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HomeMy WebLinkAboutAPPENDIX C_GeotechReport_Buffalo Run_20200316PREPARED FOR: Mr. Derek Williams Rawhide Engineering Inc. 6871 King Avenue West, Suite GJK, Billings, Montana (406) 969-5305 GEOTECHNICAL INVESTIGATION REPORT BUFFALO RUN SUBDIVISION 5400 FOWLER LANE BOZEMAN, MONTANA Yellowstone Investment Group, PLLC 40 Boxcar Lane Bozeman, MT 59718 Rawhide Engineering, Inc. March 16, 2020 ~ ---,~,......,~ RE Rawhide ......_ _,,,, Engineering Inc. March 16, 2020 Yellowstone Investment Group, PLLC 40 Boxcar Lane Bozeman, MT 59718 SUBJECT: Geotechnical Investigation Report Buffalo Run Subdivision 5400 Fowler Lane Bozeman, Montana Dear Mr. Williams: This report presents the results of our geotechnical investigation for the Buffalo Run Subdivision located on Fowler Lane in Bozeman, Montana. The site location and test pit locations are shown on the Vicinity/Site Map shown on Plate 1 at the end of this report. This site is proposed to have 13 multi-family units and a clubhouse. Our recommendations contained in this report are based on exploratory test pits, laboratory testing, engineering analysis and preparation of this report. The recommendations required to design foundations, parking lot section design and construction, and utility installation are contained in the attached report. These conclusions and recommendations, along with restrictions and limitations on these conclusions, are discussed in the attached report. We appreciate this opportunity to be of service to you, and look forward to future endeavors. If you have any questions regarding this report or need additional information or services, please feel free to call the undersigned. Sincerely, RAWHIDE ENGINEERING, INC. J5:~./·/~ Principal Enclosures: Report (1 hard copy, 1 pdf) Rawhide Engineering, Inc. March 16, 2020 TABLE OF CONTENTS PAGE INTRODUCTION ........................................................................................................................... 1 Project Description .............................................................................................................. 1 Scope of Service ................................................................................................................. 1 Authorization ...................................................................................................................... 1 Professional Statements and Limitations ............................................................................ 1 PROPOSED CONSTRUCTION ...................................................................................................... 2 FIELD INVESTIGATION ................................................................................................................. 2 LABORATORY TESTING .............................................................................................................. 2 Moisture Content Tests ........................................................................................................ 3 Soil Classification Tests ....................................................................................................... 3 Resistivity and pH Tests ...................................................................................................... 4 SUBSURFACE SOILS AND GROUNDWATER ............................................................................ 4 RECOMMENDATIONS ................................................................................................................... 4 Excavations ...................................................................................................................... 4 Material ................................................................................................................. 5 Placement and Compaction .................................................................................... 5 FOUNDATIONS ........................................................................................................................ 5 Shallow Foundations ................................................................................. 5 Structural Fill ................................................................................................................ 6 Compaction Requirements ................................................................................................... 7 CONCRETE SLAB-ON-GRADE ..................................................................................................... 7 SITE DRAINAGE ............................................................................................................................ 8 APPENDICES A Plates March 16, 2020 INTRODUCTION Project Description GEOTECHNICAL INVESTIGATION REPORT BUFFALO RUN SUBDIVISION FOWLER LANE BOZEMAN, MONTANA This report is to determine the subsurface soils on this site and provide recommendations for development of 13 multi-family residential units and a clubhouse. The buildings are anticipated to be two to three stories with concrete stem wall foundations. The project also includes utilities and interior streets and parking areas. The new buildings will be on Fowler Lane in Bozeman, Montana as shown on the site map, Plate 1 at the end of this report. Scope of Services Our scope of services for this project consisted of the following: 1. Excavating 10 exploratory test pits to a depth ranging from 9.0 to 10.0 feet below existing site grades. Piezometers were set in 5 test pits. 2. Laboratory testing to determine the characteristics of the site soils for use in engineering design. 3. Engineering analysis to aid in the design of structure foundations and structural pavement sections. 4. Provide information as to the existing groundwater conditions at the time of our exploration. 5. Provide recommendations for earthwork and construction on the site. This study did not include evaluations of site seismicity, liquefaction, faulting, or other potential geologic or environmental hazards. This study did not include a groundwater study or the design of a dewatering system. Authorization Authorization to proceed with our work on this project was provided on February 16, 2020. Professional Statements and Limitations Recommendations presented in this report are governed by the physical properties of the soils encountered in the exploratory test pits, laboratory testing, current groundwater conditions, the project layout and design data described in the following proposed construction section. 1 The recommendations presented in this report are based on exploratory test pit locations shown on the site map. Variations in soils may exist between the explored locations and the nature and extent of soil variations may not be evident until construction occurs. If subsurface conditions other than those described in this report are encountered and if project design and layout is substantially altered from the information in this report, Rawhide Engineering should be notified so that recommendations can be reviewed and amended, if necessary. This report has been prepared for design purposes for our client and specifically for this project in accordance with the generally accepted standards of practice at the time the report was written. No warranty, either expressed or implied, are intended or made. Other standards or documents referenced in any given standard cited in this report, or otherwise relied upon by the authors of this report, are only mentioned in the given standard; they are not incorporated into it or "included by reference," as that latter term is used relative to contracts or other matters of law. PROPOSED CONSTRUCTION It is our understanding that this project will include 13 wood framed multifamily structures which will be two to three stories with concrete stem wall footings. The project will also include a one story clubhouse and the adjacent driveways and parking areas. Structural loads were estimated by Rawhide Engineering based on experience with similar projects. The structures are anticipated to have continuous footing loads of 4 to 5 kips per lineal foot and interior column loads of 60 to 70 kips for long term loading conditions. FIELD INVESTIGATION In order to determine and evaluate the subsurface conditions across the site, 10 exploratory test pits were completed using a track hoe provided by Rawhide Engineering. Test pit depths were 9 to 10 feet below the existing ground surface. The location of the test pits shown on the Vicinity/Site Map were dimensioned from property corners with the site map provided. This location should be considered accurate only to the degree implied by the method used. The field investigation was under the direct control of an experienced member of our geotechnical staff who logged the soil conditions for each test pit. Samples were obtained from bulk samples during the test pit excavation. The bulk samples were examined by field personnel, logged and sealed to prevent moisture loss prior to laboratory testing. After completion, the groundwater level in the test pit was recorded and the test pits were backfilled using the excavated material. The test pit logs included at the end of this report are labelled TP-1 through TP-10. A test pit log legend and a description of the Unified Soil Classification System used to identify the soils is included with the test pit logs. 2 LABORATORY TESTING A laboratory testing program was utilized to provide the necessary data for engineering analysis of this project. The testing was used to evaluate the index and engineering properties specifically for the conditions encountered during our field exploration. The following program was used for this project. Moisture Content Tests -ASTM D2216 Moisture content tests were conducted on selected samples obtained from the site. These tests were used to aid in identifying the current soil conditions and aid in classifying the soils. Moisture content tests are shown on the test pit logs. Soil Classification Tests-ASTM D422, D1140, D4318, D2487 and D2488 In order to classify the soils according to the Unified Classification System, soil gradations and Atterberg Limits test were conducted on selected samples. The results of this testing is shown below and on the test pit logs. This gradation is for the upper fine grained soils. Gradations and Atterberg Limits Tests Percent Passing Sieve Size TP-2 @ 1.0-2.5' ½" 100 3/811 99 No. 4 97 No. 10 89 No.20 80 No. 40 75 No.BO 66 No. 200 58 Plastic Index 10.9 Unified Sandy Lean Clay Classification (CL) 3 CORROSIVITY AND pH TESTING The City of Bozeman requested corrosivity and pH testing for the soils on the site to determine the life expectancy of metal underground utilities. Five test pits were sampled at a depth of 6.5 feet below existing site grades. The samples were all gravel with sand. The testing was performed by Energy Lab in Billings, Montana. The test results are attached to this report in Appendix A. SITE CONDITIONS The site is located at 5400 Fowler Lane west of Bozeman, Montana. The site is bordered by developed residential property and agricultural land. The site is currently covered by vegetation and has a ditch which feeds a small pond and an outfall ditch. The property also has a relatively new residential structure and a barn. This parcel slopes slightly to the north and west. Drainage consists of infiltration and runoff to topographical low areas. SUBSURFACE SOILS AND GROUNDWATER The soil conditions encountered on the site generally consist of a layer of vegetated topsoil which was underlain by a layer of sandy lean clay to depths ranging from 2.0 to 3.5 feet. Beneath the sandy lean clay layer we encountered gravel with sand and cobbles to the depths explored of 9.0 to 10.0 feet below existing site grades. The sandy lean clay layer was medium stiff and has a moderate plastic index. The gravel with sand was dense and was granular non- plastic. Groundwater was encountered in the test pits at the depths ranging from 6. 7 to 7. 7 feet during our exploration in February 2020. RECOMMENDATIONS Prior to construction, the topsoil with vegetation layer should be stripped and removed from the site. It appears about 1.0 foot can be used as a reasonable estimate for average depth of stripping. Prior to placing fill for the future building pads, the building pad area should be scarified, moisture conditioned and compacted to 95% of ASTM D698. Excavations resulting from removal operations should be cleaned of all loose material and widened as necessary to permit access to compaction equipment. Excavations The contractor is ultimately responsible for the safety of workers and should strictly observe federal and local OSHA requirements for excavation shoring and safety. All temporary slopes should comply with OSHA requirements for Type C soils. During wet weather, runoff water should be prevented from entering excavations. 4 It appears that excavation for footings and utility trenches can be readily made with either a conventional backhoe or excavator in the native soil materials. We expect the walls of the footing trenches in the near surface fine grained soils and lower gravel with sand to stand near vertically without significant sloughing. If trenches are extended deeper than five feet or are allowed to dry out, the excavations may become unstable and should be evaluated to verify their stability prior to occupation by construction personnel. Shoring or sloping of any deep trench walls may be necessary to protect personnel and provide temporary stability. All excavations should comply with current OSHA safety requirements for Type C soils. (Federal Register 29 CFR, Part 1926). Backfills for trenches or other excavations within pavement areas should be compacted in six to eight inch layers with mechanical tampers. Jetting and flooding should not be permitted. We recommend all backfill be compacted to a minimum compaction of 97% of the maximum dry density as determined by ASTM D698. The moisture content of compacted backfill soils should be within 2% of the optimum. Poor compaction in utility trench backfill may cause excessive settlements resulting in damage to the pavement structural section or other overlying improvements. Compaction of trench backfill outside of improvement areas should be a minimum of 90% relative compaction. Material -Pipe bedding shall be defined as all material within six inches of the perimeter of the pipe. Backfill shall be classified as all material within the remainder of the trench. Material for use as bedding shall consist of clean, granular materials, and shall conform to requirements for bedding material listed in the Standard Specifications. Placement and Compaction -Pipe bedding shall be placed in thin layers not exceeding eight inches in loose thickness, and conditioned to the proper moisture content for compaction. All other trench backfill shall be placed in thin layers not exceeding eight inches in loose thickness, conditioned to the proper moisture content, and compacted as required for adjacent fill. If not specified, backfill should be compacted to at least 97% relative compaction in areas under structures, utilities, roadways, parking areas, concrete flatwork, and to 90% relative compaction in undeveloped areas. Foundations The structural loads were estimated for this project by Rawhide Engineering. If the loads are significantly higher than those estimated, we will have to review the following recommendations. We are recommending that buildings are constructed with conventional shallow stem wall foundations. The foundations can bear on the native gravel with sand layer. If the gravel layer is lower than the footing elevation they should be excavated down to the gravel with sand and cobble layer. Due to the large cobbles encountered on this site, it may be advantageous to 5 place 1 foot of structural fill under the entire building envelope to aid in concrete forming and provide a uniform bearing surface. Structural loads are not available for this project. Based on our exploration we would recommend an allowable bearing capacity of 4,000 psf for the native gravel with sand layer or compacted structural fill. Settlements will be calculated later when the type of building and structural loads are known but is anticipated to be negligible. Structural fill shall be placed in layers, moisture conditioned, and compacted to 98% of ASTM D698. Exterior continuous footings should be 3.5 feet in depth to provide frost protection. Interior column footings should be embedded 1 foot in depth for confinement. Wall foundation dimensions should satisfy the requirements listed in the latest edition of the International Commercial Code. Reinforcing steel requirements for foundations should be provided by the design engineer. The allowable bearing pressures, indicated above, are net values, therefore, the weight of the foundation and backfill may be neglected when computing dead loads. Allowable bearing pressures may be increased by one-third for short-term loading such as wind or seismic. Resistance to lateral loads in the gravel with sand layer may be calculated using an allowable passive equivalent fluid unit weight of 320 pounds per cubic foot and an allowable coefficient of friction of 0.47 applied to vertical dead loads. Both passive and frictional resistances may be assumed to act concurrently. An allowable active equivalent fluid pressure of 35 pounds per cubic foot may be used. The International Building Code (IBC) site class for this project is Class C. This site will require a dewatering plan for utility installation. Designing a dewatering plan was not part of our scope of services and should be designed by a competent engineer with experience designing dewatering systems and their effects on adjacent structures. Structural Fill Structural fill will be used beneath the footings and should consist of dense gravel with sand and conforming to the following gradation and plastic index. Sieve Size 31nch No.4 No. 200 Plastic Index Percent Passing 100% 25-65% <20% 12 or less All structural fill shall be placed in eight inch loose lifts and uniformly moisture conditioned to within +/-2% of optimum moisture content. The contractor shall provide and use sufficient equipment of a type and weight suitable for the conditions encountered in the field. The 6 equipment shall be capable of obtaining the required compaction in all areas, including those that are inaccessible to ordinary rolling equipment. Compaction Requirements The following table lists the compaction requirements for structural fill, foundation backfill, utility trench backfill and street subgrade preparation. COMPACTION REQUIREMENTS Structural Fill Beneath Foundations 98% of ASTM D698 Backfill Against Foundations 95% of ASTM D698 Utility Trench Backfill 97% of ASTM D698 Building Pad Construction 95% of ASTM D698 Concrete Slab-on-Grade Construction Prior to constructing concrete slabs, the upper six inches of slab subgrade should be scarified, moisture conditioned to within 2% of optimum, and uniformly compacted to at least 95% of maximum dry density as determined by ASTM D698. The building pad may be constructed using on site soils or imported fill and then covered by the base course. Scarification and compaction will not be required if floor slabs are to be placed directly on undisturbed compacted structural fill. All concrete floor slabs should have a minimum thickness of six inches due to the equipment loads on the slab. Slab thickness and structural reinforcing requirements within the slab should be determined by the design engineer. At least eight inches of crushed base aggregate should be placed beneath slab-on-grade floors to provide uniform support. The aggregate base should be compacted to a minimum of 95% relative compaction. In floor slab areas where moisture sensitive floor coverings are planned, an impermeable membrane (e.g. 10-mil thick polyethylene) should be placed over the base course to reduce the migration of moisture vapor through the concrete slabs. The impermeable membrane should be installed as required by the flooring manufacturer. Current literature from the American Concrete Institute and the Portland Cement Association recommend that the vapor barrier is placed on top of the crushed base course and the concrete is placed directly on the vapor barrier. 7 Site Drainage Final elevations at the site should be planned so that drainage is directed away from all foundations and concrete slabs. Parking areas should be designed to drain surface water off the sight and away from structures. According to the International Commercial and Residential Code, structures should be designed to have 6" of fall in the first 10 feet away from the structure. If this cannot be attained, drainage swales need to be constructed to drain water away from the structure and off of the site. Down spouts with 6 foot extensions should be used for residential structures. 8 APPENDIX A Plates Site/ Vicinity Map ~ -~,~::f::....,~✓~ RE RawhMe _______ _,_ Engineering Inc. TEST PIT LOG PROJECT: Buffalo Run Subdivision -----------F ow I er Lane CLIENT: Yellowstone Investment Group LOCATION: Bozeman, Montana ---------'------ LOGGED BY: J. Frank _ _::_c....;_;_,~....;_;_,- DRILL METHOD: Excavator DRILLER: Duneman Const. DATE: 2/28/20 ELEVATION: ------ SAMPLES LA BORA TORY TESTIN ,-... .::: .._, : Q. .., 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 .., 0. -= ?' \0 ---.., C/l 0. ;S E 0 ro iii C/J C: g ro 0.. 0 C/J 0 .0 E TEST PIT NUMBER: 1 >-. lJJ lJJ u lJJ ;:) MATERIAL DESCRIPTION AND COMMENTS Topsoil with Vegetation (Frozen) CL Sandy Lean Clay -Brown, Moist, Medium Stiff, Moderate Plastic Index GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, Dense, Granular Non-Plastic Sample at 6.5 Feet for Corrosive Soils Tests Groundwater Level at 7.5 Feet Test Pit Ends at Approximately 9.5 Feet Depth Groundwater Was Encountered at 7.5 Feet Piezometer Set For Groundwater Monitoring >-. C: (.) X C: ~ .., ~ § -0 C/l ,-... C: C/l u "$. (.) C: t '-' ·.::; 0 C/l u .;; ro :$ 0::: 6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 0 0 c ('I .., ,-... :i;: ,-... 0. .., > 0.. V) ";I?. C: 0 .._, :::l .._, ca (.) ·= C/J .., ~ 0::: TEST PIT LOG LOGGED BY: J. Frank ------~ -~r:::!:•,...-:,~ PROJECT: Buffalo Run Subdivision DRILL METHOD: Excavator RE Rawhfrle -........,_ __, E ngineering Inc. Fowler Lane CLIENT: Yellowstone Investment Group LOCATION: Bozeman, Montana --------'------ ,,..., .::: .._, -= c.. ll) 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 SAMPLES ll) Q. t: t: >-. t f-\0 t:: ll) --(0 V) c.. Q. ;::: t: csi 0 0 {/) co {/) 0 .0 E TEST PIT NUMBER: 2 >, {/) [fl u {/) ::i MATERIAL DESCRIPTION AND COMMENTS Topsoil with Vegetation (Frozen) CL Sandy Lean Clay -Brown, Moist, Medium Stiff, Moderate Plastic Index GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, Dense, Granular Non-Plastic Groundwater Level at 7.4 Feet Test Pit Ends at Approximately 9.0 Feet Depth Groundwater Was Encountered at 7.4 Feet DRILLER: Duneman Const. DATE: 2/28/20 ELEVATION: ____ _ LA BORA TORY TESTIN >, c u X 0 ~ E ll) 0 ll) i::' t: " N V) 0,,..., ..: ::::-:.t ,,..., -ll) ·;;:; U'2J._ V) -;f?, Q. > u c.. E 8 § :... .._, ·= ..._,, :::l e..... a) V) t: o:l a) u ro ..::2 {/) c::: ~ c.. ~ F 19.2 10.9 58.4 1.5 6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 ~ -... < .. ==....,~:, ~ TEST PIT LOG PROJECT: Buffalo Run Subdivision -----------F ow I er Lane CLIENT: Yellowstone Investment Group LOGGED BY: ------J. Frank DRILL METHOD: Excavator DRILLER: Duneman Const. DA TE: 2/28/20 RE RawhMe ...__ ___ _..,_. Engineering Inc. LOCATION: Bozeman, Montana -------'------ELEVATION: ------ ,-.. ~ '-' .c c.. Cl) Q 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 SAMPLES 0 Cl) .J:J 0. ·= t:: s >-, '-Cl) ..... E-\0 :t::l r:n Cl) --«I ,.,, 0.. r:n 0. ::: u E 0 ·o r:n «I en C/J ;:, C/J CL GP TEST PIT NUMBER: 3 MATERIAL DESCRIPTION AND COMMENTS Topsoil with Vegetation (Frozen) Sandy Lean Clay with Few Scattered Gravels -Brown, Moist, Medium Stiff, Moderate Plastic Index Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, Dense, Granular Non-Plastic Sample at 6.5 Feet for Corrosive Soils Tests Groundwater Level at 7.2 Feet Test Pit Ends at Approximately 10.0 Feet Depth Groundwater Was Encountered at 7.2 Feet Piezometer Set For Groundwater Monitoring G' B ,.,, ,.,, § u LABO RA TORY TESTIN X Cl) -0 ~ ..::: ,-.. u 0::: •..;:::-._.; ,.,, «I 0::: 6871 King Ave. West, Suite G1K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 TEST PIT LOG LOGGED BY: J. Frank ~ --r.(._:::,....,~...,~ PROJECT: Buffalo Run Subdivision DRILL METHOD: Excavator RE RawMde ............ ___ __,_ Engineering Inc. Fowler Lane CLIENT: Yellowstone Investment Group LOCATION: Bozeman, Montana ------'------ ,..._ .::: .._, .c:: C. <!) Q 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 SAMPLES <!) c.. c:: c:: >, a, f-'D t:: ~ ro "' 0.. c.. ?; E ..2 0 ro co C/J C/J 0 .Q E >, TEST PIT NUMBER: 4 if) if) u if) :::i MATERIAL DESCRIPTION AND COMMENTS Topsoil with Vegetation (Frozen) CL Sandy Lean Clay -Brown, Moist, Medium Stiff, Moderate Plastic Index GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, Dense, Granular Non-Plastic Groundwater Level at 6.7 Feet Test Pit Ends at Approximately 9.0 Feet Depth Groundwater Was Encountered at 6. 7 Feet DRILLER: Duneman Const. DATE: 2/28/20 ELEVATION: ------ LABO RA TORY TESTIN X <!) -0 -= ,..._ <.) 0.. ·c .._, "' ro 0::: (lJ C c.. ~ c:: 0 -<.) ro <I> C/J 0:: 6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 ~ --( .. ~__,·:,~ RE RawhMe ......_ ,.....,,,,,. Engineering Inc. TEST PIT LOG PROJECT: Buffalo Run Subdivision -----------F ow I er Lane CLIENT: Yellowstone Investment Group LOCATION: Bozeman, Montana -------'------ LOGGED BY: J. Frank _ ___;_;......;..;.__.;.___ DRILL METHOD: Excavator DRILLER: Duneman Const. DATE: 2/28/20 ELEVATION: ------ SAMPLES LABO RA TORY TES TIN ,-._ ll.) c C. i:: '-' >-, ..c r "' ----C. ~ </; 0) C. ~ Q E ..2 ro 00 [/) 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 0 .0 i:: i:: t >-, :t:: r.n ro 0.. r.n u 0 r.n [/) ;:, CL GP TEST PIT NUMBER: 5 MATERIAL DESCRIPTION AND COMMENTS Topsoil with Vegetation (Frozen) Sandy Lean Clay with Few Scattered Gravels -Brown, Moist, Medium Stiff, Moderate Plastic Index Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, Dense, Granular Non-Plastic Sample at 6.5 Feet for Corrosive Soils Tests Groundwater Level at 6.8 Feet Test Pit Ends at Approximately 9.5 Feet Depth Groundwater Was Encountered at 6.8 Feet Piezometer Set For Groundwater Monitoring >-, -u i:: X i:: ~ 0) ~ i:: -0 <Fl 0 ,-._ -= 'cii u~ .g i:: t '-' 0 </; u ~ ro :3 0:: 6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 0 0 c N 0) ,......_ :;t: ,-._ 0.. 0) > 0.. ~r E 0 '-' ro u i:: [/) 0) ~ 0::: ~ _.,.< .. === ... --:, ~ RE Rawhfr/e .._,_ __., Engineering Inc. TEST PIT LOG PROJECT: Buffalo Run Subdivision ----------- F ow I er Lane CLIENT: Yellowstone Investment Group LOCATION: Bozeman, Montana LOGGED BY: J. Frank DRILL METHOD: Excavator DRILLER: Duneman Const. DATE: 2/28/20 ELEVATION: ------ SAMPLES 0 LABORATORY TESTIN ,-.. ~ '-' -;:: C. <l) 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 <l) 0. i:: >-. E-\0 <l) "' D.. ;l: E .2 03 ca VJ i:: ... <l) t: 03 0... 0 VJ .0 E TEST PIT NUMBER: 6 >-. rJ) rJ) u rJ) ;::) MATERIAL DESCRIPTION AND COMMENTS Topsoil with Vegetation (Frozen) CL Sandy Lean Clay -Brown, Moist, Medium Stiff, Moderate Plastic Index GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, Dense, Granular Non-Plastic Groundwater Level at 7. 7 Feet Test Pit Ends at Approximately 9.0 Feet Depth Groundwater Was Encountered at 7.7 Feet >. -u E X i:: <l) E i:: -0 -= "' 0 ~ ·;;:; u -~ § 1i5 -...., </) u "' 03 3: 0::: 6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 0 0 c N ~ <l) ,...... :it: ~ 0.. > 0::: </) E 0 '-' :::l '-' 03 u ·= VJ <l) ~ c::: ~ TEST PIT LOG LOGGED BY: J. Frank -------..-.<,..=="'.-✓~ PROJECT: Buffalo Run Subdivision DRILL METHOD: Excavator ----------- RE RawhMe ......_ __, Engineering Inc. F ow I er Lane CLIENT: Yellowstone Investment Group LOCATION: Bozeman, Montana ------'------- SAMPLES -= Q) Cl. ?' -C. Q) Q) 0. C E 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 ro {/l V, 3:: ..2 co ,:: t = ro a.. 0 U) 0 ..Q E ;,-. CF) CF) u CF) ;:) TEST PIT NUMBER: 7 MATERIAL DESCRIPTION AND COMMENTS Topsoil with Vegetation (Frozen) CL Sandy Lean Clay with Few Scattered Gravels -Brown, Moist, Medium Stiff, Moderate Plastic Index GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, Dense, Granular Non-Plastic Sample at 6.5 Feet for Corrosive Soils Tests Groundwater Level at 6.9 Feet Test Pit Ends at Approximately 9.5 Feet Depth Groundwater Was Encountered at 6.9 Feet Piezometer Set For Groundwater Monitoring DRILLER: Duneman Const. DATE: 2/28/20 ------ELEVATION: ------ LA BORA TORY TESTIN >-. u ~ V, V, § u 0 0 N ::it ,....._ ti)~ ::i ._., -= v c -Q) Cl. > i:: 0 -u ro ., U) er: 6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 ~ -... < ... ~"' ... :,~ RE RawhMe ....._ __, Engineering Inc. TEST PIT LOG PROJECT: LOCATION: Buffalo Run Subdivision Fowler Lane CLIENT: Yellowstone Investment Group Bozeman, Montana LOGGED BY: J. Frank _ ___;,_;___;_.;,__.;,___ DRILL METHOD: Excavator DRILLER: Duneman Const. DATE: 2/28/20 ELEVATION: ------ SAMPLES 0 LABORATORY TESTIN ,-.. .::: ._, Q. <l) 0 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 <l) 0.. .!: >, f-'-D <l) "' 0.. ;::: !: 0 C<l iii VJ C: E .:; 0... 0 VJ .!:J E TEST PIT NUMBER: 8 ...., [Fl [Fl u [Fl =i MATERIAL DESCRIPTION AND COMMENTS Topsoil with Vegetation (Frozen) CL Sandy Lean Clay -Brown, Moist, Medium Stiff, Moderate Plastic Index GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, Dense, Granular Non-Plastic Groundwater Level at 7.0 Feet Test Pit Ends at Approximately 9.0 Feet Depth Groundwater Was Encountered at 7.0 Feet >, (.) B X C: V ~ § -0 "' ,....._ ..!: -~ u :!(, -~ 0 0 ~ "' u .; C<l :3= 0... 6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 0 0 ?--N V v ,....._ :;t; ,-.. 0.. > 0... "' :!(, C: 0 ::I 0 ~ (.) ._, ._, C: VJ V ~ 0:: ,....._ .::: ._, -= .... 0.. <l> Q 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 SAMPLES <l> 0.. C: E >. <l> f-'° t: --"' ~ C/l 0... 0.. 3: E 0 ·o "' o:i [/) [/) TEST PIT LOG LOGGED BY: J. Frank PROJECT: Buffalo Run Subdivision DRILL METHOD: Excavator ----------- F ow I er Lane CLIENT: Yellowstone Investment Group LOCATION: Bozeman, Montana ------'------ 0 ,J::, E ;;,-.. en TEST PIT NUMBER: 9 en u en ::, MATERIAL DESCRIPTION AND COMMENTS Topsoil with Vegetation (Frozen) CL Sandy Lean Clay -Brown, Moist, Medium Stiff, Moderate Plastic Index GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, Dense, Granular Non-Plastic Groundwater Level at 7.1 Feet Test Pit Ends at Approximately 9.0 Feet Depth Groundwater Was Encountered at 7.1 Feet DRILLER: Duneman Const. DATE: 2/28/20 ------ ELEVATION: ------ LABORATORY TESTIN >. C: u X 0 C: <l> <l> 0 C' 2 C: -0 N <l> C/l 0 ,....._ -= ,....._ 'll: ,....._ 0. <l> > ·;;; U"$. u 0... C/l ~ ~ 0 C: ~ ._, ·c ..._,,, ::l e...., u 0 C/) ·= [/) <l> u ca 2 ~ ~ :$ 0... 6871 King Ave. West, Suite G1K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 ~ _..,(._===...,,....:,~ RE RawhMe --....._......-Engineering Inc. TEST PIT LOG PROJECT: Buffalo Run Subdivision Fowler Lane CLIENT: Yellowstone Investment Group LOCATION: Bozeman, Montana --------'------ LOGGED BY: J . Frank DRILL METHOD: Excavator DRILLER: Duneman Const. DA TE: 2/28/20 ELEVATION: ------ SA E 0 LABO RA TORY TESTIN ,-., .:: <l.) 0.. C: '-' >-. -= f-'° Q. <l.) ---Vl ... 0.. ;!: Q C: ..2 ;;; [/J co 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 .:i F E g ;;.-. rJJ cs: 0.. rJJ u 0 rJJ [/J ::l CL GP TEST PIT NUMBER: 10 MATERIAL DESCRIPTION AND COMMENTS Topsoil with Vegetation (Frozen) Sandy Lean Clay with Few Scattered Gravels -Brown, Moist, Medium Stiff, Moderate Plastic Index Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, Dense, Granular Non-Plastic Sample at 6.5 Feet for Corrosive Soils Tests Groundwater Level at 7.3 Feet Test Pit Ends at Approximately 9.5 Feet Depth Groundwater Was Encountered at 7.3 Feet Piezometer Set For Groundwater Monitoring >-. -~ ~ X <l.) ~ ~ g -~ ,-., V') u ~ .g ::: ;:; '-' 0 Vl u co cs: 3: 0::: 6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 0 0 c N ~ <l.) ,-., :;t: ,-., 0.. > 0::: Vl ':f?. E 0 '-' ::, 0 cs: u ::: [/J <l.) ~ 0::: TEST PIT LOG LEGEND MATERIAL DESCRIPTION uses Symbol FILL GP orGW GM GC GP-GM GP-GC SP or SW SM SC SP-SM SP-SC SC-SM ML MH CL-ML CL CH PCEM CEM BDR uses Classification Artificial Fill Poorly/Well graded GRAVEL Silty GRAVEL Clayey GRAVEL Poorly graded GRAVEL with Silt Poorly graded GRAVEL with Clay Poorly/Well graded SAND Silty SAND Clayey SAND Poorly graded SAND with Silt Poorly graded SAND with Clay Silty Clayey SAND SILT Elastic SILT Silty CLAY Lean CLAY Fat CLAY PARTIALLY CEMENTED CEMENTED BEDROCK CONSISTENCY Cohesionless Soils Cohesive Soils Cementation VL Very Loose So Soft MH Moderately Hard L Loose F Firm H Hard MD Medium Dense s Stiff VH Very Hard D Dense vs Very Stiff VD Verv Dense SAMPLING --............. SPT Shelby Tube NR No Recovery ~ Bulk Sample ~ --( .. ~...,':'It.;..✓~ RE RawJ,;de .....___ _., Engineering Inc. s:z Water Table UNIFIED SOIL CLASSIFICATION SYSTEM Crbrla for Aalgnlft9 Otoup Syneols and Group NamN u.&na Ll:llaratoly Toatl6 Soll etaulflcdon 0,-. Group---Symbol Coano Grained 8o!II Onwell Quan Orawll Cu:at4 and 1 ,cc"' GW WoD,trlldOd p,ef Moro Ulaft 501' retained Moro llan ~ cl came t.eull1anfttina4: Cuc4andlor1 >CC>3' GP Poarty pded gravel' hdlon retllnod on onNo.20011oYO No. 4 lllwo Gravels .. Anl8 Anal claltfy a ML ar MM GM Slllygravef'A• Moro UWI 121' ftneaG Fin.sc:tauiryaa.orat GC Clayoy gravtllUt Sandi OeanSanda euaen, ,ec,3• SW Wc,O,gn,dOd UIWI 501' or more cl coane Leu lhlln ft tlnN° Cu c8 and/of 1 > Cc> ,S SP Poarty graded.,,., fradlon p&llilS No..hlovo Sandsdlflna AletelasdyuMLarMH SM SllyuncP"' Morollan121'Gnol° FlnOI Claulfy u a. or CH SC CllyeyufldMo' Rno-Glalnld 8olll SlbandClllya lno,gBftC Pl> 7 and P'OII on OtlCMwe •A•l!no' a. Lean~ 50% or mo,o P11101 tho UQu!d Umll leu thin &O Pl c.C orploca bolow•A•lfno' ML ...... No.2001f8ve orgri: Liquid llmll. °"'°" dr1ld c0.75 01. 0rpnlc~ UquldBznll•noldltod Organic~ Sllsand~ lnargmdc Pl p1o11 on ar movo ·A·1no CH Fal~ Liquid bl 01 aMn Pl pfOIS belcM •A• llno MH EIISllc_..,.. organic Liquid llrnl • oven dr1od c0.75 OH o,pn5cdllF" Uquld l!m!l. not dried Organic~ H!ghlyarpnJcdl Prfmmilyo,ga,mmdlt,dnln cdor, and orgonlc odor PT Poat "Based an Iha maleltal passing Ille 3-ln. (75-mm) ll8va Hif 1lnas are organic. ldd "Wtlh o,ga,K tnes9 CD group name. 11f fiefd sample mduled c;.obb!aa or bouldera, or bolh. add._.. CXlbbloa o, bcNAdln, or boll" ID gn,up name. CRnMlh with 5 tn 1~ llwl r•qufra clJal ll)lfflbnla• RW-RU wd o,lldad gnwe!wfll Ill. GW-GCweB gradedepavel-.1111 day, GP-GM~ gradGd gnwol wlll s81. GP-GC poostygradod gravel wlll day. DSands wlll 5 to 121' llnea requn dual aymball: SW-sM wtfl.sl'ldGd sand-" sU1. SW-SC woDil'ldOd sand wi1tl da'/, SP-sM poort,graded sand .it11111. SP-SC PoQrty graded and will clay •eu=DeolDto ec=_Jf}JJ_ Dsox Dao 'If so1 can1am :t 1n sand, add-.,. ancr co group name. 0tt flnos dulffy at Q.-ML. uso dlal l)ffltM)I Ge-GM.or SC-SU. 'If DOIi conems :t 1n. gnwa1. add -wttta gnwer to group namo. 'If Auert,org &nill P9GI In Mldcd an,a. lo!I IS a CL-Ml. saty c:lay. KH ooD oonlalM 15 lo 20M. plua No. 200, add ~I\ eetttr -~ grawl.· ~ 11 pradcmnant L1t sce contains :t 30% ptus No. 200 s,tedam!nanly and, add ~ to group name. 11 If aoB contains 2 30% peus No. 200, predamlnanlly s,avel. add~ lograur> name. ...,_ ~ 4 and pSots on or abovo·A· ane. o Plc4orp1ot1batow•A•11no. Pp1 plola on or above •A• 1tne. o Pl pSolS be!ow •A• tine. eo-------------....--""2"""---"""'!,----------, ~ ~..,~ ForclaAfffcdon of ftno,gralnod 80IJa and~ fraction m d~aaUa---,-- Equdan d •A•• lino HodzontlllS PW 10 u.25.1. ltlOn Pl-0.73 (I.WO) l!qudarldV•b Vord&lll 81 U.18 ID Plu7. ,, ~ Pa.o.l (LL,t) ¥---....,_.;--t---1""------+----+---+---t----1 MHorOH 10 ----~--,#---.+-..C......-+---+---+---+---+---t---t-----4 7 .. -0 __ ...._...._,.___....__.....___..&-____ __._ _ __._ _______ ___, 0 tO • 2D 30 .co so eo 10 80 SIO 100 110 LIQUID LIMIT (U.) RE Rawl,ide -. .,....,. Enxlneerlng Inc. EN:RGY LJ'"-80HA10RIL~-> Trust our People. Trust our Data. www energylah com Billings, MT 800.735.4489 •Casper.WY 888.235.051 Gillette, WY 866.686.7175 • Helena, MT 877.472.071 ANALYTICAL SUMMARY REPORT March 11, 2020 Rawhide Engineering, Inc 6871 King Ave W Ste G1K Billings, MT 59106-2604 Work Order: B20030033 Project Name: Buffalo Run Quote ID: B4842 Energy Laboratories Inc Billings MT received the following 5 samples for Rawhide Engineering, Inc on 3/2/2020 for analysis. Lab ID Client Sample ID Collect Date Receive Date Matrix Test B20030033-001 TP-1 @6.5 02/28/20 10:00 03/02/20 Soil Anions, Saturated Paste Extract Oxidation Reduction Potential pH, Saturated Paste Saturated Paste Extraction ASA Resistivity, Sat Paste B20030033-002 TP-3@6.5 02/28/20 10:00 03/02/20 Soil Same As Above B20030033-003 TP-5 @6,5 02/28/20 10:00 03/02/20 Soil Same As Above B20030033-004 TP-7@6.5 02/28/20 10:00 03/02/20 Soil Same As Above B20030033-005 TP-10@6.5 02/28/20 10:00 03/02/20 Soil Same As Above The analyses presented in this report were performed by Energy Laboratories, Inc., 1120 S 27th St., Billings, MT 59101, unless otherwise noted. Any exceptions or problems with the analyses are noted in the Laboratory Analytical Report, the QA/QC Summary Report, or the Case Narrative. Any issues encountered during sample receipt are documented in the Work Order Receipt Checklist. The results as reported relate only to the item(s) submitted for testing. This report shall be used or copied only in its entirety. Energy Laboratories, Inc. is not responsible for the consequences arising from the use of a partial report. If you have any questions regarding these test results, please contact your Project Manager. Report Approved By: ·:\·~ /--=~-~Digitally signed by L.i:2. -Keri Canter ,,:;--11a,oataR..,_.., Date: 2020.03.11 11 :00:24 -06:00 Page 1 of 12 EN:RGY Lr~ll0RI\T0H ll ~. Trust our People. Trust our Data. 1•,ww ene191lab 11 Billings, MT 800.735.4489 • Casper, WY 888.235.0515 Gillette, WY 866.686.7175 •Helena.MT 877.472.0711 LABORATORY ANALYTICAL REPORT Client: Rawhide Engineering, Inc Project: Buffalo Run Lab ID: B20030033-001 Client Sample ID: TP-1 @ 6.5 Analyses SATURATED PASTE EXTRACT Resistivity, Sat. Paste pH, sat. paste Chloride Sulfate PHYSICAL PROPERTIES Oxidation-Reduction Potential Report Definitions: RL -Analyte Reporting Limit QCL -Quality Control Limit Prepared by Billings, MT Branch Result Units Qualifiers 2500 ohm-cm 7.7 s.u. 18 mg/L 20 mg/L 336 mV MCU RL QCL 0.1 1 Report Date: 03/11 /20 Collection Date: 02/28/20 10:00 DateReceived: 03/02/20 Matrix: Soil Method Analysis Date / By Calculation 03/11/20 09:10 / srm ASA10-3 03/11/20 09:10 / srm E300.0 03/10/20 19:48 / mrc E300.0 03/10/20 19:48 / mrc A2580 BM 03/03/20 10:31 / jlw MCL -Maximum Contaminant Level ND -Not detected at the Reporting Limit (RL) Page 2 of 12 EN:RGY LABOR./\1 OAIE ~ Trust our People. Trust our Data. www energylab.com Billings, MT 800.735.4489 • Casper, WY 888.235.0515 Gillette, WY 866.686. 7175 • Helena, MT 877.472.0711 LABORATORY ANALYTICAL REPORT Client: Rawhide Engineering, Inc Project: Buffalo Run Lab ID: B20030033-002 Client Sample ID: TP-3@6.5 Analyses SATURATED PASTE EXTRACT Resistivity, Sat. Paste pH, sat. paste Chloride Sulfate PHYSICAL PROPERTIES Oxidation-Reduction Potential Report Definitions: RL -Analyte Reporting Limit QCL -Quality Control Limit Prepared by Billings, MT Branch Result Units Qualifiers 2440 ohm-cm 7.6 s.u. 16 mg/L 18 mg/L 284 mV MCU RL QCL 1 0.1 Report Date: 03/11/20 Collection Date: 02/28/20 10:00 DateReceived: 03/02/20 Matrix: Soil Method Analysis Date / By Calculation 03/11 /20 09:10 I srm ASA10-3 03/11/20 09:1 O I srm E300.0 03/10/20 20:19 / mrc E300.0 03/10/20 20:19 / mrc A2580 BM 03/03/20 10:36 I jlw MCL -Maximum Contaminant Level ND -Not detected at the Reporting Limit (RL) Page 3 of 12 EN:RGY Ll",t lOR.f\.1 C)RILS Trust our People. Trust our Data. www •ne•gy,ab com Billings, MT 800.735.4489 • Casper, WY 888.235.0515 Gillette, WY 866.686.7175 •Helena.MT 877.472.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, MT Branch Client: Rawhide Engineering, Inc Project: Buffalo Run Lab ID: B20030033-003 Client Sample ID: TP-5@ 6.5 Analyses SATURATED PASTE EXTRACT Resistivity, Sat. Paste pH, sat. paste Chloride Sulfate PHYSICAL PROPERTIES Oxidation-Reduction Potential Report Definitions: RL -Analyte Reporting Limit QCL -Quality Control Limit Result Units 3070 ohm-cm 7.7 s.u. 15 mg/L 20 mg/L 292 mV Qualifiers MCU RL QCL 0.1 Report Date: 03/11/20 Collection Date: 02/28/20 10:00 DateReceived: 03/02/20 Matrix: Soil Method Analysis Date / By Calculation 03/11 /20 09:1 O I srm ASA10-3 03/11/20 09:10 I srm E300.0 03/10/20 20:34 I mrc E300.0 03/10/20 20:34 I mrc A2580 BM 03/03/20 10:40 / jlw MCL -Maximum Contaminant Level ND -Not detected at the Reporting Limit (RL) Page 4 of 12 EN:RGY L>,.UOR/\..101--(IL~, Trust our People. Trust our Data. www cnc,g)'lab com Billings, MT 800. 735.4489 • Casper, WY 888.235.0515 Gillette, WY 866.686.7175 • Helena, MT 877.472.0711 LABORATORY ANALYTICAL REPORT Client: Rawhide Engineering, Inc Project: Buffalo Run Lab ID: B20030033-004 Client Sample ID: TP-7@6.5 Analyses SATURATED PASTE EXTRACT Resistivity, Sat. Paste pH, sat. paste Chloride Sulfate PHYSICAL PROPERTIES Oxidation-Reduction Potential Report Definitions: RL -Analyte Reporting Limit QCL -Quality Control Limit Prepared by Billings, MT Branch Result Units Qualifiers 3960 ohm-cm 7.2 s.u. 15 mg/L 12 mg/L 313 mV MCU RL QCL 0.1 Report Date: 03/11/20 Collection Date: 02/28/20 10:00 DateReceived: 03/02/20 Matrix: Soil Method Analysis Date / By Calculation 03/11 /20 09: 10 / srm ASA10-3 03/11 /20 09: 10 / srm E300.0 03/10/20 20:50 I mrc E300.0 03110120 20:50 I mrc A2580 BM 03/03120 11 :00 / jlw MCL -Maximum Contaminant Level ND -Not detected at the Reporting Limit (RL) Page 5 of 12 EN:RGY L.I\UORJ\TO~ILS Trust our People. Trust our Data. 1•1ww •nergylab com Billings, MT 800. 735.4489 • Casper, WY 888.235.0515 Gillette, WY 866.686.7175 • Helena, MT 877.472.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, MT Branch Client: Rawhide Engineering, Inc Project: Buffalo Run Lab ID: B20030033-005 Client Sample ID: TP-10@ 6.5 Analyses SATURATED PASTE EXTRACT Resistivity, Sat. Paste pH, sat. paste Chloride Sulfate PHYSICAL PROPERTIES Oxidation-Reduction Potential Report Definitions: RL -Analyte Reporting Limit QCL -Quality Control Limit Result Units 3400 ohm-cm 7.5 s.u. 10 mg/L 11 mg/L 297 mV Qualifiers MCU RL QCL 0.1 1 Report Date: 03/11/20 Collection Date: 02/28/20 10:00 DateReceived: 03/02/20 Matrix: Soil Method Analysis Date / By Calculation 03/11/20 09:10 / srm ASA10-3 03/11/20 09:10 / srm E300.0 03/10/20 21 :05 / mrc E300.0 03/10/20 21 :05 / mrc A2580 BM 03/03/20 11 :11 / jlw MCL -Maximum Contaminant Level ND -Not detected at the Reporting Limit (RL) Page 6 of 12