LPILE Plus Professional Edition 5.0.4.6 provides an interactive way to enter input data, perform an analysis of a laterally loaded pile, and view the output from the analysis. Limitations of LPile Plus Student Edition LPile Plus Student Edition is limited to the analysis of problems with the following restrictions:

Piles are limited in size piles.

Soil profiles are limited to a single soil layer.

Distributed lateral loading along the side of the pile is not allowed.

Piles are limited to elastic pile sections only.

Piles with nonlinear moment-curvature behaviour, such as drilled shafts and prestressed concrete piles are not permitted.

In addition, the data files produced by LPile plus Student Edition are not compatible with the professional version of LPile Plus for Windows.

LPile plus Student Edition does not include resistance factors in the computations performed by the program. The reason for this is that both the lateral load-transfer from the pile or drilled shaft to the soil and the bending stiffness versus bending moment relationship for the pile or drilled shaft are nonlinear. In order to make accurate computations of lateral deflection and pile-head rotation, it is necessary to use the nonlinear relationships. This type of computation does not permit the inclusion of structural resistance factors.

Step 1: Select the Units of computation. The Units command under the Options menu allows the user to select either US Customary

Units, using pounds and inches) or SI Units (using kilonewtons and meters) or any other

consistent set of units of force and length. We will use the SI units as our manual calculations

are also in the same units.

Step 2: Select the Analysis type. As the LPile Student Edition is restricted to Analysis Type 1.

Type 1 - Computations of Pile Response with User-Specified, Constant EI This analysis type performs the analysis of a laterally-loaded pile using flexural stiffness’s

computed from the values of moment of inertia (I) and modulus of elasticity (E) that are input in

the dialog box for Pile Properties under the Data menu.

Step 3: Enter the title.

Step 4: Enter the Pile Properties.

Diameter: 0.6 m

Cross-sectional Area: 0.2827 m2 Moment of Inertia: 0.0063617 mm4 Modulus of Elasticity: 29E6 kN m2

Step 5: Enter the Loading Type.

Step 6: Enter the Pile-Head Boundary Conditions and Loading.

Pile-Head Conditions: A drop-down box that controls boundary conditions at the pile head. There are four options, we will select the following

Lateral shear force and moment at the pile head (moment = 0 for a free-head pile).

Value for Condition 1

For pile-head conditions 1: Enter the lateral load (F) at the top of the pile.

Value for Condition 2 For pile-head conditions 1: Enter the moment (F-L) at the top of the pile.

Sign Convention for Loads: Vertical forces are assumed to be positive acting downwards. Horizontal forces are assumed to be positive acting to the right. Moments acting on the foundation are assumed to be positive acting clockwise.

Step 7: Soil Layers and Types. This dialog box allows entry and editing of the data that describe the soil profile. We will select the stiff clay layer with free water and change its properties from the properties button

Properties of Clay Layer

Internal default values of E50: LPile Plus will use default values of E50 if the input Value is left equal to zero.

The default values are the values shown below:

Soil Modulus Parameter k for Clays

The default value was selected form following table.

------------------------------------------------------------------------------ Summary of Pile-Head Response(s) ------------------------------------------------------------------------------ Definition of Symbols for Pile-Head Loading Conditions: Type 1 = Shear and Moment, y = pile-head displacment m Type 2 = Shear and Slope, M = Pile-head Moment kN- m Type 3 = Shear and Rot. Stiffness, V = Pile-head Shear Force kN Type 4 = Deflection and Moment, S = Pile-head Slope, radians Type 5 = Deflection and Slope, R = Rot. Stiffness of Pile-head m- kN/rad Load Boundary Boundary Axial Pile-Head Maximum Maximum Type Condition Condition Load Deflection Moment Shear 1 2 kN m m- kN kN ---- ------------ ------------ ----------- ----------- ----------- ----------- 1 V= 0.000 M= 0.000 1225.0000 0.0000 0.0000 0.0000 ------------------------------------------------------------------------------ Computed Pile-head Stiffness Matrix Members K22, K23, K32, K33 for Superstructure ------------------------------------------------------------------------------ Top y Shear React. Mom. React. K22 K32 m kN m- kN kN/ m m- kN/ m ------------ ------------ ------------ ------------ ------------

3.864829E-08 .00444822 .00369136 115094.87851 95511.48660 1.163429E-07 .01339048 .01111209 115094.87851 95511.48660 1.843992E-07 .02122340 .01761224 115094.87851 95511.48660 2.326859E-07 .02678095 .02222417 115094.87851 95511.48660 2.701399E-07 .03109172 .02580147 115094.87851 95511.48660 3.007421E-07 .03461388 .02872433 115094.87851 95511.48660 3.266159E-07 .03759182 .03119557 115094.87851 95511.48660 3.490288E-07 .04017143 .03333626 115094.87851 95511.48660 3.687984E-07 .04244681 .03522448 115094.87851 95511.48660 3.864829E-07 .04448220 .03691356 115094.87851 95511.48660 Top Rota. Shear React. Mom. React. K23 K33 rad kN m- kN kN/rad m- kN/rad ------------ ------------ ------------ ------------ ------------ 8.871734E-09 .00084735 .00112985 95511.48660 127353.68703 2.670658E-08 .00255079 .00340118 95511.48660 127353.68703 4.232893E-08 .00404290 .00539075 95511.48660 127353.68703 5.341316E-08 .00510157 .00680236 95511.48660 127353.68703 6.201076E-08 .00592274 .00789730 95511.48660 127353.68703 6.903551E-08 .00659368 .00879193 95511.48660 127353.68703 7.497485E-08 .00716096 .00954832 95511.48660 127353.68703 8.011974E-08 .00765236 .01020354 95511.48660 127353.68703 8.465786E-08 .00808580 .01078149 95511.48660 127353.68703 8.871734E-08 .00847353 .01129848 95511.48660 127353.68703 K22 = abs(Shear Reaction/Top y) K23 = abs(Shear Reaction/Top Rotation) K32 = abs(Moment Reaction/Top y) K33 = abs(Moment Reaction/Top Rotation) The analysis ended normally.