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Minnesota Department of Transportation Geotechnical Section Cone Penetration Test Index Sheet 1.0 (CPT 1.0)

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Minnesota Department of Transportation Geotechnical Section Cone Penetration Test Index Sheet 1.0 (CPT 1.0) Minnesota Department of Transportation Geotechnical Section Cone Penetration Test Index Sheet 1.0 (CPT 1.0) USER NOTES, ABBREVIATIONS AND DEFINITIONS This Index sheet accompanies Cone Penetration Test Ratio of sleeve friction over corrected tip Data. Please refer to the Boring Log Descriptive resistance. Terminology Sheet for information relevant to FR = fs/qt conventional boring logs. This Cone Penetration Test (CPT) Sounding follows ASTM Vs Shear Wave Velocity D 5778 and was made by ordinary and conventional A measure of the speed at which a siesmic methods and with care deemed adequate for the wave travels through soil/rock. Department's design purposes. Since this sounding was not taken to gather information relating to the PORE WATER MEASUREMENTS construction of the project, the data noted in the field Pore water measurements reported on CPT Log and recorded may not necessarily be the same as that are representative of water pressures measured which a contractor would desire. While the at the U2 location, just behind the cone tip, prior Department believes that the information as to the to the sleeve, as shown in the figure below. These conditions and materials reported is accurate, it does measurements are considered to be dynamic not warrant that the information is necessarily water pressures due to the local disturbance complete. This information has been edited or caused by the cone tip. Dynamic water pressure abridged and may not reveal all the information which decay and Static water pressure measurements might be useful or of interest to the contractor. are reported on a Pore Water Pressure Dissipation Consequently, the Department will make available at Graph. its offices, the field logs relating to this sounding. Since subsurface conditions outside each CPT Sounding are unknown, and soil, rock and water conditions cannot be relied upon to be consistent or uniform, no warrant is made that conditions adjacent to this sounding will necessarily be the same as or similar to those shown on this log. Furthermore, the Robertson CPTU 1990 Department will not be responsible for any Soil Behavior type based on pore pressure interpretations, assumptions, projections or interpolations made by contractors, or other users of U2 this log. Water pressure measurements and subsequent interpreted water levels shown on this log should be used with discretion since they represent dynamic SBT SOIL BEHAVIOR TYPE conditions. Dynamic Pore water pressure Soil Classification methods for the Cone measurements may deviate substantially from Penetration Test are based on correlation charts hydrostatic conditions, especially in cohesive soils. In developed from observations of CPT data and cohesive soils, water pressures often take extended conventional borings. Please note that these periods of time to reach equilibrium and thus reflect classification charts are meant to provide a guide their true field level. Water levels can be expected to to Soil Behavior Type and should not be used to vary both seasonally and yearly. The absence of infer a soil classification based on grain size notations on this log regarding water does not distribution. necessarily mean that this boring was dry or that the contractor will not encounter subsurface water during The numbers corresponding to different the course of construction. regions on the charts represent the following soil behavior types: CPT Terminology 1. Sensitive, Fine Grained CPT .............Cone Penetration Test 2. Organic Soils - Peats CPTU...........Cone Penetration Test with Pore 3. Clays - Clay to Silty Clay Pressure measurements 4. Silt Mixtures - Clayey Silt to Silty Clay where ... SCPTU.........Cone Penetration Test with Pore 5. Sand Mixtures - Silty Sand to Sandy Silt Q .......................... normalized cone resistance Pressure and Seismic measurements 6. Sands - Clean Sand to Silty Sand T Piezocone...Common name for CPTU test 7. Gravelly Sand to Sand Bq .......................... pore pressure ratio 8. Very Stiff Sand to Clayey Sand Fr ........................... Normalized friction ratio (Note: This test is not related to the Dynamic 9. Very Stiff, Fine Grained σvo ........................ overburden pressure Cone Penetrometer DCP) Note that engineering judgment, and σ’vo ....................... effective over burden qT TIP RESISTANCE comparison with conventional borings is pressure The resistance at the cone corrected for water especially important in the proper u2 .......................... measured pore pressure pressure. Data is from cone with 60 degree interpretation of CPT data in certain geo- u0 .......................... equilibrium pore pressure apex angle and a 10 cm2 end area. materials. G:\GEOTECH\PUBLIC\FORMS\CPTINDEX.DOC January 30, 2002 fs SLEEVE FRICTION RESISTANCE The resistance along the sleeve of the The following charts are used to provide a penetrometer. Soil Behavior Type for the CPT Data. FR Friction Ratio Robertson CPT 1990 Soil Behavior type based on friction ratio MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION CONE PENETRATION TEST RESULTS UNIQUE NUMBER 78724 U.S. Customary Units State Project Bridge No. or Job Desc. Trunk Highway/Location Sounding No. Ground Elevation 6212-148 BRIDGE TH 36 s03 939.0 (DTM) Location Ramsey Co. Coordinate: X=561198 Y=179958 (ft.) CPT Machine 205146 CPT Truck (H) SHEET 1 of 2 Latitude (North)=45°00'36.58" Longitude (West)=93°08'48.21" CPT Operator Hasselquist Date Completed No Station-Offset Information Available Hole Type CPT-SEISMIC 8/1/14 Interpreted Soil Depth Behavior Type Sleeve Friction Tip Resistance Friction Ratio Pore Pressure UBC 1990 FR (psi) (psi) (%) (psi) Elevation 0 0 2 4 6 8 10 20 16 12 8 4 0 900 1800 2700 3600 4500 0 2 4 6 8 10 0 40 80 120 160 939.0 5 934.0 10 929.0 15 924.0 20 919.0 25 914.0 30 909.0 35 904.0 40 899.0 45 894.0 50 889.0 55 884.0 Index Sheet Code 3.0 (Continued Next Page) C:\6212-62731\Cone\H01G1402C.DATSoil Class: Rock Class: Edit: Date: 9/22/14 G:\GINT\PROJECTS-ACTIVE\6212-148.GPJ MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION CONE PENETRATION TEST RESULTS UNIQUE NUMBER 78724 U.S. Customary Units State Project Bridge No. or Job Desc. Trunk Highway/Location Sounding No. Ground Elevation 6212-148 BRIDGE TH 36 s03 939.0 (DTM) Mn/DOT GEOTECHNICAL SECTION - CONE PENETRATION TEST RESULTS SHEET 2 of 2 Interpreted Soil Depth Behavior Type Sleeve Friction Tip Resistance Friction Ratio Pore Pressure UBC 1990 FR (psi) (psi) (%) (psi) Elevation 55 0 2 4 6 8 10 20 16 12 8 4 0 900 1800 2700 3600 4500 0 2 4 6 8 10 0 40 80 120 160 884.0 60 879.0 65 874.0 70 869.0 75 864.0 80 859.0 85 854.0 90 849.0 95 844.0 100 End of Data 839.0 Bottom of Hole 100.49 ,Refusal from accumulated side friction C:\6212-62731\Cone\H01G1402C.DATSoil Class: Rock Class: Edit: Date: 9/22/14 G:\GINT\PROJECTS-ACTIVE\6212-148.GPJ MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION CONE PENETRATION TEST RESULTS UNIQUE NUMBER 78725 U.S. Customary Units State Project Bridge No. or Job Desc. Trunk Highway/Location Sounding No. Ground Elevation 6212-148 BRIDGE TH 36 s04b 940.0 (DTM) Location Ramsey Co. Coordinate: X=561317 Y=179947 (ft.) CPT Machine 205146 CPT Truck (H) SHEET 1 of 2 Latitude (North)=45°00'36.47" Longitude (West)=93°08'46.56" CPT Operator Hasselquist Date Completed No Station-Offset Information Available Hole Type CPT-SEISMIC 8/5/14 Interpreted Soil Depth Behavior Type Sleeve Friction Tip Resistance Friction Ratio Pore Pressure UBC 1990 FR (psi) (psi) (%) (psi) Elevation 0 0 2 4 6 8 10 20 16 12 8 4 0 900 1800 2700 3600 4500 0 2 4 6 8 10 0 40 80 120 160 940.0 5 935.0 10 930.0 15 925.0 20 920.0 25 915.0 30 910.0 35 905.0 40 900.0 45 895.0 50 890.0 55 885.0 Index Sheet Code 3.0 (Continued Next Page) C:\6212-62731\Cone\H05G1403C.DATSoil Class: Rock Class: Edit: Date: 9/22/14 G:\GINT\PROJECTS-ACTIVE\6212-148.GPJ MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION CONE PENETRATION TEST RESULTS UNIQUE NUMBER 78725 U.S. Customary Units State Project Bridge No. or Job Desc. Trunk Highway/Location Sounding No. Ground Elevation 6212-148 BRIDGE TH 36 s04b 940.0 (DTM) Mn/DOT GEOTECHNICAL SECTION - CONE PENETRATION TEST RESULTS SHEET 2 of 2 Interpreted Soil Depth Behavior Type Sleeve Friction Tip Resistance Friction Ratio Pore Pressure UBC 1990 FR (psi) (psi) (%) (psi) Elevation 55 0 2 4 6 8 10 20 16 12 8 4 0 900 1800 2700 3600 4500 0 2 4 6 8 10 0 40 80 120 160 885.0 60 880.0 65 875.0 70 870.0 75 865.0 80 860.0 85 855.0 90 850.0 95 845.0 100 840.0 End of Data Bottom of Hole 103.24 ,Refusal from accumulated side friction C:\6212-62731\Cone\H05G1403C.DATSoil Class: Rock Class: Edit: Date: 9/22/14 G:\GINT\PROJECTS-ACTIVE\6212-148.GPJ MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION CONE PENETRATION TEST RESULTS UNIQUE NUMBER 78722 U.S. Customary Units State Project Bridge No. or Job Desc. Trunk Highway/Location Sounding No. Ground Elevation 6212-148 BRIDGE TH 36 s01 937.7 (DTM) Location Ramsey Co. Coordinate: X=561315 Y=180143 (ft.) CPT Machine 205146 CPT Truck (H) SHEET 1 of 2 Latitude (North)=45°00'38.4" Longitude (West)=93°08'46.58" CPT Operator Hasselquist Date Completed No Station-Offset Information Available Hole Type CPT-SEISMIC 7/31/14 Interpreted Soil Depth Behavior Type Sleeve Friction Tip Resistance Friction Ratio Pore Pressure UBC 1990 FR (psi) (psi) (%) (psi) Elevation 0 0 2 4 6 8 10 20 16 12 8 4 0 900 1800 2700 3600 4500 0 2 4 6 8 10 0 40 80 120 160 937.7 5 932.7 10 927.7 15 922.7 20 917.7 25 912.7 30 907.7 35 902.7 40 897.7 45 892.7 50 887.7 55 882.7 Index Sheet Code 3.0 (Continued Next Page) C:\6212-62731\Cone\H31L1402C.DATSoil Class: Rock Class: Edit: Date: 9/22/14 G:\GINT\PROJECTS-ACTIVE\6212-148.GPJ MINNESOTA DEPARTMENT OF TRANSPORTATION - GEOTECHNICAL SECTION CONE PENETRATION TEST RESULTS UNIQUE NUMBER 78722 U.S.
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