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PZ - Geotech Report MATERIALS 21 December 2015 TESTI NG & Page # 1 of 20 INSPECTION b 151256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Ms. Tamara Thompson The Land Group, Inc. 462 East Shore Drive, Suite 100 Eagle,ID 83616 208-939-4041 Re: Limited Geotechnical Engineering Report Profile Ridge Subdivision Alder Hof Lane Meridian, ID Dear Ms. Thompson: In compliance with your instructions, MTI has conducted a limited soils exploration for the above referenced development. Fieldwork for this investigation was conducted on 11 December 2015. The proposed development is south of the City of Meridian, Ada County, ID, and occupies a portion of the S1/2NW1/4 of Section 4, Township 2 North, Range 1 East, Boise Meridian. This project will consist of construction of 12- lot residential subdivision with an asphalt paved access roadway, but only 7 of the lots were assessed at the time of our investigation. MTI only assessed 40 acres of the site that are to be developed. Retaining walls are not anticipated as part of the project. MTI has not been informed of the proposed grading plan. Authorization Authorization to perform this exploration and analysis was given in the form of a written authorization to proceed from Ms. Tamara Thompson of The Land Group, Inc. to Monica Saculles of Materials Testing and Inspection, Inc. (MTI), on 5 November 2015. Said authorization is subject to terms, conditions, and limitations described in the Professional Services Contract entered into between The Land Group, Inc. and MTI. Our scope of services for the proposed development has been provided in our proposal dated 29 October 2015 and repeated below. Scope of Investigation The scope of this investigation included review of geologic literature and existing available geotechnical studies of the area, visual site reconnaissance of the immediate site, subsurface exploration of the site, field and laboratory testing of materials collected, classification in accordance with USDA standards, and engineering analysis and evaluation of pavement materials. Our scope of work did not include foundation design or earthwork recommendations. The scope of work did not include design recommendations specific to individual residences. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti(afmti-id.com Copyright Materials Testing&Inspepection,Inc. MATERIALS 21 December2015 TESTI NG & Page #2 of 20 INSPECTION b 151256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Regional Geology The project site is located within the western Snake River Plain of southwestern Idaho and eastern Oregon. The plain is a northwest trending rift basin, about 45 miles wide and 200 miles long, that developed about 14 million years ago (Ma) and has since been occupied sporadically by large inland lakes. Geologic materials found within and along the plain's margins reflect volcanic and fluvial/lacustrine sedimentary processes that have led to an accumulation of approximately 1 to 2 km of interbedded volcanic and sedimentary deposits within the plain. Along the margins of the plain, streams that drained the highlands to the north and south provided coarse to fine-grained sediments eroded from granitic and volcanic rocks, respectively. About 2 million years ago the last of the lakes was drained and since that time fluvial erosion and deposition has dominated the evolution of the landscape. The project site is underlain by "Gravel of Amity Terrace" as mapped by Othberg and Stanford(1993). The Amity terrace is the fifth terrace above the modern Boise River and represents the first level of Quaternary incision by the Boise River. The terrace, which has been correlated with Deer Flat terrace deposits to the west, is modified extensively by erosion and faulting. Where little erosion has taken place the terrace is mantled with loess 1.6-7 feet thick. General Site Characteristics This proposed development consists of approximately 40 acres of relatively flat and level terrain with some gently sloping hills. Throughout the majority of the site, surficial soils consist of fine-grained silt-sand mixtures. Vegetation primarily consists of bunchgrass and other native grass varieties typical of and to semi- arid environments. Regional drainage is north and west toward the Boise River. Stormwater drainage for the site is achieved by percolation through surficial soils. From the east, intermittent off-site stormwater may drain onto the project site. Stormwater drainage collection and retention systems are not in place on the project site and were not noted within the vicinity of the project site. Exploration and Sampling Procedures Field exploration conducted to determine engineering characteristics of subsurface materials included a reconnaissance of the project site and investigation by test pit. Test pit sites were located in the field by means of a Global Positioning System (GPS) device and are reportedly accurate to within ten feet. Upon completion of investigation, each test pit was backfilled with loose excavated materials. Re-excavation and compaction of these test pit areas are required prior to construction of overlying structures. In addition, samples were obtained from representative soil strata encountered. Samples obtained have been visually classified in the field by professional staff, identified according to test pit number and depth, placed in sealed containers, and transported to our laboratory for additional testing. Subsurface materials have been described in detail on logs provided in the Enclosures section. Results of field and laboratory tests are also presented in the Enclosures section. MTI recommends that these logs not be used to estimate fill material quantities. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti(afmti-id.com Copyright Materials Testing&Inspepection,Inc. MATERIALS 21 December2015 TESTI NG & Page # 3 of 20 INSPECTION b 151256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Laboratory Testing Program Along with our field investigation, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of subsurface materials necessary in an analysis of anticipated behavior of the proposed structures. Laboratory tests were conducted in accordance with current applicable American Society for Testing and Materials (ASTM) specifications, and results of these tests are to be found on the accompanying logs located in the Enclosures section. The laboratory testing program for this report included: Atterberg Limits Testing — ASTM D4318, Grain Size Analysis — ASTM C117/C136, and Hydrometer—ASTM D422. Soil and Sediment Profile The profile below represents a generalized interpretation for the project site. Note that on site soils strata, encountered between test pit locations, may vary from the individual soil profiles presented in the logs, which can be found in the Enclosures section. The materials encountered during exploration were quite typical for the geologic area mapped as Gravel of Amity Terrace. Surficial soils were predominately sandy silt and silt soils. Sandy silts and silts were dark brown to light brown, dry to slightly moist, medium stiff to hard, and contained fine to medium-grained sand. Organic materials were often noted to depths of roughly 1 1/2 feet. Underlying the silts and sandy silts were silty sand sediments. Silty sands were light brown to brown, dry, and dense to very dense, with fine to coarse- grained sand. Many of the firmer soil horizons contained some degree of calcium carbonate cementation (hardpan). At depth, poorly graded gravel with sand sediments were encountered. In test pit 4, silty gravel with sand sediments were encountered above the poorly graded gravels with sand. Gravel sediments were light brown to yellowish brown, dry, and medium dense to very dense, with fine to coarse-grained sand, fine to coarse gravel, and 8-inch-minus cobbles. Competency of test pit walls varied little across the site. In general, fine grained soils remained stable while more granular sediments readily sloughed. However, moisture contents will also affect wall competency with saturated soils having a tendency to readily slough when under load and unsupported. Recommended Pavement Sections As required by Ada County Highway District (ACHD), MTI has used a traffic index of 6 to determine the necessary pavement cross-section for the site. MTI has made assumptions for traffic loading variables based on the character of the proposed construction. The Client should review these assumptions to make sure they reflect intended use and loading of pavements both now and in the future. MTI collected a sample of near- surface soils for Resistance Value (R-value) testing representative of soils to depths of 2 feet below existing ground surface. This sample, consisting of sandy silt collected from test pit 8, yielded an R-value of 23. The following are minimum thickness requirements for assured pavement function. Depending on site conditions, additional work, e.g. soil preparation, may be required to support construction equipment. Results of the test are graphically depicted in the Enclosures. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti(afmti-id.com Copyright Materials Testing&Inspepection,Inc. MATERIALS 21 December2015 TESTI NG & Page #4 of 20 INSPECTION b 151256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Flexible Pavement Section The Gravel Equivalent Method, as defined in Section 500 of the State of Idaho Department of Transportation (ITD) Materials Manual, was used to develop the pavement sections. ACHD parameters for traffic index and substitution ratios, which were obtained from the ACHD Policy Manual, were also used in the design. Calculation sheet provided in the Enclosures indicate the soils constant, traffic loading, traffic projections, and material constants used to calculate the pavement sections. MTI recommends that materials used in the construction of asphaltic concrete pavements meet the requirements of the ISPWC Standard Specification for Highway Construction. Construction of the pavement section should be in accordance with these specifications and should adhere to guidelines recommended in the section on Common Pavement Section Construction Issues. Gravel Equivalent Method Flexible Pavement Specifications Pavement Section Component' Roadway Section Asphaltic Concrete 2.5 Inches Crushed Aggregate Base 4.0 Inches Structural Subbase 10.0 Inches Not Required for Native Soils Compacted Subgrade 12.0 Inches to 95% of ASTM D698 for Existing Fill Materials 'It will be required for MTI personnel to verify subgrade competency at the time of construction. Asphaltic Concrete: Asphalt mix design shall meet the requirements of ISPWC, Section 810 Class III plant mix. Materials shall be placed in accordance with ISPWC Standard Specifications for Highway Construction. Aggregate Base: Material complying with ISPWC Standards for Crushed Aggregate Materials. Structural Subbase: Material complying with requirements for granular structural fill (uncrushed) as defined in ISPWC. Common Pavement Section Construction Issues The subgrade upon which above pavement sections are to be constructed must be properly stripped, compacted (if indicated), inspected, and proof-rolled. Proof rolling of subgrade soils should be accomplished using a heavy rubber-tired, fully loaded, tandem-axle dump truck or equivalent. Verification of subgrade competence by MTI personnel at the time of construction is required. Fill materials on the site must demonstrate the indicated compaction prior to placing material in support of the pavement section. MTI anticipated that pavement areas will be subjected to moderate traffic. MTI does not anticipate pumping material to become evident during compaction, but subgrade clays and silts near and above optimum moisture contents may tend to pump. Pumping or soft areas must be removed and replaced with structural fill. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti(afmti-id.com Copyright Materials Testing&Inspepection,Inc. MATERIALS 21 December2015 TESTI NG & Page # 5 of 20 INSPECTION b 151256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Fill material and aggregates in support of the pavement section must be compacted to no less than 95 percent of the maximum dry density as determined by ASTM D698 for flexible pavements and by ASTM D1557 for rigid pavements. If a material placed as a pavement section component cannot be tested by usual compaction testing methods, then compaction of that material must be approved by observed proof rolling. Minor deflections from proof rolling for flexible pavements are allowable. Deflections from proof rolling of rigid pavement support courses should not be visually detectable. Warranty and Limiting Conditions MTI warrants that findings and conclusions contained herein have been formulated in accordance with generally accepted professional engineering practice in the fields of foundation engineering, soil mechanics, and engineering geology only for the site and project described in this report. These engineering methods have been developed to provide the client with information regarding apparent or potential engineering conditions relating to the site within the scope cited above and are necessarily limited to conditions observed at the time of the site visit and research. Field observations and research reported herein are considered sufficient in detail and scope to form a reasonable basis for the purposes cited above. Exclusive Use This report was prepared for exclusive use of the property owner(s), at the time of the report, and their retained design consultants ("Client"). Conclusions and recommendations presented in this report are based on the agreed-upon scope of work outlined in this report together with the Contract for Professional Services between the Client and Materials Testing and Inspection, Inc. ("Consultant"). Use or misuse of this report, or reliance upon findings hereof, by parties other than the Client is at their own risk. Neither Client nor Consultant make representation of warranty to such other parties as to accuracy or completeness of this report or suitability of its use by such other parties for purposes whatsoever, known or unknown, to Client or Consultant. Neither Client nor Consultant shall have liability to indemnify or hold harmless third parties for losses incurred by actual or purported use or misuse of this report. No other warranties are implied or expressed. Report Recommendations are Limited and Subiect to Misinterpretation There is a distinct possibility that conditions may exist that could not be identified within the scope of the investigation or that were not apparent during our site investigation. Findings of this report are limited to data collected from noted explorations advanced and do not account for unidentified fill zones, unsuitable soil types or conditions, and variability in soil moisture and groundwater conditions. To avoid possible misinterpretations of findings, conclusions, and implications of this report, MTI should be retained to explain the report contents to other design professionals as well as construction professionals. Since actual subsurface conditions on the site can only be verified by earthwork, note that construction recommendations are based on general assumptions from selective observations and selective field exploratory sampling. Upon commencement of construction, such conditions may be identified that require corrective actions, and these required corrective actions may impact the project budget. Therefore, construction recommendations in this report should be considered preliminary, and MTI should be retained to observe actual subsurface conditions during earthwork construction activities to provide additional construction recommendations as needed. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti(afmti-id.com Copyright Materials Testing&Inspepection,Inc. MATERIALS 21 December2015 TESTI NG & Page # 6 of 20 INSPECTION b 151256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections Since geotechnical reports are subject to misinterpretation, do not separate the soil logs from the report. Rather, provide a copy of, or authorize for their use, the complete report to other design professionals or contractors. Locations of exploratory sites referenced within this report should be considered approximate locations only. For more accurate locations, services of a professional land surveyor are recommended. This report is also limited to information available at the time it was prepared. In the event additional information is provided to MTI following publication of our report, it will be forwarded to the client for evaluation in the form received. Environmental Concerns Comments in this report concerning either onsite conditions or observations, including soil appearances and odors, are provided as general information. These comments are not intended to describe, quantify, or evaluate environmental concerns or situations. Since personnel, skills, procedures, standards, and equipment differ, a geotechnical investigation report is not intended to substitute for a geoenvironmental investigation or a Phase II/III Environmental Site Assessment. If environmental services are needed, MTI can provide, via a separate contract, those personnel who are trained to investigate and delineate soil and water contamination. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti(afmti-id.com Copyright Materials Testing&Inspepection,Inc. MATERIALS 21 December2015 TESTING & Page # 7 of 20 INSPECTION b151256g_Iimitedgeo.docx ❑ Environmental Services ❑Geotechnical Engineering Q Construction Materials Testing ❑Special Inspections General Comments Often, questions arise concerning soil conditions because of design and construction details that occur on a project. MTI would be pleased to continue our role as geotechnical engineers during project implementation. Additionally, MTI can provide materials testing and special inspection services during construction of this project. If you will advise us of the appropriate time to discuss these engineering services, we will meet with you at your convenience. MTI appreciates this opportunity to be of service to you and looks forward to working with you in the future. If you have questions,please call (208) 376-4748. Respectfully Submitted, Materials Testing& Inspection,Inc. NAL CENB oNC�y 14919'(� i act ob Schlador, E.I.T. Reviewed by: Monica Saculles, P. Staff Engineer Geotechnical Engine p r4 OF 10VN- N��A Enclosures: Geotechnical General Notes Geotechnical Investigation Test Pit Logs Gravel Equivalent Method-Pavement Thickness Design Procedures R-Value Test Results Vicinity Map Site Map 2791 S Victory View Way•Boise, ID 83709 •(208)376-4748•Fax(208)322-6515 =oovani azou rnaiabis www.mti-id.com•mtitamti-id.com MATERIALS 21 December2015 TESTI NG & Page # 8 of 20 INSPECTION b 151256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL GENERAL NOTES RELATIVE DENSITY AND CONSISTENCY CLASSIFICATION Coarse-Grained Soils SPT Blow Counts (N) Fine-Grained Soils SPT Blow Counts(N) Very Loose: <4 Very Soft: <2 Loose: 4-10 Soft: 2-4 Medium Dense: 10-30 Medium Stiff: 4-8 Dense: 30-50 Stiff. 8-15 Very Dense: >50 Very Stiff, 15-30 Hard: >30 Moisture Content Cementation Description Field Test Description Field Test Dry Absence of moisture,dusty,dry to touch Weakly Crumbles or breaks with handling or slight finger pressure Moist Damp but not visible moisture Moderately Crumbles or beaks with considerable finger pressure Wet Visible free water,usually soil is below Strongly Will not crumble or break with finger water table g pressure PARTICLE SIZE Boulders: >12 in. Coarse-Grained Sand: 5 to 0.6 mm Silts: 0.075 to 0.005 mm Cobbles: 12 to 3 in. Medium-Grained Sand: 0.6 to 0.2 mm Clays: <0.005 mm Gravel: 3 in.to 5 mm Fine-Grained Sand: 0.2 to 0.075 mm UNIFIED SOIL CLASSIFICATION SYSTEM FFMajor Divisions Symbol Soil LAM Gravel&Gravelly GW Well-graded gravels;gravel/sand mixtures with little or no fines Soils GP Poorly-graded gravels;gravel/sand mixtures with little or no fines Coarse-Grained <50% coarse fraction GM Silty gravels;poorly-graded gravel/sand/silt mixtures Soils passes No.4 sieve GC Clayey gravels;poorly-graded gravel/sand/clay mixtures <50% passes No.200 Sand&Sandy SW Well-graded sands;gravelly sands with little or no fines sieve Soils SP Poorly-graded sands;gravelly sands with little or no fines >50% coarse fraction SM Silty sands;poorly-graded sand/gravel/silt mixtures passes No.4 sieve SC Clayey sands;poorly-graded sand/gravel/clay mixtures ML Inorganic silts; sandy,gravelly or clayey silts Silts&Clays Fine Grained LL<50 CL Lean clays;inorganic,gravelly,sandy,or silty,low to medium-plasticity clays Soils>50% OL Organic,low-plasticity clays and silts passes No.200 MH Inorganic,elastic silts; sandy,gravelly or clayey elastic silts sieve Silts&Clays LL>50 CH Fat clays;high-plasticity,inorganic clays OH Organic,medium to high-plasticity clays and silts Highly Organic Soils PT Peat,humus,hydric soils with high organic content 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti(afmti-id.com Copyright Materials Testing&Inspepection,Inc. MATERIALS 21 December2015 TESTI NG & Page # 9 of 20 INSPECTION b 151256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-1 Date Advanced: 11 Dec 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5413399 Longitude: -116.3536682 Depth to Water Table: Not Encountered Total Depth: 8.9 Feet bgs Depth Field Description and USDA Soil Sample (Feet USCS Soil and Sediment Classification Sample Depth Qp Lab bgs) Classification and Design Type (Feet bgs) Test ID Soil Subgroup Sandy Silt (ML): Dark brown, slightly moist, medium stiff to very Silt Loam 0.0-1.6 stiff, with fine to medium-grained 0.75- sand. B-2 3.75 --Organics to a depth of 0.8 foot bgs. Silty Sand (SM): Light brown, Loamy Sand dry, dense to very dense, with fine to coarse-grained sand. A-2b 1.6-4.9 --Encountered strong calcium (1.6 to 3.7 feet) carbonate cementation below 3.7 feet bgs. Unsuitable* (3.7 to 4.9 feet) Poorly Graded Gravel with Sand (GP): Tan to light brown, dry, Very Gravelly 4.9 to 8.9 medium dense to very dense, with Sand fine to coarse-grained sand, and A-2b** 4-inch minus cobbles. *Soil is considered unsuitable because of the presence of calcium carbonate cementation. **Soil has been lowered two subgroups because it is very gravelly. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti(afmti-id.com Copyright Materials Testing&Inspepection,Inc. MATERIALS 21 December2015 TESTI NG & Page # 10 of 20 INSPECTION b 151256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-2 Date Advanced: 11 Dec 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5413170 Longitude: -116.3523102 Depth to Water Table: Not Encountered Total Depth: 8.8 Feet bgs Depth Field Description and USDA Soil Sample (Feet USCS Soil and Sediment Classification Sample Depth Qp Lab bgs) Classification and Design Type (Feet bgs) Test ID Soil Subgroup Sandy Silt (ML): Brown to light brown, dry to slightly moist, stiff Silt Loam to hard, with fine to medium- 0.0-7.1 GS 3.0-3.5 A grained sand. B 2 --Organics to a depth of 0.8 foot bgs. Silty Sand (SM): Light brown, dry, dense to very dense, with fine Loamy Sand 7.1-7.8 to coarse-grained sand. --Very strong induration Unsuitable* encountered throughout. Poorly Graded Gravel with Sand (GP): Yellowish brown, dry, Very Gravelly 4.9 to 8.9 medium dense to dense, with fine Sand to coarse-grained sand, fine to coarse gravel, and 4-inch-minus A-2b** cobbles. *Soil is considered unsuitable because of the presence of induration. **Soil has been lowered two subgroups because it is very gravelly. Lab Test ID M LL PI Sieve Anal sis % - - 410 #40 #100 #200 A 10.6 NP NP 93 87 76 67 58.7 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti(afmti-id.com Copyright Materials Testing&Inspepection,Inc. MATERIALS 21 December2015 TESTI NG & Page # 11 of 20 INSPECTION b 151256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-3 Date Advanced: 11 Dec 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5413437 Longitude: -116.3511124 Depth to Water Table: Not Encountered Total Depth: 8.0 Feet bgs Depth Field Description and USDA Soil Sample (Feet USCS Soil and Sediment Classification Sample Depth Qp Lab bgs) Classification and Design Type (Feet bgs) Test ID Soil Subgroup Sandy Silt (ML): Brown to dark brown, dry to slightly moist, very Silt Loam stiff to hard, with fine to medium- 0.0-1.6 3.5-4.5 grained sand. B-2 --Organics to a depth of 1.0 foot bgs. Silty Sand (SM): Light brown, Loamy Sand dry, dense to very dense, with fine to coarse-grained sand. Unsuitable* 1.6-5.1 --Very strong calcium carbonate (2.1 to 3.8 feet) cementation from 2.1 to 3.8 feet bgs. A-2b (3.8 to 5.1 feet) Poorly Graded Gravel with Sand (GP): Yellowish brown, dry, Very Gravelly 4.9 to 8.9 dense to very dense, with fine to Sand coarse-grained sand, fine to coarse gravel, and 4-inch-minus A-2b** cobbles. *Soil is considered unsuitable because of the presence of induration. **Soil has been lowered two subgroups because it is very gravelly. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti(afmti-id.com Copyright Materials Testing&Inspepection,Inc. MATERIALS 21 December2015 TESTI NG & Page # 12 of 20 INSPECTION b 151256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-4 Date Advanced: 11 Dec 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5413704 Longitude: -116.3501129 Depth to Water Table: Not Encountered Total Depth: 7.5 Feet bgs Depth Field Description and USDA Soil Sample (Feet USCS Soil and Sediment Classification Sample Depth Qp Lab bgs) Classification and Design Type (Feet bgs) Test ID Soil Subgroup Sandy Silt (ML): Dark brown to brown, slightly moist, very stiff to Silt Loam 0.0-1.1 hard, with fine to medium-grained sand. B-2 --Organics encountered throughout. Silty Sand (SM): Light brown, Loamy Sand dry, dense to very dense, with fine to coarse-grained sand. * --Encountered strong calcium Unsuitable 1.1-4.1 carbonate cementation from 2.0 to (2.0 to 3.4 feet) 3.4 feet bgs. --Organics to a depth of 2.0 feet A 4.1(3.4 to 4.1 feet) bgs. Silty Gravel with Sand (GM): Very Gravelly 4.1-5.8 Light brown, dry, dense, with fine Loamy Sand to coarse-grained sand and fine to coarse gravel. B-2** Poorly Graded Gravel with Sand Very (GP): Tan, dry, dense to very Gravelly 5.8-7.5 dense, with fine to coarse-grained Sand sand,fine to coarse gravel, and 8- A-2b** inch-minus cobbles. *Soil is considered unsuitable because of the presence of induration. **Soil has been lowered two subgroups because it is very gravelly. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti(afmti-id.com Copyright Materials Testing&Inspepection,Inc. MATERIALS 21 December2015 TESTI NG & Page # 13 of 20 INSPECTION b 151256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-5 Date Advanced: 11 Dec 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5408630 Longitude: -116.3511124 Depth to Water Table: Not Encountered Total Depth: 8.0 Feet bgs Depth Field Description and USDA Soil Sample (Feet USCS Soil and Sediment Classification Sample Depth Qp Lab bgs) Classification and Design Type (Feet bgs) Test ID Soil Subgroup Sandy Silt (ML): Brown to dark brown, slightly moist, medium stiff Silt Loam 0.0-1.3 to very stiff, with fine to medium- 0.75- grained sand. B-2 2.0 --Organics to a depth of 1.0 foot bgs. Silty Sand (SM): Brown, dry, very Loamy Sand dense, with fine to coarse-grained sand. Unsuitable* 1.3-3.4 --Very strong calcium carbonate (2.1 to 3.0 feet) cementation encountered from 2.1 to 3.0 feet bgs. A-2b (3.0 to 3.4 feet) Poorly Graded Gravel with Sand Very (GP): Tan, dry, dense to very Gravelly 3.4-8.0 dense, with fine to coarse-grained Sand sand,fine to coarse gravel, and 8- A-2b** inch-minus cobbles. *Soil is considered unsuitable because of the presence of induration. **Soil has been lowered two subgroup because it is very gravelly. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti(afmti-id.com Copyright Materials Testing&Inspepection,Inc. MATERIALS 21 December2015 TESTI NG & Page # 14 of 20 INSPECTION b 151256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-6 Date Advanced: 11 Dec 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5407867 Longitude: -116.3500977 Depth to Water Table: Not Encountered Total Depth: 7.8 Feet bgs Depth Field Description and USDA Soil Sample (Feet USCS Soil and Sediment Classification Sample Depth Qp Lab bgs) Classification and Design Type (Feet bgs) Test ID Soil Subgroup Silt (ML): Dark brown, slightly Silt 0.0-1.1 moist, medium stiff to very stiff. 0.75- --Organics encountered C-1 2.5 throughout. Sandy Silt (ML): Brown, dry to Silt Loam 1.1-2.1 slightly moist, stiff to very stiff, with fine-grained sand. B-2 Silty Sand (SM): Light brown, Loamy Sand dry, very dense, with fine to medium-grained sand. A-2b 2.1-4.2 --Encountered strong calcium (2.1 to 2.9 feet) carbonate cementation below 2.9 feet bgs. Unsuitable* (2.9 to 4.2 feet) Poorly Graded Gravel with Sand Very Gravelly (GP): Yellowish brown, dry, dense Sand 4.2-7.8 to very dense, with fine to coarse- grained sand, fine to coarse A-2b** gravel, and 4-inch-minus cobbles. *Soil is considered unsuitable because of the presence of induration. **Soil has been lowered two subgroups because it is very gravelly. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti(afmti-id.com Copyright Materials Testing&Inspepection,Inc. MATERIALS 21 December2015 TESTI NG & Page # 15 of 20 INSPECTION b 151256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-7 Date Advanced: 11 Dec 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5397072 Longitude: -116.3539124 Depth to Water Table: Not Encountered Total Depth: 8.4 Feet bgs Depth Field Description and USDA Soil Sample (Feet USCS Soil and Sediment Classification Sample Depth Qp Lab bgs) Classification and Design Type (Feet bgs) Test ID Soil Subgroup Sandy Silt (ML): Dark brown, dry to slightly moist, stiff to very stiff, Silt Loam 0.0-1.2 with fine-grained sand. 1.5-2.5 --Organics encountered B-2 throughout. Silty Sand (SM): Light brown, Loamy Sand dry, medium dense to very dense, with fine to medium-grained sand. Unsuitable* 1.2-6.1 --Encountered weak calcium (1.8 to 3.0 feet) GS 3.5-4.0 B carbonate cementation from 1.8 to 3.0 feet bgs. A-2b (3.0 to 6.1) Poorly Graded Gravel with Sand Very Gravelly (GP): Light brown to yellowish Sand 6.1-8.4 brown, dry, medium dense to dense, with fine to coarse-grained A-2b** sand and fine to coarse gravel. *Soil is considered unsuitable because of the presence of induration. **Soil has been lowered two subgroups because it is very gravelly. Lab Test ID Hydrometer (%) Gravel Sand Silt Clay Colloids B 23.0 52.6 22.7 0.8 0.9 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti(afmti-id.com Copyright Materials Testing&Inspepection,Inc. MATERIALS 21 December2015 TESTI NG & Page # 16 of 20 INSPECTION b 151256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GEOTECHNICAL INVESTIGATION TEST PIT LOG Test Pit Log#: TP-8 Date Advanced: 11 Dec 2015 Logged by: Jacob Schlador, E.I.T. Excavated by: Struckman's Backhoe Service Location: See Site Map Plates Latitude: 43.5413170 Longitude: -116.3523102 Depth to Water Table: Not Encountered Total Depth: 4.6 Feet bgs Depth Field Description and Sample qr (Feet USCS Soil and Sediment Sample Depth Qp Lab Test ID bgs) Classification Type (Feet bgs) Silt (ML): Dark brown, slightly moist, 0.0-1.8 stiff to very stiff. 1.25-2.0 --Organics encountered throughout. 1.8-4.2 Sandy Silt (ML): Brown, dry, hard, Bulk 2.0-2.5 R-Value with fine to medium-grained sand. Silty Sand (SM): Light brown, dry, very dense, with fine to medium- 4.2-4.6 grained sand. --Encountered moderate to strong calcium carbonate cementation throughout. 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 2015 www.mti-id.com•mti(a)mti-id.com Testing&Inspection,Inc.Materialsnc. Inspection, MATERIALS 21 December2015 TESTI NG & Page # 17 of 20 INSPECTION b I51256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections GRAVEL EQUIVALENT METHOD—PAVEMENT THICKNESS DESIGN PROCEDURES Pavement Section Design Location: Reflection Ridge Subdvision,Subdivision Roadways Average Daily Traffic Count: 200 All Lanes&Both Directions Design Life: 20 Years Traffic Index: 6.00 Climate Factor: 1 R-Value of Subgrade: 23.00 Subgrade CBR Value: 9 Subgrade Mr: 13,500 R-Value of Aggregate Base: 80 R-Value of Granular Borrow: 60 Subgrade R-Value: 23 Expansion Pressure of Subgrade: 0.21 Unit Weight of Base Materials: 130 Total Design Life 18 kipESAL's: 33,131 ASPHALTIC CONCRETE: Gravel Equivalent,Calculated: 0.384 Thickness: 0.196923077 Use= 2.5 Inches Gravel Equivalent,ACTUAL: 0.41 CRUSHED AGGREGATE BASE: Gravel Equivalent(Ballast): 0.768 Thickness: 0.329 e= 4 Inches Gravel Equivalent,ACTUAL: 0.773 GRANULAR BORROW: Gravel Equivalent(Ballast): 1.478 Thickness: 0.705 Use= 10 Inches Gravel Equivalent,ACTUAL: 1.606 TOTAL Thickness: 1.375 Thickness Required by Exp.Pressure: 0.233 Design ACHD Depth Substitution Inches Ratios Asphaltic Concrete(at least 2.5): 2.50 1.95 Asphalt Treated Base(at least 4.2): 0.00 Cement Treated Base(at least 4.2): 0.00 Untreated Aggregate Base(at least 4.2): 4.00 1.10 Granular Borrow(at least 4.2): 10.00 1.00 2791 S Victory View Way•Boise, ID 83709•(208)376-4748•Fax(208)322-6515 www.mti-id.com•mti(afmti-id.com Copyright Materials Testing&Inspepection,Inc. MATERIALS 21 December 2015 TESTI NG & Page # 18 of 20 I N SP ECTI Q N b151256g_limitedgeo.docx ❑Environmental Services ❑Geotechnical Engineering ❑Construction Materials Testing ❑Special Inspections RNALUE LABORATORY TEST DATA Source and Description: TP-8, 2.0'-2.5' — Sandy Silt Date Obtained: December 11, 2015 Sample ID: 15-7746 Sampling and ASTM D75: AASHTO T2: X ASTM AASHTO X Preparation: D421: T87: Test Standard: ASTM AASHTO Idaho T8: X D2844: T 190: Sample A B C Dry Density(lb/ft) 100.8 99.2 95.7 Moisture Content (%) 16.7 18.4 20.1 Expansion Pressure (psi) 0.45 0.21 0.06 Exudation Pressure (psi) 417 226 90 R-Value 25 23 21 R-Value @ 200 psi Exudation Pressure= 23 R-Value @ Exudation Pressure 26.0 25.0 m 24.0 j 23.0 22.0 21.0 20.0 450 400 350 300 250 200 150 100 50 Exudation Pressure(psi) 2791 S Victory View Way•Boise, ID 83709•(208)376-4748• Fax(208)322-6515 www.mti-id.com•mtOc( mti-id Test'g s P"�e.com co�y��gr,r:I "no'.'ais � � y L r 4 _ m `u _ fl r m C p ]3 _ e-F 0 _ i4 Ill � � Q � 16ti cn ON 31gd3 S rn Orb 31E),'3 0 E o as 31�g133Aff1 S as a�Wa o D S _ S EVE MILS Rn N FIVE as;TW 3A6-S Q 31 AIJ 5. ri .N MAP Qb 3I10�1.3. 4 fdNi 5 tl N hTI�W Oa 3107 5 ems---�� � Y 'l ¢ F" • 0 Fr Q 'k..Fti1 rCURT] O'd SlfilfrQ S- 'cy f W N Vp 0 ID m �, 0-0 m z o CID D w S.' cc CCD Q 7 0 _� O Z Z w m W N G m ccn m � CD m cn (D ca (nCID Z 5 CT CD C O m T N �m/� co cn o a A CD YI CID < © Z can � xo V m ��N nZ � o � 3 Wo coNNW � G1D n V Yl \V 0 pro � ❑ -0Lr a 1 � �' - •r. � � I I � A. avod 3lJ`d3 Ol ry PIP t I I N3 1 � I Y I cn CD I i a r M17C. i X i •f C -• '� I` L 1 I l a �� • + i ' L r. 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