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Home My WebLink About020 - Appendix P - Geotech Report Rawhide Engineering Inc. 6871 King Avenue West,Suite GIK,Billings,Montana(406)969-5305 PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT MEADOW CREEK PARCEL MEADOW CREEK SUBDIVISION PHASE 1 BOZEMAN, MONTANA PREPARED FOR: Mr. Derek Williams Bridger Development Strategies PO Box 10130 Bozeman, MT 59719 Rawhide Engineering, Inc. February 19,2024 RRawhide E Engineering Inc. February 19, 2024 Bridger Development Strategies PO Box 10130 Bozeman, MT 59719 SUBJECT: Preliminary Geotechnical Investigation Report Meadow Creek Parcel Meadow Creek Subdivision Phase 1 Bozeman, Montana Dear Mr. Williams: This report presents the results of our preliminary geotechnical investigation for the Meadow Creek Parcel located in the Meadow Creek Subdivision Phase 1 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 single family and multifamily properties. 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 preliminary foundations 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 infg[,Mation or services, please feel free to call the undersigned. S ROBERTWAYNE Sincerely, KUKES RAWHIDE ENGINEERING, INC. Jason A. Frank Principal Principal........ Enclosures: Report (1 hard copy, 1 pdf) Rawhide Engineering, Inc. February 19,2024 TABLE OF CONTENTS PAGE INTRODUCTION ...........................................................................................................................1 ProjectDescription..............................................................................................................1 Scopeof Service.................................................................................................................1 Authorization ......................................................................................................................1 Professional Statements and Limitations............................................................................1 PROPOSEDCONSTRUCTION......................................................................................................2 FIELD INVESTIGATION .................................................................................................................2 LABORATORYTESTING ..............................................................................................................2 MoistureContent Tests........................................................................................................3 Soil Classification Tests.......................................................................................................3 Resistivityand pH Tests......................................................................................................4 SUBSURFACE SOILS AND GROUNDWATER............................................................................4 RECOMMENDATIONS...................................................................................................................4 Excavations ......................................................................................................................4 Material .................................................................................................................5 Placement and Compaction ....................................................................................5 FOUNDATIONS........................................................................................................................5 ShallowFoundations.................................................................................6 StructuralFill..................... ...........................................................................................7 Compaction Requirements...................................................................................................7 CONCRETESLAB-ON-GRADE.....................................................................................................8 SITEDRAINAGE ............................................................................................................................9 APPENDICES A Plates February 19, 2024 PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT MEADOW CREEK PARCEL MEADOW CREEK SUBDIVISION PHASE 1 BOZEMAN, MONTANA INTRODUCTION Project Description This report is to determine the subsurface soils on this site and provide preliminary recommendations for future development of residential property. The project also includes utilities, interior streets and one collector street. The new buildings will be in Meadow Creek Subdivision Phase 1 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 6 exploratory test pits to a depth of 10.0 feet below existing site grades. 2. Laboratory testing to determine the characteristics of the site soils for use in engineering design. 3. Engineering analysis to aid in the preliminary design of structure foundations and utility installation. 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 December 14, 2023. 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 residential and multi-family development with utility installation and interior and collector street construction. Structural loads and foundation type will be designed at a later date if the project proceeds on this site. FIELD INVESTIGATION In order to determine and evaluate the subsurface conditions across the site, 6 exploratory test pits were completed using a track hoe provided by Rawhide Engineering. Test pit depths were 10.0 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-6. 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. Gradations and Atterberg Limits Tests Sieve Size TP-1 @ 4.0-6.0' 3/8" 100 No. 4 97 No. 10 90 No. 20 85 No. 40 79 No. 80 70 No. 200 57 Plastic Index 11.5 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. Three test pits were sampled at a depth of 6.5 feet below existing site grades. The samples were gravel with sand and some fine grained soils. The testing was performed by Energy Lab in Billings, Montana. The test results are attached within the Appendix A of the report from the outside laboratory. SITE CONDITIONS The site is located on Enterprise Boulevard and Parkway Avenue of Meadow Creek Subdivision Phase 1 in Bozeman, Montana. The site is bordered by interior streets and developed and undeveloped residential properties. The site is currently covered by vegetation. The site has a wetlands running through the center of the site south to north. Drainage consists of infiltration and runoff to the north. SUBSURFACE SOILS AND GROUNDWATER The soil conditions encountered on the site generally consist of a one foot layer of vegetated topsoil and organics. Beneath the topsoil the test pits varied widely across the site. In some we encountered sandy lean to a depth of 8 feet. The sandy lean clay was medium stiff with a moderate plastic index. We had couple areas with fill which consisted of clay, some gravel and sand and some construction debris. Other test pits had gravel with clayey sand or gravel with sand to the depths explored of 10 feet. The gravel with sand was dense and was granular non- plastic. Groundwater was encountered in four of the six test pits at a depth of 7.2 to 8.8 feet during our exploration in January 2023. Piezometers were set in all six of the test pits for groundwater monitoring. The test pit logs should be reviewed to see the depths of each layer as they varied widely on this site. 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. 4 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 A soils in the upper fine grained soils and Type C in the native gravel with sand. During wet weather, runoff water should be prevented from entering excavations. 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 A soils in the upper fine grained soils and Type C in the native gravel with sand. (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. 5 Foundations At this time this is a preliminary report and the size and design of residential structures is not known. We would recommend that future buildings would be constructed with conventional shallow stem wall foundations or a monolithic concrete slab on grade. 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. In areas with sandy lean clay and fill, we are anticipating that a 2 foot over excavation may be required with a layer of Tensar TX160 or Mirafi BXG120 to be placed on the subgrade prior to placing the structural fill. Structural loads are not available for this project. Based on our exploration we would recommend an allowable bearing capacity of 2,000 to 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. Structural fill shall be placed in layers, moisture conditioned, and compacted to 98% of ASTM D698. Exterior continuous footings should be 4.0 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 may be calculated using an allowable passive equivalent fluid unit weight of 360 pounds per cubic foot and an allowable coefficient of friction of 0.47 applied to vertical dead loads. An allowable active pressure in the gravel would be 38 pounds per cubic foot. Passive pressure in the upper fill or clay soils would be 180 pcf with an active pressure of 35. Both passive and frictional resistances may be assumed to act concurrently. The International Building Code (IBC) site class for this project is Class C in the areas with gravel and Class D in the fine grained soil areas. This site may require a dewatering system to install utilities. Designing a dewatering system was not part of our scope of services. The dewatering system should be designed by a competent engineer with experience designing dewatering systems and there effects on adjacent structures. 6 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 Percent Passing 3 Inch 100% No. 4 25-65% No. 200 <20% Plastic Index 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 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 four inches. Slab thickness and structural reinforcing requirements within the slab should be determined by the design engineer. 7 At least six 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. Asphalt Pavement Sections The recommended asphalt structural section for the project presented below was calculated using the AASHTO pavement design procedure. Traffic loading information was not available at the issue of this report. If traffic loading information becomes available or if loading is anticipated to exceed assumed loading conditions, alternative pavement structural sections should be determined based on the provided loading information. In our analysis, we have assumed a light—duty section for interior streets of 150,000 ESAL's and a collector street section for driving areas that have truck traffic with a loading condition of 375,000 18-kip equivalent single axle load (18-kip ESAL) for the lifetime of the pavement. A CBR value of 4.0 was used for design of the pavement section. PAVEMENT STRUCTURAL SECTIONS Traffic Condition Recommended Minimum Structural Section Collector Street Asphalt Section 4" of Asphalt Pavement on 6 inches of Crushed Base Course on 8 inches of 6" minus pitrun subbase gravel Interior Street Asphalt Section 3" of Asphalt Pavement on 6 inches of Crushed Base Course on 8 inches of pitrun subbase gravel The pitrun subbase may be reduced if the native gravel with sand layer is encountered at the subgrade elevation. It should be noted that the subgrade soils are likely to be prone to frost action during the winter and saturation during the wet spring months. The primary impact of frost action and subgrade saturation is the loss of subgrade and aggregate base strength. The parking/driving areas life will be increased if efforts are made to reduce the accumulation of excess moisture in the subgrade soils. 8 Subgrade and Aggregate Base Subgrade Preparation — Prior to placement of aggregate base, the upper six inches of subgrade soil shall be uniformly compacted to at least 95% relative compaction. This may require scarifying, moisture conditioning, and compacting in both cut and fill areas. Aggregate Base - Aggregate materials shall meet the requirements of the appropriate sections of the "Standard Specifications" for 1 Y2' Crushed Base Course. The aggregate base materials must be approved by the Geotechnical Engineer prior to use. After the subgrade is properly prepared, the aggregate base shall be placed in layers, moisture conditioned as necessary, and compacted by rolling to at least 95% relative compaction. The compaction thickness of aggregate base shall be as shown on the approved plans. 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. 9 APPENDIX A Plates Site / Vicinity Map 347 191 9i 15 r i Project Location i I f 91 I 1 1 NMI ivi:mlll� Firm", olde'N�' e � Tp-Z Nil— ----—-- �f TP-1 ■ �■■��■��,n WIN D'drini§oori.fff `1 TP-3 �! I■mom�' Q�ta� =��—�_ _■ � i"� �� N='Pali N TP-4Ammi MAN . Meili:LiS 'r> �`"Chi�set'St TP-6 -131arkw�od:Rd- ' a Rlackw S 11ZE,.. TEST PIT LOG LOGGED BY: J. Frank PROJECT: Meadow Creek Parcel DRILL METHOD: Excavator RMeadow Creek Subdivision Ph. I DRILLER: Duneman Const. ERawhide CLIENT: Bridger Development Strategies DATE: 1/24/24 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING 0 ,�� x o TEST PIT NUMBER: 1 N o E .. a C E c o U 2 e `n cG V) MATERIAL DESCRIPTION AND COMMENTS 3 °- Topsoil with Vegetation and Organics- Brown, Moist, 1 Stiff(Frozen 8")to Medium Stiff 2 FILL Fill - Clay, Sand, Few Gravels and Some Wood Debris- Dark Brown, Moist, Medium Stiff, Moderate Plastic Index 3 4 5 6 7 Sample at 6.5 Feet for Corrosive Soils Tests GP Gravel and Cobbles with Clayey Sand - Brown/Gray, 8 Moist, Medium Dense/Dense, Low/Moderate Plastic Index 9 10 Test Pit Ends at Approximately 10.0 Feet Depth 11 Groundwater Was Not Encountered Piezometer Set For Groundwater Monitoring 112- 13- 14- 15- 16- 17- 18- 19- 20- 6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 TEST PIT LOG LOGGED BY: J. Frank 7 PROJECT: Meadow Creek Parcel DRILL METHOD: Excavator RMeadow Creek Subdivision Ph. I DRILLER: Duneman Const. ERawhirle CLIENT: Bridger Development Strategies DATE: 1/24/24 1� Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING 0 o TEST PIT NUMBER: 2 5 a U o a� � c c, 0 Cz MATERIAL DESCRIPTION AND COMMENTS U 3 ° Topsoil with Vegetation and Organics - Brown, Moist, 1 Stiff(Frozen 6")to Medium Stiff 2 GP Gravel and Cobbles with Clayey Sand - Brown/Gray. Moist, Medium Dense/Dense, Low/Moderate Plastic Index 3 4 GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, Dense/Very Dense, Granular Non-Plastic 5 6 7 Groundwater Level at 7.2 Feet 8 9 10 Test Pit Ends at Approximately 10.0 Feet Depth 11 Groundwater Not Encountered at 7.2 Feet Piezometer Set For Groundwater Monitoring 12 13 14 15 16 17 18 19 20 6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 TEST PIT LOG LOGGED BY: J. Frank PROJECT: Meadow Creek Parcel DRILL METHOD: Excavator Meadow Creek Subdivision Ph. I DRILLER: Duneman Const. R Rrrwhirle CLIENT: Bridger Development Strategies DATE: 1/24/24 E Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING 15 CD TEST PIT NUMBER: 3 �_ = u y C.. C/� L O G 3 0 U a2 U o U c o U MATERIAL DESCRIPTION AND COMMENTS 3 G Topsoil with Vegetation and Organics - Brown, Moist, 1 Stiff(Frozen 7")to Medium Stiff 2 FILL Fill- Clay, Sand, Few Gravels and Some Wood Debris- Dark Brown, Moist, Medium Stiff, Moderate Plastic Index 3 - 4 5 6 7 8 GP Gravel and Cobbles with Clayey Sand - Brown/Gray. Moist, Medium Dense/Dense, Low/Moderate Plastic Index 9 §�� 10 Test Pit Ends at Approximately 10.0 Feet Depth 11 Groundwater Was Not Encountered Piezometer Set For Groundwater Monitoring 12 13 14 15 16 17 18 19 20 6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 TEST PIT LOG LOGGED BY: J. Frank i PROJECT: Meadow Creek Parcel DRILL METHOD: Excavator vb- Meadow Creek Subdivision Ph. I DRILLER: Duneman Const. R Rawhirle CLIENT: Bridger Development Strategies DATE: 1/24/24 E Eii(ineeriiig Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING o TEST PIT NUMBER: 4 — U f Z) MATERIAL DESCRIPTION AND COMMENTS 3 — Topsoil with Vegetation and Organics - Dark Brown. Moist. 1 Stiff(Frozen 8") to Medium Stiff 2 CL Sandy Lean Clay with Scattered Gravels - Brown, Moist. Medium Stiff, Moderate Plastic Index 3 4 F 18.8 11.5 57.2 2.0 5 _X 6 7 Sample at 6.5 Feet for Corrosive Soils Tests 8 Groundwater Level at 8.2 Feet 9 GP Gravel and Cobbles with Clayey Sand - Brown/Gray. Moist, Medium Dense/Dense, Low/Moderate Plastic Index 10 Test Pit Ends at Approximately 10.0 Feet Depth 11 Groundwater Was Encountered at 8.2 Feet Piezometer Set For Groundwater Monitoring 12 13 14 15 16 17 18 19 20 6871 King Ave. West, Suite G1K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 TEST PIT LOG LOGGED BY: J. Frank PROJECT: Meadow Creek Parcel DRILL METHOD: Excavator RE Meadow Creek Subdivision Ph. I DRILLER: Duneman Const.Rawhide CLIENT: Bridger Development Strategies DATE: 1/24/24 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING 0 TEST PIT NUMBER: 5 y Fen 3 — U o �, oCn n `" MATERIAL DESCRIPTION AND COMMENTS U 3 °- Topsoil with Vegetation and Organics- Dark Brown, Moist, 1 Stiff(Frozen 10") to Medium Stiff 2 GP Gravel and Cobbles with Clayey Sand - Brown/Gray. Dry/Moist, Medium Dense/Dense, Low/Moderate Plastic Index 3 4 GP Gravel, Cobbles, Few Boulders with Sand -Gray/Brown, Moist to Wet, Dense/Very Dense, Granular Non-Plastic 5 6 7 8 Groundwater Level at 8.5 Feet 9 10 Test Pit Ends at Approximately 10.0 Feet Depth 11 Groundwater Not Encountered at 8.5 Feet Piezometer Set For Groundwater Monitoring 12 13 14 15 16 17 18 19 20 6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 TEST PIT LOG LOGGED BY: J. Frank PROJECT: Meadow Creek Parcel DRILL METHOD: Excavator Meadow Creek Subdivision Ph. I DRILLER: Duneman Const. R Rawhide CLIENT: Bridger Development Strategies DATE: 1/24/24 E Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTIN O T r. TEST PIT NUMBER: 6 ° o ..3 � o 2r_ � o U MATERIAL DESCRIPTION AND COMMENTS 3 c Topsoil with Vegetation and Organics- Dark Brown, Moist, 1 Stiff(Frozen 11") to Medium Stiff 2 GP Gravel and Cobbles with Clayey Sand - Brown/Gray. Dry/Moist, Medium Dense/Dense, Low/Moderate Plastic Index 3 4 GP Gravel, Cobbles, Few Boulders with Sand -Gray/Brown, Moist to Wet, Dense/Very Dense, Granular Non-Plastic 5 6 7 Sample at 6.5 Feet for Corrosive Soils Tests 8 Groundwater Level at 8.8 Feet 9 10 Test Pit Ends at Approximately 10.0 Feet Depth 11 Groundwater Not Encountered at 8.8 Feet Piezometer Set For Groundwater Monitoring 12 13 14 15 16 17 18 19 20 6871 King Ave. West, Suite G1K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 • Trust our People.Trust our Data. Billings,MT 406.252.6325•Casper,WY 307.235.0515 ww6v eneig;lab con, Gillette.WY 307.686.7175•Helena,MT 406.442.0711 ANALYTICAL SUMMARY REPORT February 01,2024 Rawhide Engineering, Inc 6871 King Ave W Ste G 1 K Billings, MT 59106-2604 Work Order: B24011339 Quote ID: B4842 Project Name: Meadow Creek Sub. Energy Laboratories Inc Billings MT received the following 3 samples for Rawhide Engineering, Inc on 1/26/2024 for analysis. Lab ID Client Sample ID Collect Date Receive Date Matrix Test B24011339-001 Meadow Creek Sub.TP- 01/24/24 9:30 01/26/24 Soil Anions,Saturated Paste Extract 1 @ 6.5 Feet Oxidation Reduction Potential pH, Saturated Paste Saturated Paste Extraction ASA Resistivity, Sat Paste B24011339-002 Meadow Creek Sub.TP- 01/24/24 10:00 01/26/24 Soil Same As Above 4 @ 6.5 Feet B24011339-003 Meadow Creek Sub.TP- 01/24/24 10:30 01/26/24 Soil Same As Above 6 @ 6.5 Feet 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 report package. 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 Keri Conter TeO n;ca,Data Rev; Date: 2024.02.01 12:16:53 -07:00 Page 1 of 10 Trust our People.Trust our Data. Billings,MT 406.252.6325•Casper,WY 307.235.0515 - www.energylabtom Gillette.WY 307.688.7175•Helena,MT 406.442.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, MT Branch Client: Rawhide Engineering,Inc Report Date: 02/01/24 Project: Meadow Creek Sub. Collection Date: 01/24/24 09:30 Lab ID: B24011339-001 Date Received: 01/26/24 Client Sample ID: Meadow Creek Sub.TP-1 @ 6.5 Feet Matrix: Soil MCL/ Analyses Result Units Qualifiers RL QCL Method Analysis Date/By SATURATED PASTE EXTRACT Resistivity,Sat.Paste 1270 ohm-cm 1 Calculation 01/30/24 15:10/srm pH,sat.paste 7.8 s.u. 0.1 ASA10-3 01/30/24 15:10/srm Chloride 22 mg/L 1 E300.0 01/30/24 19:05/caa Sulfate 37 mg/L 1 E300.0 01/30/24 19:05/caa PHYSICAL PROPERTIES ORP Measurement Temp 20.1 °C A2580 BM 01/29/24 16:21/jeb Oxidation-Reduction Potential 186 mV A2580 BM 01/29/24 16:21/jeb Report RL-Analyte Reporting Limit MCL-Maximum Contaminant Level Definitions: QCL-Quality Control Limit ND-Not detected at the Reporting Limit(RL) Page 2 of 10 Trust our People.Trust our Data. Billings,MT 406.252.6325•Casper,WY 307.235.0515 mom www.energylab.com Gillette,Wy 307.688.7175•Helena,MT 406.442.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, MT Branch Client: Rawhide Engineering,Inc Report Date: 02/01/24 Project: Meadow Creek Sub. Collection Date: 01/24/24 10:00 Lab ID: B24011339-002 Date Received: 01/26/24 Client Sample ID: Meadow Creek Sub.TP-4 @ 6.5 Feet Matrix: Soil MCL/ Analyses Result Units Qualifiers RL QCL Method Analysis Date/By SATURATED PASTE EXTRACT Resistivity,Sat.Paste 1800 ohm-cm 1 Calculation 01/30/24 15:10/srm pH,sat.paste 7.4 s.u. 0.1 ASA10-3 01/30/24 15:10/srm Chloride 23 mg/L 1 E300.0 01/30/24 19:22/caa Sulfate 67 mg/L 1 E300.0 01/30/24 19:22/caa PHYSICAL PROPERTIES ORP Measurement Temp 21.0 °C A2580 BM 01/29/24 16:50/jeb Oxidation-Reduction Potential 48.3 mV A2580 BM 01/29/24 16:50/jeb Report RL-Analyte Reporting Limit MCL-Maximum Contaminant Level Definitions: QCL-Quality Control Limit ND-Not detected at the Reporting Limit(RL) Page 3 of 10 E - Trust our People.Trust our Data. ( Billings,MT 406.252.6325•Casper,WY 307.235.0515 L www.energylab.con J Gillette,WY 307.686.7175•Helena,MT 406.442.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, MT Branch Client: Rawhide Engineering,Inc Report Date: 02/01/24 Project: Meadow Creek Sub. Collection Date: 01/24/24 10:30 Lab ID: B24011339-003 Date Received: 01/26/24 Client Sample ID: Meadow Creek Sub.TP-6 @ 6.5 Feet Matrix: Soil MCL/ Analyses Result Units Qualifiers RL QCL Method Analysis Date/By SATURATED PASTE EXTRACT Resistivity,Sat.Paste 1980 ohm-cm 1 Calculation 01/30/24 15:10/srm pH,sat.paste 7.7 s.u. 0.1 ASA10-3 01/30/24 15:10/srm Chloride 12 mg/L 1 E300.0 01/30/24 19:39/caa Sulfate 15 mg/L 1 E300.0 01/30/24 19:39/caa PHYSICAL PROPERTIES ORP Measurement Temp 21.9 °C A2580 BM 01/29/24 17:00/jeb Oxidation-Reduction Potential 227 mV A2580 BM 01/29/24 17:00/jeb Report RL-Analyte Reporting Limit MCL-Maximum Contaminant Level Deru itions: QCL-Quality Control Limit ND-Not detected at the Reporting Limit(RL) Page 4 of 10 • E _ Trust our People.Trust our Data. Billings,MT406.252.6325•Casper,WY 307.235.0515 vww.eneigylab con' Gillette,WY 307.686.7175•Helena,MT 406.442.0711 QA/QC Summary Report Prepared by Billings, MT Branch Client: Rawhide Engineering, Inc Work Order: B24011339 Report Date: 02/01/24 Analyte Count Result Units RL %REC Low Limit High Limit RPD RPDLlmit Qual Method: A2580 BM Batch:R415848 Lab ID: LCS1 Laboratory Control Sample Run:ORION 720A HZW_240129B 01/29/24 16:08 Oxidation-Reduction Potential 236 mV 101 95 105 Lab ID: B24011339-001ADUP 2 Sample Duplicate Run:ORION 720A HZW_240129B 01/29/24 16:24 ORP Measurement Temp 18.6 °C Oxidation-Reduction Potential 188 mV 1.2 10 Qualifiers: RL-Analyte Reporting Limit ND-Not detected at the Reporting Limit(RL) Page 5 of 10 E Trust our People.Trust our Data. f Billings,MT406.252.6325•Casper.WY 307.235.0515 www.eneiyylab.com Gillette,wY 307.688.7175•Helena,MT 406.442.0711 QA/QC Summary Report Prepared by Billings, MT Branch Client: Rawhide Engineering, Inc Work Order: B24011339 Report Date: 01/31/24 Analyte Result Units RL %REC Low Limit High Limit RPD RPDLimit Qual Method: ASA10-3 Batch:1866961 Lab ID: B24011328-001A DUP Sample Duplicate Run:MISC-SOIL_240130A 01/30/24 15:10 pH,sat.paste 7.60 S.U. 0.10 0.0 10 Lab ID: LCS-2401301510 Laboratory Control Sample Run:MISC-SOIL_240130A 01/30/24 15:10 pH,sat.paste 7.10 S.U. 0.10 101 90 110 Qualifiers: RL-Analyte Reporting Limit ND-Not detected at the Reporting Limit(RL) Page 6of10 • E Trust our People.Trust our Data. Billings,MT 406.252.6325•Casper,WY 307.235.0515 www.energylab.con' Gillette,WY 307.688.7175•Helena,MT 406.442.0711 QA/QC Summary Report Prepared by Billings, MT Branch Client: Rawhide Engineering, Inc Work Order: B24011339 Report Date: 01/31/24 Analyte Result Units RL %REC Low Limit High Limit RPD RPDLimit Qual Method: Calculation Batch:186696 Lab ID: B24011328-001A DUP Sample Duplicate Run:MISC-SOIL_240130A 01/30/24 15:10 Resistivity,Sat.Paste 95.6 ohm-cm 1.0 70 130 1.4 30 Lab ID: LCS-2401301510 Laboratory Control Sample Run:MISC-SOIL_240130A 01/30/24 15:10 Resistivity,Sat.Paste 124 ohm-cm 1.0 102 70 130 Qualifiers: RL-Analyte Reporting Limit ND-Not detected at the Reporting Limit(RL) Page 7 of 10 Trust our People.Trust our Data. Billings,MT406.252.6325•Casper,WY307.235.0515 www.energylab.co'T' Gillette,wY 307.688.7175•Helena,MT 406.442.0711 QA/QC Summary Report Prepared by Billings, MT Branch Client: Rawhide Engineering, Inc Work Order: B24011339 Report Date: 01/31/24 Analyte Result Units RL %REC Low Limit High Limit RPD RPDLimit Qual Method: E300.0 Batch:186696 Lab ID: LCS-186696 Laboratory Control Sample Run:IC METROHM 2_240130A 01/30/24 17:40 Chloride 1220 mg/L 1.2 98 70 130 Sulfate 2300 mg/L 5.0 115 70 130 Lab ID: B24011328-001AMS Sample Matrix Spike Run:IC METROHM 2_240130A 01/30/24 18:14 Chloride 2190 mg/L 1.3 111 70 130 Sulfate 7680 mg/L 5.3 109 70 130 Lab ID: B24011328-001ADUP Sample Duplicate Run:IC METROHM 2_240130A 01/30/24 18:31 Chloride 781 mg/L 1.2 2.4 30 Sulfate 2170 mg/L 5.0 2.8 30 Qualifiers: RL-Analyte Reporting Limit ND-Not detected at the Reporting Limit(RL) Page 8 of 10 TEST PIT LOG LEGEND MATERIAL DESCRIPTION Soil Pattern USCS Symbol USCS Classification FILL Artificial Fill GP or GW Poorly/Well graded GRAVEL GM Silty GRAVEL GC Clayey GRAVEL GP-GM Poorly graded GRAVEL with Silt GP-GC Poorly graded GRAVEL with Clay SP or SW Poorly/Well graded SAND SM Silty SAND SC Clayey SAND SP-SM Poorly graded SAND with Silt .......... SP-SC Poorly graded SAND with Clay SC-SM Silty Clayey SAND ML SILT L'. ...'._ L MH Elastic SILT CL-ML Silty CLAY CL Lean CLAY CH Fat CLAY PCEM PARTIALLY CEMENTED CEM CEMENTED BDR 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 Very Dense SAMPLING SPT Shelby Tube NR No Recovery Bulk Sample Water Table 1 ERetwhirle Eizgineeriyig Itrc. UNIFIED SOIL CLASSIFICATION SYSTEM Otbria for AssVnbV G"W Symbols and amp fames Using Laboratory Tests• Sot Cht"Mcatlon Symbol Group NOW Coarse Grabad Spec Gravels Clean Oravefy Cu a 4 and 1 t CC t 3' GW WEDgrtded gavcf Moro than 50%retaVmd 0 bOn rat"brad on Oan 50%at pane LouLs twe S%firms° Cu<4 sndfor 1>Cc>3' GP Poor*Waded Waver trsc on No.200 slova No.4 dove Gravefs vft Fbm Fines dassffy as UL or UH GM SMy Waver'" Yore thin 12%fins` thss clauffY as CL at CH GC C4yry Wad" Sands Clean Sands Cu a a and 1!Ce t 3' SW W&HPa0od sand' 50%or more of eoame Less am 5%&w a arc a and/or 1>Cc>3` SP Poorly Waded sand' p-mom npas No.4 sic" Sands vAh Fines Flnes dsssUy as ML or MIH SM My sand- More Cron 12%tines° Fbwa Cb=l►y as CL or CH SC Ctryry sand"" Fh+o•Onlned Sofia Sms and pry" h crpstde PI>7 and plots on or above'A-arts' CL Lean ctay- 50%or more passes tie Uquld ft3 Ibu Ow 50 PI<4 of plots below A&W ML SWIL4 No.200 siow UpW MA-oven dread a 0.75 OL orgsrftdw� Uquld ft*-not doled Orl;&*sttt l— SIIts and cta" h olsoft PI plots an or above A fine CH Fat day"" Ugtdd long 50 or move PI pines below A One MH Elm0c S6 orcaric I•qw b*-oven Mo0 <0.75 OH p4ft dayu"r Uguld&*-not dried Org"rdc dr n tal fYy orpsafc soft Pfhrwey orgarde na w.dark In color.and orgarde odor PT Peat ABased an the matmtal passhvg C10 34n.(75•mm)obn *4 Aran are .add 1"IM 0W tc Omar'to group names_ "If fiedd samples confafreod oobWse or botddefa.or both.add Vch oobhles 'If so0 coma/,%3 215%gravel,add 1nAh graver to Woup name. or boulders.or both'b group name. 'd Amerberg WAs 00 in shaded was mA Is a CL•ML-asfy day. pfirav d%%ft A fe 17%&VA Wpibw Awl a Nfft*• GWAU wm&*mdc d KH ooa oon4bu IS b 20%pte Ha 200.add ldtle"and'or/with gravel wtth sW.GWGC weflVaded Waved vft clay.GP-QA poorly grsvd;MAddaysr is Wodm*=L graded gravel wffh stfl GP-GC popsy graded Wsvel wph day. L If sell cwftfna 2 30%plus N0.200 predcn*wty sand,add °Sands wM 5 b 12%fines mgL*o dual symbols: SW.SM wet Wradod to group narm sand with si4.SW-SC wc%VadOd sand Mdh day.SP-SM poorly Waded u if so contains 2 30%ptus Np 200.pmdoednaney gavef. sand Mtte sk SP-SC poorly graded sand Mitt day add Ipreveth/b group name e Cu a 0i7f 0'o CC a A.? "Pl 2 4 and pleb on or above A ffm 000 x Oro 0 PI<4 or plots below A MAL If aW owtalns a 15%sand.add Nm sand'to group narm vPl pfotb on cr above W[lures eff IMtes dassdy as CL-ML.use dual syn*d GC-GU.or SCSM. a PI plots below'A'Me. orb For aeon of fino•grafsed . seta and Un&Wabwd fractdon 50 of ooar—Vakad soft c Equation a M-Cre V modwnw a1 KA to 11am 40 enon P1.0.73 pj rm '�0+ t5gusbon a v'•ttn� � �► Vor0osl tl LLr15 to PI 7. ? 30 Cron PI.W(U a) 20 MH a OH 10 7 -- 4 - IAI.or OL 0 0 10 15 zo 30 40 5o so 70 e0 go a0 110 UQU"O LIMIT(I.LI R � ERawhide `�� Enlgineering inc.