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Appendix 4 - Geotechnical Report
Cannery District Planned Unit Development Preliminary PUD Application Cannery District Partners, llc Appendix 4 Geotechnical Report LIST OF FIGURES FFiigguurree 11 –– VViicciinniittyy MMaapp FFiigguurree 22 –– UUSSGGSS TTooppooggrraapphhiiccaall MMaapp FFiigguurree 33 –– GGeeoollooggyy MMaapp FFiigguurree 44 –– SSiittee PPllaann ww// BBoorree HHoollee LLooccaattiioonnss FFiigguurree 55 –– FFoouunnddaattiioonn aanndd DDrraaiinnaaggee DDeettaaiill PROJECT SITETHE CANNERY DISTRICT GALLATIN COUNTYSHOP COMPLEX GALLATIN COUNTYFAIRGROUNDS CITY OF BOZEMANSHOP COMPLEX FIGURE: 1DRAWN BY: JWJ DATE: 7/29/2014PROJECT: 14-085 SCALE AS NOTED THE CANNERY DISTRICTVICINITY MAP PROJECT SITETHE CANNERY DISTRICT AMERICAN LEGIONBASEBALL FIELD GALLATIN COUNTYFAIRGROUNDS 0 400 800200Feet CLOSE-UP MAPPROJECT SITE AREA ±± OVERVIEW MAPBOZEMAN AREA 0 2,000 4,0001,000 Feet BOZEMAN, MT Document Path: P:\2014\14-084 The Cannery District Geotechnical Investigation & Report\8 ArcGIS\Figure1_VicinityMap.mxd PROJECT SITETHE CANNERY DISTRICT SEC. 6, T2S, R6EGALLATIN COUNTY Copyright:© 2013 National Geographic Society, i-cubed FIGURE: 2DRAWN BY: JWJ DATE: 7/29/2014PROJECT: 14-085 THE CANNERY DISTRICTUSGS TOPOGRAPHICAL MAP 0 2,000 4,0001,000 Feet BOZEMAN, MT ± PROJECT SITETHE CANNERY DISTRICT FIGURE: 3DRAWN BY: JWJ DATE: 7/29/2014PROJECT: 14-085 THE CANNERY DISTRICTGEOLOGY MAP 0 6,0003,000 Feet BOZEMAN, MT P:\2014\14-084 The Cannery District Geotechnical Investigation & Report\8 ArcGIS\Figure3_GeologyMap.mxd± Qabo - Older Alluvial Fan Deposits, Stream Flow FaciesQaf - Alluvial Fan DepositQafdo - Older Alluvium Fan Deposits, Debris Flow FaciesQafo - Older Alluvial Fan DepositQal - Alluvium of Modern Channels and FloodplainsQat - Alluvial Terrace DepositsQaty- Younger Alluvial Terrace DepositsTsc -Sixmile Creek FormationTscg -Sixmile Creek Formation, Gravelly Facies FIGURE: 4DRAWN BY: JWJ DATE: 6/11/2014PROJECT: 14-085 THE CANNERY DISTRICTBORE HOLE LOCATIONS @A @A @A @A @A @A @A @A @A @A BH-65 FT BH-25 FT BH-75 FT BH-825 FT BH-425 FT BH-325 FT BH-125 FT BH-525 FT BH-925 FT BH-1025 FT Source: Esri, DigitalGlobe, GeoEye, i-cubed, USDA, USGS, AEX, Getmapping, Aerogrid, IGN, IGP, swisstopo, and the GIS User Community 0 100 20050Feet±BOZEMAN, MT P:\2014\14-084 The Cannery District Geotechnical Investigation & Report\8 ArcGIS\Figure3_BoreholeMap.mxdLEGEND @A BORE HOLE LOCATION(APPROXIMATE) Figure 514-084July 2014The Cannery DistrictFoundation and Drainage DetailBozeman, MontanaLegendConcrete Walland/or FootingFoundation Backfilland Embankment FillNative Sandy Gravel(”Target” Bearing Material)Low Permeable TopsoilNo Scale (Parts Of This Exhibit Have Been Exaggerated For Clarity)Civil EngineeringGeotechnical EngineeringLand Surveying32 Discovery DriveBozeman, MT 59718Phone: (406) 582-0221Fax: (406) 582-5770Native Silt, Clay, and Sand(Unsuitable Bearing Material)Topsoil and FillGranular Structural Fill1” Minus CleanCrushed RockLandscapeAreas To Slope Away@ 5% (min.) Within 10’ Of Wall.Upper 4” - 6” Of Backfill ShouldConsist Of Low Permeable Topsoil.Note: Concrete Surfacing PlacedAdjacent ToFoundation Walls Shall SlopeAway @ 2% (min.).6” (min.)Groundwater (on May 13, 2014and May 14, 2014)Finished Floor ElevationExisting Ground SurfaceReviewed By: Craig Madson, 07/14Bearing Pressure2500 psf (max.)4’ (min.) For FrostProtection (typ.)1.5’ - 7.0’ Depth To“Target” Bearing Material.6.5’ - 11.0’ DepthTo Groundwater.All Perimeter, Interior, And Exterior Footings Must BearOn A Minimum 1.0’ Thickness Of Granular Structural FillThat In Turn Is Supported On The Native Sandy Gravel(Which Is The ”Target” Foundation Bearing Material).Given The 1.5’ To 7.0’ Depth To Gravel, Along With TheAnticipated Slab Grade, Perimeter Footings Will LikelyLie Within to 5.0’Above The Top Of The “Target” Gravel.Mass Over-Excavate The Entire Foundation Footprint Area, Including All Exterior Footing Locations, Down To The “Target”Bearing Material (Native Sandy Gravel); Thereby, Completely Removing All Native Silt, Clay, Sand and Fill From Under TheBuilding. Over-Dig The Excavation To The Minimum Width Dimensions As Shown On This Figure And As Stated In The Report.Four Of The Most Important Geotechnical Recommendations At The Site:1) Foundation Excavation: The Entire Foundation Footprint Area Of The Buildings Shall Be Mass Over-Excavated Down To Native Sandy Gravel (”Target” Bearing Material).2) Foundation Support: All Foundation Components Of The Buildings Must Bear On At Least 1.0’ Of Granular Structural Fill That In Turn Is Supported On This “Target” Gravel Bearing Material.3) Foundation Earthwork: Prior To The Placement Of Compacted Structural Fill, The Excavated Gravel Subgrade Surface Shall Be Vibratory Re-Compacted To A Dense And Unyielding Condition.4) Be Aware There Is Fill In Places Across The Site. Contractor Should Take Care To Completely Remove Fill From Within The Footprint Of The Buildings.Concrete SlabFoundation Wall BackfillShould Only Consist OfExcavated Soils That AreNot Overly Moist. It MustBe Placed In Multiple LiftsAnd Properly Compacted.Foundation Fill Materials Should Be Placed In Uniform,Horizontal LiftsAnd Be Well Compacted.All GranularAndEmbankment Fill Shall Be Compacted To A Dense, UnyieldingCondition, While Clean Crushed Rock Must Be Compacted ByVibratory Means. In General, The“Loose” Thickness Of EachLift Prior To Compaction Should Not Exceed 10 Inches ForLarge, Self-Propelled Rollers; 6 Inches For Remote-ControlledTrench Rollers;And 4 Inches For Plate Compactors. PleasePay SpecialAttention To The Compaction Of Structural FillAlong EdgesAnd In Corners Of The Foundation Excavation.Bearing Pressure2500 psf (max.)Interior Footing (typ.)PerimeterFooting(typ.)The Excavated Gravel Surface (Under The Building) Must Consist Of Dense, Clean, Sandy Gravel.Use A Smooth Foundation Bucket To Prevent Unnecessary Disturbance To The Native Subgrade.Do Not Stop Excavation In Lowermost Silt/Clay, Which Does Contain Some Scattered Small Gravels.12” (min.) Gravel LayerProduct Recommendation:A Stego 15-mil Vapor Barrier Is Recommended.Available From MaCon Supply In Bozeman.Width = 1/2(H); (4’ min.)H = 1’ Min.Prior To Granular Structural Fill Placement, The Excavated Gravel Surface (Under Entire Foundation Footprint Area)Must Be Vibratory Re-Compacted With A Large, Smooth Drum Roller In Order To Densify The Native Sandy Gravel.Groundwater Levels Range From 6.5’ To 11.0’. Wet Subgrade Conditions May Be An Issue Depending On Location.A Large, Smooth DrumRoller Must Be Used ToCompact All GranularStructural Fill Wheneverand Wherever Possible.Vapor Barrier Under Slab. Seal Barrier At Seams/Penetrations.6” (min.) Crushed Rock Layer LIST OF APPENDICES AAppppeennddiixx AA –– OOnn‐‐SSiittee EExxpplloorraattiioonn LLooggss AAppppeennddiixx BB –– LLaabb TTeessttiinngg RReessuullttss AAppppeennddiixx CC –– AAsspphhaalltt PPaavveemmeenntt SSeeccttiioonn DDeessiiggnn AAppppeennddiixx DD –– LLiimmiittaattiioonnss OOff YYoouurr GGeeootteecchhnniiccaall RReeppoorrtt APPENDIX A OOnn‐‐SSiittee EExxpplloorraattiioonn LLooggss EExxppllaannaattiioonn ooff SSooiill CCllaassssiiffiiccaattiioonn NNoommeennccllaattuurree 1100 BBoorree HHoollee LLooggss ((BBHH‐‐11,, BBHH‐‐22,,……..tthhrroouugghh BBHH‐‐1100)) LOG OF BORING PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 14, 2014 BH-1 1 of 2 Bozeman, MT LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 25.5 ft 11 feet DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 17 5 6 14 22 26 82 for 11” 18.1% 32.1% 22.3% 21.5% 8.8% 13.9% 12.6% DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 {6.5’- 24.0’}: Alluvial Gravel Medium dense to very dense; tan; silty sandy GRAVEL with cobbles and seams of sand; moist to wet. Continued on Page 2 of 2 {0.0’- 2.5’}: Topsoil Medium stiff to very stiff; dark brown; silty SAND with organics; moist. {2.5’- 4.0’}: Fill Loose to medium dense; dark brown; silty SAND with gravel; slightly moist. {4.0’- 6.5’}: Original Native Topsoil Stiff to very stiff; dark brown; silty CLAY with organics; moist to very moist. 5 10 15 Reviewed By: C. Madson 7/14 S1-A @ 0.0’ (SSS) S1-B @ 2.0’ (SSS) S1-C @ 4.0’ (SSS) S1-D @ 6.0’ (SSS) S1-E @ 9.0’ (SSS) S1-F @ 12.0’ (SSS) S1-G @ 14.0’ (SSS) Grab Sample taken from 4 to 5 feet. Groundwater at 11.0’on May 14, 2014 Laboratory Testing Results Standard Proctor Results of Pitrun Max. Dry Unit Weight = 136 pcf Optimum Moisture = 5% LOG OF BORING DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 52 17 17.5% 30.6% Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 Bottom of Borehole @ 25.5’ 20 25 30 S1-H @ 19.0’ (SSS) S1-I @ 24.0’ (SSS) Laboratory Testing Results BH-1 @ 24.0’ Atterberg Limits PL = 21.4 LL = 44.2 PI = 22.8 {6.5’- 24.0’}: (Cont.)Alluvial Gravel Medium dense to very dense; tan; silty sandy GRAVEL with cobbles and seams of sand; moist to wet. {24.0’- 25.5’}: Tertiary Deposits Very stiff; tan; sandy lean CLAY; very moist. PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 14, 2014 BH-1 2 of 2 Bozeman, MT LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 25.5 ft 11 feet DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI Reviewed By: C. Madson 7/14 LOG OF BORING PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 14, 2014 BH-2 1 of 1 Bozeman, MT LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 5.5 ft Dry DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 3 16 1 33.6% 14.7% 28.8% DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 {5.0’- 5.5’}: Alluvial Sand Loose to medium dense; tan; silty gravelly SAND; very moist. {0.0’- 3.5’}: Topsoil/Fill Very soft; black; organic silty CLAY with some woody debris; very moist; appears to be some fill mixed in with the topsoil. {3.5’- 5.0’}: Floodplain Deposits Stiff; dark brown; silty CLAY; moist to very moist. 5 10 15 S2-A @ 0.0’ (SSS) S2-B @ 2.0’ (SSS) S2-C @ 4.0’ (SSS) Grab Sample taken from 4 to 5 feet. Laboratory Testing Results Standard Proctor Results of Pitrun Max. Dry Unit Weight = 136 pcf Optimum Moisture = 5% Bottom of Borehole @ 5.5’ Reviewed By: C. Madson 7/14 LOG OF BORING PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 14, 2014 BH-3 1 of 2 Bozeman, MT LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 25.5 ft 8.5 feet DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 6 4 3 29 28 49 39 21.6% 16.4% 22.4% 11.6% 14.6% 12.4% 11.3% DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 {7.0’- 19.0’}: Alluvial Gravel Medium dense to very dense; brown; sandy GRAVEL with cobbles; moist to wet. Continued on Page 2 of 2 {0.0’- 2.0’}: Topsoil/Fill Very loose to loose; black; silty SAND with organics; very moist; appears to be some fill mixed in with the topsoil. {2.0’- 7.0’}: Floodplain Deposits/Fill Loose; dark brown; silty SAND with scattered gravel and woody debris; very moist; may be some fill mixed in with this material. 5 10 15 S3-A @ 0.0’ (SSS) S3-B @ 2.0’ (SSS) S3-C @ 4.0’ (SSS) S3-D @ 7.0’ (SSS) S3-E @ 9.0’ (SSS) S3-F @ 12.0’ (SSS) S3-G @ 14.0’ (SSS) Groundwater at 8.5’on May 14, 2014 Laboratory Testing Results Standard Proctor Results of Pitrun Max. Dry Unit Weight = 136 pcf Optimum Moisture = 5% Reviewed By: C. Madson 7/14 LOG OF BORING DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 13 40 30.9% 25.9% Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 Bottom of Borehole @ 25.5’ 20 25 30 S3-H @ 19.0’ (SSS) S3-I @ 24.0’ (SSS) Laboratory Testing Results BH-3 @ 19.0’ Atterberg Limits PL = 22.1 LL = 37.7 PI = 15.6 {7.0’- 19.0’}: (Cont.)Alluvial Gravel Medium dense to very dense; brown; sandy GRAVEL with cobbles; moist to wet. {19.0’- 25.5’}: Tertiary Deposits Stiff to hard; light brown; sandy lean CLAY; very moist. PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 14, 2014 BH-3 2 of 2 Bozeman, MT LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 25.5 ft 8.5 feet DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI Reviewed By: C. Madson 7/14 LOG OF BORING PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 14, 2014 BH-4 1 of 2 Bozeman, MT LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 25.5 ft 7.0 feet DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 9 16 13 76 for 10” 32 54 37 29.2% 16.4% 23.5% 12.7% 14.8% 14.0% 17.1% DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 Continued on Page 2 of 2 {0.0’- 2.0’}: Topsoil Loose; black; sandy SILT with organics; very moist. {2.0’- 4.0’}: Floodplain Deposits Very stiff; brown to dark brown; sandy SILT with organics; very moist. {4.0’- 15.0’}: Alluvial Gravel Medium dense to very dense; dark brown to brown; silty sandy GRAVEL with cobbles; moist to wet.5 10 15 S4-A @ 0.0’ (SSS) S4-B @ 2.0’ (SSS) S4-C @ 4.0’ (SSS) S4-D @ 6.0’ (SSS) S4-E @ 9.0’ (SSS) S4-F @ 12.0’ (SSS) S4-G @ 14.0’ (SSS) Groundwater at 7.0’on May 14, 2014 Laboratory Testing Results Standard Proctor Results of Pitrun Max. Dry Unit Weight = 136 pcf Optimum Moisture = 5% Reviewed By: C. Madson 7/14 LOG OF BORING DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 25 30 24.6% 25.9% Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 Bottom of Borehole @ 25.5’ 20 25 30 S4-H @ 19.0’ (SSS) S4-I @ 24.0’ (SSS) {15.0’- 25.0’}: Tertiary Deposits Hard; tan; sandy lean CLAY and silty SAND; very moist. PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 14, 2014 BH-4 2 of 2 Bozeman, MT LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 25.5 ft 7.0 feet DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI {25.0’- 25.5’}: Tertiary Deposits -Alluvial Gravel Dense; tan; silty sandy GRAVEL with cobbles; wet. Reviewed By: C. Madson 7/14 LOG OF BORING PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 14, 2014 BH-5 1 of 2 Bozeman, MT LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 25.5 ft 6.5 feet DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 11 9 5 19 28 50 for 3” 56 22.6% 29.1% 25.2% 15.7% 12.9% 13.6% 16.6% DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 Continued on Page 2 of 2 {0.0’- 4.25’}: Fill Loose; black; silty SAND with organics intermixed with loose, tan, sandy GRAVEL and fragments of brick as well as pockets of clay; very moist; based on the presence of the brick fragments, appears to be random fill. {4.25’- 6.5’}: Native Topsoil Medium stiff; black; organic silty CLAY; very moist; appears to be the native topsoil. {6.5’- 12.0’}: Alluvial Gravel Medium dense to very dense; tan; silty sandy GRAVEL with cobbles; very moist to wet. {12.0’- 19.0’}: Alluvial Sand Dense; brown; silty SAND with gravel and some clay lenses; wet. 5 10 15 S5-A @ 0.0’ (SSS) S5-B @ 2.0’ (SSS) S5-C @ 4.0’ (SSS) S5-D @ 6.0’ (SSS) S5-E @ 9.0’ (SSS) S5-F @ 12.0’ (SSS) S5-G @ 14.0’ (SSS) Laboratory Testing Results Standard Proctor Results of Pitrun Max. Dry Unit Weight = 136 pcf Optimum Moisture = 5% Groundwater at 6.5’on May 14, 2014 Reviewed By: C. Madson 7/14 LOG OF BORING DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 50 for 3” 31 15.3% 23.2% Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 Bottom of Borehole @ 25.5’ 20 25 30 S5-H @ 19.0’ (SSS) S5-I @ 24.0’ (SSS) PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 14, 2014 BH-5 2 of 2 Bozeman, MT LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 25.5 ft 6.5 feet DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI {12.0’- 19.0’}: (Cont.)Alluvial Sand Dense; brown; silty SAND with gravel and some clay lenses; wet. {19.0’- 25.5’}: Alluvial Gravel Medium dense to very dense; tan; sandy GRAVEL with cobbles; and lenses of sand; wet. Reviewed By: C. Madson 7/14 LOG OF BORING PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 14, 2014 BH-6 1 of 1 Bozeman, MT LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 5.5 ft Dry DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 9 10 8 26.5% 20.7% 23.5% DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 {0.0’- 2.0’}: Topsoil/Fill Stiff; dark brown to black; organic sandy SILT with scattered gravel; very moist. {2.0’- 4.0’}: Fill Stiff; dark brown; sandy SILT with gravel and organics; very moist; appears to be fill. 5 10 15 S6-A @ 0.0’ (SSS) S6-B @ 2.0’ (SSS) S6-C @ 4.0’ (SSS) Laboratory Testing Results Standard Proctor Results of Pitrun Max. Dry Unit Weight = 136 pcf Optimum Moisture = 5% Bottom of Borehole @ 5.5’ {4.0’- 5.5’}: Alluvial Gravel Loose to medium dense; dark brown; silty sandy GRAVEL; very moist. Reviewed By: C. Madson 7/14 LOG OF BORING PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 14, 2014 BH-7 1 of 1 Bozeman, MT LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 5.5 ft Dry DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 7 47 30 23.7% 9.9% 7.4% DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 {0.0’- 2.25’}: Organic Topsoil Medium stiff to stiff; black; organic sandy SILT with scattered gravel; very moist. {2.25’- 5.5’}: Alluvial Gravel Medium dense to dense; brown; sandy GRAVEL with cobbles; slightly moist. 5 10 15 S7-A @ 0.0’ (SSS) S7-B @ 2.0’ (SSS) S7C @ 4.0’ (SSS) Laboratory Testing Results Standard Proctor Results of Pitrun Max. Dry Unit Weight = 136 pcf Optimum Moisture = 5% Bottom of Borehole @ 5.5’ Reviewed By: C. Madson 7/14 LOG OF BORING PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 13, 2014 BH-8 1 of 2 Bozeman, MT LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 25.5 ft 8.1 feet DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 8 23 3 13 50 for 5” 84 for 11” 50 for 4” 24.1% 23.0% 22.9% 6.6% 10.6% 10.1% 15.6% DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 Continued on Page 2 of 2 {0.0’- 4.5’}: Topsoil/Fill Soft to medium stiff; dark brown; organic clayey SILT with sand, occasional gravel, and woody debris; moist to very moist; appears to be some fill intermixed with this material. {4.5’- 19.5’}: Alluvial Gravel Loose to very dense; light brown; sandy GRAVEL with cobbles; very moist to wet; may be some fill in the upper two to three feet of this layer. 5 10 15 S8-A @ 0.0’ (SSS) S8-B @ 2.0’ (SSS) S8-C @ 4.0’ (SSS) S8-D @ 6.0’ (SSS) S8-E @ 8.0’ (SSS) S8-F @ 12.0’ (SSS) S5-G @ 14.0’ (SSS) Laboratory Testing Results Standard Proctor Results of Pitrun Max. Dry Unit Weight = 136 pcf Optimum Moisture = 5% Grab Sample taken at 2 feet Grab Sample taken at 7 feet Groundwater at 8.1’on May 13, 2014 Reviewed By: C. Madson 7/14 LOG OF BORING DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 21 50 for 4” 22.8% 15.8% Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 20 25 30 S8-H @ 19.0’ (SSS) S8-I @ 24.0’ (SSS) PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 13, 2014 BH-8 2 of 2 Bozeman, MT LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 25.5 ft 8.1 feet DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI {4.5’- 19.5’}: (Cont.)Alluvial Gravel Loose to very dense; light brown; sandy GRAVEL with cobbles; very moist to wet; may be some fill in the upper two to three feet of this layer. {19.5’- 25.2’}: Tertiary Deposits Very stiff to hard; brown; clayey SILT with fine sand; very moist to wet. Bottom of Borehole @ 25.5’ {25.2’- 25.5’}: Tertiary Deposits -Alluvial Gravel Very dense; light brown; sandy GRAVEL with cobbles; wet. Laboratory Testing Results BH-8 @ 19.5’ Atterberg Limits PL = 26.9 LL = 42.6 PI = 15.7 Reviewed By: C. Madson 7/14 LOG OF BORING PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 13, 2014 BH-9 1 of 2 Bozeman, MT LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 25.0 ft 6.5 feet DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 4 9 9 17 35 56 39 34.0% 17.9% 28.5% 25.2% 13.9% 13.0% 16.8% DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 Continued on Page 2 of 2 {0.0’- 2.5’}: Topsoil Soft to medium stiff; dark brown; organic silty clay; very moist to wet. {6.0’- 18.0’}: Alluvial Gravel Medium dense to dense; tan; silty sandy GRAVEL with cobbles and seams of sand; very moist to wet. 5 10 15 S9-A @ 0.0’ (SSS) S9-B @ 2.0’ (SSS) S9-C @ 4.0’ (SSS) S9-D @ 7.0’ (SSS) S9-E @ 9.0’ (SSS) S9-F @ 11.0’ (SSS) S9-G @ 14.0’ (SSS) Laboratory Testing Results Standard Proctor Results of Pitrun Max. Dry Unit Weight = 136 pcf Optimum Moisture = 5% Groundwater at 6.5’on May 13, 2014 {2.5’- 5.0’}: Floodplain Deposits Medium stiff to very stiff; dark brown; silty CLAY with fine sand; very moist. {5.0’- 6.0’}: Alluvial Sand Loose; tan; gravelly silty SAND; very moist to wet. Reviewed By: C. Madson 7/14 LOG OF BORING DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 50 for 5” 50 for 5” 13.6% 17.5% Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 20 25 30 S9-H @ 19.0’ (SSS) S9-I @ 24.0’ (SSS) PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 13, 2014 BH-9 2 of 2 Bozeman, MT LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 25.0 ft 6.5 feet DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI Bottom of Borehole @ 25.0’ {6.0’- 18.0’}: (Cont.)Alluvial Gravel Medium dense to dense; tan; silty sandy GRAVEL with cobbles and seams of sand; very moist to wet. {19.0’- 25.0’}: Alluvial Gravel Medium dense to very dense; tan; sandy GRAVEL with cobbles and seams of sand; wet. {18.0’- 19.0’}: Alluvial Sand Loose; tan to brown; silty SAND; wet. Reviewed By: C. Madson 7/14 LOG OF BORING PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 13, 2014 BH-10 1 of 2 Bozeman, MT LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 33.0 ft 6.5 feet DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 4 53 50 76 82 81 for 5” 64 28.1% 5.8% 20.5% 12.5% 12.6% 14.7% 15.1% DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 Continued on Page 2 of 2 {0.0’- 1.5’}: Topsoil Very soft; dark brown; silty CLAY; very moist. {1.5’- 16.0’}: Alluvial Gravel Medium dense to very dense; tan; silty sandy GRAVEL with cobbles; moist to wet. 5 10 15 S10-A @ 0.0’ (SSS) S10-B @ 2.0’ (SSS) S10-C @ 4.0’ (SSS) S10-D @ 6.0’ (SSS) S10-E @ 8.0’ (SSS) S10-F @ 10.0’ (SSS) S10-G @ 14.0’ (SSS) Laboratory Testing Results Standard Proctor Results of Pitrun Max. Dry Unit Weight = 136 pcf Optimum Moisture = 5% Groundwater at 6.5’on May 13, 2014 Reviewed By: C. Madson 7/14 LOG OF BORING DESCRIPTION OF MATERIALS DEPTH (FT)SAMPLESN (UNCORR)BLOWS/1.0 FOOTMOISTURECONTENTGEOLOGYOTHER FIELD OR SAMPLE INFORMATION 59 for 4” 28 18.2% 27.6% Civil Engineering Geotechnical Engineering Land Surveying 32 Discovery Drive Bozeman, MT 59718 Phone: (406) 582-0221 Fax: (406) 582-5770 20 25 30 S10-H @ 19.5’ (SSS) S10-I @ 24.0’ (SSS) LOCATION: ELEVATION: TOTAL DEPTH: DEPTH TO GW:See Map NA 33.0 ft 6.5 feet DRILLTYPE: CASING/HAMMER/SAMPLER:Mobile B-61 2” O.D. Split Spoon Sampler & 140 lb Hammer DRILLER: FIELD ENGINEER:Steve M. - O’Keefe Drilling JRD/RCO,AESI Bottom of Borehole @ 33.0’ {1.5’- 16.0’}: (Cont.)Alluvial Gravel Medium dense to very dense; tan; silty sandy GRAVEL with cobbles; moist to wet. {16.0’- 24.0’}: Alluvial Sand Dense to very dense; brown; silty SAND with gravel and a 4 inch clay seam at 19.5 feet; wet. PROJECT: . JOB #: DATE: BORING: PAGE:The Cannery District Geotech 14-084 May 13, 2014 BH-10 2 of 2 Bozeman, MT {24.0’- 33.0’}: Tertiary Deposits Very stiff to hard; brown; clayey silt with fine sand; very moist to wet. Reviewed By: C. Madson 7/14 APPENDIX B LLaabb TTeessttiinngg RReessuullttss MMooiissttuurree CCoonntteennttss AAtttteerrbbeerrgg LLiimmiittss DDeetteerrmmiinnaattiioonn SSttaannddaarrdd PPrrooccttoorr CCoommppaaccttiioonn TTeesstt MOISTURE CONTENT DETERMINATION (ASTM D-2216)Project: The Cannery District Project Number: 14-084Date Sampled: May 13, 2014 and May 14, 2014 Date Tested: May 15, 2014 to May 22, 2014Tested By: JRPLab Number:S1-A S1-B S1-C S1-D S1-E S1-F S1-G S1-H S1-ITest Pit DesignationBH-1 BH-1 BH-1 BH-1 BH-1 BH-1 BH-1 BH-1 BH-1Depth (feet)0-1.5 2-3.5 4-5.5 6-7.5 9-10.5 12-13.5 14-15.5 19-20.5 24-25.5Container Number:MM UU PP SS E QQ K L IWeight of Container:31.17 31.14 30.91 31.46 31.78 31.23 31.80 31.80 31.88Container + Wet Soil:96.60 103.98 98.98 97.87 96.40 100.53 102.87 96.52 99.26Container + Dry Soil:86.58 90.68 82.42 86.11 91.19 92.09 94.89 86.88 83.49Weight of Water:10.02 13.30 16.56 11.76 5.21 8.44 7.98 9.64 15.77Weight of Dry Soil:55.41 59.54 51.51 54.65 59.41 60.86 63.09 55.08 51.61Water Content:18.1% 22.3% 32.1% 21.5% 8.8% 13.9% 12.6% 17.5% 30.6%Lab Number: S2-A S2-B S2-C S3-A S3-B S3-C S3-D S3-E S3-FTest Pit Designation BH-2 BH-2 BH-2 BH-3 BH-3 BH-3 BH-3 BH-3 BH-3Depth (feet) 0-1.5 2-3.5 4-5.5 0-1.5 2-3.5 4-5.5 7-8.5 9-10.5 12-13.5Container Number: D F C TT NN J JJ OO KKWeight of Container: 31.82 32.35 32.16 31.10 31.01 31.81 30.96 31.39 31.72Container + Wet Soil: 96.13 97.81 97.40 96.24 98.99 102.05 103.68 101.17 101.47Container + Dry Soil: 79.95 83.16 89.03 84.68 86.56 92.16 96.10 92.30 93.78Weight of Water: 16.18 14.65 8.37 11.56 12.43 9.89 7.58 8.87 7.69Weight of Dry Soil: 48.13 50.81 56.87 53.58 55.55 60.35 65.14 60.91 62.06Water Content: 33.6% 28.8% 14.7% 21.6% 22.4% 16.4% 11.6% 14.6% 12.4% Reviewed By: C. Madson 07/1432 Discovery DriveBozeman, MT 59718Phone (406) 582-0221Fax (406) 582-5770 MOISTURE CONTENT DETERMINATION (ASTM D-2216)Project: The Cannery District Project Number: 14-084Date Sampled: May 13, 2014 and May 14, 2014 Date Tested: May 15, 2014 to May 22, 2014Tested By: JRPLab Number: S3-G S3-H S3-I S4-A S4-B S4-C S4-D S4-E S4-FTest Pit Designation BH-3 BH-3 BH-3 BH-4 BH-4 BH-4 BH-4 BH-4 BH-4Depth (feet) 14-15.5 19-20.5 24-25.5 0-1.5 2-3.5 4-5.5 6-7.5 9-10.5 12-13.5Container Number: A DD U AA CC P R S4-E ZWeight of Container: 31.82 48.74 51.35 49.00 49.87 49.50 50.70 50.63 49.61Container + Wet Soil: 100.73 120.02 125.83 121.77 119.92 117.54 120.49 117.44 121.30Container + Dry Soil: 93.76 103.19 110.51 105.34 106.60 110.64 112.62 108.84 112.52Weight of Water: 6.97 16.83 15.32 16.43 13.32 6.90 7.87 8.60 8.78Weight of Dry Soil: 61.94 54.45 59.16 56.34 56.73 61.14 61.92 58.21 62.91Water Content: 11.3% 30.9% 25.9% 29.2% 23.5% 11.3% 12.7% 14.8% 14.0%Lab Number: S4-G S4-H S4-I S5-A S5-B S5-C S5-D S5-E S5-FTest Pit Designation BH-4 BH-4 BH-4 BH-5 BH-5 BH-5 BH-5 BH-5 BH-5Depth (feet) 14-15.5 19-20.5 24-25.5 0-1.5 2-3.5 4-5.5 6-7.5 9-10.5 12-13.5Container Number: GG HH EE O V M N Y TWeight of Container: 48.68 48.66 48.96 49.12 51.21 50.77 51.02 50.87 52.23Container + Wet Soil: 117.79 120.14 121.03 119.31 119.35 116.47 118.28 122.39 121.42Container + Dry Soil: 107.70 106.02 106.21 106.35 105.62 101.65 109.13 114.21 113.14Weight of Water: 10.09 14.12 14.82 12.96 13.73 14.82 9.15 8.18 8.28Weight of Dry Soil: 59.02 57.36 57.25 57.23 54.41 50.88 58.11 63.34 60.91Water Content: 17.1% 24.6% 25.9% 22.6% 25.2% 29.1% 15.7% 12.9% 13.6% Reviewed By: C. Madson 07/1432 Discovery DriveBozeman, MT 59718Phone (406) 582-0221Fax (406) 582-5770Page 2 MOISTURE CONTENT DETERMINATION (ASTM D-2216)Project: The Cannery District Project Number: 14-084Date Sampled: May 13, 2014 and May 14, 2014 Date Tested: May 15, 2014 to May 22, 2014Tested By: JRPLab Number: S5-G S5-H S5-I S6-A S6-B S6-C S7-A S7-BTest Pit Designation BH-5 BH-5 BH-5 BH-6 BH-6 BH-6 BH-7 BH-7Depth (feet) 14-15.5 19-20.5 24.25.5 0-1.5 2-3.5 4-5.5 0-1.5 2-3.5Container Number: W NN I L UU OO JJ FWeight of Container: 50.64 30.84 31.82 31.69 30.98 31.08 30.90 31.70Container + Wet Soil: 117.03 101.53 98.83 96.91 103.39 98.27 97.43 94.61Container + Dry Soil: 107.58 92.16 86.23 83.26 89.62 86.73 84.69 90.29Weight of Water: 9.45 9.37 12.60 13.65 13.77 11.54 12.74 4.32Weight of Dry Soil: 56.94 61.32 54.41 51.57 58.64 55.65 53.79 58.59Water Content: 16.6% 15.3% 23.2% 26.5% 23.5% 20.7% 23.7% 7.4%Lab Number: S7-C S8-A S8-B S8-C S8-D S8-E S8-F S8-G S8-HTest Pit Designation BH-7 BH-8 BH-8 BH-8 BH-8 BH-8 BH-8 BH-8 BH-8Depth (feet) 4-5.5 0-1.5 2-3.5 4-5.5 6-7.5 8-9.5 12-13.5 14-15.5 19-20.5Container Number: KK D QQ C K MM SS TT JWeight of Container: 31.19 31.75 31.19 31.75 31.71 31.05 31.00 30.93 31.65Container + Wet Soil: 103.71 103.76 108.95 93.40 99.99 106.78 102.02 103.40 97.46Container + Dry Soil: 97.16 89.76 94.45 81.87 95.75 99.51 95.51 93.62 85.22Weight of Water: 6.55 14.00 14.50 11.53 4.24 7.27 6.51 9.78 12.24Weight of Dry Soil: 65.97 58.01 63.26 50.12 64.04 68.46 64.51 62.69 53.57Water Content: 9.9% 24.1% 22.9% 23.0% 6.6% 10.6% 10.1% 15.6% 22.8% Reviewed By: C. Madson 07/1432 Discovery DriveBozeman, MT 59718Phone (406) 582-0221Fax (406) 582-5770Page 3 MOISTURE CONTENT DETERMINATION (ASTM D-2216)Project: The Cannery District Project Number: 14-084Date Sampled: May 13, 2014 and May 14, 2014 Date Tested: May 15, 2014 to May 22, 2014Tested By: JRPLab Number: S8-I S9-A S9-B S9-C S9-D S9-E S9-F S9-G S9-HTest Pit Designation BH-8 BH-9 BH-9 BH-9 BH-9 BH-9 BH-9 BH-9 BH-9Depth (feet) 24-25.5 0-1.5 2-4.0 4.0-5.5 7-8.5 9-10.5 11.12.5 14.15.5 19-20Container Number: DD E A DD O T R CC EEWeight of Container: 30.85 31.66 31.97 48.59 48.96 52.02 50.63 49.80 48.96Container + Wet Soil: 104.15 101.96 94.38 111.59 120.50 125.87 115.00 116.49 114.19Container + Dry Soil: 94.13 84.13 80.55 102.03 106.12 116.87 107.60 106.90 106.40Weight of Water: 10.02 17.83 13.83 9.56 14.38 9.00 7.40 9.59 7.79Weight of Dry Soil: 63.28 52.47 48.58 53.44 57.16 64.85 56.97 57.10 57.44Water Content: 15.8% 34.0% 28.5% 17.9% 25.2% 13.9% 13.0% 16.8% 13.6%Lab Number: S9-I S10-A S10-B S10-C S10-D S10-E S10-F S10-G S10-HTest Pit Designation BH-9 BH-10 BH-10 BH-10 BH-10 BH-10 BH-10 BH-10 BH-10Depth (feet) 24-25 0-1.5 2-3.5 4-5.5 6-7.5 8-9.5 10-11.5 14-15.5 19.5-21Container Number: AA Z BH-10 Y N M W H GWeight of Container: 48.98 49.54 31.65 50.97 50.83 50.68 50.53 31.73 31.87Container + Wet Soil: 117.97 127.37 98.48 123.60 121.94 122.11 119.07 98.60 100.32Container + Dry Soil: 107.71 110.30 87.11 119.60 114.05 114.11 110.28 89.81 89.78Weight of Water: 10.26 17.07 11.37 4.00 7.89 8.00 8.79 8.79 10.54Weight of Dry Soil: 58.73 60.76 55.46 68.63 63.22 63.43 59.75 58.08 57.91Water Content: 17.5% 28.1% 20.5% 5.8% 12.5% 12.6% 14.7% 15.1% 18.2% Reviewed By: C. Madson 07/1432 Discovery DriveBozeman, MT 59718Phone (406) 582-0221Fax (406) 582-5770Page 4 MOISTURE CONTENT DETERMINATION (ASTM D-2216)Project: The Cannery District Project Number: 14-084Date Sampled: May 13, 2014 and May 14, 2014 Date Tested: May 15, 2014 to May 22, 2014Tested By: JRPLab Number: S10-ITest Pit Designation BH-10Depth (feet) 24-25.5Container Number: RRWeight of Container: 31.35Container + Wet Soil: 96.00Container + Dry Soil: 82.00Weight of Water: 14.00Weight of Dry Soil: 50.65Water Content: 27.6%Lab Number:Test Pit DesignationDepth (feet)Container Number:Weight of Container:Container + Wet Soil:Container + Dry Soil:Weight of Water:Weight of Dry Soil:Water Content: Reviewed By: C. Madson 07/1432 Discovery DriveBozeman, MT 59718Phone (406) 582-0221Fax (406) 582-5770Page 5 ATTERBERG LIMITS DETERMINATION (ASTM D-4318)Project: The Cannery DistrictProject Number: 14-084Sample Identification: BH-8 19-20.5'Soil Classification: Clayey Silt (ML)Date Sampled: May 13, 2014Date Tested: May 23, 2014Tested By: JRPTest ResultsPlastic Limit: 26.9Liquid Limit: 42.6Plasticity Index: 15.7Reviewed By: C. Madson 7/1401020304050600 102030405060708090100Plasticity IndexLiquid LimitPLASTICITY CHARTA-Line74CL- MLMLCLML or OLMH or OHCH32 Discovery DriveBozeman, MT 59718Phone (406) 582-0221Fax (406) 582-5770 ATTERBERG LIMITS DETERMINATION (ASTM D-4318)Project: The Cannery DistrictProject Number: 14-084Sample Identification: BH-1 24-25.5'Soil Classification: Sandy Lean Clay (CL)Date Sampled: May 13, 2014Date Tested: May 27, 2014Tested By: JRPTest ResultsPlastic Limit: 21.4Liquid Limit: 44.2Plasticity Index: 22.8Reviewed By: C. Madson 7/1401020304050600 102030405060708090100Plasticity IndexLiquid LimitPLASTICITY CHARTA-Line74CL- MLMLCLML or OLMH or OHCH32 Discovery DriveBozeman, MT 59718Phone (406) 582-0221Fax (406) 582-5770 ATTERBERG LIMITS DETERMINATION (ASTM D-4318)Project: The Cannery DistrictProject Number: 14-084Sample Identification: BH-3 19-20.5'Soil Classification: Sandy Lean Clay (CL)Date Sampled: May 14, 2014Date Tested: May 27, 2014Tested By: JRPTest ResultsPlastic Limit: 22.1Liquid Limit: 37.7Plasticity Index: 15.6Reviewed By: C. Madson 7/1401020304050600 102030405060708090100Plasticity IndexLiquid LimitPLASTICITY CHARTA-Line74CL- MLMLCLML or OLMH or OHCH32 Discovery DriveBozeman, MT 59718Phone (406) 582-0221Fax (406) 582-5770 Standard Proctor Test Results (ASTM D-698) Project: The Cannery District Project Number: 14-084 Sample Identification: Grab Samples at 7-10 feet Soil Classification: Sandy Gravel Date Sampled: May 13, 2014 and May 14, 2014 Date Tested: May 20, 2014 Tested By: John Perrodin Summary of Lab Test Data Natural Moisture Content: 3.06 % Optimum Moisture Content: 5.00 % Maximum Dry Unit Weight: 136.00 PCF Reviewed By: C. Madson 07/14 115 120 125 130 135 140 145 150 155 160 165 3% 4% 5% 6% 7%Dry Unit Weight (pcf)Moisture Content (%) Compaction Curve Compaction Curve Z.A.V. for S.G.=2.50 Z.A.V. for S.G.=2.65 Z.A.V. for S.G.=2.80 32 Discovery Drive Bozeman, MT 59718 Phone (406) 582-0221 Fax (406) 582-5770 APPENDIX C AAsspphhaalltt PPaavveemmeenntt SSeeccttiioonn DDeessiiggnn DDeessiiggnn SSpprreeaaddsshheeeett DDeessiiggnn IInnppuutt PPaarraammeetteerrss PAVEMENT SECTION DESIGN Project: Cannery District Project Number: 14‐084 Date: July 28, 2014 Prepared By: Craig Madson Important Notes: 1) See following pages for an Explanation of the Design Input Parameters. 2) Sub‐base course shall be comprised of import sandy pitrun gravel. DESIGN INPUT PARAMETERS ESALs (total) 100,000 Subgrade CBR, (%) 2.50 Subgrade Resilient Modulus, MR (psi) 3,750 Reliability, R (%) 90 Standard Normal Deviate, ZR ‐1.282 Overall Standard Deviation, So 0.45 Initial Serviceability, po 4.2 Terminal Serviceability, pt 2.0 Design Serviceability Loss, (PSI) 2.2 5 = left side Required Structural Number, RSN 2.99 4.9977 = right side (Manipulate RSN such that the left and right side of equation match.) Asphalt Concrete Layer Coefficient, a1 0.41 Base Course Layer Structural Coefficient, a2 0.14 Base Course Layer Drainage Coefficient, m2 0.95 Sub‐Base Course Layer Structural Coefficient, a3 0.09 Sub‐Base Course Layer Drainage Coefficient, m3 0.95 DESIGN PAVEMENT SECTION Asphalt Concrete Thickness, D1 (in)3.0 Granular Base Course Thickness, D2 (in)6.0 Granular Sub‐Base Course Thickness, D3 (in)12.0 Calculated Structural Number, CSN 3.05 (Manipulate layer thicknesses such that CSN matches or exceeds RSN.) DESIGN EQUATION Pavement Section Design: Page 1 of 1 Explanation of Design Input Parameters: Page 1 of 3 PAVEMENT SECTION DESIGN (EXPLANATION OF DESIGN INPUT PARAMETERS) Design Life (yr): 20 ESALs (total): 100,000 Subgrade CBR, (%): 2.50 Subgrade Resilient Modulus, MR (psi): 3,750 Reliability, R (%): 90 Standard Normal Deviate, ZR: ‐1.282 Overall Standard Deviation, So: 0.45 Initial Serviceability, po: 4.2 Terminal Serviceability, pt: 2.0 Design Serviceability Loss, (PSI) 2.2 Asphalt Concrete Layer Coefficient, a1: 0.41 Base Course Layer Structural Coefficient, a2: 0.14 Base Course Layer Drainage Coefficient, m2: 0.95 Sub‐Base Course Layer Structural Coefficient, a3: 0.09 Sub‐Base Course Layer Drainage Coefficient, m3: 0.95 Design Life: A design life of 20 years is typical for new asphalt projects in Bozeman. ESALs (total): According to Table 18.12 in Reference 1, the estimated design Equivalent 18,000‐lb Single Axle Load (ESAL) value for roadways subjected to light vehicle and medium truck traffic ranges from 10,000 to 1,000,000. Since we do not anticipate much for truck traffic in the new parking lot, we believe a value of 100,000 is a reasonable assumption for the anticipated ESAL loading for this project. Light passenger cars, vans, and pick‐up trucks will be the primary users of the new lot. These are classified as Class 1, 2, and 3 vehicles and have an equivalent ESAL value ranging from 0.001 to 0.007 per trip. Using 0.005 ESALS per trip as a conservative average, this calculates to about 4,000 vehicle trips per day for the next 20 years to get close to the ESAL loading design value. Subgrade CBR: Based on our ten, on‐site boreholes, the near surface soil conditions generally consist of sandy lean clay over gravel. Given the depth to and the thickness of the sandy lean clay soils, we expect that most, if not all, pavement section subgrade will consist of these near surface, fine‐grained soils. As a result of our findings and assumptions, we have designed the new asphalt pavement improvements based on “fine‐grained, subgrade support conditions”. Over the years, we have conducted CBR tests on several samples of the Bozeman‐area silt/clays. Typically, CBR results for these Explanation of Design Input Parameters: Page 2 of 3 soils range from 2.0 to 3.0%. For this reason, we picked a CBR value of 2.5% for design purposes. Subgrade Resilient Modulus: For fine‐grained soils with a CBR of 10.0 or less, an accepted correlation between CBR and resilient modulus is MR = 1500 x CBR. Based on this equation, the design resilient modulus value shall be 3,750 psi. Reliability: According to Table 2.2 in Reference 2, the recommended reliability level for local streets (low volume) in urban settings ranges from 50 to 80 percent; while collector streets (high volume) should be designed with a level of reliability between 80 and 95 percent. Although this is only a light‐traffic parking lot, we recommend erring on the conservative side and not taking as much risk as the acceptable design values might allow. For this reason, we chose to elevate the design reliability level to 90 percent, which is more along the lines of what would be used for a city street pavement design as opposed to a design for a parking lot Standard Normal Deviate: According to Table 4.1 in Reference 2, a 90 percent reliability value corresponds to a standard normal deviate of –1.282. Overall Standard Deviation: According to Sections 2.1.3 and 4.3 in Reference 2, a design value of 0.45 is recommended for flexible pavements. Initial Serviceability: According to Section 2.2.1 in Reference 2, a design value of 4.2 is recommended for flexible pavements. Terminal Serviceability: According to Section 2.2.1 in Reference 2, a design value of 2.0 is suggested for roads that will be subjected to small traffic volumes; while a value of 2.5 or higher should be used when designing major highways. We selected a terminal serviceability of 2.0. Design Serviceability Loss: This is the difference between the initial and terminal serviceability. Therefore, the design value shall be 2.2. Asphalt Concrete Layer Coefficient: According to the table with the revised surfacing structural coefficients in Reference 4, a design value of 0.41 is recommended for all asphalt plant mix grades. This value replaces the 0.33 asphalt coefficient that was provided in Table 3‐2 of Reference 3. Base Course Layer Structural Coefficient: According to the table with the revised surfacing structural coefficients in Reference 4, a design value of 0.14 is recommended for new 1.5”‐minus, crushed base course gravel. This value replaces the 0.12 crushed gravel coefficient that was provided in Table 3‐2 of Reference 3. Base Course Layer Drainage Coefficient: According to Table 2.4 in Reference 2, a Explanation of Design Input Parameters: Page 3 of 3 coefficient of 0.80 to 1.00 should be used when fair to good drainage is anticipated within the pavement structure. We assume good drainage for this project with a corresponding drainage coefficient of 0.95 for design. Sub‐Base Course Layer Structural Coefficient: For Pavement Section Design, we are assuming that imported, uncrushed sandy (pitrun) gravel will be placed for the sub‐base section of the parking lot. This is the standard product used in the Bozeman area for sub‐base. According to pavement design charts for gravelly soils, we estimated that pitrun will have a CBR of between 15.0 and 20.0%, which correlates to a structural coefficient of 0.09. Sub‐Base Course Layer Drainage Coefficient: The drainage coefficients for sub‐base and base course layers are typically the same; therefore, we selected a value of 0.95 for the design. See the base course layer drainage coefficient section for an explanation. Reference List 1) Traffic and Highway Engineering; Nicholas J. Garber and Lester A. Hoel; 1988. 2) Design of Pavement Structures; AASHTO; 1993. 3) Pavement Design Manual; Montana Department of Transportation; 1991. 4) Pavement Design Memo; Montana Department of Transportation; May 11, 2006. 5) Geotechnical Manual; Montana Department of Transportation; July 2008. APPENDIX D LLiimmiittaattiioonnss OOff YYoouurr GGeeootteecchhnniiccaall RReeppoorrtt