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Home My WebLink About29 GeoTech Report Rawhide EngineeringInc. 6871 King Avenue West,Suite GIK,Billings,Montana(406)969-5305 PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT MIXED USE BUILDING 112 S. CHURCH AVENUE BOZEMAN, MONTANA PREPARED FOR: WAM Development Group 544 East Main St. Suite A Bozeman, MT 59715 Rawhide Engineering, Inc. November 13,2025 VAN RRawhide November 13, 2025 E, Engineering Inc. WAM Development Group 544 East Main St. Suite A Bozeman, MT 59715 SUBJECT: Preliminary Geotechnical Investigation Report Mixed Use Building 112 S. Church Avenue Bozeman, Montana Dear WAM Development: This report presents the results of our geotechnical investigation for the Mixed Use Building at 112 S. Church Avenue 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. The projects consists of one new building which will have a concrete basement and first floor, with 5 wood framed or metal framed stories above. Our recommendations contained in this report are based on exploratory test pits, laboratory testing, engineering analysis and preparation of this report. The recommendations required to design foundations 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 0 �r rz or services, please feel free to call the undersigned. Nq' R08ERT WAYNE Sincerely, KUKES RAWHIDE ENGINEERING, INC. Jason A. Frank R064 �fs.E. Principal Principal Enclosures: Report (1 hard copy, 1 pdf) Rawhide Engineering, Inc. November 13,2025 TABLE OF CONTENTS PAGE INTRODUCTION ...........................................................................................................................1 ProjectDescription..............................................................................................................1 Scopeof Service.................................................................................................................1 Authorization ......................................................................................................................1 Professional Statements and Limitations............................................................................1 PROPOSEDCONSTRUCTION......................................................................................................2 FIELD INVESTIGATION .................................................................................................................2 LABORATORYTESTING ..............................................................................................................3 MoistureContent Tests........................................................................................................3 Soil Classification Tests.......................................................................................................3 SITECONDITIONS.........................................................................................................................3 SUBSURFACE SOILS AND GROUNDWATER............................................................................3 RECOMMENDATIONS...................................................................................................................4 Excavations ......................................................................................................................4 Material .................................................................................................................4 Placement and Compaction ....................................................................................4 FOUNDATIONS........................................................................................................................5 Shallow Foundations.................................................................................5 StructuralFill..................... ...........................................................................................5 CompactionRequirements...................................................................................................6 CONCRETESLAB-ON-GRADE.....................................................................................................6 SITEDRAINAGE.............................................................................................................................7 APPENDICES A Plates November 13, 2025 Rawhide Engineering, Inc. PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT MIXED USE BUILDING 112 S. CHURCH AVENUE BOZEMAN, MONTANA INTRODUCTION Project Description This project consists of one new building which will be 5 story wood or metal framed construction with a concrete basement and first floor. The new building will be on 112 S. Church Avenue 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 4 exploratory test pits to a depth of 8.0 to 9.5 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. 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 October 10, 2025. 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. 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 1 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 one new multi-plex mixed use building which and is anticipated to have a concrete basement and first floor with 5 wood or metal framed stories above. The structural loads for the building were not available at the time of this report. FIELD INVESTIGATION In order to determine and evaluate the subsurface conditions across the site, 4 exploratory test pits were completed using a track hoe provided by Rawhide Engineering. Test pit depths were to 8 to 9.5 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. Rawhide Engineering has performed previous test pits and test pits for this development during placement of the fill to level the site. 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. The sampling also included standard penetration tests with a split spoon sampler. 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-4. 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-3 @ 3.0-5.0' No. 4 100 No. 10 95 No. 20 85 No. 40 70 No. 80 51 No. 200 38 Plastic Index 6.1 Unified Silty Clay Classification CL-ML 3 SITE CONDITIONS The site is located at 112 S. Church Avenue in Bozeman, Montana. The site is currently covered by topsoil, vegetation and some trees. The site had existing building that has been removed. The site is bordered by residential and commercial property and local streets. The site is relatively level and has a slight slope to the northwest. Drainage consists of sheet flow to local topographic low areas. SUBSURFACE SOILS AND GROUNDWATER The soil conditions encountered on the site generally consist of 1.0 foot of topsoil with vegetation. Beneath the topsoil layer we encountered silty clay to depths of 3.5 to 5.0 feet. The silty clay was medium stiff with a moderate plastic index. Beneath the fine grained soils we encountered native gravel with sand and cobbles to the depths explored of 8 to 9.5 feet. The native gravel with sand was dense and granular non-plastic. Groundwater was not encountered at the depths explored of 9.5 feet below existing site grades during our exploration in October 2025 and should not impact construction. Groundwater levels may change due to precipitation and irrigation practices. RECOMMENDATIONS The topsoil layer should be stripped 1 foot in depth and removed from the site or used in non- structural areas. Tree root balls should be removed and replaced with compacted 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. 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 fill 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 soils. (Federal Register 29 CFR, Part 1926). 4 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 We are anticipating that the buildings will be constructed on conventional shallow stem wall foundations. We are recommending that the exterior continuous footings and interior column footings are placed on the native gravel layer. If the gravel layer is not found at footing elevation the footings should be over excavated down to the gravel and replaced with compacted structural fill. Our recommendations would have an allowable bearing capacity of 4,000 psf for footings constructed on structural fill or native gravel. Settlements will be calculated when structural loads are available. 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 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 5 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 0.46 applied to vertical dead loads. Both passive and frictional resistances may be assumed to act concurrently. An allowable active equivalent fluid pressure of 35 pounds per cubic foot may be used. The International Building Code (IBC) site class for this project is Class C. 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 (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 6 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 6 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 was estimated by Rawhide Engineering. If traffic data becomes available, the pavement section should be reviewed prior to construction. In our analysis, we used a light duty pavement section calculated using 120,000 equivalent single axel loads (ESAL's) and a heavy duty truck lane section of 365,000 ESAL's for the lifetime of the pavement. A CBR value of 3.0 was used for design of the pavement section. PAVEMENT STRUCTURAL SECTIONS Traffic Condition Recommended Minimum Structural Section* Parking Areas Section 3" of Asphalt Pavement on 6 inches of Crushed Base Course on 8 inches of 6" minus pit run gravel. Heavy Duty Truck Lanes (Alley) 4" of Asphalt Pavement on 6 inches of Crushed Base Course on 10 inches of 6" minus pit run gravel. 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. 7 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 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. The exterior around the building should slope as required by the International Commercial Code and have rain gutters which comply with code requirements. 8 APPENDIX A Plates Site Vicinity , • Project Location it-.,. _ ._ �:- ��.• _ ' ® .x a * r TEST PIT LOG LOGGED BY: J. Frank � zt PROJECT: New Mixed Use Building DRILL METHOD: Excavator R! 6 - 112 S. Church Avenue DRILLER: Tip Top Ex. ERawhirle CLIENT: WAM Development Group DATE: 10/23/25 Engineerit:g Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES 3 LABORATORY TESTING o TEST PIT NUMBER: 1 Y o s F- Cn = o U Cz `" = MATERIAL DESCRIPTION AND COMMENTS 3 c Topsoil with Vegetation, Organics and Roots- Dark Brown, 1 Moist Medium Stiff 2 CL-ML Silty Clay - Light Brown, Moist, Medium Stiff, Low/Moderate Plastic Index 3 4 GP Gravel and Cobbles with Clayey Sand - Brown, Moist, Dense, Low Plastic Index 5 6 GP Gravel and Cobbles with Sand - Brown/Gray, Moist, 7 Dense/Very Dense, Granular Non-Plastic 8 Test Pit Ends at Approximately 8.0 Feet Depth 9 Groundwater Was Not Encountered 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: New Mixed Use Building DRILL METHOD: Excavator 112 S. Church Avenue DRILLER: Tip Top Ex. R Rawhide CLIENT: WAM Development Group DATE: 10/23/25 E Ejigizzeeriiig Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES I LABORATORY TESTING Y � o TEST PIT NUMBER: 2 _ o � o n. cA U C o c Cn MATERIAL DESCRIPTION AND COMMENTS 3 Old Foundation Area - Soil with Few Concrete Debris, Roots, 1 and Organics 2 CL-ML Silty Clay - Light Brown, Moist, Medium Stiff, Low/Moderate Plastic Index 3 4 GP Gravel and Cobbles with Clayey Sand - Brown, Moist, Dense, 5 Low Plastic Index 6 v' GP Gravel and Cobbles with Sand - Brown/Gray, Moist, DenseNery Dense, Granular Non-Plastic 7 - s 8 Y 10 Test Pit Ends at Approximately 9.5 Feet Depth Groundwater Was Not Encountered 11 Note: Test pit was approximatley 11.5 feet deep from 12 native grade before removal of previous structure. 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: New Mixed Use Building DRILL METHOD: Excavator R! 112 S. Church Avenue DRILLER: Tip Top Ex. ERawhide CLIENT: WAM Development Group DATE: 10/23/25 En gi.n eering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTING o _ U C F 5 TEST PIT NUMBER: 3 C) G aU. U o c - V) cc DESCRIPTION AND COMMENTS U 3 ~ Topsoil with Vegetation, Organics and Roots- Dark Brown, 1 Moist Medium Stiff 2 CL-ML Silty Clay - Light Brown, Moist, Medium Stiff, Low/Moderate Plastic Index 3 4 F 13.4 6.1 38.1 2.0 5 6 GP Gravel, Cobbles, Few Boulders with Sand - Brown/Gray, Moist 7 Dense/Very Dense, Granular Non-Plastic 8 9 10 Test Pit Ends at Approximately 9.5 Feet Depth Groundwater Was Not Encountered 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: New Mixed Use Building DRILL METHOD: Excavator 112 S. Church Avenue DRILLER: Tip Top Ex. R Rawhide CLIENT: WAM Development Group DATE: 10/23/25 E Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES 3 LABORATORY TESTING w o TEST PIT NUMBER: 4 o U U E: _o U MATERIAL DESCRIPTION AND COMMENTS 3 Topsoil with Vegetation, Organics and Roots - Dark Brown, 1 Moist Medium Stiff 2 CL-ML Silty Clay - Light Brown, Moist, Medium Stiff, Low/Moderate Plastic Index 3 4 5 6 GP Gravel, Cobbles, Few Boulders with Sand - Brown/Gray, Moist 7 Dense/Very Dense, Granular Non-Plastic 8 9 10 Test Pit Ends at Approximately 9.5 Feet Depth Groundwater Was Not Encountered 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 LEGEND MATERIAL DESCRIPTION Soil Pattern USCS Symbol USCS Classification i fi 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 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 Inc. UNIFIED SOIL CLASSIFICATION SYSTEM Ork*rla for AsslgnbV Group Symbols and Group Marries Using Laboratory Tests' Soo Classffica ion Group Symbol Group Name Coarse Gralnad Sons Gravels Chan Gwvals Cu a 4 and 1 s Co s r GW WoOgredod gravol' Moro ills,+50%retained ��a coarse Lisa than 5%Cams` Cu<4 and/or 1>Ca>3' GP Poorly graded Waver on On No.200 alovo NO.4 slave Gravels W th Finn Fines classify as M1.or M14 GM Silly graver" Moro Ow 12%throe` Fleas daudy as CL or CH GC Chyoy graver" Sands gown Sands Cu a 0 and t f Cc s 3' SW We4gradod sent' 50%or moro of coarse Lou Clan 5%&tW Cer<t)and/or 1 a Cc a 3' SP Poorly graded send' tracft Pum No.4 siovoo Sands vdtt Finer Fines Caulty as ML or MH sm slay une- Mtore Crap 12%flnee boa Classify as CL or CH SC Clayey urml"J Rnodirained Soils sets and Gaye boom PI>7 and plots on or above'A'&W CL Lean ctay"' 501E or rmo passes Co UgLdd ftlt less Il mt 50 PI<4 or plots bdory A fro' K(L SRI"" No.200 slow Organic LIqtW fto-oven dried <0.75 OL orgxrftctw" Liquid W*-not drlot Organic gd L— gilts and Clays Inorganic PI plots on or atoove A'lino CH Fat day" Ligtdd gmh 50 or more PI plow below'^'Ono MH Elastic SF7"" organic Liq+>b n*-oven dried <0.75 Ott Organic dN`l"' LIguM b*-not&W Organic str-- HV*organic Bobs Prtnae*orgarde manor.dark in color.and orgarde odor PT Peat "Based on fine material passI g Cte 34n.(75-m)sim "tf rims we ormu te,add-*Uh Organic&W to wmp narra. aIf field sample contained cobbfas or boulders,or bath,add WM cobblas r If eon contains a 15%gravel,add lv t Waver to tip name. or bordders.or boW to group narm. j If ACarberg llrntts plot Ito shaded Wes soil Is a CL-ml-sr:ly day o[3aawk U[On!t M 171E anrna rwrpren�Amt (3W4W wW graded Krf seal eerretba 15 to 20%ptua No.200.edd IWVk send'or 1VAIh gravel vAM a L GW-GC wOVadcd gravel vetch day.GP-(3M pay gravel:WRtld emim Is prodorrinanL graded gravel With sill GP-GC poorly fnaded fib mM day. L 11 son contains a 30%plus No.200 predorM niy sand.add °Sands with 5 to 12%floes fequIre dent aWfamis: SW-WA wsn•gradod -,WW to group nam nand vM sM SW-SC well gmftd nand W0h day.SP•SM poorly graded n. If W contadns 2 30%on No.MO.predonrinanUy gravel, sand%M slit SP-SC poorly gradod and wt0t day asdd romvellY lo roup name. IOU o Dwo'o Cc- (Dd ~PI 2 4 and plots 0n or above A One. Ow x Oro O PI<4 or plots below A nn0. "If so!contains 215%sand,aaW 1dfCt sand'to group name °PI plots on or above'A'line. Off flares classify as CL-I<AL.use dust syrnbol GC-GM,or SC,%A O Pi plots below Una. 6 For classification of flrto•gralned lolls and Ano-gralned inaction Z. 50 of coarawgrab d*oils EqnVon Hodaon&d at PI-4 to LL.?d.tt 40 Caen Pi.A.73 iLL-20) �` EgAton d v-alra ' G+ _ Vordgr at LL.ta to Pb7. } 30 Vm P1."(LLB 2O �� o. MH or OH 10 7 -- 4 _ WL or OL 0 0 10 16 2D 30 40 W 60 70 so go VO 110 UQU10 UMf1T(LL) RE Rawhide �� Engineering/na