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HomeMy WebLinkAboutENG #10 - Bozeman Gateway Sub Phase 5 - Geotech Report 06-24-2020 Rawhide Engineering Inc. 6971 King Avenue West,Suite GIK,Billings,Montana(406)969-5305 GEOTECHNICAL INVESTIGATION REPORT BOZEMAN GATEWAY SUBDIVISION PHASE 5 TECHNOLOGY BOULEVARD WEST BOZEMAN, MONTANA PREPARED FOR: Mr. Jim Ullman Morrison-Maierle, Inc. PO Box 1113 Bozeman, MT 59771 Rawhide Engineering, Inc. April 2,2020 RRawhide April 2, 2020 E Engineering Inc. Morrison-Maierle, Inc. PO Box 1113 Bozeman, MT 59771 SUBJECT: Geotechnical Investigation Report Bozeman Gateway Subdivision Phase 5 Technology Boulevard West Bozeman, Montana Dear Mr. Ullman: This report presents the results of our geotechnical investigation for the Bozeman Gateway Subdivision Phase 5 located on Technology Boulevard West in Bozeman, Montana. The site location and boring locations are shown on the Vicinity/Site Map shown on Plate 1 at the end of this report. The projects consists of a new 6 story hotel and a restaurant in Phase 5 with the adjacent paved parking and driving areas. Our recommendations contained in this report are based on exploratory borings, 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. ROBE Sincerely, FIT WAYNEKUKES RAWHIDE ENGINEERING, INC. ' ✓ SOPE 4J' E �o.:`��• y-.Z-20 Jason A. Frank Rcr �l -NAt. Principal Principai... --••••'•• Enclosures: Report (1 hard copy, 1 pdf) Rawhide Engineering, Inc. April 2,2020 TABLE OF CONTENTS PAGE INTRODUCTION ...........................................................................................................................1 ProjectDescription..............................................................................................................1 Scopeof Service.................................................................................................................1 Authorization ......................................................................................................................1 Professional Statements and Limitations............................................................................1 PROPOSED CONSTRUCTION......................................................................................................2 FIELDINVESTIGATION .................................................................................................................2 LABORATORY TESTING ..............................................................................................................3 MoistureContent Tests........................................................................................................3 Soil Classification Tests.......................................................................................................3 SITECONDITIONS.........................................................................................................................4 SUBSURFACE SOILS AND GROUNDWATER............................................................................4 RECOMMENDATIONS ...................................................................................................................4 Excavations ......................................................................................................................4 Material .................................................................................................................5 Placement and Compaction ....................................................................................5 FOUNDATIONS........................................................................................................................5 Shallow Foundations.................................................................................5 StructuralFill..................... ...........................................................................................6 Compaction Requirements...................................................................................................6 CONCRETESLAB-ON-GRADE.....................................................................................................7 ASPHALTSECTIONS ...................................................................................................................7 SITEDRAINAGE.............................................................................................................................8 APPENDICES A Plates April 2,2020 Rawhide Engineering, Inc. GEOTECHNICAL INVESTIGATION REPORT BOZEMAN GATEWAY SUBDIVISION PHASE 5 TECHNOLOGY BOULEVARD WEST BOZEMAN, MONTANA INTRODUCTION Project Description This project consists of a 6 story hotel with 5 stories constructed with wood framed construction, a restaurant with metal stud framing with conventional stem wall footings and with the adjacent parking/driving areas. The new buildings will be on Technology Boulevard West 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. Drilling 7 exploratory borings to a depth of 5 to 15 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 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 March 18, 2020. Professional Statements and Limitations Recommendations presented in this report are governed by the physical properties of the soils encountered in the exploratory borings, laboratory testing, current groundwater conditions, the project layout and design data described in the following proposed construction section. The recommendations presented in this report are based on exploratory boring locations shown on the site map. Variations in soils may exist between the explored locations and the nature 1 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 the construction of 6 story hotel with a post tension concrete slab on grade, a restaurant with light gauge metal framing and the adjacent driving/parking areas. The structural loads for the building were provided DCI Engineering. The hotel will have column loads of 150 to 200 kips and the restaurant will have continuous footing loads of 1.5 to 2 kips per lineal foot for long term loading conditions. FIELD INVESTIGATION In order to determine and evaluate the subsurface conditions across the site, 7 exploratory borings were completed using a drill rig equipped with hollow stem augers. Boring depths were to 5 to 15 feet below the existing ground surface. The location of the borings 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 boring. Samples were obtained from bulk samples during the boring 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 boring was recorded and the borings were backfilled using the excavated material. The boring logs included at the end of this report are labelled B-1 through B-7. A boring log legend and a description of the Unified Soil Classification System used to identify the soils is included with the boring 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 boring 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 boring logs. Gradations and Atterberg Limits Tests Percent Passing Sieve Size B-4 @ 0.5-2.5' No. 4 100 No. 10 98 No. 20 91 No. 40 85 No. 80 74 No. 200 31 Plastic Index 10.4 Unified Sandy Lean Clay Classification CL 3 SITE CONDITIONS The site is located between Huffine Lane and the proposed new Technology Boulevard West in Bozeman, Montana. The site is bordered by developed property on the east, Huffine Lane on the north and agricultural land on the remaining sides. The site is currently a commercial lot covered with vegetation and tree stumps on the north end. The site near the building envelope slopes to the north and to the east towards a creek. Drainage consists of infiltration and sheet flow to the north and east. SUBSURFACE SOILS AND GROUNDWATER The soil conditions encountered on the site generally consist of a 0.5 foot layer of topsoil with vegetation. Beneath the topsoil fill layer we encountered sandy lean clay to depths ranging from 1.5 to 2.5 feet below existing site grades. The sandy lean clay was underlain by gravel with sand and cobbles to the depths explored of 15 feet below existing site grades. The sandy lean clay soils were medium stiff and have a moderate plastic index. Groundwater was encountered at depths ranging from 5.5 to 7.2 feet below existing site grades during drilling operations in March 2020 and may impact utility construction. Our scope of service did not include the design of a dewatering system. If a system is required it should be designed by a competent person with experience in designing dewatering systems and there effects on adjacent structures. RECOMMENDATIONS Prior to construction, the vegetation and topsoil 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. The north portion of the site had large trees which were cut down however the stumps still have to be removed. These areas should be backfilled and compacted prior to fill placement. Prior to excavating the footings, the building pad area should be scarified, moisture conditioned and compacted to 95% of ASTM D698. It is our understanding that the north end of the site will be raised 3 to 4 feet. The area under the hotel should have the building pad constructed with structural fill. 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 sandy lean clay and Type C in the native gravels 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 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 in the sandy lean clay 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 Due to the heavy structural loads we are recommending that the exterior continuous footings and interior load bearing footings are excavated down to the native gravel layer. If the gravel layer is deeper than 3.5 feet, the footings should be over excavated down to the gravel layer and backfilled with compacted structural fill. Utilizing the structural loads estimated for this project and an allowable bearing capacity of 4,000 psf for footings constructed on native gravel, a settlement of less than 1/2 inch was estimated. 5 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 down to the native gravel bearing and 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 native gravel with sand soils 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 38 pounds per cubic foot may be used. The International Building Code (IBC) site class for this project is Class C. 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. 6 COMPACTION REQUIREMENTS Structural Fill Beneath Foundations (if required) 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 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 hotel will have a post-tensioned slab on grade designed by DCI Engineers. 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 car parking of 110,000 ESAL's and a heavy-duty 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 4.5 was used for design of the pavement section. 7 PAVEMENT STRUCTURAL SECTIONS Traffic Condition Recommended Minimum Structural Section Heavy Duty Asphalt Section 4" of Asphalt Pavement on 6 inches of Crushed Base Course on 8 inches of 6" minus pitrun subbase gravel Light Duty 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. There were areas where it was evident that surface water ponds. These areas should be regarded to drain to preserve the life of the gravel parking section. 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. Site Drainage and Infiltration 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. 8 APPENDIX A Plates Site / Vicinity Map s'- Project Location 7 Effm . I ►icy.J B-2 III t t t- B-3 1 -' �� • tt I - I T� B-5 B-7 4i4 I 1 C ►..71 I I Fn�;ne�rin�/nc. Boring Log LOGGED BY: J. Frank PROJECT: Bozeman Gateway Sub. Ph. 5 DRILL METHOD: Hollowstem RHotel and Restaurant DRILLER: R. Kukes ERawhide CLIENT: Morrison Maierle - Bozeman DATE: 3/27/20 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES c LABORATORY TESTIN 2 BORING NUMBER: 1 o _ ari U o G N o = O MATERIAL DESCRIPTION AND COMMENTS 3 Topsoil with Vegetation 1 CL Sandy Lean Clay - Brown, Moist, Medium Stiff, 2 Moderate Plastic Index 3 GP Gravel and Cobbles with Sand - Brown/Gray, Moist to Wet, Dense/Very Dense, Granular Non-Plastic 4 22 5 24 VD 0.2 6 25 Groundwater Level at 6.2 Feet 7 8 9 10 25 24 VD 0.3 11 27 _ 12 13 14 15 Boring Ends at Approximately 15.0 Feet Depth 16 Groundwater Was Encountered at 6.2 Feet 17 18 19 20 6871 King Ave. West, Suite G1K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 Boring Log LOGGED BY: J. Frank ���� PROJECT: Bozeman Gateway Sub. Ph. 5 DRILL METHOD: Hollowstem Hotel and Restaurant DRILLER: R. Kukes R Rawhide CLIENT: Morrison Maierle- Bozeman DATE: 3/27/20 E.11 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTIN O T O BORING NUMBER: 2 o () cC LLB MATERIAL DESCRIPTION AND COMMENTS 3 Topsoil with Some Vegetation 1 CL Sandy Lean Clay - Brown, Moist, Medium Stiff, 2 Moderate Plastic Index 3 GP Gravel and Cobbles with Sand - Brown/Gray, Moist to Wet, Dense/Very Dense, Granular Non-Plastic 4 5 20 22 Groundwater Level at 5.5 Feet D 0.6 6 22 7 8 9 10 25 25 VD 0.4 11 26 12 13 14 15 Boring Ends at Approximately 15.0 Feet Depth 16 Groundwater Was Encountered at 5.5 Feet 17 18 19 20 6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 Boring Log LOGGED BY: J. Frank Va. PROJECT: Bozeman Gateway Sub. Ph. 5 DRILL METHOD: Hollowstem Hotel and Restaurant DRILLER: R. Kukes R Rawhide CLIENT: Morrison Maierle - Bozeman DATE: 3/27/20 E Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTIN 0 ^ U U 5 BORING NUMBER: 3 •7 U CL U o �. C o o U MATERIAL DESCRIPTION AND COMMENTS 3 Topsoil with Vegetation 1 CL Sandy Lean Clay- Brown, Moist, Medium Stiff, 2 Moderate Plastic Index 3 GP Gravel and Cobbles with Sand - Brown/Gray, Moist to Wet, 4 Dense/Very Dense, Granular Non-Plastic 5 18 22 D 0.6 6 24 7 Groundwater Level at 6.8 Feet 8 9 10 27 30 VD 0.2 11 50/.2 12 13 14 15 Boring Ends at Approximately 15.0 Feet Depth 16 Groundwater Was Encountered at 6.8 Feet 17 18 19 20 6871 King Ave. West, Suite G1K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 Boring Log LOGGED BY: J. Frank PROJECT: Bozeman Gateway Sub. Ph. 5 DRILL METHOD: Hollowstem Hotel and Restaurant DRILLER: R. Kukes R Rawhide CLIENT: Morrison Maierle - Bozeman DATE: 3/27/20 E Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING 0 BORING NUMBER: 4 N o .. Q tU.. U o 03 U MATERIAL DESCRIPTION AND COMMENTS 3 : Topsoil with Some Vegetation 1 CL Sandy Lean Clay - Brown, Moist, Medium Stiff, F 18.2 10.4 61.4 2.0 2 Moderate Plastic Index 3 GP Gravel and Cobbles with Sand - Brown/Gray, Moist to Wet, 4 Dense/Very Dense, Granular Non-Plastic 5 24 27 D 0.7 6 24 Groundwater Level at 6.5 Feet 7 8 9 10 11 12 13 14 15 Boring Ends at Approximately 15.0 Feet Depth Groundwater Was Encountered at 6.5 Feet 16 17 18 19 20 6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 Boring Log LOGGED BY: J. Frank �'AW PROJECT: Bozeman Gateway Sub. Ph. 5 DRILL METHOD: Hollowstem R! Hotel and Restaurant DRILLER: R. Kukes ERawhi(le CLIENT: Morrison Maierle - Bozeman DATE: 3/27/20 E►igineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTIN 0 BORING NUMBER: 5 Ucc cc MATERIAL DESCRIPTION AND COMMENTS 3 Topsoil with Vegetation 1 CL Sandy Lean Clay- Brown, Moist, Medium Stiff, Moderate Plastic Index 2 GP Gravel and Cobbles with Sand - Brown/Gray, Moist to Wet, 3 DenseNery Dense, Granular Non-Plastic 4 5 25 22 D 0.3 6 25 7 Groundwater Level at 7.2 Feet 8 9 10 11 12 13 14 15 Boring Ends at Approximately 15.0 Feet Depth 16 Groundwater Was Encountered at 7.2 Feet 17 18 19 20 6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 Boring Log LOGGED BY: J. Frank V6. PROJECT: Bozeman Gateway Sub. Ph. 5 DRILL METHOD: Hollowstem Hotel and Restaurant DRILLER: R. Kukes R Rawhide CLIENT: Morrison Maierle - Bozeman DATE: 3/27/20 E Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTIN 0 BORING NUMBER: 6 N o EQ °' cn U o 0 0 cn U MATERIAL DESCRIPTION AND COMMENTS 3 G Topsoil with Vegetation 1 CL Sandy Lean Clay - Brown, Moist, Medium Stiff, Moderate Plastic Index 2 3 GP Gravel and Cobbles with Sand - Brown/Gray, Moist, DenseNery Dense, Granular Non-Plastic 4 5 Boring Ends at Approximately 5.0 Feet Depth 6 Groundwater Was Not Encountered 7 8 9 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 Boring Log LOGGED BY: J. Frank VAA. PROJECT: Bozeman Gateway Sub. Ph. 5 DRILL METHOD: Hollowstem Hotel and Restaurant DRILLER: R. Kukes R Rawhide CLIENT: Morrison Maierle- Bozeman DATE: 3/27/20 E Etigineerii:g Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTIN 0 o F BORING NUMBER: 7 o a U .�. O U p " = MATERIAL DESCRIPTION AND COMMENTS 3 Topsoil with Vegetation 1 CL Sandy Lean Clay - Brown, Moist, Medium Stiff, 2 Moderate Plastic Index 3 GP Gravel and Cobbles with Sand - Brown/Gray, Moist, 4 Dense/Very Dense, Granular Non-Plastic 5 Boring Ends at Approximately 5.0 Feet Depth 6 Groundwater Was Not Encountered 7 8 9 10 11 12 13 14 15 16 17 18 19 20L 6871 King Ave. West, Suite G1 K, Billings, MT 59106 (406) 969-5305 Fax:(406) 969-5307 BORING 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 MH Elastic SILT CL-ML Silty CLAY L 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 RRawhide E Engineering lne. UNIFIED SOIL CLASSIFICATION SYSTEM Crttsrb for Asaigrhbhg Group Symbas and arm*!lamp llshto Laborstay Tests' sop etsssaeapon syrrn" Group llama' Coarse Graded Salt Gmveb Cloan Gmveb Cu 14 and 1 s Cc s 3' OW WaDVaded gsvor Moro pun 50%ratalnee More O+sn 50%of can e LouLau mn 5%MW Cu<4 andla 1 3-Cc>32 GP Poorly Waded Wrar tiscdon rebihsd on on No.200 Wave No.4 dove Gravels YAM Fe" Fins classtty in M L or MW GM SMy graver•' Mwo On 12%flnW Flnes dus fy as CL or CH Gc clam sib°" Sands Cloan sands Cu a 8 and 1 s Cc s 3' SW Wes}pradw une W%or morn or coarse Lou Own 5%fins° a,<8 and/or 12,Cc),3' SP Poorly ossded sand' *mcdon pas sim Sands vdt Fd= Flies classlfy as Ihtl.or MH SM S@y sand- More Ilm 12%f roW Fbm Ctaplfy as CL or CH SC CWM sand"" Rno•Graihed Sous SSts and Clays Incroaft PI>7 and plots on or above W&W CL Lean clay"" 50%or more passes the Liquid Unit less Nun 50 Plc 4 er plots bolow A&W ML Sol" No.200 Wow olgat LIQW LfittR-oven dried <0.76 OLorgant cw� Uputd emit-not drlod Organic ad"" SRS snd Clays Inmawdc PI plots on or above A Qne CH Fat day"" Liquid asttt 500 or more PI plots below A'One MH Elastic SEFAP Lkuld b*-oven dtlo0 <0.75 OHoqwft dee"Ir Ligrdd bt-not dried Organic Wb."ia'" HV*argnle sobs Pftwfly argant metier,6"In color.and organic odor PT Pont "Based on fhe matw W Fees'ng she 3•tn.(75•mm)saw "If Shea are organic,add NAM oroaft ttr W to oroup nsm s tf field sample contained cobbles or bodders,at both,add Wt h cobbia h If soil cow a 16%graver,add' @h gaver to Woo tame. or boulders.air boor'Io group rums. 'If Atlerberg arNls plot In laded area,ON Is a CL•M0..SW day. or4wdala wAffi 3 M I?%L Norco rmpdro duet aymsntr nW.AMl walarmled KM*0 oontahw 16 b 20%pl"a Hm 200.Ladd*w(th sand'or"wM Gravel wM s@t.GW-GC weegraded Gravel wM day,GP-WA poorly gavel:whichever is WodW*WL grades gavel v t SM GP-GC fly Waded WrM wIt h day If SO corhtaUm a 30%plus No.200 predomi m ly sand.add °Sands wtth 5 to 12%flees.equate dual symbols: SWSM wep•gnldad 'sandy'to group nam sand vAt h alp,SW-SC w0i Vaded sand wtth day.SPSM poorly graded If SO contains a 30%Am No.200.predortanandy gavel, sand with sltl,SPSC posy oradOd and"m day add*oravW to group nam acu o DeoC 0 CC O (Dpf "M a 4 and pdob an or above A tine. Do x Do o PI<4 or pots below A'Ono. F If soli canWns a 15%sand,add**M sand'to group name. PPI plats an or above'A line. all(leas dasstV as CWAL.use dual symbol GC•GNL or SC 04 ° PI plot below'A'line. e0 Far eftswiatlon of tine grained ',, soft end 0ne•gRhhed f rum, ' b0 of coarse'gsbad sofa ,p FQs�ation cd W•&W FlodaonsW al Pl.4 to L I-MA 40 Von P16.0.73 to•2d) d0`T' t.Twoon a v•a,. C,�• Vordem at LAPIS to } 20 Ban Ps.OA(LLCF 20 MH or OH 10 , 7 1 IAL or OL - r 0 0 10 14 aD 30 40 so W 70 eo 90 100 no UOUID UM(r(LL) R � EERawhide Engineering Inc.