Formulation Of Rational Procedure And Comparison With Conventional Approach For Design Of Footings

energy ($\omega$). Solid lines are CRPA cross sections and dashed lines are HF cross sections.

First, we will set up the force table. The table comes in three separate pieces the base, stand and table once we connect and fasten all three parts we must use a circular level to make sure the table is balanced. If the force table isn’t balanced then we must adjust the base’s feet to the appropriate levels on each leg till the bubble on the level is centered. We must then assign where the positive & negative x, y axis are on the force table as a point of reference and label them with tape .Then for part I we must apply 1.96 N in the positive x – direction, and 2.94 N in the positive y-direction then we must balance the two with a third force and record the magnitude and direction of it and a draw a diagram showing all three forces. Part II

lateral planes, see Figure 2.1 for a visual of the SI, AP and Lateral planes. Majority of

Slopes either occur naturally or are engineered by humans. Slope stability problems have been faced throughout history when human or nature has disrupted the delicate balance of natural soil slopes. Furthermore, the increasing demand for engineered cut and fill slopes on construction projects has only increased the need to understand analytical methods, investigative tools, and stabilization methods to solve slope stability problems. Slope stabilization methods involve specialty construction techniques that must be understood and modelled in realistic ways.

Task 1 + 3 – Describe and compare fundamental techniques, processes, plant and materials used in groundworks, foundations and substructures.

The magnitude of the forces exerted in the horizontal and vertical directions can be calculated using trigonometry. The total magnitude of the force multiplied by the cosine of its angle with the horizon will calculate the horizontal force. Conversely, the total magnitude of the force multiplied by the sine of its angle with the horizon will calculate the vertical force.

Out in the field, some testers interpolate a compaction curve to represent the material using the Alberta Family of Curves. One of the goals of this applied research, was to test the accuracy of this method. It was concluded that the only true way to verify the legimitacy of this curve is by doing index testing such as atterberg limits and grain size analysis on the soil. The City of Edmonton does require the testing firm to do a standard proctor and atterberg limits on each soil type on a project. A true maximum dry density and optimum moisture content can be obtained only by doing a standard proctor in the lab. Furthermore, the liquid limit and plastic limit values can give the tester a better idea on how much moisture variance is acceptable for the material. In case the Alberta Family of curves must be used to quickly obtain a compaction curve in the field, having a classification of the soil using atterberg limits and grain size analysis will provide the tester with backup information to interpolate a more reliable compaction curve.

When a strip foundation is to be used on a sloping site the most economic solution is to use a stepped foundation which will reduce the amount of excavation, construction under ground, backfill and trench support. The provision of stepped foundations following the line of the ground requires each step to be between 150 and 225millimetres in order to accommodate brick or block courses. The lap of concrete at the step should be not less than the depth of the foundation concrete and never less than 300millimetres whichever is the greater.

1. A 6.0-N force and an 8.0-N force act concurrently on a point. As the angle between these forces increases from 0° to 90°, the magnitude of their resultant

The beam was loaded the mid-length in 2.745 lbs. increments up to 6.745 lbs. The change in clearance of every load step was measured and data was recorded.

The choice of a design concept for a bridge foundation is guided by various factors; several of these

The secondary compression for over consolidated soil is much smaller than that of normally consolidated soil. The secondary settlement can be reduced or even eliminated either by increasing the time of temporary overloading or by using a heavier overload.

Karlsrud(2014) proposed new semi empirical design procedures for the determination of ultimate shaft friction and load-displacement response of axially loaded piles in clay are proposed. A main basis for developing the new procedures was detailed review and reassessment of results from a series of pile load-test programs published over the past 30 years on piles well instrumented to monitor soil and pore pressures as well as load distribution along the pile shafts. Two new alternative procedures are proposed for predicting the ultimate shaft friction: an a approach, which uses the normalized un drained strength based on direct simple shear tests as a main correlation parameter, and a b approach, which uses the over consolidation ratio (OCR). Both approaches include the effects of the plasticity index of the clay, Ip, which is shown to have an especially large impact on the correlations when Ip 25%. In practical design, it is recommended that both methods be used and design values be selected for the ultimate shaft friction that represents an average for the two methods. Pile diameter, length, or stiffness or whether the pile is open or closed-ended seem to have little impact on the shaft friction. However, a moderate effect of pile length or flexibility on the total ultimate pile capacity comes out of the proposed t-z curves, which include some post peak reduction. The main purpose of the study was to reduce the basic uncertainties involved with relating ultimate shaft

To study the properties of the soil before designing foundations, engineers will request a soil investigation to be achieved. A soil investigation engineer will

Let the displacement components in global directions at ends ‘b’ and ‘e’ be (v1,v2) and (v3,v4) respectively. The deformed member length is expressed as