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HomeMy WebLinkAbout015 - Appendix N - Geotech Rawhide EngineeringInc. 6871 King Avenue West,Suite GIK,Billings,Montana(406)969-5305 PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT SRX NORTH SOUTH 19TH AVENUE & WEST GRAF STREET BOZEMAK MONTANA PREPARED FOR: Mr. Parker Lange Providence Development 1450 Twin Lakes Avenue. Ste. 201 Bozeman, MT 59718 Rawhide Engineering, Inc. February 22,2024 RRawhide E FDi ineePin Inc. K R February 22, 2024 Providence Development 1450 Twin Lakes Avenue, Ste. 201 Bozeman, MT 59718 SUBJECT: Preliminary Geotechnical Investigation Report SRX North South 19th Avenue & West Graf Street Bozeman, Montana Dear Mr. Lange: This report presents the results of our preliminary geotechnical investigation for the SRX North located on South 19th Avenue & West Graf Street 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 residential and commercial property. 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 information or services, please feel free to call the undersigned. pNTA. Sincerely, ROB ERTWAYNE •* RAWHIDE ENGINEERING, INC. KUKES -0y y .,moo �`` Jason A. Frank � s; P.E. Principal P�inca �• Enclosures: Report (1 hard copy, 1 pdf) Rawhide Engineering, Inc. February 22,2024 TABLE OF CONTENTS PAGE INTRODUCTION ...........................................................................................................................1 ProjectDescription..............................................................................................................1 Scopeof Service.................................................................................................................1 Authorization ......................................................................................................................1 Professional Statements and Limitations............................................................................1 PROPOSED CONSTRUCTION......................................................................................................2 FIELD INVESTIGATION .................................................................................................................2 LABORATORYTESTING ..............................................................................................................2 Moisture Content 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.................................................................................5 StructuralFill..................... ...........................................................................................6 CompactionRequirements...................................................................................................7 CONCRETESLAB-ON-GRADE.....................................................................................................7 SITEDRAINAGE ............................................................................................................................8 APPENDICES A Plates February 22,2024 PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT SRX NORTH SOUTH 19TH AVENUE &WEST GRAF STREET 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 and commercial property. The project also includes utilities and interior streets. The new buildings will be on South 19th Avenue & West Graf Street 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 ranging from 6.0 to 8.0 feet below existing site grades. 2. Laboratory testing to determine the characteristics of the site soils for use in engineering design. Four corrosivity samples were taken. 3. Engineering analysis to aid in the preliminary 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 2, 2024. 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 commercial development with utility installation and interior 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 6.0 to 8.0 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 Percent Passing Sieve Size TP-5 @ 1.5-3.5' No. 4 100 No. 10 98 No. 20 89 No. 40 83 No. 80 70 No. 200 58 Plastic Index 11.7 Unified Sandy Lean Clay Classification I (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. Four 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. SITE CONDITIONS The site is located on the northeast corner of 19t' Avenue and Graf Street in Bozeman, Montana. The site is bordered by 19'h Avenue on the west, Graf Street on the south and agricultural land on the remaining sides. The site is currently covered by vegetation. This approximate 40 acre parcel slopes to the northwest. 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 2.5 to 5.0 feet. Beneath the sandy lean clay we encountered gravel with sand and cobbles to the depths explored of 8.0 to 9.0 feet below existing site grades. The sandy lean clay with sand 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 depths ranging from 4.3 to 5.2 feet during our exploration in February 2024. 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 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. 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 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. Foundations At this time this is a preliminary report and the size and design of residential and commercial buildings is not known. We would recommend that future buildings would be 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 place 1 foot of structural fill under the entire building envelope to aid in 5 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. 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. Both passive and frictional resistances may be assumed to act concurrently. An allowable active equivalent fluid pressure of 38 pounds per cubic foot may be used. The International Building Code (IBC) site class for this project is Class C. 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. 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 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 four inches. Slab thickness and structural reinforcing requirements within the slab should be determined by the design engineer. 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. 7 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 175,000 18-kip equivalent single axle load (18-kip ESAL) for the lifetime of the pavement. A CBR value of 3.5 was used for design of the pavement section. PAVEMENT STRUCTURAL SECTIONS Traffic Condition Recommended Minimum Structural Section Interior Street Asphalt Section 3" of Asphalt Pavement on 6 inches of Crushed Base Course on 12 inches of 6" minus 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. 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 '/2' 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. 8 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 ,� 1 l.l► 1. `5RProject Location R. lel.ti�j_ �. / miR� • A - �; 1 yi: \ `-.. Fi IS�'•olxnl M_wkw • r !S ' L 'J i71 R�• "T t Vl. J � r D� '� AmoldtSt U) \ �I fit. I m V 7 `\ G Graf St.. . . .. . ,iaf'St "Graf St Graf St raf St ,etG " TEST PIT LOG LOGGED BY: J. Frank PROJECT: SRX - North DRILL METHOD: Excavator R EW. Graf Street& South 19th Avenue DRILLER: Vinger Rawhide CLIENT: Providence Development DATE: 2/6/24 Eiigineeriiig lite. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING TEST PIT NUMBER: 1 J = MATERIAL DESCRIPTION AND COMMENTS 3 — Topsoil with Vegetation and Organics - Brown, Moist, Medium Stiff 1 2 CL Sandy Lean Clay - Brown, Moist, Medium Stiff, Moderate Plastic Index 3 4 Groundwater Level at 4.3 Feet GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet, 5 Dense, Granular Non-Plastic 6 7 Sample at 6.5 Feet for Corrosive Soils Tests 8 Test Pit Ends at Approximately 8.0 Feet Depth 9 Groundwater Was Encountered at 4.3 Feet 10 11 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: SRX- North DRILL METHOD: Excavator RW. Graf Street& South 19th Avenue DRILLER: Vinger ERawhide CLIENT: Providence Development DATE: 2/6/24 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING 0 TEST PIT NUMBER: 2Cn cz s.. 0 U iC cC •� MATERIAL DESCRIPTION AND COMMENTS 3 Topsoil with Vegetation and Organics- Brown, Moist, Medium Stiff 1 2 CL Sandy Lean Clay with Scattered Gravels- Brown, Moist; Medium Stiff, Moderate Plastic Index 3 4 5 Groundwater Level at 5.2 Feet 6 GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, Dense, Granular Non-Plastic 7 Sample at 6.5 Feet for Corrosive Soils Tests Groundwater Level at 6.2 Feet 8 Test Pit Ends at Approximately 8.0 Feet Depth 9 Groundwater Was Encountered at 5.2 Feet 110— 11 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 IQ TEST PIT LOG LOGGED BY: J. Frank PROJECT: SRX - North DRILL METHOD: Excavator R EW. Graf Street& South 19th Avenue DRILLER: Vinger Rrrwhirle CLIENT: Providence Development DATE: 2/6/24 Engineering lne. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING 0 r TEST PIT NUMBER: 3 E o Cr U c f = " MATERIAL DESCRIPTION AND COMMENTS 3 — Topsoil with Vegetation and Organics - Brown. Moist. Medium Stiff 1 2 CL Sandy Lean Clay with Scattered Gravels- Brown, Moist. Medium Stiff, Moderate Plastic Index 3 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet, 4 Dense, Granular Non-Plastic Groundwater Level at 4.4 Feet 5 6 7 8 Test Pit Ends at Approximately 8.0 Feet Depth 9 Groundwater Was Encountered at 4.4 Feet 10 11 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: SRX- North DRILL METHOD: Excavator RW. Graf Street& South 19th Avenue DRILLER: Vinger ERawhide CLIENT: Providence Development DATE: 2/6/24 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING o _ TEST PIT NUMBER: 4 _ N ° 3 - U 0 v `" MATERIAL DESCRIPTION AND COMMENTS 3 c Topsoil with Vegetation and Organics - Brown, Moist, Medium Stiff 2 CL Sandy Lean Clay - Light Brown, Moist, Medium Stiff/Soft, Moderate Plastic Index 3 GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, 4 Dense, Granular Non-Plastic 5 Groundwater Level at 4.9 Feet 6 7 Sample at 6.5 Feet for Corrosive Soils Tests 8 Test Pit Ends at Approximately 8.0 Feet Depth 9 Groundwater Was Encountered at 4.9 Feet 10 11 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: SRX - North DRILL METHOD: Excavator R EW. Graf Street& South 19th Avenue DRILLER: Vinger Rawhide CLIENT: Providence Development DATE: 2/6/24 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES I LABORATORY TESTING o TEST PIT NUMBER: 5 r — MATERIAL DESCRIPTION AND COMMENTS Topsoil with Vegetation and Organics - Brown, Moist, Medium Stiff 1 2 CL Sandy Lean Clay - Brown, Moist, Medium Stiff/Soft, Moderate Plastic Index F 20.4 11.7 58.2 2.0 3 4 GP Gravel and Cobbles with Sand - Gray/Brown, Moist to Wet. 5 Dense, Granular Non-Plastic Groundwater Level at 4.8 Feet 6 7 8 Test Pit Ends at Approximately 8.0 Feet Depth 9 Groundwater Was Encountered at 4.8 Feet 10 11 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: SRX- North DRILL METHOD: Excavator W. Graf Street& South 19th Avenue DRILLER: Vinger R Rawhide CLIENT: Providence Development DATE: 2/6/24 E Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING 6 o F TEST PIT NUMBER: 6 q o o > C 0 N - ai o � MATERIAL DESCRIPTION AND COMMENTS v 3 Topsoil with Vegetation and Organics- Brown, Moist, 1 Medium Stiff 2 CL Sandy Lean Clay- Light Brown/Brown, Moist, Medium Stiff/Soft, Moderate Plastic Index 3 4 GP Gravel and Cobbles with Sand -Gray/Brown, Moist to Wet, 5 Dense, Granular Non-Plastic Groundwater Level at 4.6 Feet 6 7 Sample at 6.5 Feet for Corrosive Soils Tests 8 Test Pit Ends at Approximately 8.0 Feet Depth 9 Groundwater Was Encountered at 4.6 Feet 10 11 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 • Trust our People.Trust our Data. Billings,MT 406.252.6325-Casper.WY 307.235.0515 WWV;eneryyljb cum Gillette,WY 307.686.7175-Helena.MT 406.442.0711 ANALYTICAL SUMMARY REPORT February 16,2024 Rawhide Engineering, Inc 6871 King Ave W Ste G1K Billings, MT 59106-2604 Work Order: B24020493 Quote ID: B4842 Project Name: SRX II Energy Laboratories Inc Billings MT received the following 4 samples for Rawhide Engineering, Inc on 2/7/2024 for analysis. Lab ID Client Sample ID Collect Date Receive Date Matrix Test B24020493-001 SRX II TP-1 @6.5 feet 02/06/24 09:00 02/07/24 Soil Anions, Saturated Paste Extract Oxidation Reduction Potential pH, Saturated Paste Saturated Paste Extraction ASA Resistivity,Sat Paste B24020493-002 SRX II TP-2 @6.5 feet 02/06/24 09:30 02/07/24 Soil Same As Above B24020493-003 SRX II TP-4 @6.5 feet 02/06/24 10:00 02/07/24 Soil Same As Above B24020493-004 SRX II TP-6 @6.5 feet 02/06/24 10:30 02/07/24 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 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 Pzi�Brandy A. Pelzel Technical Data Reviewer Date: 2024.02.16 11:35:57 -07:00 Page 1 of 11 • Trust our People.Trust our Data. Billings,MT 406.252.6325•Casper.WY 307.235.0515 w.v c energylab.com Gillette,Wy 307.686.7175•Helena,MT 406.442.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, MT Branch Client: Rawhide Engineering,Inc Report Date: 02/16/24 Project: SRX II Collection Date: 02/06/24 09:00 Lab ID: B24020493-001 Date Received: 02/07/24 Client Sample ID: SRX II TP-1 @6.5 feet Matrix: Soil Mcu Analyses Result Units Qualifiers RL QCL Method Analysis Date/By SATURATED PASTE EXTRACT Resistivity,Sat.Paste 1740 ohm-cm 1 Calculation 02/13/24 16:37/srm pH,sat.paste 7.7 s.u. 0.1 ASA10-3 02/13/24 16:37/srm Chloride 19 mg/L 1 E300.0 02/14/24 17:44/spb Sulfate 36 mg/L 1 E300.0 02/14/24 17:44!spb PHYSICAL PROPERTIES ORP Measurement Temp 15.6 °C A2580 BM 02/09/24 14:43/jeb Oxidation-Reduction Potential 303 mV A2580 BM 02/09/24 14:43/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 11 • Trust our People.Trust our Data. Billings,MT 406.252.6325•Casper,WY 307.135.0515 WWW energylab.com Gillette,wy 307.686.7175•Helena.MT 406.442.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, MT Branch Client: Rawhide Engineering,Inc Report Date: 02/16/24 Project: SRX II Collection Date: 02/06/24 09:30 Lab ID: B24020493-002 Date Received: 02/07/24 Client Sample ID: SRX II TP-2 @6.5 feet Matrix: Soil Mcu Analyses Result Units Qualifiers RL QCL Method Analysis Date I By SATURATED PASTE EXTRACT Resistivity,Sat.Paste 1870 ohm-cm 1 Calculation 02/13/24 16:37/srm pH,sat.paste 7.6 s.u. 0.1 ASA10-3 02/13/24 16:37/srm Chloride 23 mg/L 1 E300.0 02/14/24 18:01/spb Sulfate 30 mg/L 1 E300.0 02/14/24 18:01/spb PHYSICAL PROPERTIES ORP Measurement Temp 17.5 °C A2580 BM 02/09/24 15:20/jeb Oxidation-Reduction Potential 292 mV A2580 BM 02/09/24 15:20/jeb Report RL-Analyte Reporting Limit MCL-Maximum Contaminant Level Definitions: QCL-Quality Control Limit NO-Not detected at the Reporting Limit(RL) Page 3 of 11 • Trust our People.Trust our Data. Billings,MT 406.252.6325•Casper,WY 307.235.0515 www_energylab.cow Gillette,WY 307.686.7175•Helena,MT 406.442.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, MT Branch Client: Rawhide Engineering,Inc Report Date: 02/16/24 Project: SRX II Collection Date: 02/06/24 10:00 Lab ID: B24020493-003 Date Received: 02/07/24 Client Sample ED: SRX II TP-4 @6.5 feet Matrix: Soil MCL/ Analyses Result Units Qualifiers RL QCL Method Analysis Date/By SATURATED PASTE EXTRACT Resistivity,Sat.Paste 1570 ohm-cm 1 Calculation 02/13/24 16:37/srm pH,sat.paste 7.8 s.u. 0.1 ASA10-3 02/13/24 16:37/srm Chloride 20 mg/L 1 E300.0 02/14/24 18:18/spb Sulfate 42 mg/L 1 E300.0 02/14/24 18:18/spb PHYSICAL PROPERTIES ORP Measurement Temp 17.9 °C A2580 BM 02/09/24 15:51/jeb Oxidation-Reduction Potential 295 mV A2580 BM 02/09/24 15:51/jeb Report RL-Analyte Reporting Limit MCL-Maximum Contaminant Level Definitions: QCL-Quality Control Limit ND-Not detected at the Reporting Limit(RL) Page 4 of 11 • V Trust our People.Trust our Data. Billings,MT 406.252.6325•Casper,wY 307.235.0515 www-energylab com Gillette.wY 307.686.7175•Helena,MT 406.442.0711 LABORATORY ANALYTICAL REPORT Prepared by Billings, MT Branch Client: Rawhide Engineering,Inc Report Date: 02/16/24 Project: SRX II Collection Date: 02/06/24 10:30 Lab ID: B24020493-004 Date Received: 02/07/24 Client Sample ID: SRX II TP-6 @6.5 feet Matrix: Soil MCL/ Analyses Result Units Qualifiers RL QCL Method Analysis Date/By SATURATED PASTE EXTRACT Resistivity,Sat.Paste 2250 ohm-cm 1 Calculation 02/13/24 16:37/srm pH,sat.paste 7.8 s.u. 0.1 ASA10-3 02/13/24 16:37/srm Chloride 16 mg/L 1 E300.0 02/14/24 18:35/spb Sulfate 23 mg/L 1 E300.0 02/14/24 18:35/spb PHYSICAL PROPERTIES ORP Measurement Temp 18.0 °C A2580 BM 02/09/24 16:08/jeb Oxidation-Reduction Potential 294 mV A2580 BM 02/09/24 16:08/jeb Report RL-Analyte Reporting Limit MCL-Maximum Contaminant Level Definitions: QCL-Quality Control Limit ND-Not detected at the Reporting Limit(RL) Page 5 of 11 Trust our People.Trust our Data. Billings,MT 406.252.6325•Casper,WY 307.235.0515 www energylab com 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: B24020493 Report Date: 02/16/24 Analyte Count Result Units RL %REC Low Limit High Limit RPD RPDLimit Qual Method: A2580 BM Batch:R416513 Lab ID: LCS1 Laboratory Control Sample Run:ORION 720A HZW 240209A 02/09/2414:20 Oxidation-Reduction Potential 235 mV 100 95 105 Lab ID: B24020493-001ADUP 2 Sample Duplicate Run:ORION 720A HZW 240209A 02/0912414:55 ORP Measurement Temp 16.1 "C Oxidation-Reduction Potential 296 mV 2.5 10 Qualifiers: RL-Analyte Reporting Limit ND-Not detected at the Reporting Limit(RL) Page 6 of 11 Trust our People.Trust our Data. Billings,MY406.252.6325•Casper,WY 307.235.0515 mmenergyiab-coin 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: B24020493 Report Date: 02/16/24 Analyte Result Units RL %REC Low Limit High Limit RPD RPDLimit Qual Method: ASA10-3 Batch:187063 Lab ID: B24020493-004A DUP Sample Duplicate Run:MISC-SOIL_240213A 02/13/24 16:37 pH,sat.paste 7.80 S.U. 0.10 0.0 10 Lab ID: LCS-2402131637 Laboratory Control Sample Run:MISC-SOIL_240213A 02/13/24 16:37 pH,sat.paste 6.90 S.U. 0.10 99 90 110 Qualifiers: RL-Analyte Reporting Limit ND-Not detected at the Reporting Limit(RL) Page 7 of 11 Trust our People.Trust our Data. Billings,MT 406.252.6325•Casper,WY 307.235.0515 www.eneigylab.mir' 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: B24020493 Report Date: 02/16/24 Analyte Result Units RL %REC Low Limit High Limit RPD RPDLimit Qual Method: Calculation Batch:187063 Lab ID: B24020493-004A DUP Sample Duplicate Run:MISC-SOIL_240213A 02/13/24 16:37 Resistivity,Sat.Paste 2200 ohm-cm 1.0 70 130 2.2 30 Lab ID: LCS-2402131637 Laboratory Control Sample Run:MISC-SOIL_240213A 02/13/24 16:37 Resistivity,Sat.Paste 124 ohm-cm 1.0 103 70 130 Qualifiers: RL-Analyte Reporting Limit ND-Not detected at the Reporting Limit(RL) Page 8 of 11 • E Trust our People.Trust our Data. ( Billings,MT 406.252.6325•Casper,wy 307.235.0515 www eneiyylahconi 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: B24020493 Report Date: 02/16/24 Analyte Result Units RL %REC Low Limit High Limit RPD RPDLimit Qua[ Method: E300.0 Batch:187063 Lab ID: MB-187063 Method Blank Run:IC METROHM 2 240212A 02/14/24 17:10 Chloride ND mg/L 0.008 Sulfate ND mg/L 0.08 Lab ID: LCS-187063 Laboratory Control Sample Run:IC METROHM 2_240212A 02/14/24 17:27 Chloride 1280 mg/L 1.2 103 70 130 Sulfate 2440 mg/L 5.0 122 70 130 Lab ID: B24020493-004ADUP Sample Duplicate Run:IC METROHM 2_240212A 02/14/24 18:52 Chloride 14.0 mg/L 1.0 11 30 Sulfate 24.0 mg/L 1.0 4.1 30 Qualifiers: RL-Analyte Reporting Limit ND-Not detected at the Reporting Limit(RL) Page 9 of 11 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 M RA W' SP-SC Poorly graded SAND with Clay SC-SM Silty Clayey SAND MIL SILT 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 —Q,L 1 -2 1 *4' � RRawhide E Engineering Inc. UNIFIED SOIL CLASSIFICATION SYSTEM CritwU for AssWhV Group Symbols and Group Names using Laboratory Tests' Sell CtasslgcaCon y�l Group Norm' Coarse GratrmC Sods Gravels Ctoan Gravels Cu t 4 and I s Cc 131 GW wall rsdod graver Moro Curs SO%ronsin00 Moro Cyan 501E of Coarse Lou than 5%6nesc Cu<4 and/or i>Cc>34 GP Poorly,graded Ornr lfaC6en IetaMlOd an on Ho.200 slove Nrr.4 storm Gravels%ft Fbs Firm ctasslfy as ML or MH GM $81y omveeA" Meru Curs 12%*105' Fines dassify as CL or CH GC CbM gravel" Sands porn Sys Cu a 6 and 1:Cc s 3' Sw wesyfadod nand' 50%or Moro of cow" Lass Cnan 5%tins° Cu<8 and/or 1>Cc>3• SP Poorly graded sand' fractionpasses No.4 aim Sands vM Fines Fares des"as ML or MH SM Say sand""' Moro Clan 12%finks° Fines Classify as CL or CH SC Cfayay sand"" firm•GrsMad Soft sts and Guys lnorgank PI>7 and plots on or above'A'6aa' CL Lean Cray"" 50%or more pituas fe Ligkdd ftl lsu then 50 Plc 4 or plots baow W Inc' MIL Solr" No.200 slaw organic Liquid MM oven dried <0.76 OL Ord cley"" Uquld IhrA-not ddod Organic SM14"° Sfas and Oava Irxxgark PI plots an or above A'fire CH Fat o r- Uquld fitt l 56 or more PI pWb below-A-lino MH Base Sm" etc Liquid ft*-oven dried <0.75 ON OqW&dr/w" two ft*-not died Orgarde sit1Y1A klgfrly organic Bobs Prinwily orgardc n*cer.dark In color.and organic odor PT Post Based an the matmW passing the 34n.(754=)aim "If Area are orgardc,add'with organic fires'to group name. s If bold sample contained cobbles or boulders,at bath,add Wth cobbles r If sod conbdm 215%gravel.add'#A%gravel"10 group name. or boubsrs.or boW b group nacre. 'If ACefberg dmits plot in shaded area.sod is a CL•ML-silly day. crrrwwd.stew S en 171E tires rwgf wkw dwral (:wAW walwadnd KM eotl owdalne 16 lo 20%plus No.200.add%A1h eared'at-WOO gravel Mb a L GW-GC waVaded gavel with day.GP-Girt Poo* gravel;oNdever Is prodondnsnt. padod gave!with sill(iP-GC p=V graded Wavel with day. L If SW carat lit a 30%plus ft 200 prnad=*M Ay Sand.add oSands wM 5 b 12%Cnes MgL&O dual symbols: SWSM wdW&dod 'smW to group none. sand vft sill.SWSC wolf gvdod sand w8h day.SPSM poorly graded If soil contaha 2 30%pew No.200.p edorninantly gam, sand wM SM SPSC poorly graded sand%vm day add lgravolllyP to group name. aQ)a 04*IC0 CG a (Dios' "PI 2 4 and plots on or abovo A 6ne. DO x DO o PI<4 or plots below-A Ono. v If SW 0or Mft a 15%sand,add wm sand'to group,name. "PI plots an or above'A line. Off Moe dassity as CL-ML.use dust symbol GC-GM,or SC SA 0 PI plots below'A'fine. 60 laser cleselticel jonof Anograhee . aortic erld ilne•gratnad hsetten so of eomae-grsbed solo HodaorMd al PI.4lo {Xy 10 then P1.0.73 W M dp'r p f=w r d V•tlfa z Vordcod of LL018 to PIo7. Cy,' 30 @wen PI.&D(LL-0 OV 20 �d MH or OH 10 7 4 .- ML or OL 0 r 0 10 15 2c 3a 40 60 60 70 so a0 V0 "a UOUID UMIT(LL) RERawhide _! — Engineering Inc.