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Home My WebLink About10 Geotechnical Report Rawhide EngineeringInc. 6871 King Avenue West,Suite GIK,Billings,Montana(406)969-5305 PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT TRACT 9 BURRUP ANNEX EAST FRONTAGE ROAD BOZEMAN, MONTANA PREPARED FOR: Mr. Rob Lateiner Virga Capital PO Box 1070 Bozeman, MT 59771 Rawhide Engineering,Inc. August 12,2019 RRawhide E Engineering Inc. August 12, 2019 Virga Capital PO Box 1070 Bozeman, MT 59771 SUBJECT: Preliminary Geotechnical Investigation Report Tract 9 Burrup Annex East Frontage Road Bozeman, Montana Dear Mr. Lateiner: This report presents the results of our preliminary geotechnical investigation for the Tract 9 Burrup Annex located on East Frontage Road 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. This site is proposed to have future commercial property. 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. 'pNTA vl Sincerely, •* ROBERTWAYNE '* RAWHIDE ENGINEERING, INC. KUKES 0pk) cis; •�C ...SEG��.•. Jason A. Frank Flo �?NY1d.f4 esI P.E. Principal Principal Enclosures: Report (1 hard copy, 1 pdf) Rawhide Engineering, Inc. August 12,2019 TABLE OF CONTENTS PAGE INTRODUCTION ...........................................................................................................................1 ProjectDescription..............................................................................................................1 Scopeof Service.................................................................................................................1 Authorization ......................................................................................................................1 Professional Statements and Limitations............................................................................1 PROPOSED CONSTRUCTION......................................................................................................2 FIELDINVESTIGATION .................................................................................................................2 LABORATORYTESTING ..............................................................................................................2 Moisture Content Tests........................................................................................................3 SoilClassification Tests.......................................................................................................3 Resistivityand pH Tests......................................................................................................4 SUBSURFACE SOILS AND GROUNDWATER............................................................................4 RECOMMENDATIONS...................................................................................................................4 Excavations ......................................................................................................................4 Material .................................................................................................................5 Placementand Compaction ....................................................................................5 FOUNDATIONS........................................................................................................................5 ShallowFoundations.................................................................................5 StructuralFill..................... ...........................................................................................6 Compaction Requirements...................................................................................................7 CONCRETESLAB-ON-GRADE.....................................................................................................7 SITEDRAINAGE ............................................................................................................................8 APPENDICES A Plates August 12,2019 PRELIMINARY GEOTECHNICAL INVESTIGATION REPORT TRACT 9 BURRUP ANNEX EAST FRONTAGE ROAD BOZEMAN, MONTANA INTRODUCTION Project Description This report is to determine the subsurface soils on this site and provide preliminary recommendations for future development of commercial property. The project also includes utilities and parking areas. The new buildings will be on East Frontage Road 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 5 exploratory borings to a depth of 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 July 18, 2019. 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 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 future commercial development with utility installation and parking lot 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, 5 exploratory borings were completed using a drill rig equipped with hollow and solid stem augers provided by Rawhide Engineering. Boring depths were 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-5. A boring log legend and a description of the Unified Soil Classification System used to identify the soils is included with the boring logs. 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 yield 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-3 @ 4.5-6.0' 3/8" 100 No. 4 98 No. 10 96 No. 20 90 No. 40 86 No. 80 78 No. 200 70 Plastic Index 12.7 Unified Lean Clay with Classification Sand CL SITE CONDITIONS The site is located on the East Frontage Road in Bozeman, Montana. The site is bordered by the East Frontage Road on the north, Interstate 90 on the south, and developed and undeveloped commercial property on the remaining sides. The site is currently covered by vegetation. This parcel slopes slightly to the north. 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 1.0 feet in depth and was underlain by a layer of lean clay with sand to depths ranging from 7.5 to 8.5 feet. Beneath the lean clay with sand layer we encountered clayey sand with small gravel to depths ranging from 7.5 to 11.5 feet below existing site grades. Beneath this layer we encountered gravel with sand to the depths explored of 15 feet below existing site grades. The lean clay with sand layer was soft to very soft and has a moderate plastic index. The gravel with sand was dense and was granular non-plastic. Groundwater was encountered in the borings at the depths ranging from 7.5 to 8.5 feet during our exploration in July 2019. The groundwater levels rose in the borings to levels of 3.1 to 4.4 feet during drilling operations. RECOMMENDATIONS Prior to construction, the topsoil with vegetation layer should be stripped and removed from the site. It appears about 1.0 feet 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. During wet weather, runoff water should be prevented from entering excavations. It appears that excavation for footings and utility trenches can be readily made with either a conventional backhoe or excavator in the native soil materials. We expect the walls of the footing trenches in the near surface fine grained soils and lower gravel with sand to stand near vertically without significant sloughing. If trenches are extended deeper than five feet or are allowed to dry out, the excavations may become unstable and should be evaluated to verify their stability prior to occupation by construction personnel. Shoring or sloping of any deep trench walls may be necessary to protect personnel and provide temporary stability. All excavations should comply with current OSHA safety requirements for Type A soils. (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 commercial buildings is not known. The upper lean clay with sand soils are soft to very soft and any heavy commercial building will have to be designed with deep foundations which extend down to the gravel with sand layer. Drilled concrete piers, helical piers or micro piles will have to extend 12 to 15 feet below existing site grades to provide adequate bearing for a commercial building. Structural loads are not available for this project. Based on our exploration we would recommend an allowable bearing capacity of 3,000 psf for the native gravel with sand layer. Settlements will be calculated later when the type of building and structural loads are known. Structural fill, if required, shall be placed in layers, moisture conditioned, and compacted to 98% of ASTM D698. Exterior continuous footings should be 3.5 feet in depth to provide frost protection. Interior column footings should be embedded 1 foot in depth for confinement. Wall foundation dimensions should satisfy the requirements listed in the latest edition of the International Commercial Code. Reinforcing steel requirements for foundations should be provided by the design engineer. The allowable bearing pressures, indicated above, are net values, therefore, the weight of the foundation and backfill may be neglected when computing dead loads. Allowable bearing pressures may be increased by one-third for short-term loading such as wind or seismic. Resistance to lateral loads in the upper lean clay with sand layer may be calculated using an allowable passive equivalent fluid unit weight of 210 pounds per cubic foot and an allowable coefficient of friction of 0.38 applied to vertical dead loads. Both passive and frictional resistances may be assumed to act concurrently. An allowable active equivalent fluid pressure of 40 pounds per cubic foot may be used. The International Building Code (IBC) site class for this project is Class C. This site will require a dewatering plan for utility installation. Designing a dewatering plan was not part of our scope of services and should be designed by a competent engineer with experience designing dewatering systems and their effects on adjacent structures. Structural Fill Structural fill will be used beneath the footings and should consist of dense gravel with sand and conforming to the following gradation and plastic index. Sieve Size Percent Passing 3 Inch 100% No. 4 25-65% No. 200 <20% Plastic Index 12 or less All structural fill shall be placed in eight inch loose lifts and uniformly moisture conditioned to within +/-2% of optimum moisture content. The contractor shall provide and use sufficient equipment of a type and weight suitable for the conditions encountered in the field. The equipment shall be capable of obtaining the required compaction in all areas, including those that are inaccessible to ordinary rolling equipment. Compaction Requirements The following table lists the compaction requirements for structural fill, foundation backfill, utility trench backfill and street subgrade preparation. COMPACTION REQUIREMENTS Structural Fill Beneath Foundations 98% of ASTM D698 Backfill Against Foundations 95% of ASTM D698 Utility Trench Backfill 97% of ASTM D698 Building Pad Construction 95% of ASTM D698 Concrete Slab-on-Grade Construction Prior to constructing concrete slabs, the upper six inches of slab subgrade should be scarified, moisture conditioned to within 2% of optimum, and uniformly compacted to at least 95% of maximum dry density as determined by ASTM D698. The building pad may be constructed using on site soils or imported fill and then covered by the base course. Scarification and compaction will not be required if floor slabs are to be placed directly on undisturbed compacted structural fill. All concrete floor slabs should have a minimum thickness of six inches due to the equipment loads on the slab. Slab thickness and structural reinforcing requirements within the slab should be determined by the design engineer. At least eight inches of crushed base aggregate should be placed beneath slab-on-grade floors to provide uniform support. The aggregate base should be compacted to a minimum of 95% relative compaction. In floor slab areas where moisture sensitive floor coverings are planned, an impermeable membrane (e.g. 10-mil thick polyethylene) should be placed over the base course to reduce the migration of moisture vapor through the concrete slabs. The impermeable membrane should be installed as required by the flooring manufacturer. Current literature from the American Concrete Institute and the Portland Cement Association recommend that the vapor barrier is placed on top of the crushed base course and the concrete is placed directly on the vapor barrier. 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 structures. APPENDIX A Plates r 4• 4 _ ® 5 o Boring Log LOGGED BY: J. Frank 0 Vb. PROJECT: Tract 9- Burrup Annex DRILL METHOD: Hollow Stem East Frontage Road DRILLER: R. Kukes R Rawhide CLIENT: Rob Lateiner DATE: 7/30/19 E 11 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTIN 0 w Q c x p BORING NUMBER: 1CZ ca `" = MATERIAL DESCRIPTION AND COMMENTS 3 °- Topsoil with Vegetation and Organics 1 2 CL Lean Clay with Sand - Dark Brown/Gray, Moist, Soft to Very Soft, Moderate Plastic Index 3 4 — Final Groundwater Level at 3.5 Feet After 10 Minutes 5 2 2 So 1.0 6 2 7 8 Initial Groundwater Level at 8.0 Feet 9 SC Clayey Sand with Some Small Gravels - Dark Gray, Wet, Loose/Medium Dense, Low Plastic Index 10 2 1 So 0.6 11 4 GP Gravel with Sand - Brown/Gray, Wet, Dense, 12 Granular Non-Plastic 13 14 15 Boring Ends at Approximately 15.0 Feet Depth 16 Groundwater was Encountered at 8.0 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: Tract 9 - Burrup Annex DRILL METHOD: Hollow Stem R! East Frontage Road DRILLER: R. Kukes ERawhide CLIENT: Rob Lateiner DATE: 7/30/19 Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTIN 0 0 F BORING NUMBER: 2 7 (In _ o .. = .. x n. > C 0cc MATERIAL DESCRIPTION AND COMMENTS U 3 °- Topsoil with Vegetation and Organics 1 2 CL Lean Clay with Sand - Dark Brown/Gray, Moist, Soft to Very Soft, Moderate Plastic Index 3 4 Final Groundwater Level at 4.4 Feet After 10 Minutes 2 5 1 So 0.8 6 2 7 8 Initial Groundwater Level at 8.5 Feet 9 SC Clayey Sand with Some Small Gravels- Dark Gray, Wet, 10 2 Loose/Medium Dense, Low Plastic Index 1 L 0.3 11 1 12 GP Gravel with Sand - Brown/Gray, Wet, Dense, 13 Granular Non-Plastic 14 15 Boring Ends at Approximately 15.0 Feet Depth 16 Groundwater was Encountered at 8.5 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 PROJECT: Tract 9 - Burrup Annex DRILL METHOD: Hollow Stem East Frontage Road DRILLER: R. Kukes R Rawhide CLIENT: Rob Lateiner DATE: 7/30/19 E Etigineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTINC. 0 F BORING NUMBER: 3 o .. � > .= U o U o E O L E o o UCa c = n `n MATERIAL DESCRIPTION AND COMMENTS 3 c Topsoil with Vegetation and Organics 1 2 CL Lean Clay with Sand - Dark Brown/Gray, Moist, Soft to Very Soft, Moderate Plastic Index 3 4 / Final Groundwater Level at 4.1 Feet After 10 Minutes 5 3 2 So 22.4 12.7 70.3 1.4 6 2 7 Initial Groundwater Level at 7.5 Feet 8 SC Clayey Sand with Some Small Gravels- Dark Gray, Wet, 9 Loose/Medium Dense, Low Plastic Index 4 10 7 GP Gravel with Sand - Brown/Gray, Wet, Dense, D 0.4 1 1 9 Granular Non-Plastic 12 13 14 15 Boring Ends at Approximately 15.0 Feet Depth 16 Groundwater was Encountered at 7.5 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: Tract 9 - Burrup Annex DRILL METHOD: Hollow Stem East Frontage Road DRILLER: R. Kukes R Rawhitle CLIENT: Rob Lateiner DATE: 7/30/19 E 11Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTIN 0 >, a> x 0 F BORING NUMBER: 4 2 o �. Uo � o 3 — U o cc �s MATERIAL DESCRIPTION AND COMMENTS U 3 cc N Topsoil with Vegetation and Organics 1 2 CL Lean Clay with Sand - Dark Brown, Moist, Soft to Very Soft, Moderate Plastic Index 3 Final Groundwater Level at 3.1 Feet After 10 Minutes 4 2 5 1 So 1.1 6 2 7 Initial Groundwater Level at 7.5 Feet 8 SC Clayey Sand with Some Small Gravels- Dark Gray, Wet, 9 Loose/Medium Dense, Low Plastic Index 10 5 6 GP Gravel with Sand - Brown/Gray, Wet, Dense, D 0.6 11 8 Granular Non-Plastic 12 13 14 15 Boring Ends at Approximately 15.0 Feet Depth 16 Groundwater was Encountered at 7.5 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: Tract 9 - Burrup Annex DRILL METHOD: Hollow Stem East Frontage Road DRILLER: R. Kukes R Rawhide CLIENT: Rob Lateiner DATE: 7/30/19 E Engineering Inc. LOCATION: Bozeman, Montana ELEVATION: SAMPLES LABORATORY TESTIN BORING NUMBER: 5 N 5 .. Q o a a 0 0 U ZD MATERIAL DESCRIPTION AND COMMENTS 3 c Topsoil with Vegetation and Organics 1 2 CL Lean Clay with Sand -Gray to Dark Brown, Moist, Soft to Very Soft, Moderate Plastic Index 3 4 Final Groundwater Level at 3.9 Feet After 10 Minutes 5 1 So 1.3 1 6 7 Initial Groundwater Level at 7.0 Feet SC Clayey Sand with Some Small Gravels - Dark Gray, Miost to 8 Wet, Loose/Medium Dense, Low Plastic Index 9 GP Gravel with Sand - Brown/Gray, Wet, Dense, 10 7 Granular Non-Plastic 7 D 0.2 11 9 12 13 14 15 Boring Ends at Approximately 15.0 Feet Depth 16 Groundwater was Encountered at 7.5 Feet 17 18 19 20 6871 King Ave. West, Suite G1K, 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 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 Engiireerin, Inc. UNIFIED SOIL CLASSIFICATION SYSTEM Crltwb for AssignnIng Group Syrnbolls and Grp ftnm Usftg y TOSW Sop CtssaHk adon syn" Group None Coam G shed Soft Gravels Cloth Gravels Cu a 4 and 1 f Cc t r GW N1aDVedod graver More pare 50% "'RIP ell Motu Cyn 50%of eeeto Use than 5%&Me Cu c 4 and/or 1>CC>r GP Poorly Waded Waver 6ad1on nita6ro0 on an No.200 slow No,4 slow Gravels sah Fbnss Ftnes classify as ML or W4 GM Silly grswr" Moro stun 12%rhos` F6en ctustly as CL or CH Gc Clayey graver" Sands Ckmn Sands Cu a 5 and 1 s Cc s 34 Sw we0•graded sand' 50%or morn of nears Less than 5%&we Cu<6 arrd1w 1>Cc>3` SP Poorly Graded send dove Sands vAh Rhea Flnoa dusgy as ML at MH SM Silly same- Mom Moro am 12%linos° Hrm iffy as CL or CH SC Orley sand`^' Fln G d Solls Sam and Clays Incrpttre PI>7 and plots on or above A'&W CL Lean ctoy"" 50%or more passes ft U*Al&n1t less ttlen 50 PI<4 or plots below A lino' MIL SarAm No.2W sign orgaNe UOenw ttm5-oven drled <0.75 OL dsy,,L" Uqutd Bel-not dried Organic dft*A— sftwwctmI norganlc PI plots on or aDove'A-line CH Far day"" UVA Sb Burt SO or more PI plats below A-Orm MH Baft Sc r" oroark LIQW b*-Oven Mo0 <0.75 OH Omank drtlap LkILM Itrrdt-not&W Organic citf+" HV*orglu to soft Prlrrurlly organic martar.dark In colony,and organic odor PT Post At3ased an the mefertal paastnp the 34n.(7 mm)slaw NN rhea are organic,add IMM organic flaw'to amp name. elf field sample contatlod cobbloa or boukk ns,or both.add'Wth cobblos n N*0 contelns 215%gravel,add'*M graver Io group name. or boy k%m or boor'to group name. tf Atlerborg LY&plot In shaded area,toll Is a CL-ML.s ft day. cRrs mm as to 12%rye.rwpdm Aml reyenhn1r AW4W wrAosided K ff*w oont hu 151s 29%pk a No.20o.add ti le+send-or' m gravel vdM sip.GW-GC wellVaded gravel wfA day.GP-04 poorly WavW. vrfid~Is prodwrinant. gra0od gravel wkh sk GP-GC Poorly Ws0ed gravel with day L tf 3W ooraahn 2 30%plus W 2W pre0orntnan2y sand.add °sands wM 5 to 12%Ones requite dual symbols: SW3M we&Wvd%I -may to group name, sand vAM sip.SWSC wetlgadad sand wHh day.SP•SM Poorly graded r If soli oontstrss 2 30%phrs No.200.predondrawAly gravel, sand vetch sift.SP-=poorly graded sand vAb day add*gravet:y'b group name. acki O 080rchm CC O .( ;.f "M 2 4 and plots on or above A thee. Dw x Do o PI<4 or plots below'A'Ono. r If soa conbdu x 15%a".add V tQe sand'to group name. PPI plots an or above A line. ON!Yeas dassly as CL-MtL use dual syrrrboi GC-GM,or SC SM. o PI plots bebw'A'fine. so For ctasstficatlon of Rao-gratned sods end 4ne•grahwd fracCon 50 of eoa>rse•prahfOd sous Elm d-A-•bw -*v HodtontY al P1.410 LL.2e 5 40 thou P6&73 01.20) horn0 1 v•tea �. Vor5a1 a LL.1e to PIo7. 30 man pu"(LL•a) 20 , MH or OH 10 7 -- 4 - r NL or OL 0 0 10 >s 20 30 40 5o eo 70 80 ao 1p0 110 UCHAD LIMIT(I-L) --.L Rip Rawhide `� Engineering lnc