FIAT LUX UNIVERSITY OF LIVERPOOL SCHOOL OF ENGINEERING Year 1 Laboratories GSD Grain Size Distribution Test CIVE120: Geomechanics 1 Lecturer: Dr Paul Shepley Demonstrator Name: Demonstrator Email: UNIVERSITY OF LIVERPOOL Health and safety GSDLab Script // CIVE120 Instructions by lab demonstrators should be followed exactly and information regarding the labs fire instructions made known. Lab coats must be worn at all times during the experiment. This lab requires steel capped boots. You are reminded that you are required by law to comply with the School's basic rules of lab safety, as outlined at the start of the first year. 1 UNIVERSITY OF LIVERPOOL 1 Aims and objectives GSDLab Script // CIVE120 1.1 Aims This laboratory experiment aims to help students understand how to determine the grain size distribution of soils. 1.2 Objectives Prepare samples and measure the grain size distribution of soils. At the end of this lab experiment, students should be able to: • Conduct sieve analysis to determine and plot the grain size distribution of coarse- grained soils Describe the textural composition of the soil 2 Theory Because soils are a naturally occurring material, as engineers we must have established and common ways to describe and characterise materials found on sites. These will inform other engineers relying on the material to perform as anticipated, as well as contractors who are working on site to confirm the material is the material the design was intended for. At a basic level, soil description involves describing the material as it is found without using tools or equipment. But if soil samples are taken to the laboratory, one simple test to consider is to determine the particle size distribution of the sample. This is typically done for coarse-grained materials using the sieve shaker equipment shown in Figure 1. SIEVE SHAKER GORDIVINGAL QUMENT Figure 1 - Sieve shaker equipment and wire cloth sieves 2 2.1 UNIVERSITY OF LIVERPOOL Particle size distribution analysis GSDLab Script // CIVE120 This is to determine the proportion of different particle sizes within a soil to determine how 'sorted' - or single-sized – the material is. This is done with around 500g of dry, loose soil. Let M; be the mass of soil retained on the ith sieve from the top of the nest of sieves and M be the total soil mass. The percent weight retained is Mi M Retained on ith sieve == The percent finer is × 100% - Finer than ith sieve = (1 − Σ=1) × 100% M You can use weight instead of mass if you wish – but be confident with your units. 3 Experimental procedure You will determine the particle size distribution for two materials during this laboratory. Note - these are the same materials you will/have used during the PMB soil permeability laboratory. For the method, follow the procedure as: 1) Record the mass of the soil sample 2) Record the mass of the empty sieves 3) Stack sieves in order from smallest to largest, starting at the bottom, with the pan below the smallest sieve 4) Add the soil sample to the top sieve 5) Tighten the equipment to ensure that the sieve stack is held firmly in the shaker assembly 6) Set the sieve shaker to vibrate for 15 minutes 7) Take a few minutes to handle the dry soil provided and write a soil description for the sand. A BS5930:1999 chart has been provided to help you describe the material. Note the material type, colour and another other points of interest. 8) Determine and record the mass of the sieves with the retained soil 9) Repeat the test with the alternative soil type 4 Result recording Tabulate your results in the following tables. 3 UNIVERSITY OF LIVERPOOL Soil 1 description: GSDLab Script // CIVE120 Sample mass: g Sieve size (mm) Empty sieve mass (g) Sieve + soil mass (g) Mass of soil retained (g) Percent retained (%) Soil 2 description: Sample mass: g Sieve size (mm) Empty sieve mass (g) Sieve + soil mass (g) Mass of soil retained (g) Percent retained (%) Cumulative percent retained (%) Percentage finer (%) Cumulative percent retained (%) Percentage finer (%) 4

A column foundation (Figure P6.9) is 3 m X 2 m in plan.Given: D; = 1.5 m, 6' = 25°, c' = 70 kN/m?. UsingEq. (6.28) and FS[see Eq. (6.24)] the foundation could carry.= 3, determine the net allowable load

A sample of dry coarse-grained soil material of 500 grams was shaken through a nest of sieves andthe following results were obtained. a) Determine the percent of soil passing each sieve. b) Plot the grain size distribution curve c) Determine the uniformity coefficient and the coefficient of curvature. d) Classify the soil.

An eccentrically loaded foundation is shown in Figure P6.11.Use FS of 4 and determine the maximum allowable load that the foundation çan carry, Use Meyerhof's effective area method.

9. Determine the factor of safety for the potential failure surface shown on the next page using the Swedish Slip Circle Method. The scale is in meters (use a ruler). The center of the circle is denoted by the •. The soil'sun drained shear strength is 100 kPa and its unit weight is 20 kN/m³. BE NEAT AND ORGANIZED!

For the design of a shallow foundation, given the following: c^{\prime}=72 \mathrm{kN} / \mathrm{m}^{2} \text { Unit weight, } \gamma=17 \mathrm{kN} / \mathrm{m}^{3} Modulus of elasticity, E, = 1400 kN/m-%3D \text { Poisson's ratio, } \mu_{s}=0.35 Foundation:L= 2 m B = 1 m D, = 1 m Calculate the ultimate bearing capacity. Use Eq. (6.42). \phi^{\prime}=20^{\circ}

2.8 The following six independent length measurements were made (in feet) for a line: 736.352, 736.363, 736.375,736.324, 736.358, and 736.383. Determine: b. The standard deviation of the measurements. c. The error at 3.29a.

A rectangle footing (Length 3.0m x Width 2.0m), subjected to a moment of (50+X) K Nm about an axis parallel to the length in addition to the vertical load 300KN, is located at a depth of 1.5m below the ground surface in sand The ground water level is 0.5m below the ground surface (see Figure 4). \text { Assume for dense sand; }\left(\phi_{p}^{\prime}=30^{\circ}, \gamma_{b u l k}=18 \mathrm{kN} / \mathrm{m}^{3}, \gamma_{s a t}=21 \mathrm{kN} / \mathrm{m}^{3}, N_{q}=18.4, N_{\gamma}=16.06\right) (a) Determine ultimate net bearing capacity of soil (7 marks) (b) Determine the maximum allowable bearing capacity of soil for factor of safety of3.0 (2 marks) (c) What is the maximum serviceable load (vertical) in the foundation to satisfy condițion 'h' above? d) Site investigation revealed that the soil condition can also represent Clay in most of the other areas at the site. What is the suitable foundation width for Length=3m in Clay (short-term) to satisfy the same factor of safety (i.e. 3.0) for the maximum serviceable load calculated in part (c) with the same moment (50+X) kNm about an axis parallel to the length? (Assume for clay, S_{u}=85 \mathrm{kP} a, \gamma_{b u l k}=20 \mathrm{kN} / \mathrm{m}^{3}, \gamma_{s a t}=22 \mathrm{kN} / \mathrm{m}^{3} \text { and water table remains same location }

Solve the following problem. A site is underlain by two layers. The top layer is an 10m thick layer of clay with OCR= 2, friction angle = 36 degrees, and Su = 50 kPa. The bottom layer is a 6m thick layer of sand with OCR = 1, and fiction angle = 38 degrees. Bedrock lies below the sand layer. In fact, assume that the UC test presented in the video (from problem #1) was conducted on a core extracted from our site. The nano CT of that core showed no internal flaws (i.e., no weathering), and a value of X = 2 has been assigned to it. The structural engineer for the project has indicated that each pile must support a downwards load of 850 kN. You have selected to evaluate drilled, rough concrete piles with diameter B = 1m as possible alternatives: a.Alternative #1 (start on a new page; draw the profile with the pile):D = 7m. Find Qult ST and Qult LT. b.Alternative #2 (start on a new page; draw the profile with the pile): D = 11m. Find Quit ST and Qult LT. c. Alternative #3: (start on a new page; draw the profile with the pile): D = 16m (rests on rock). Find Qult.

1. (40 pts) A conventional cantilever retaining wall is constructed as shown in the figure below.The soil behind the wall is homogenous and has the properties shown. a) (5 pts) What is the appropriate lateral earth pressure to be used (at-rest, active, or passive)? Why? ) (15 pts) Draw the lateral pressure diagrams for the wall configuration and loading.Use the Rankine method for calculating the lateral earth pressure coefficient. c) (10 pts) What is the total resultant lateral force (including the surcharge, earthpressure and water pressure)? d) (10 pts) What is the location of this resultant lateral force relative to the base of the wall?

5. Solve the following problem. A smooth, 12m long concrete pile with square cross section and width = 0.35m is driven into an 18m thick sand layer with OCR = 2 and fiction angle = 38 degrees. Determine the settlement required to mobilize 10 percent of the side friction resistance.