 S inches inches J47 leer .?leer S ) r inches_. inches .457 feet IS6 feet Was casing drive shoe used? A Yes ❑ No Was a packer or seal used? X Yas ❑ No Raluorfed? 7 Yes )<No How perforated? ❑Factory ❑ Knife 11 T h D Gun Giza of perforation?_indwa by_inches rvunti Frog perforations tool feet perforations feet teal perforations feet feel Well screen install a Yes Cl No n_ Manufacturer Tyre s3bSt rim-F,.r- Top Packer or Headpipe B _ Bottom of Tailpipe 1 Diameter Slot ii Set from ALZ feet togs-x feet ._- diameter---_-Slot alze Set hon1 lam to fear Gravel packed? ❑Yes ❑ No C Size of gravel Placed from ��oo feel tp feet _ Surface seal depth 14 Us[odal used In seal- ❑Cemad grow BBnlande ARutldlin9 clay ❑ Seaai PrOCedere used: Q Won pit ❑ Temp.surface itaing O-bore to see,depth Method of joining casing: ❑Threaded X Weldedit ❑ Solvent Weld ❑Cemented tretween strata! 10 L-0-* 'Y ril"fe. Describe access port 7 Work sta4ii ,FT-,7^$].f'. InIshW 6.LOCATION OF WELL 11.ORILLER'S cER IFICATION Stretch map location must agree with warren location. IfWe certify that all minimum well construction standards were x Subdivision Nam complied with a1 the time the ng wa3 removed. Firm Namr •3.-Aj.WS Finn No.w �� W ^E Lot No Block Na Add— •.1a1'2n. LE. Date County APA Address et Well Site_ldr..tg stared by Orand supervia 1 lge'e at roaar name a mad? and T.�� N 2Lor S ❑ .R. EA or W I I {Operafo diNererrt thaA tlw brNling SuparvV USE ADDITIONAL SHEETS IF NECESSARY-FORWARD THE WHITE COPY TO THE DEPARTMENT N N b bn a Geotechnica/Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC ICAHO DEPARTMENT F WATER RESOURCES Office Usa Only WELL DRILLER'S REPORT inspecteaby UM TYA*w,ttw"tr BMOokd Pan �{7it•`I TwP—Aga_See- 6a_-sr- ila i/4_t/e 1.DRILLING PERMIT NO. -LJ-��p�. '^O_ 11.WELL TESTS: Lac L.anc ether ❑Pump El"Lar ❑Air ❑Ftowirp Aresmart. 2.0WNERr se raawuew Pampas+-•+ ra. Name A1t>?rt_�ts, Ir❑. Addl'eb5 ��.ez clty poise Smle�Jp 83 725 water'Tamp. Bottom hale temp. I WCATION OF WELL by 1"e1 dlragdpticlr WeWQM#y Lest orcommerm Sketch map Wcatbn Migg ffg�with written k=don. Depth feat Water&votmtpvd M 12-UTHOLOGIC LOG.pwciiberopeirrereburdmrnwM w� Twp.3 NomZ or Souin❑ t>k Fnm To --- -tJawosy,N+M Artay aT r.. T A E - Esat 3 or Wear ❑ stw-- -T W im vs NrtT vt GOv'1 Let: Lortg: s Address of Wail Site !�idian, Idaho "— U. Elk SUb,Name 4.USE: Z DaMeatic ❑Munkipai C Mwoor ❑invasm C Therms: ❑Injection C.Other S.TYPE OF WORK drerlk aIt ti d apply pbpla .M na7 New Wee C Mudrty S Abandorwwt ❑Other li.DRILL METHOD J'Atr Rotary M Cable C Mud Rotary L Othm2�+g 7.5EAUNG PROCEDURES "Omrlt m WeWr t Mer"ob ,wr.e Pouw To �• k4 In firm T.D. _ P1 ' r b&�Mt into 3' RECEIVED was JrNe shoe used?M Y❑N ,Shoe➢epth(s) Was dine shoe teal teat*0 '-Y r]N I-mO 8.CASINCYLIHEA. p'w — 1 T. uni M near Lk- Vft a Traeasw ja%'1112,30F I jCxrrete I c a E] ❑ z.a} Cr rile 1 a ❑ C ❑ ❑ ❑ ❑ Length or t+eedpipe Langn o17aepWe - 9.PERFORAiIONSJSCREENS LhTd ParfCDn6uR4 mothm MAR 0 Screens Serean Type Cornplawd Oepdr 44-95' (ataanraata] Dora SieRed 1 ZC/95 Campletotl 1 0/95 Fran TV 9eot 6Ce rw--- GW,ev.r a9aaraE CµYg llerrr ` ❑ ❑ 13,CRILLEWS CERTIFIGATIDN ❑ ❑ Uwe Certify that ad:uln m m well om m cdott Gmwards J1.wmpeM+,ith at ❑ Cy the dma the rig was rtarrwed. Firm Name Frm No. 10.STATIC WATER LEVEL-OR ARTESIAN PRESSURE: -21,25_h.below grorvtd Artesian pressure fib. Frm Oftal y� l/15/95 Depth flow encounleretl R. Describe at=ess port or and eonircl devices:— Supermor or Operator -- Dole- raw,wrw at r`m onn�cope„ur, � � FORWARD WHITE COPY TO WATER RESOURCES M N v ao a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC rf<A Office Onir Fwm 238-7 IDAHO DEPARTMENT OF WATER RESOURCES Well(D No. 610 2 WELL DRILLER'S REPORT Inspected by Doa2sra TWp_Rge Sec_ 1. WELLTAGITND __1/4_114 1/4 Water NGPERMeTOun 12.WELL TESTS: Lac - Lcog; Water Right or Injecpan Well Na .- ❑pump ©Bailer ❑Ap alr vh q Artesian 2. OWNER: r, ea..rmie. uva n P_vkt t Ten Name klar*M 101>v 1/416 Address ME AmltY Read City esed6an — _---Slate l° Zip 83642 Water Temp, SO Bottom hde temp 3. LOCATION OF WELL by legal description: water Qualify test ar comments: pha,Fa us,C-1-3 You must provide address or Lot,Blk,Sub.or Directions to Well. - TWp.3 _ North❑J or South❑ Depth first Water Fnruunler Rge.1 East Q or West❑ 13.LITHOLOOIC LOG:jDascribe repels or abandonmentl Water Sec- filar { NW 114 Tom' 174 a— ream m Ft r ark6-U Wafer Qua ATe Gov1 Lot County tt(]1 �— n� Dia d�b9y. Irry mparaNre Y N Lat. tag_ - 10 0 10 IT.Sall Address of Well Site 3625 E lamp Poed TO 10 120 j Gravel rid S" N City Mmidian 6 20 JW I C�M and Sand •••••� '°�'"®"--`°'°°' E 00 00 Caravel and Gam X Lt, Blk, Sub.Name 6 90 95 Gay 6 95 135 S rd UA_Gravw x 4. USE: 6 135 146 Clay and Brown Clay ❑J Domestic ❑Muoippat ❑Monitor ❑Irrgak- B 145 201 sand and Graeae x ❑Thermal ❑injection ❑Other 6 201 ail Brown Gay 6 202 234 Sand.1h awrM C—M x S. TYPE OF WORK check all that apply (Replacement etc.y 6 234 236 Clay QNew Well ❑Modify ❑Abandonment ❑Other 6 236 1242 ISSW — x 242 - 6. DRILLMETHOD: Elk,Roary ❑Cable ❑Mad Rotary []Other0 ---..— --.—. 0 T. SEALING PROCEDURES ° sal rvmearwr ern 1b Nlelnhr r4Mwae Seal Hxarrlent etearod ° BerdorYle 0 20 1t10gbs Dyelberre ° D Was ddw shag used? VJY LJN Shoe Depths) ° Was drive shoe sea IeSled?E]Y ❑/N HW7 0 0 8. CASING ILER: 0 Omm Fwn To aavas M.telot__j c Tnraadvd 0 WA VREGIDN 6' �2 235 250 SCael 0 ❑ Q ❑ 0 ❑ ❑ ❑ ❑ 0 ❑ ❑ ❑ ❑ ° Length 0 Headdipe Length of Tailpipe 0 Packer Ely ©N Type 0 0 9. PERFORATIONSlSCREENS PACKER TYPE Perf�ralion Method ° Screen Type 6 Method of ImIatlaaion SW ° Fan To a1o18® renew panelb Mebdal Canrtg Lear ° 237 242 30 l4 SS ❑ ❑ Campteled Depm 242 (MeesurablaY ❑ © Dete: Startrd ar2MG campeletl 3Ial66 ❑ ❑ 14,DRILLER'S CERTIFICATION 10.FILTER PACK IMe certify that all minimum well consl ulion standards were complied with at the Feltt Meta.& Fwn To vv am ryoWre the rig Was,emoved. Company Name ABC Wdl Drihig a Pump,lnc_ Firm No,W1 11.STATIC WATER LEVEL OR ARTESIAN PRESSURE: Principal Drill Dal 48 ft.below ground Artesian Mr Sure IWsq,m. and Depth flow encountered h,Deswihe access port w wrilrol deveces: - Adler or Operatorfi P J Orate 10 Operator I Date ib 49 Prin I er and Rig Operator Required. Operator I muS here signature of DrillerlDperalor 11- FORWARD WRITE COPY TO WATER RESOURCES N a, an a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC Aw [USE TYPEWRITER OR State of 7 ho BALL POINT PEN Department of Water Administration a � WELL DRILLER'S REPORT State low repuires dim this fa pen be filed withthe Director.Department of Water Administration wirhm O t+� days after the onmpletion or abandonment at the we'I_ F' 1.WELL OWNER 7.WATER LEVEL Name fZf�T 6 Stdtic water fevel.J�F—feet L.1.w land sun Flewinp? (3Yes I'(No GP.M,flow Address A- f�V Temperarure�-F. Cusliry Artesian closed-in presnme p.Fl- Owner'sP rmit Nn- Controlled by ❑Valve ❑Cep ❑Plug 2.NATURE OF WORK 8.WELL TEST DATA P New welt O Deepened ❑Replacement Pump 9ailcr 0 Other. opa.Re.41'N. w p-..n umptl ❑Abandoned Idascxibe method a1 abandoning] a.PKPp6EU VSK Demean' O bngalVon ❑ Teat ❑ opmr(-PadtT t"O' S.LITHOLOGIC LOG Z?g + h Mu..," ❑1—me! 0 S1 ii ❑ Waste piaPoaol m Hale pap*b MNnen Dram. prom Ya P114eeeial vas xa -- v a.METHOD OHILLED Cable ❑Romry ❑Dug ❑Other h rut V C v 5.WELL CONSTRUCTION Diameter of hole__&_ inches Total depth—7J-- Casing schedule y: a7 Sifel ❑Concrete Thidrewa Diameter Fmm To J500 inches-6 inches •�feet feet indr8 inches feet feet inches inches �_teat _tact inches inches feet —Gem inchs e fnoh. feet _tact Was a packer or seal used? 0 Yes No Perforated? El A N. Hold pertamted? ❑Factory ❑Knife fl Torch Sit.of perfora I n _Inchas by -- nahas Numbs From To perforations feel NOT pe+foratlorts lest feet perforations feet feat Well azraen installed? I]Yea )(No Manufacturers fume Type model No. ❑iamarer_Slat size_Sat frame featm feet Diameter_Slot size_Set from feet m feet Gravel packed? ❑Yea „N. Size of greyel_ Placed from feet to fees irate. aaal eglh LblNid=W in seal 0y Cumenl veal ❑Pnddii.g cloy p Wall..tuna' SWmg awuEura wM ❑Skm sit ❑yTin*wairy odes Ong - q Daaab—1.real r.an 6.LOCATION OF WELL � 18. y Wark 0.— '8 fini�ned $ketch map lonetlon meet agfBe W Ith Wfi[ten IlN.dllpn, /.~1 N -� I I_11WILLEN¢CEBA TION WWII—Nmy Firm tbma i(ye�6a°.�� Firm 1 _ Lot N0. Bad Ne MErw '4--Q-v Cb1a 't+" --' Slgrwe h IFum OHkiW) old ntY hh ppatalrl�i�,'XfL�Q�1J��M{ - USE ADDITIONAL SHEETS III NiliCESSARIf FORWARD THE WHITE COPY TO THE plePARTMENT Lr) N v un n. 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Lk 511Q12017 21&9 249 .03D 1 IT-PS Stainless ib DRILLEes CSONMA79 t UW&Cm*eatae tr*5wen Vm=1SV ftw SWK*dswere mmpaed with at Lent of H004"12W taeVth etTalpl a WA dm tlmads dp was meveen. Pad.Q Y a N Type K-Padw3.Pin---bis packs-_._ company AA ran YYEII orn LLL rA No.641 i u.mLTER PACK 2.jr Wagah hmhREed In tmBj{pL- - p,&1WZD17 f�ie�Y riam GO �W tremt.9dvd1�F-trtq 'Qa&r Gars v9 ease smm 199 2.50.5 7100 the Ere sgim Sand 209 248 800 tbs er° t 11.FLOWINGARIESUMt ouedrrai Gate FlW4�w Awean7 Q Y 91 N Al wjm Ptrsaetae"G] -ad'v d Prfnc%m t Dxltter erd rig ope a ram mvuhas. Camilla co"dewba N v cn a Geotechnical Services/Soil Testing&Inspection Services SITE Post Office Box 190537 - Boise, Idaho 83719 site.consulting.idaho@gmail.com - 208-440-6276 CONSULTING, LLC PRE DESIGN PERC TESTING Howry Property-Amity Road J. Meusch-SITE on March 14/15, 2019 Near Test Pit TP-4 10 x 3 x 6.5 TIME PERIOD DEPTH DROP PERC 3 hr Average Recommended 10:10 42.0 For 11:10 1.00 46.0 4.00 4.00 Design 12:10 1.00 48.0 2.00 2.00 13:10 1.00 50.0 2.00 2.00 TOTAL 3.00 8.00 2.67 2.7 2.0 in./hr. Near Test Pit TP-5 11 x 3 x 6.0 TIME PERIOD DEPTH DROP PERC 3 hr Average Recommended 10:00 40.0 For 11:00 1.00 42.0 2.00 2.00 Design 12:00 1.00 44.0 2.00 2.00 13:00 1.00 46.0 2.00 2.00 TOTAL 3.00 6.00 2.00 2.0 2.0 in./hr. Near Test Pit TP-8 11 x 3 x 7.5 TIME PERIOD DEPTH DROP PERC 3 hr Average Recommended 10:20 66.0 For 11:20 1.00 78.0 12.00 12.00 Design 12:20 1.00 86.0 8.00 8.00 13:20 1.00 DRY TOTAL 2.00 20.00 10.00 10.0 6.0 in./hr. NOTHING FOLLOWS r, N y a: Geotechnical Services/Soil Testing&Inspection Services