This paper reports stress and deflection analysis of a Belleville Spring using finite element method. The different combinations of ratios of its out...
Wave springs are used for load bearing into assemblies. When force applied to the spring, load is gradual or abrupt. Typically wave spring will occupy an extremely small space after compressions. In this paper effect of change in thickness of wave sp
PIPE STRESS ANALYSIS.
EESA PPT
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Behavior Of Lateral Resistance Of Flexible Piles In Layered Soils
Fig.1 Schematic sketch of experimental setup The ultimate load bearing capacity of model piles are obtained from load deflection curves by the following criteria. (A). Single tangent method (B). Double tangent method (C). Load corresponding to ground line deflection equal to 10% pile diameter (D).Load corresponding to ground line deflection equal to 20% pile diameter (E). Log-Log method. It is observed that different criteria yield different ultimate load (vide Table-1). For the present analysis, the average of first three criteria is taken as ultimate pile capacity.
III.
Method Of Analysis
Reese and Matlock (1956) have developed a set of equations based on dimensional analysis for computing deflection, slope, moment etc, along the pile. These equations are very useful for predicting the nonlinear behavior of laterally loaded piles provided the magnitude of Nh is known at each load level. For deflection and slope of free head pile at ground level, the following equations are given by Reese and Matlock (1956).
Y g
2.435 PT 3
S g
EI 1.62 PT 2 EI
1.62 MT 2
EI 1.75 MT EI
(1)
(2) 1
EI n 4 N h
where,Relative Stiffness factor T
(3)
P=Lateral load at pile head; M=Moment at pile head (=P*e); e=Eccentricity of horizontal load measured from ground level; and EI=Flexural stiffness of the model pile. From the observed lateral resistance and corresponding ground line deflection and rotation, the value of coefficient of soil modulus variation Nh is estimated for different types of model piles by using the above equations (1) and (2). Murthy .V.N.S (1976) has proposed the equations for determining Nh in cohesionless soil at each stage of loading as
N h
A P t
m
(4)
where Pt= Lateral load at pile head, m is a constant equal to 0.8 and A is a factor which is a function of the effective unit weight γ of the soil an d flexural stiffness EI of the pile.
N h
156C f 1.5 EIB P t
1
2
As P
(5)
where, Pt=Lateral load; As=Constant for pile in sand; P=Pt(1+0.67e/T); and Cf =Correction factor for the angle of friction = 3*10-5(1.315) Φ, where Φ is in degrees.
IV.
Results and Discussions
The experimental results were carried out and tabulated in following Table-1 and Table-2. www.iosrjournals.org
