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- HW?2 - Classification of Rocks The following data have been collected from uni-axial load test for rock specimen with diameter and height of § cm and 10 cm, respectively. [Load (kg) | 1050 | 1680 | 3070 | 5850 | 3340 | 2760 | 2710 | 2680 Strain | 003 | 005 | 0.09 | 014 | 019 | 025 | 029 | 034 1- Calculate 0y (kg/em®) 2- Find Modulus of initial tangent 3- Classify the rock according to its strength and modulus of elasticity.In the given 15.0 meter slab and inclined 10°with the horizontal, the ends are resting on inclines of 30° incline at B and 20° at A, a semi-trailer truck is to pass through it with the wheel loads as shown. How Far (x, meters) shall be the front wheels located before motion impends, the angle of friction is 15° for all areas of contact. Neglect the weight of the slab 15.00 m 40 KN 32 KN 16 KN 24KN 3.6 m 4.0 m 1.2m 20° 30° 10°water suifas 1m Given the figure and the following data: 2 m Determine (a) the width of base b on the conditions: 7 m a.1 The resultant intersects the base at the downstream edge of the middle third. Tee G0Y a.2 If the factor of safety against overturning is 1.60 a.3 If the factor of safety against sliding is 1.20 T T Yw = 1 m3 Ye = 2.4- m3 Which b among the three prevails? (Note T is ton ) (coefficient of friction betwe µ = 0.60 the base and foundation (b) Using the value of b that prevails in part (a), determine b.1 the intersection of the resultant with the base b.2 the maximum and minimum pressure intensity at the base. % of seepage below the base is 60.
- The location of trial failure surface on a slope is shown in Figure and the stress components for each slice are listed in Table. Slice Shearing component _(kN.m·') -0.280 -0.227 0.383 3.214 6.543 8.368 9.792 Normal component (kŇ.m*) 1.911 7.745 13.139 16.344 17.625 16.718 12.125 0.486 Length of trial failure surface=11m Soil friction angle 6° Cohesion, c=28kPa No. 1 3 4 6. 4.228 Trial Fallure Surface (a) Compute the driving stress. (b) Compute the stabilizing stress. (c) Analyze the safety of the slope.六 Laboratory Problem Exercise #2 1m water surface Given the figure and the following data: 2m G. Determine (a) the width of base b on the conditions: 7 m a.1 The resultant intersects the base at the downstream edge of the middle third. GOY h a.2 If the factor of safety against overturning is 1.60 a.3 If the factor of safety against sliding is 1.20 T Yw = 1 m3 T Ye = 2.4- Which b among the three prevails? (Note T is ton) II (coefficient of friction between the base and foundation (b) Using the value of b that prevails in part (a), determine H = 0.60 b.1 the intersection of the resultant with the base b.2 the maximum and minimum pressure intensity at the base. % of seepage below the base is 60.A uniformly distrubuted load applied on a strip fooing constructed in sand. Based on Hansen's equations, for a given factor of safety (FoS = 3) find the required width (B). Water table is far below the base of fooing. 300 kPa m D |kN/m³ |deg kPa 20 35 C В Nq| Ny 33.3 33.9 FoS В Im
- gui19nign Ieinomnorivna bns liviƆ ni deiSt bns ,2oiteitsi2nilidado11 4. Given a building basement (10 m deep) in a foundation soil with o' =30° and y = 18.0 kN/m³, calculate and plot the distribution of the lateral earth pressure at rest along the right face of the basement. Note that the area had been subjected to 200 meter of ice load during the glacial period. No other significant erosion and excavation had taken place at the site. Assume that the water table during glacial period was on ground surface.n :lism-3 CEE 301 Use y(ice) = 9.00 kN/m³ (ubo ubo00ems26) p9quneerms2 insdeA :ansteizeA gaidbnsT Hint: Foundation soil is overconsolidated due to past ice load. Inominiongs va :enoH sofno otoutent Vishiw (D) ganoonigro noitelonos bns sand soil Base yhe nt 4=30° Potting boismongo i Ourrent witer Table scale seale snilro vlstolqmoo o bomso od liw 20utool or.ormsbong P1-CVOO bouniino0 00l onilnO 1oblot arli 1obru bateog oe zgnitsom e2alo orh of 2dnil sT on .Hiw 1o sra asdtons a blord od…Question 4 1.0 metre Ye16RN/n Ground Water Table D= 37 degrees 2.5 metres Ysat = 18.39 kN/m Assume that the the soil is no cohesion and it at rest conditions. There is no also lateral movement of that soil. Determine the following: 1. Magnitude of the total active force in kN/m 2. Location of the resultant force in meters 3. Overturning moment in kN-m Write your answer in 2 decimal places. Please don't write anymore the units,A concrete dam retaining water is shown. If the specific weight of the concrete is 24 kN/m3, determine the following: (assume there is no hydrostatic uplift below the dam) Determine the factor of safety against overturning. a. 4.440 c. 6.433 b. 6.334 d. 4.044
- Example (1) for the gravity dam in fig., the geotechnical report refers to the bearing capacity of soil under foundation is 150kN/m, check if the section satisfy this requirement or not? Assume free board is 4m; consider the weight, hydrostatic force, earth quake coefficient 0.1g, and water pressure. Neglect all other forces 6m 7m 25m 15T0.2. Estimate the output per hour in bank volume of a power shovel .70 m capacity excavating a foundation 3 m deep in common earth with the data as given below - 150 m/hr = 150° = 0.88 Bulked volume %3D Angle of swing Factor Swell factor 1.30.[?] ?? = [150 −60−60 −180]➢ Determine and graph using Mohr's circle the principal stresses and theaddresses associated with these.➢ Determine and graph the maximum shear stresses.➢ Plot the possible failure planes.➢ Finally, what is the value of the maximum tangential stress and at whatorientations take place?