TRIAXIAL TEST, CORPS OF ENGINEERS FORMAT

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1 TRIAXIAL TEST, CORPS OF ENGINEERS FORMAT

2 .5 C, φ, deg Tan(φ) Total Effective Shear, Total Normal, Effective Normal, Deviator, Axial Strain, % Type of Test: CU with Pore Pressures Sample Type: Description: Brown/gray silty clay, moist, stiff 3 2 Specimen Numbers Initial At Test Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in. Height, in. Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in. Height, in. Strain rate, in./min. Eff. Cell Pressure, psi Fail., Excess Pore Pr., Strain, % Ult., Excess Pore Pr., Strain, % σ Failure, σ 3 Failure, Client: Enterprising Ideas, Inc. Project: Lakeside Amusement Park Assumed Specific Gravity= 2.65 Remarks: undisturbed sample removed from Shelby tube using piston extruder middle 8 inches used out of 24" recovery Location: CUPP trial imported cupp test Sample Number: 2 Depth: 234 Proj. No.: Date Sampled: Figure 2

3 TRIAXIAL TEST, ALTERNATE FORMAT

4 TRIAXIAL SHEAR TEST REPORT.5 Shear, Total Normal, Effective Normal, Type of Test: CU with Pore Pressures Sample Type: No. Principal es Fluid Press. psi Fail., Ult., at Failure Excess Pore Excess Pore Cell Back Deviator Pressure Deviator Pressure σ σ Consolidated Sample Parameters No. % Water Content Dry Dens. pcf Saturation Void Ratio Diameter in. Height in. Strain Rate in/min % % % Strength intercept, c= Friction angle, φ = Tangent, φ = Total.7 2 deg.2 Client: Enterprising Ideas, Inc. Mohr-Coulomb Strength Parameters Project: Lakeside Amusement Park Location: CUPP trial imported cupp test Sample Number: 2 Depth: 234 Effective.98 8 deg.33 Material Description Brown/gray silty clay, moist, stiff Date Sampled: File: MikesShearTest Remarks: undisturbed sample removed from Shelby tube using piston extruder middle 8 inches used out of 24" recovery Proj. No.: Figure 2

5 TRIAXIAL TEST, 2nd PAGE OF REPORT

6 Excess Pore Pressure Deviator Excess Pore Pressure Deviator % 3% 6% % 3% 6% Excess Pore Pressure Deviator Peak Strength Total a=.4 α= 2 deg tan α=.2 Effective.86 7 deg.3 q,.5.25 Excess Pore Pressure Deviator % 3% 6% % 3% 6% p, Paths: Total Effective Client: Enterprising Ideas, Inc. Project: Lakeside Amusement Park Location: CUPP trial imported cupp test Depth: 234 Sample Number: 2 Project No.: Figure Poudre Valley Geotechnical Engineers

7 DIRECT SHEAR TEST REPORT

3 C, φ, deg Tan(φ) Failure.2852 4.25 Ultimate.2284 3.24 2 Ultimate, Failure, 2 3 4 5 6 Normal,.5 Specimen Numbers 2 3 Shear,.25 3.75 2.5.25..2.3.4 Horiz. Displacement, in.

8 3 C, φ, deg Tan(φ) Failure Ultimate Ultimate, Failure, Normal,.5 Specimen Numbers 2 3 Shear, Horiz. Displacement, in. Initial At Test Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in. Height, in. Water Content, % Dry Density, pcf Saturation, % Void Ratio Diameter, in. Height, in. Normal, Failure, Displacement, in. Ultimate, Displacement, in. Strain rate, in./min Sample Type: Undisturbed Description: Brown, moist silty clayey SAND LL= 7.9 PL=.3 PI= 6.6 Assumed Specific Gravity= 2.65 Remarks: trial data entry for the SHW direct shear test type Client: Enterprising Ideas, Inc. Project: Lakeside Amusement Park Location: DS Direct Shear NO VERT Sample Number: 4 Depth: 6' - 7' Proj. No.: Date Sampled: May 9, 995 Figure Fig Tested By: SKV Checked By: HLV

9 UNCONFINED COMPRESSION TEST REPORT

10 UNCONFINED COMPRESSION TEST 2 Compressive, Axial Strain, % Specimen Numbers Unconfined strength, Undrained shear strength, Failure strain, % Strain rate, in./min. Water content, % Wet density, pcf Dry density, pcf Saturation, % Void ratio Specimen diameter, in. Specimen height, in. Height/diameter ratio Description: Brown-gray silty clay for the 2nd time LL = 27.2 PL =. PI = 6. Assumed GS= 2.65 Type: Undisturbed Project No.: Date Sampled: 6/3/84 Remarks: Sample locations: -Boring 4.5' - 6.' 2 - Boring 6.' - 7.' Client: Enterprising Ideas, Inc Project: Lakeside Amusement Park Location: UCC Unconfined - file DEMO Sample Number: 3 Depth: 5 Figure MWV Tested By: MIKE Checked By: FRED

11 SAMPLE TEST SUMMARY REPORT

12 TRIAXIAL COMPRESSION TEST 7/4/2 CU with Pore Pressures :2 AM Date: Client: Enterprising Ideas, Inc. Project: Lakeside Amusement Park Project No.: Location: CUPP trial imported cupp test Depth: 234 Sample Number: 2 Description: Brown/gray silty clay, moist, stiff Remarks: undisturbed sample removed from Shelby tube using piston extruder middle 8 inches used out of 24" recovery Type of Sample: Assumed Specific Gravity=2.65 LL= PL= PI= Test Method: COE uniform strain Parameters for Specimen No. Specimen Parameter Initial Saturated Consolidated Final Moisture content: Moist soil+tare, gms... Moisture content: Dry soil+tare, gms... Moisture content: Tare, gms... Moisture, % Moist specimen weight, gms. 4. Diameter, in Area, in.² Height, in Net decrease in height, in... Wet density, pcf Dry density, pcf Void ratio Saturation, % Test Readings for Specimen No. Consolidation cell pressure = 65.8 psi ( ) Consolidation back pressure = 6. psi (4.32 ) Consolidation effective confining stress =.3685 Strain rate, in./min. =. Fail. =.4279 at reading no. 2 Poudre Valley Geotechnical Engineers

13 No. Def. Dial in. Load Dial Load lbs. Strain % Test Readings for Specimen No. Deviator Minor Eff. Major Eff. :3 Ratio Pore Press. psi P Q Poudre Valley Geotechnical Engineers

14 Parameters for Specimen No. 2 Specimen Parameter Initial Saturated Consolidated Final Moisture content: Moist soil+tare, gms... Moisture content: Dry soil+tare, gms... Moisture content: Tare, gms... Moisture, % Moist specimen weight, gms. 4. Diameter, in Area, in.² Height, in Net decrease in height, in... Wet density, pcf Dry density, pcf Void ratio Saturation, % Test Readings for Specimen No. 2 Consolidation cell pressure = 69.9 psi (5.336 ) Consolidation back pressure = 6. psi (4.32 ) Consolidation effective confining stress =.736 Strain rate, in./min. = 63. Fail. =.766 at reading no. 26 No. Def. Dial in. Load Dial Load lbs. Strain % Deviator Minor Eff. Major Eff. :3 Ratio Pore Press. psi Poudre Valley Geotechnical Engineers P Q

15 Parameters for Specimen No. 3 Specimen Parameter Initial Saturated Consolidated Final Moisture content: Moist soil+tare, gms... Moisture content: Dry soil+tare, gms... Moisture content: Tare, gms... Moisture, % Moist specimen weight, gms. 4. Diameter, in Area, in.² Height, in Net decrease in height, in... Wet density, pcf Dry density, pcf Void ratio Saturation, % Test Readings for Specimen No. 3 Consolidation cell pressure = 8.34 psi ( ) Consolidation back pressure = 6. psi (4.32 ) Consolidation effective confining stress =.4424 Strain rate, in./min. = 542. Fail. =.226 at reading no. 29 No. Def. Dial in. Load Dial Load lbs. Strain % Deviator Minor Eff. Major Eff. :3 Ratio Pore Press. psi Poudre Valley Geotechnical Engineers P Q

16 No. Def. Dial in. Load Dial Load lbs. Strain % Test Readings for Specimen No. 3 Deviator Minor Eff. Major Eff. :3 Ratio Pore Press. psi P Q Poudre Valley Geotechnical Engineers

17 SAMPLE TEST DATA IN XML FORMAT

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