TRIAXIAL TEST, CORPS OF ENGINEERS FORMAT

TRIAXIAL TEST, CORPS OF ENGINEERS FORMAT

.5 C, φ, deg Tan(φ) Total.7 2.2 Effective.98 8.33 Shear,.5.5.5 2 2.5 3 Total Normal, Effective Normal, Deviator,.5.25.75.5.25 2.5 5 7.5 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. 4.7 45.7.58 2. 4.7 2.9 4.7..58 2. 4.7. 5.8.428.3 2.4.683.256 2. 5.3 46.4.578 2.3 4.6 2.5 5.3..578 2.3 4.6 63. 9.9.762.25.5.225.463 3. 6.5 47.9.553 2.32 4. 2.9 6.5..553 2.32 4. 542. 2.34.23.55.3.95.892 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.: 23456789 Date Sampled: Figure 2

TRIAXIAL TEST, ALTERNATE FORMAT

TRIAXIAL SHEAR TEST REPORT.5 Shear,.5.5.5 2 2.5 3 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 3 65.8 6..4279.29.6835.2556 2 69.9 6..766.252.225.4634 3 8.34 6..226.553.947.892 Consolidated Sample Parameters No. % Water Content Dry Dens. pcf Saturation Void Ratio Diameter in. Height in. Strain Rate in/min. 2.9 4.7.%.58 2. 4.7. 2 2.5 5.3.%.578 2.3 4.6 63. 3 2.9 6.5.%.553 2.32 4. 542. 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.: 23456789 Figure 2

TRIAXIAL TEST, 2nd PAGE OF REPORT

.25.25 2 Excess Pore Pressure Deviator.75.5.25 Excess Pore Pressure Deviator.75.5.25 % 3% 6% % 3% 6%.25 3.25 4 Excess Pore Pressure Deviator.75.2.8 Peak Strength Total a=.4 α= 2 deg tan α=.2 Effective.86 7 deg.3 q,.5.25 Excess Pore Pressure Deviator.75.5.25 % 3% 6% % 3% 6%.4.4.8.2.6 2 2.4 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.: 23456789 Figure Poudre Valley Geotechnical Engineers

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. 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. 6.9 2.5 94.9.479 2.5.937 6.8 3.9 98..4525 2.5.925.5.3529.6.2852.3 6. 3.7 9. 93.3.3888 2.5.3 3.9 2. 97.9.3772 2.5.22.5.7445.25.6672.4. 5.5.3 84.4.487 2.5.28 7. 2.8 97..467 2.5.22 4.5.468.2.2763.4 8. 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.: 23456789 Date Sampled: May 9, 995 Figure Fig Tested By: SKV Checked By: HLV

UNCONFINED COMPRESSION TEST REPORT

UNCONFINED COMPRESSION TEST 2 Compressive,.5 2.5 2.5 5 7.5 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.: 23456789 Date Sampled: 6/3/84 Remarks: Sample locations: -Boring 5 @ 4.5' - 6.' 2 - Boring 7 @ 6.' - 7.'.454.7257 7.4 7. 22.7 25.5 2.3 97.3.669 2.5 5.26 2. Client: Enterprising Ideas, Inc. 2.2589.6295 3.9 2. 8. 24.5 5.5 83.9.5685.33 2.79 2.2 Project: Lakeside Amusement Park Location: UCC Unconfined - file DEMO Sample Number: 3 Depth: 5 Figure MWV Tested By: MIKE Checked By: FRED

SAMPLE TEST SUMMARY REPORT

TRIAXIAL COMPRESSION TEST 7/4/2 CU with Pore Pressures :2 AM Date: Client: Enterprising Ideas, Inc. Project: Lakeside Amusement Park Project No.: 23456789 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, %. 2.9 2.9. Moist specimen weight, gms. 4. Diameter, in. 2. 2. 2. Area, in.² 3.73 3.73 3.73 Height, in. 4.7 4.7 4.7 Net decrease in height, in... Wet density, pcf 5.2 27.6 27.6 Dry density, pcf 4.7 4.7 4.7 Void ratio.58.58.58 Saturation, % 45.7.. Test Readings for Specimen No. Consolidation cell pressure = 65.8 psi (4.6885 ) 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

No. Def. Dial in. Load Dial Load lbs. Strain % Test Readings for Specimen No. Deviator Minor Eff. Major Eff. :3 Ratio Pore Press. psi.27 4.6...3398.3398. 6.398.3398..37 6.7 2..459.328.3668.4 6.662.3438.23 2.48 9. 4..7.39.426.34 6.939.358.59 3.58.5 6..33.2777.48.48 6.26.3443.665 4.68 2.3 8..734.2668.442.65 6.42.3535.867 5.79 3.2 9..93.2485.446.78 6.667.345.965 6. 4.4.2.229.2332.455.95 6.879.3442. 7. 5..2.2336.2296.463 2.2 6.93.3463.68 8.3 5.7.2.254.248.4652 2.7 62.35.34.252 9.62 6.9 2.3.2765.294.4859 2.32 62.29.3477.382.93 7.7 3.4.296.227.4986 2.46 62.33.356.48.255 8.7 4.5.37.974.545 2.6 62.376.3559.585 2.328 9.2 5.7.3284.896.58 2.73 62.485.3538.642 3.37 9.9 5.8.3424.24.5437 2.7 62.32.3725.72 4.484 2.7 6..3596.992.5589 2.8 62.35.379.798 5.568 2.3 7.3.372.296.587 2.78 62.27.3957.86 6.693 22. 7.6.397.279.687 2.79 62.9.433.954 7.88 22.5 8.9.3984.235.6335 2.69 6.853.4343.992 8.86 23.3 9 2..446.2476.6622 2.67 6.679.4549.273 9.985 23.6 9 2.3.423.2546.6749 2.65 6.582.4648.22 2. 24. 9 2.4.4279.2556.6835 2.67 6.568.4695.239 P Q Poudre Valley Geotechnical Engineers

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, %. 2.5 2.5. Moist specimen weight, gms. 4. Diameter, in. 2.3 2.3 2.3 Area, in.² 3.24 3.24 3.24 Height, in. 4.6 4.6 4.6 Net decrease in height, in... Wet density, pcf 5.9 28. 28. Dry density, pcf 5.3 5.3 5.3 Void ratio.578.578.578 Saturation, % 46.4.. 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.33 4....728.728. 6..728..43 7.5 4..78.6953.7733. 6.254.7343.39 2.53.3 6..383.6673.856.2 6.643.7364.692 3.63 2.8 9..948.6464.843.3 6.933.7438.974 4.73 4...2228.634.8569.35 6.4.7455.4 5.84 5.3..25.6237.8738.4 6.249.7487.25 6.94 8.4 4.2.38.5962.942.53 6.63.7552.59 7.4 2.4 6.2.3635.5728.9363.63 6.956.7545.88 8.4 22.7 9.2.435.5455.959.76 62.335.7523.268 9.24 24.7 2.2.4579.5333.992.86 62.54.7623.2289.35 26.7 23.3.523.595.8.99 62.834.767.252.45 28. 24.3.533.56.335 2.6 62.959.767.2665 2.55 3. 26.3.5748.4837.586 2.9 63.93.77.2874 3.65 3.2 27.3.62.464.625 2.3 63.53.762.36 4.75 32.2 28.4.624.4464.74 2.4 63.7.7584.32 5.85 33.6 3.4.6538.4352.89 2.5 63.867.762.3269 6.96 34.2 3.4.6674.4378.52 2.52 63.83.775.3337 7.26 34.8 3.4.683.4322.34 2.58 63.98.7728.346 8.226 35.3 3.5.6924.429.42 2.64 64.5.768.3462 9.257 35.9 32.6.736.4284.32 2.64 63.96.782.358 2.297 36.8 33.7.7243.48.423 2.73 64.5.782.362 2.399 37.4 33.9.7353.4242.595 2.73 64.9.799.3676 22.42 36.7 33..793.4384.577 2.64 63.822.798.3597 23.43 37.8 34..742.445.826 2.68 63.793.85.37 24.48 38.3 34..7527.4433.96 2.7 63.754.896.3764 25.62 38.7 35.4.7589.459.28 2.65 63.534.8386.3795 26.643 38.8 35.5.766.4634.225 2.64 63.476.8442.388 Poudre Valley Geotechnical Engineers P Q

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, %. 2.9 2.9. Moist specimen weight, gms. 4. Diameter, in. 2.32 2.32 2.32 Area, in.² 3.243 3.243 3.243 Height, in. 4. 4. 4. Net decrease in height, in... Wet density, pcf 7.2 28.8 28.8 Dry density, pcf 6.5 6.5 6.5 Void ratio.553.553.553 Saturation, % 47.9.. Test Readings for Specimen No. 3 Consolidation cell pressure = 8.34 psi (5.7624 ) 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.23 3.9...486.486. 6.33.486..38 6.5 3..57.3877.4447.4 6.76.462.285 2.49.4 6..43.3522.4952. 6.254.4237.75 3.59 2.9 9..994.3236.523.5 6.65.4233.997 4.79 6.6 3..287.2893.57.22 62.28.4296.44 5.89 9.2 5.2.3387.2475.5862.27 62.77.469.693 6.99 2.7 8.2.394.275.64.33 63.264.444.97 7.9 24. 2.2.4465.82.6267.38 63.642.435.2233 8.9 25.7 22.2.4826.575.64.42 63.957.3988.243 9.29 28. 24.3.5349.38.6657.47 64.329.3982.2674.39 3.3 26.3.5826.3.6829.53 64.752.396.293.49 32.8 29.3.6393.85.7242.59 64.965.446.396 2.59 34.5 3.3.6755.65.746.63 65.24.428.3377 3.69 35.8 32.4.747.297.7344.68 65.733.382.3524 4.79 37.4 33.4.7396.6.7556.73 65.923.3858.3698 5.89 39.5 36.4.785.85.7935.78 66.27.4.3925 6.99 4. 37.4.88.9832.8.83 66.379.3922.49 7.29 42. 38.5.847.9782.899.86 66.448.399.428 8.29 43.4 39.5.877.9635.8342.9 66.653.3988.4354 9.229 44.4 4.5.893.946.8392.94 66.894.3927.4466 2.24 45. 4.5.996.93.8397.98 67.7.3849.4548 2.25 45.8 42.6.9245.9228.8474 2. 67.27.385.4623 22.26 46.8 43.6.9468.9224.869 2.3 67.223.3958.4734 23.28 47.6 44.6.9637.928.8664 2.7 67.496.3846.488 24.3 48.6 45.7.9852.925.8877 2.9 67.499.395.4926 25.34 49.2 45.8.9957.87.8668 2.4 67.936.3689.4979 26.37 5. 46.9.52.8899.95 2.4 67.674.3975.576 Poudre Valley Geotechnical Engineers P Q

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 27.47 5.4 46..26.89.96 2.5 67.659.43.53 28.5 49.8 46.2.45.8876.892 2.3 67.77.3898.523 29.55 5.6 47.3.226.892.947 2.5 67.644.434.53 3.63 49.5 46.5.996.8996.8957 2. 67.539.3977.498 3.67 5. 46.6.66.974.94 2. 67.43.48.533 32.7 49.2 45.7.9879.93.899 2.9 67.492.397.4939 33.83 49.7 46 2..9963.9237.999 2.8 67.25.428.498 34.92 49. 45 2.2.978.96.8942 2.7 67.3.45.489 35.992 5. 46 2.4.9996.932.9298 2.7 67.5.43.4998 36.72 49.3 45 2.6.989.977.8986 2.7 67.289.48.495 37.52 49.9 46 2.8.995.9364.9279 2.6 67.29.432.4958 38.232 49. 45 3..974.9545.9259 2.2 66.777.442.4857 39.352 48.8 45 3.3.963.966.9235 2. 66.693.442.485 4.473 49. 45 3.6.9643.976.936.99 66.539.4538.4822 4.53 48.2 44 3.7.946.9588.948.99 66.77.438.473 42.553 49.2 45 3.8.9657.977.9428.99 66.464.4599.4828 43.673 49.6 46 4..97.977.948.99 66.464.4626.4855 44.73 5.5 47 4.2.9893.9785.9678 2. 66.444.473.4946 45.753 49.6 46 4.3.969.9796.9487.99 66.429.464.4846 46.833 5.4 46 4.5.984.986.9656 2. 66.4.4736.492 47.94 49.8 46 4.7.972.99.963.98 66.268.4762.485 48.994 5.6 47 4.9.9849.9836.9685 2. 66.373.476.4924 49.234 5.3 46 5.3.9753.9962.975.98 66.98.4839.4877 5.2234 5.9 47 5.5.9854.9966.989.99 66.93.4892.4927 5.23 5.4 47 5.7.9926.9965.989 2. 66.94.4928.4963 P Q Poudre Valley Geotechnical Engineers

SAMPLE TEST DATA IN XML FORMAT