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					                  SPLINTER User Manual

                                       Version 12




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                              SPLINTER User Manual
                                      Update Sheet for Version 12
                                              April 2009



Modifications:

The following modifications have been incorporated:

Section               Page(s)                 Update/Addition          Explanation

All                   All                     Update                   Conversion to Microsoft® Word format

1.2                   1-3                     Update                   Delete references to legacy program PICASO

2.2.3                 2-23                    Update                   Add ED21Edition number

3.5                   3-37, 3-38              Update                   Add ED21Edition number

App A.3               A-3                     Update                   Delete references to legacy program ASDIS

App A.16              A-12                    Update                   Delete references to legacy program PICASO

App A.18              A-16                    Update                   Delete references to legacy program ADLIB




Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.
SPLINTER User Manual                                                                                                        Contents


                                                   TABLE OF CONTENTS
 1.   Introduction ........................................................................................................ 1-1
   1.1.             Single Pile Analysis ...................................................................... 1-1
   1.2.             Soil-Pile-Structure Interaction Analysis ....................................... 1-3
   1.3.             Pile Group Interaction effects ....................................................... 1-4
   1.4.             Automatic Pile Subdivision .......................................................... 1-6
   1.5.             Convergence criteria ..................................................................... 1-7
   1.6.             Soil representation ........................................................................ 1-8
   1.7.             Mudslides.................................................................................... 1-10
   1.8.             Node numbers and coordinates................................................... 1-11
   1.9.             Global and Local Axis Systems.................................................. 1-13
      1.9.1.        Coordinate Local Axes ............................................................... 1-13
      1.9.2.        Element Local Axes.................................................................... 1-13
      1.9.3.        Skew Systems ............................................................................. 1-13
   1.10.            Results from Splinter .................................................................. 1-14
      1.10.1.       Data Echo ................................................................................... 1-14
      1.10.2.       Expanded Data and Summaries .................................................. 1-14
      1.10.3.       Results - Displacements and Reactions ...................................... 1-14
      1.10.4.       Results - Forces and Stresses ...................................................... 1-15
      1.10.5.       Results Pile Cap Stiffness ........................................................... 1-15
   1.11.            Data Units ................................................................................... 1-24
   1.12.            Outline of this Manual ................................................................ 1-24
 2. Data Formats ...................................................................................................... 2-1
   2.1.             Free format syntax ........................................................................ 2-1
      2.1.1.        General Principals......................................................................... 2-1
      2.1.2.        Special Symbols ........................................................................... 2-4
      2.1.3.        Repeat Facilities ........................................................................... 2-5
      2.1.4.        Re-Repeat Facilities ...................................................................... 2-6
   2.2.             Data requirements for each type of analysis ................................. 2-8
      2.2.1.        Single pile ..................................................................................... 2-9
      2.2.2.        Group Pile Data .......................................................................... 2-14
      2.2.3.        Pile-structure Interaction Data .................................................... 2-19
      2.2.4.        Stiffness Input Data .................................................................... 2-24
 3. Data Description ................................................................................................ 3-1
   3.1.             Preliminary Data ........................................................................... 3-1
   3.2.             Structural Data .............................................................................. 3-1
      3.2.1.        UNITS Command for Structural Data .......................................... 3-1
      3.2.2.        COORDINATE Data .................................................................... 3-4
      3.2.3.        PILE Topology Data ..................................................................... 3-5
      3.2.4.        Material Properties ....................................................................... 3-8
      3.2.5.        Geometric Properties .................................................................... 3-8
      3.2.6.        Skew Systems ............................................................................... 3-8
      3.2.7.        Component Topology ................................................................... 3-8
      3.2.8.        SOIL Data ..................................................................................... 3-9
      3.2.9.        PILE GROUP Definition ............................................................ 3-29
      3.2.10.       SECTION Data ........................................................................... 3-31
   3.3.             BOUNDARY Conditions Data .................................................. 3-33
      3.3.1.        UNITS Command for Boundary Conditions .............................. 3-33
      3.3.2.        SUPPRESSIONS Data ............................................................... 3-34



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SPLINTER User Manual                                                                                                      Contents
     3.3.3.       DISPLACED FREEDOMS Data ............................................... 3-34
     3.3.4.       CONSTRAINT EQUATIONS Data .......................................... 3-34
     3.3.5.       LINK FREEDOM Data .............................................................. 3-34
     3.3.6.       RIGID CONSTRAINTS Data .................................................... 3-34
     3.3.7.       FREEDOM RELEASE Data ...................................................... 3-34
  3.4.            LOAD Data................................................................................. 3-35
     3.4.1.       UNITS Command for LOAD Data ............................................ 3-35
     3.4.2.       NODAL LOADS Data ............................................................... 3-36
     3.4.3.       PRESCRIBED DISPLACEMENTS Data .................................. 3-37
     3.4.4.       DISTRIBUTED LOADS Data ................................................... 3-37
     3.4.5.       BODY FORCES ......................................................................... 3-37
     3.4.6.       COMPONENT LOADS Data .................................................... 3-37
  3.5.            UNITY Check Data .................................................................... 3-38
  3.6.            STIFFNESS MATRIX Data ....................................................... 3-41
  3.7.            STOP Command ......................................................................... 3-41
4. Examples ............................................................................................................ 4-1
  4.1.            Example of a Single Pile Analysis ............................................... 4-1
  4.2.            Example of a Pile Structure Interaction Analysis ....................... 4-18
  4.3.            Group Pile Analysis .................................................................... 4-43
  4.4.            Group Pile Structure Interaction ................................................. 4-55
A - Preliminary Data Block for SPLINTER .........................................................A-1
     A.17.1       Global UNITS Definition ...........................................................A-15
     A.17.2       Results UNITS Command ..........................................................A-16
B - Running Instructions for SPLINTER ............................................................. B-1
     E.4.1        Files Required for a Soil-Pile Analysis ........................................ B-1
     E.4.2        Files Required for a Soil-Pile-Structure Interaction Analysis ...... B-1
C - Valid Options for Splinter .............................................................................. C-1
D - Restarts ............................................................................................................D-1
E - Element Types for SPLINTER ....................................................................... E-1
     E.4.1        OFFS Command ......................................................................... E-10
     E.4.2        OFFG and OFSK Commands ..................................................... E-11
     E.4.3        OFCO Command ........................................................................ E-12
F - Consistent Units.............................................................................................. F-1
G - References ......................................................................................................G-1




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SPLINTER User Manual                                                                                    Introduction




SPLINTER
ASAS Soil-Pile-Structure Interaction Program

1.      Introduction

The SPLINTER program is part of the ASAS Finite Element Analysis System. It performs two main types of
analysis. Firstly SPLINTER may be used as a stand alone program which can analyse one or more single piles
whose loading is defined at the pile caps, and possibly at other points along the piles. The second usage of
SPLINTER is for the analysis of the interaction of an elastic structure, which is supported on one or more piles,
with an elastic or inelastic soil. In this case SPLINTER must be run as one of a sequence of runs through the
ASAS suite.

In both the isolated pile and pile structure interaction analyses, group effects due to forces transmitted from one
pile to another via the soil medium can be included.

Although SPLINTER has a number of facilities for investigating non-linear soil behaviour, the structure and
piles themselves are always assumed to be linear and elastic in their behaviour. The user may input data to
describe the lateral force-displacement, the end-bearing and skin-friction responses of the soil layers which occur
at the pile location. It is not necessary for all the piles in an analysis to be situated in identical geological strata.

The data input for SPLINTER is very similar to ASAS data; indeed many of the data blocks are common to the
two programs.


1.1. Single Pile Analysis

For analyses requiring only the behaviour of one or more piles with no structural interaction (except by way of
connections between the piles at the pile cap), SPLINTER operates as a stand alone program whose execution is
independent of ASAS. The minimum data required is that which is necessary to define the physical location of
the pile, or piles (the end coordinates), together with geometrical properties (diameter and thickness), elastic
material properties and the applied loads. Only ASAS TUBE elements and BM3D/BEAM elements with tubular
section are currently permitted. Each pile must be modelled with a single element: if the pile is of non-constant
cross-section then a stepped element should be used.

The soil material properties must be specified on a layer by layer basis. For each stratum the lateral force-
displacement curve (P-Y curve) and the skin friction force-displacement curve (T-Z curve) may be input. For
the lowest stratum the end-bearing force-displacement curve may also be defined. All of these three force-
displacement relationships are piecewise linear curves with no restriction on the number of line segments
allowed.




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SPLINTER User Manual                                                                                    Introduction


Any conditions of restraint on the pile may be specified using the standard ASAS suppressions and prescribed
displacement data. Suppressions may be applied at either the pile tip or pile cap node. It is not possible to apply
either suppressions or prescribed displacements at intermediate points on the pile.

SPLINTER utilises a restricted subset of the standard ASAS loading types which are:

                 a)           Distributed load types BL5, BL6 and BL7.
                 b)           Nodal loads
                 c)           Prescribed displacements
                 d)           Body force


Note that prescribed displacements and nodal loads may not be applied to the pile tip. However, BL5 point
loads may be utilised to apply a load at the pile tip if required.

For the initial conditions the soil stiffness, as defined by the curves for zero displacement, is added to the pile
stiffness and the displacements are calculated, assuming no change in the soil properties. These displacements
are compared with the values at which the soil force-displacement curves become non-linear. If the soil has
become non-linear, that is the force-displacement relationship is no longer on the initial part of the curve, the soil
stiffness is recalculated for the current displacement. The modified soil stiffness is added to the pile stiffness
and a new set of displacements calculated. Iteration continues in this way until the displacements calculated in
an iteration differ from those of the preceding iteration by less than a small tolerance.

These converged values of displacement are taken to be an adequate estimate of the true behaviour. The
program then prints the pile cap displacements and forces, and the pile’s displacements.

This procedure is then repeated for each load case that the user has defined. There is no theoretical limit to the
number of loadcases which may be analysed in one run.

Unity checks may be requested against the following codes of practice:

    •        American Petroleum Institute (API) ‘Recommended Practice for Planning, Designing and
             Constructing Fixed Offshore Platforms - Working Stress Design’, RP2A-WSD, Twentieth Edition,
             July 1, 1993 (the Seventeenth Edition is also supported).

    •        American Petroleum Institute (API) ‘Recommended Practice for Planning, Designing and
             Constructing Fixed Offshore Platforms - Load and Resistance Factor Design’, RP2A-LRFD, First
             Edition, July 1, 1993.


In order to calculate these, yield data must be supplied for the piles. For WSD checks, extreme environmental
loads may be specified.




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SPLINTER User Manual                                                                                    Introduction


1.2. Soil-Pile-Structure Interaction Analysis

This type of analysis is conducted by using the ASAS substructuring capabilities, which allow significant
savings to be made in overall computer time. The SPLINTER run replaces the GLOBAL STRUCTURE run of a
standard ASAS substructure analysis, as shown in Figure 1.1.

The first phase of the sequence must be to create an ASAS master component, which typically will be the
physical superstructure of the entire model. The superstructure must contain all the structural elements, with the
exception of the piles. This master component is generated in a standard ASAS component creation run. The
degrees of freedom which will later link the superstructure to the piles must be defined as LINK freedoms in the
data. The structural loading should be applied to the superstructure in the normal way.

At this point the analyst will have generated the elastic stiffness matrix of the superstructure and the associated
load vectors referred to the LINK freedoms.

The second phase is to carry out the SPLINTER run. The user defines the piles, their properties and the soil data
in an identical manner to that for the analysis of a single pile. The pile cap nodes will now connect to the LINK
nodes of the superstructure generated in the first phase. Loading may be applied to the piles as for single pile
analyses and, in addition, COMPONENT loads may be used to include the loading from the superstructure. In
addition to suppressions and prescribed displacements as restraint conditions it is also possible to apply global
freedom releases at the pile cap nodes.

The SPLINTER program will now iterate over all loadcases and all piles until each loadcase has converged to
within the desired tolerance. The iteration over each individual pile is similar to that described above for a single
pile. Convergence of the structure is only achieved when all individual piles have converged. Displacements
and reactions for each pile cap node. together with displacements and forces along the piles are reported.

Finally, if the analyst wishes to know the forces and displacements throughout the superstructure, an ASAS
STRESS RECOVERY analysis may be performed. Again this is an entirely standard ASAS analysis. The pile
cap displacements generated by the SPLINTER analysis are accessed and used to give all the displacements
within the superstructure. (This displaced shape may be plotted using FEMVIEW). Stresses are then calculated
from the element properties and displacements in the normal manner.

The flexibility of the ASAS substructure system allows any substructure to be used in any number of GLOBAL
STRUCTURE (or SPLINTER) runs. It is thus possible to generate the master component of the superstructure
once, and then use this information to investigate a substantial number of pile sizes or configurations by running
several SPLINTER analyses. The analyst only needs to perform the STRESS RECOVERY run of ASAS if the
SPLINTER run indicates satisfactory overall behaviour. Using these features the design-analysis cycle may be
performed in a rapid and economical manner.

When the component creation run has been performed on a different machine, or even a different program, the
resulting data including the stiffness matrix and loading data may be input to SPLINTER to reform the interface
data required to include the component in a structure run for the current project (see Section 2.2.4). A master
component created in this way can be subsequently used in the same way as one created by the more normal
methods except that, when stress recovery is performed, only the displacement values for the link freedoms on
that component will be output, the reactions will be zero and no stresses will be given.




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SPLINTER User Manual                                                                                    Introduction




                                            Figure 1.1 Soil pile structure interaction


1.3. Pile Group Interaction effects

For both the isolated pile and soil-pile-structure analyses, group interaction effects may be considered. The
technique employed is based upon the calculation of soil displacements using Mindlin interaction coefficients
which assumes that the soil behaves as an elastic half space away from the plastic zone immediately adjacent to
the pile. In order that the interaction effects can be considered, additional information is required about the
stress/strain properties of the soil strata by way of elastic modulii and Poisson’s ratios for soil defined. Group
interaction is requested by including PGRP data in the data file.

Since interaction between piles within a group diminishes with increased separation, the user can choose to
either specify a maximum interaction distance beyond which no influence is calculated or allow the program
to calculate a suitable truncation value based upon embedment depths of the piles.

The piles forming the group, or groups, may either be rigidly connected at the pile cap or structurally isolated,
the program automatically generating the necessary additional information when rigid connections are requested.

Note that where pile groups are being analysed without a connecting superstructure, the node defining the pile
cap for a given group must be either connected to one of the piles within the group or have a dummy non-
structural tube element attached to it.

Group interaction effects can be particularly sensitive to changes in elastic soil properties and care must be
exercised in selecting the appropriate data for any given analysis. In addition, the following assumptions and
restrictions are applied by the program on user defined data:-

(i)     Only non-zero elastic soil modulii may be defined since the Mindlin interaction effects become infinite
        for zero soil modulus. If an elastic modulus increasing linearly with depth is required (representing, for




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SPLINTER User Manual                                                                                              Introduction


        example, a normally consolidated soil), it is suggested that a nominal, non-zero value is applied to the top
        section of the pile.

        This requirement implies that even if only lateral effects are being investigated, axial elastic properties
        must be defined.

(ii)    Mindlin interaction coefficients between any two piles in a group are based upon a constant value of
        elastic modulus for the soil. If a non-constant soil modulus distribution is supplied by the user, the
        program generates an effective value by calculating an average of the soil properties defined between any
        two given points on the piles. e.g.:-

                       E1                                                      A                        D1

                                                              d1                        r
                                                                                                             D2
                                 E2

                                                              d2                                         B




                          Soil modulus profile                        Pile 1                       Pile 2




The representative value used in the calculation of the interaction coefficients between node A on pile 1 and
node B on pile 2 will be given by

                       ( + )d + d
                  EAV = E1 E 2 1 E 2 2
                              d

where        d     is given by

                                ( - )+r
                  d = d1 + d 2 = D2 D1  x FACT
                                    2

D1           =     depth to node on pile 1
D2           =     depth to node on pile 2
r            =     the distance between the two nodes
FACT         =     a factor which accounts for different behaviour in the horizontal and vertical directions

The inclusion of soil terms from below the lowest of the two nodes is to account for, albeit approximately, the
extra stiffness introduced because of the increasing nature of the modulus.

Note that different soil profiles may be defined for each of the piles within a group if required and additional
terms will be included in the above formula as required.




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SPLINTER User Manual                                                                                         Introduction


(iii)   For a group analysis, SPLINTER initially carries out a partial convergence on the individual piles before
        applying the group interaction. The soil displacements due to the group effect are then calculated
        utilising the soil reactions from the current iteration.                   By default, SPLINTER carries out the soil
        displacement calculation once per loadcase as repeated computation after each iteration often leads to the
        analysis failing to converge because of the extra non-linearity introduced by the group interaction. If it is
        required to investigate the effect of recalculating the soil displacements after the group interaction has
        been included, two courses of action are available to the user.


        1.       Include the option RCSD on the options command in the preliminary data which allows the
                 recalculation of soil displacements after each iteration.

        2.       Include the option INCR on the options command in the preliminary data and input two or more
                 loadcases with the same applied loading. In this case, the soil displacements are only calculated
                 once per loadcase but the results from one loadcase are used as an initial condition for the next and
                 thus will permit a recalculation of the soil displacements for the given load (see Section 1.5)

There is no definitive statement as to which method should be adopted but, in general, the INCR option is more
likely to converge but is computationally expensive. The RCSD option should only normally be used when the
pile displacements are predominantly in the elastic regime of the soil P-Y and T-Z curves.


1.4. Automatic Pile Subdivision

As mentioned in Section 1.1, each pile must be input as a single TUBE, BM3D or BEAM element, which may
be stepped if necessary. In order to calculate the structural stiffness of the pile and the soil to a sufficient degree
of accuracy, the individual piles are automatically subdivided into a number of finite elements. Pile subdivisions
will occur where there are changes in pile cross-section, that is at the position of any steps in a stepped tube;
where there are any changes in the soil properties due to crossing from one stratum to another and at any position
where point loads are applied to the pile.

Two additional criteria are applied to the subdivision process:

(i)     The subdivision length will be related to the nominal diameter of the pile multiplied by a basic
        subdivision value (default 1.0) plus a percentage of the depth below the local mudline given by the
        subdivision modifier (default 0.1 or 10%). The depth utilised is taken at the mid-point of the existing
        subdivision.

(ii)    Each subdivision will be greater than 10% of the nominal pile diameter.


Item (i) results in substantial savings in computer resources over methods employing constant section lengths
while ensuring smaller subdivisions in the bending zone adjacent to the mudline. Both the basic subdivision
value and the subdivision modifier may be specified by using the DIVISION command in the preliminary data.
(See Appendix A).




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SPLINTER User Manual                                                                                    Introduction


It is important to note that while the automatic subdivision process will provide a satisfactory result for general
soil conditions, there are instances when user defined divisions are preferable. In particular, if only a few soil
layers have been defined then the resultant subdivisions may prove to be too coarse and provide poor lateral
displacements. It is suggested that a data check is carried out with the default divisions selected and the resultant
subdivision information inspected for large sub-elements in the critical top one third of the pile. As a rule of
thumb, the subdivisions should be less than two times the pile diameter in the critical zone

Item (ii) prevents ill conditioning due to two closely spaced points occurring in the subdivision process. Where
violation of this criterion occurs, the points are adjusted to be coincident. The program defined default cannot be
amended.

Note that the nominal diameter specified above is taken as the largest diameter supplied on a stepped tube.


1.5. Convergence criteria

The analysis process is based upon the solution of the simultaneous equations relating to the pile caps and
associated structural elements. Since, in general, the soil is of a non-linear nature the solution method utilises an
iterative technique whereby the soil stiffness and associated reactive loads are updated from the results of the
previous iteration. Successive iterations modify the soil properties with progressively smaller resultant changes
to the behaviour of the pile model. In order that the analysis will terminate within a finite number of iterations, a
convergence tolerance is applied as follows:

(i)     On the first iteration the pile cap displacements and reactions are calculated and stored. Note that non-
        zero reactions will only occur when some form of constraint is applied to the pile cap e.g. rigid pile cap
        in a group analysis.

(ii)    On the second and subsequent iterations, revised pile cap displacements and reactions are computed and
        compared with the previous iteration. If the percentage difference is greater than that defined (either by
        program default or user input) the revised displacements are stored and the iteration process continued.
        The default convergence criteria is taken as 5%. This can be modified using the CONVERGE command
        in the preliminary data. (See Appendix A).


It is suggested that a lower limit of 0.1% for single pile and 1-2% for group pile analyses is observed in order to
prevent an excessive number of iterations for convergence.

By default, after a loadcase has converged, the soil parameters are reinitialised to the unloaded state. While this
is a necessary requirement for a totally general set of loadcases, if an incremental loading study is to be carried
out it will prove computationally inefficient. In order to utilise the results from a given loadcase as a basis for
subsequent loads, the user can specify INCR in the options which preserves the converged state of the soil as the
initial condition for a following loadcase.

In addition to the convergence criteria described above, a simple divergence check is included in order to trap
numerical instabilities introduced due to multiple pile failure or highly non-linear systems. In some instances it
may be desirable to switch this facility off, especially in group analyses where interaction effects may take




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SPLINTER User Manual                                                                                        Introduction


several iterations to stabilise. The divergence check may be overridden by including NDVC on the options
command. It is suggested that this option is included only after reference to the iteration report confirms that no
inherent instability exists. Under these circumstances, the MAXIT command should be included to prevent too
many iterations being carried out if the analysis fails to converge (See Appendix A for details of the MAXIT
command).


1.6. Soil representation

The nonlinear foundation analysis method incorporated in SPLINTER utilises a finite element representation of
the pile and soil system. Figure 1.2 illustrates a typical element representing a pile segment and associated
springs employed to model the soil.




                                                                                                        Z
                                                                                                            X

                                                                                                   Y




                                           Figure 1.2 Pile/spring foundation model


The springs utilised for the soil model are characterised by a nonlinear force-deflection relationship of the type
shown in Figure 1.3. These are commonly known as P-Y curves for lateral behaviour and T-Z curves for axial
behaviour.




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SPLINTER User Manual                                                                                         Introduction




            load




                                                                                                deflection

                                        Figure 1.3 Soil/load deflection characteristics

It is because of the non-linear nature of the soil properties that SPLINTER carries out an iterative solution
technique, each iteration taking an assumed, or calculated, value for the soil spring stiffness based upon the
previous iteration.




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SPLINTER User Manual                                                                                                   Introduction


Two solution methods exist within SPLINTER for determining the representative soil stiffness from the defined
P-Y and T-Z curves, viz Tangent and Secant stiffness. These are shown diagramatically below:
 Force                                                 Force




                                                                                                        Kd
                                     Kd




    Pd                                                                    Pd




    Pp



                        yd          Displacement                                              yd             Displacement


                        Tangent stiffness                                                          Secant stiffness




For both types of soil representation, the curves are stored as a series of points as defined by the user and
depicted by crosses in the diagrams above. In order that the soil stiffness may be computed, the soil properties
are assumed to vary linearly between these points as shown above. For points beyond the last y datum defined,
linear extrapolation is utilised from the last two points supplied.

In general, the tangent stiffness method will converge faster than the secant stiffness approach especially as the
pile approaches its limiting capacity. For single pile analyses the tangent stiffness method is adopted by default.
If group interaction effects are requested, the secant method is utilised since the step wise nature of the tangent
method can result in convergence problems with the extra non-linearity introduced by the soil interaction.

Both program defaults may be overridden by the user defining either TANG or SECA on the options command
in the preliminary data. (See Appendix C).


1.7. Mudslides

SPLINTER normally assumes that the soil is initially in an undisturbed state and all pile displacements are
referred to as absolute soil origin. There are instances, however, where displacement of the soil itself may occur
due to the effects of external influences such as general soil movement (mudslides) or the proximity of adjacent
structures.

The soil movement induces an additional loading on the pile, in a similar manner to that experienced by piles
within a group. The loading is a function of the relative displacement between the pile and the surrounding soil.




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SPLINTER User Manual                                                                                    Introduction


The soil displacement thus has the effect of shifting the P-Y (for horizontal slides) and T-Z (for vertical slides)
curves by an amount equal to the local soil movement.

Where such soil shifts are required, SPLINTER provides a facility to define soil displacements with respect to
the global axes thus permitting directional shifting of the curves which would not be otherwise possible for P-Y
data.


1.8. Node numbers and coordinates

Each node in the foundation idealisation must be given a unique positive integer number, so that an element can
be defined unambiguously by the node numbers at its ends. If the model has N nodes, the node numbers need
not necessarily be within the range 1 to N, gaps in the numbering are permitted.

The coordinates defining the geometry of the elements may be supplied in any convenient rectangular cartesian,
cylindrical polar or spherical polar coordinate system. A foundation model may use several of these coordinate
systems. See Figure 1.4 for details. In general, the coordinates must be supplied for all nodes on the structure.
If a pile-soil interaction analysis is being carried out, however, nodes which appear in the component topology
data (Section 3.2.7) need not have their coordinates supplied since these will be extracted from the appropriate
backing files.




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                                                      Coordinates for Cartesian Systems

                                                           X Distance from the local origin in the local X’ direction

                                                           Y Distance from the local origin in the local Y’ direction

                                                           Z Distance from the local origin in the local Z’ direction




Coordinates for Cylindrical Polar Systems

R Distance from the local origin in the local X’Y’ plane.

θ Angle from the +ve side of the local X’ axis in the local X’Y’ plane
    (+ve for right-hand screw rule applied to +ve local Z’).

Z Distance from the local origin in the local Z’ direction.




                                         Coordinates for Spherical Polar Systems

                                         R Distance from the local origin in 3-D.

                                         θ Angle from the +ve side of the local X’ axis in the local
                                              X’Y’ plane (+ve for right-hand screw rule applied to +ve local Z’).
                                         ø Angle from the +ve side of the local Z’ axis to the radius,
                                              measured in 3-D.




                                                                Figure 1.4




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1.9. Global and Local Axis Systems

Regardless of the systems used to define coordinates, the displacement freedoms within SPLINTER are usually
referred to the global axis system. This is a right-handed rectangular cartesian (X,Y,Z) system. In some cases
the global axis system is replaced for selected nodes or elements by a local axis system. There are three broad
types of these: coordinate local axes, element local axes and nodal local axes. The latter are known as ‘skew
systems’.




1.9.1.       Coordinate Local Axes

Coordinate local axes are used to define the positions of nodes in space. Any required combination of cartesian,
cylindrical polar or spherical polar systems may be used; all of them are transformed to the global system within
the program. For each local system, the user provides the origin and the direction cosines relative to the global
system. Coordinates may, of course, be entered directly in the global system if required.




1.9.2.       Element Local Axes

The tube elements available in SPLINTER have their own local axes. These are used for the definition of
element loads and stress results. The direction of the element local axes is defined by the order of the nodes on
the elements. Full details are given in the relevant element description sheets in Appendix E.




1.9.3.       Skew Systems

Skew systems, can be used for two purposes

(i)      To specify suppressions, prescribed displacements, or constrained freedoms in directions other than those
         of the global axis system. All output of displacements and reactions is related to this new axis system.
         Only one such skew system is permitted at a node.

(ii)     To specify nodal loads in a direction other than the reference system, where the reference system is with
         the global system or the global system as modified by a skew system defined in (i). For example, if a
         node is skewed to allow a skew suppression, and a nodal load is required in the global direction, then a
         further skew system is required to re-skew the load back to the global system. Nodal loads applied with a
         skew system are transformed to their components in the reference system described above. The axis
         system at the node is not altered and hence any number of skew systems may be applied to loads at a
         node to accommodate various skewed nodal loads.


Each skew system is defined by a unique integer number - the skew integer. The same skew system may be
referred to in several places in the data.




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The relationship of coordinate local axes or skew systems to the global system is given by the direction cosines
of their axes relative to the global axes. Each direction cosine gives the projection of a unit vector along the
skew axis onto the global axis. Skew systems must be right-handed and orthogonal.

It is only necessary to specify two of the axes: the third is computed automatically. If X’, Y’, Z’ represent the
skew axes, and X,Y,Z the global axes, ASAS requires the six direction cosines:

                 X’X, X’Y, X’Z, Y’X, Y’Y, Y’Z


where, for example, X’X is the projection onto the global X axis of a unit vector along the skew X’ axis.


1.10. Results from Splinter

In addition to displacements, reactions, stresses or other results, SPLINTER produces a list of data and useful
intermediate information. The printing of these lists is controlled by the options which are detailed in Appendix
C.




1.10.1. Data Echo

SPLINTER normally prints the image of each data card as it is read. However, by setting the appropriate control
options, this printing can be suppressed for all except specified data blocks. Data lines which are found to be in
error are printed with an appropriate error message.




1.10.2. Expanded Data and Summaries

SPLINTER normally prints a complete list of expanded and cross referenced data. By setting the appropriate
control options, only selected summaries are printed.




1.10.3. Results - Displacements and Reactions

The displacement printing is in three parts

(i)     During the iteration stage of the program, pile cap displacements and reactions will be printed together
        with the convergence parameters being monitored. See Figure 1.5. Note that non-zero reactions at a node
        will only occur if a constraint or rigid pile cap has been assigned to that node.

(ii)    Displacements and reactions for all the nodes on the structure (excluding the nodes defining the bottom of
        the piles) for all load cases are printed in stage 6. Up to five load cases of results are printed side by side
        on a page; further sets of results follow immediately after the first set. See Figure 1.6.




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        The displacements and reactions will be in the global coordinate system unless a restraint has been
        applied at a node in a skew direction in which case the results at that node are in the skew direction.

(iii)   A detailed report of the global displacements down the piles is also printed in stage 6. If a skew system is
        operative at either or both ends of the pile, the results at these ends will be in the skew direction(s). At all
        other points in between, the global system will be applicable. See Figure 1.7. By default, the results will
        be printed load case by load case. If the user requires all the results for one pile element to be printed
        together, the option BYEL should be used.




1.10.4. Results - Forces and Stresses

This is divided into two parts

(i)     If non-pile elements exist in the analysis i.e. tubes assigned a soil integer of zero, the forces are listed for
        one loadcase at a time for all non pile elements (see note on BYEL below). See Figure 1.8.

(ii)    For each pile element, a detailed report providing both forces and axial, bending and combined stresses
        are printed for all the subdivisions down the pile. The combined stress is calculated as the sum of the
        absolute values of axial and biaxial bending stresses and adopts the sign of the axial stress. Optional
        utilisation check results may also be reported if the UNCK data is supplied. See Figure 1.9.

        By default, the results will be printed load case by load case. If the user requires all the results for one
        pile element to be printed together, the option BYEL should be used.




1.10.5. Results Pile Cap Stiffness

The pile cap stiffness at a pile cap node may be extracted by specifying option PSTF. This will enable the
following data to be written to a formatted output file for each pile cap node:

1.      ASAS coordinates data of the pile cap node

2.      ASAS link freedoms data of the pile cap node

3.      Pile cap stiffness in packed symmetric format as required for the stiffness data in an ASAS direct stiffness
        input job.

There is a separate stiffness file generated for each pile top node for each load case. Note that if a rigid pile cap
is used (i.e. CONN in PGRP command), the stiffness at the top of each pile in the group will be output separately
rather than a single stiffness at the rigid pile cap node.




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The pile cap stiffness file created is called ssssNnnnnnnLmmmm.STF, where ssss is the name on the
STRUCTURE command in the preliminary data, nnnnnn is the six digit node number of the pile cap node and
mmmm is the 4 digit load case number. For example, if the structure is called ABCD, the pile cap is 100 and the
load case is 20, the stiffness file name will be ABCDN000100L0020.STF.

The pile cap stiffness can be imported into an ASAS analysis as a component by carrying out a direct stiffness
input job (JOB STIF) in ASAS. As the pile cap stiffness values are written in the same format as required for
the definition of component stiffness, these can be easily incorporated into the JOB STIF data using the @ file
facility.

SPLINTER offers two methods to represent the soil stiffness, namely tangent and secant stiffness. It is assumed
that the extracted pile cap stiffness will correspond to the stiffness employed in the solution. While both models
should produce very similar stiffness in small deformations, it should be noted that they will start to deviate as
the pile load increases.




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                                                                                                                                                                                                                             SPLINTER User
                                                                                                                                           PILE CAP DISPLACEMENTS AND REACTIONS ITERATION REPORT
                                                                                                           LOAD CASE NO.    1    ITERATION   3
                                                                                                           ------------------    -------------
                                                                                                                                                          RESULTANT           PERCENTAGE     RESULTANT      PERCENTAGE
                                                                                                            NODE   FD   DISPLACEMENT     REACTION        DISPLACEMENT           CHANGE        REACTION        CHANGE
                                                                                                            ----   --   ------------   -----------       ------------         ----------    -----------     ----------
                                                                                                             201    X    5.6420D-03     0.0000D+00
                                                                                                                    Y    2.6922D-03     0.0000D+00          9.8254D-03         1.4793D-04    0.0000D+00     0.0000D+00
                                                                                                                    Z    7.5801D-03     0.0000D+00
                                                                                                                   RX   -7.0222D-04     0.0000D+00
                                                                                                                   RY    1.2519D-03     0.0000D+00          1.4548D-03       -3.6428D-04     0.0000D+00     0.0000D+00
                                                                                                                   RZ   -2.3649D-04     0.0000D+00
                                                                                                            203     X    6.4403D-03     0.0000D+00
                                                                                                                    Y   -2.8300D-03     0.0000D+00          1.1741D-02       -1.7730D-04     0.0000D+00     0.0000D+00
                                                                                                                    Z   -9.3999D-03     0.0000D+00
                                                                                                                   RX    1.0177D-03     0.0000D+00
                                                                                                                   RY    1.1315D-03     0.0000D+00          1.5422D-03       -2.8301D-04     0.0000D+00     0.0000D+00
                                                                                                                   RZ   -2.4967D-04     0.0000D+00
                                                                                                            207     X    7.6872D-04     0.0000D+00
                                                                                                                    Y    2.9059D-03     0.0000D+00          5.9815D-03         3.8970D-04    0.0000D+00     0.0000D+00
                                                                                                                    Z    5.1713D-03     0.0000D+00
                                                                                                                   RX   -5.7170D-04     0.0000D+00
                                                                                                                   RY    4.0109D-04     0.0000D+00          8.8824D-04         4.7826D-04    0.0000D+00     0.0000D+00
                                                                                                                   RZ   -5.4887D-04     0.0000D+00
                                                                                                            209     X    8.1005D-04     0.0000D+00
                                                                                                                    Y   -2.6932D-03     0.0000D+00          8.6459D-03       -2.5177D-06     0.0000D+00     0.0000D+00
                                                                                                                    Z   -8.1757D-03     0.0000D+00
                                                                                                                   RX    2.2063D-05     0.0000D+00
                                                                                                                   RY   -1.1532D-04     0.0000D+00          6.0717D-04         1.8424D-04    0.0000D+00     0.0000D+00
                                                                                                                   RZ   -5.9571D-04     0.0000D+00
                                                                                                                                                              LOADCASE CONVERGED AFTER       3 ITERATIONS
                                                                                                                                                              SECTION 1 COMPLETED




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                                                                                                                                                     Figure 1.5 Iteration Report
                                                                                                                                                                                                   l
                                                                                                                                   LOAD CASE    1           LOAD CASE    2
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                                                                                                                                                                                                       SPLINTER User
                                                                                                           NODE   FD   SKW    DISPLACEMENT REACTION    DISPLACEMENT REACTION
                                                                                                           ----   --   ---    ------------ --------    ------------ --------
                                                                                                              1    X          8.3574D-03 2.795D+01 7.2685D-03 2.758D+01
                                                                                                                   Y          5.6433D-04 3.616D-01 1.6533D-03 4.498D-01
                                                                                                                   Z         -3.3536D-03 -1.722D+02 -7.0671D-03 -3.645D+02
                                                                                                                  RX         -1.8351D-05 3.291D+00 -1.0779D-04 -2.062D+01
                                                                                                                  RY          1.0868D-04 -2.937D+02 1.9235D-05 -3.160D+02
                                                                                                                  RZ         -4.6166D-05 -2.385D+00 -4.6166D-05 -2.385D+00
                                                                                                             3     X          8.6344D-03    1.858D+01 7.5455D-03 1.891D+01
                                                                                                                   Y          2.8734D-04   -1.229D+00 1.3763D-03 -1.561D+00
                                                                                                                   Z         -4.1158D-03   -1.908D+02 -7.8293D-03 -3.558D+02
                                                                                                                  RX         -1.8351D-05   -1.338D+01 -1.0779D-04 -3.987D+01
                                                                                                                  RY          1.0868D-04   -2.212D+02 1.9235D-05 -2.477D+02
                                                                                                                  RZ         -4.6166D-05   -2.385D+00 -4.6166D-05 -2.385D+00
                                                                                                             5     X          8.9114D-03    2.911D+01 7.8225D-03 2.903D+01
                                                                                                                   Y          1.0338D-05   -2.494D+00 1.0993D-03 -2.130D+00
                                                                                                                   Z         -4.8780D-03   -2.630D+02 -8.5915D-03 -4.553D+02
                                                                                                                  RX         -1.8351D-05   -2.795D+01 -1.0779D-04 -5.028D+01
                                                                                                                  RY          1.0868D-04   -3.114D+02 1.9235D-05 -3.353D+02
                                                                                                                  RZ         -4.6166D-05   -2.385D+00 -4.6166D-05 -2.385D+00
                                                                                                             7     X          8.9114D-03 2.436D+01 7.8225D-03 2.448D+01
                                                                                                                   Y          5.6433D-04 3.361D+00 1.6533D-03 3.241D+00
                                                                                                                   Z         -3.5739D-03 -1.740D+02 -8.3607D-03 -4.243D+02
                                                                                                                  RX         -1.8351D-05 2.666D+01 -1.0779D-04 1.369D+00
                                                                                                                  RY          1.0868D-04 -2.745D+02 1.9235D-05 -2.998D+02
                                                                                                                  RZ         -4.6166D-05 -2.385D+00 -4.6166D-05 -2.385D+00
                                                                                                            10     X          8.7268D-03   0.000D+00 7.6378D-03        0.000D+00
                                                                                                                   Y          3.7967D-04   0.000D+00 1.4686D-03        0.000D+00
                                                                                                                   Z         -3.9352D-03   0.000D+00 -8.0064D-03       0.000D+00
                                                                                                                  RX         -1.8351D-05   0.000D+00 -1.0779D-04       0.000D+00
                                                                                                                  RY          1.0868D-04   0.000D+00 1.9235D-05        0.000D+00
                                                                                                                  RZ         -4.6166D-05   0.000D+00 -4.6166D-05       0.000D+00
                                                                                                            11     X          9.8135D-03   0.000D+00 7.8301D-03        0.000D+00
                                                                                                                   Y          5.6318D-04   0.000D+00 2.5466D-03        0.000D+00




                                                                                                                                                                                                       Introduction
                                                                                                                   Z         -3.9352D-03   0.000D+00 -8.0064D-03       0.000D+00
Page 1-19




                                                                                                                  RX         -1.8351D-05   0.000D+00 -1.0779D-04       0.000D+00
                                                                                                                  RY          1.0868D-04   0.000D+00 1.9235D-05        0.000D+00
                                                                                                                  RZ         -4.6166D-05   0.000D+00 -4.6166D-05       0.000D+00


                                                                                                                                                Figure 1.6 Node Displacement and Reaction Report
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    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates




                                                                                                                                                                                                                                            SPLINTER User
                                                                                                              GLOBAL PILE DISPLACEMENTS
                                                                                                              -------------------------
                                                                                                              ELEMENT NUMBER      1 PILE CAP NODE        1                                     LOAD CASE      1     EXTREME WAVE LOAD
                                                                                                           CASE                     --------------------- PILE TIP NODE      2                                     ---------------
                                                                                                              DISTANCE FROM
                                                                                                                   PILE CAP              X              Y             Z                        RX              RY            RZ
                                                                                                              -------------         -----------    -----------   -----------               -----------     -----------   -----------
                                                                                                                     0.0000          5.8068D-01     3.1361D-01   -2.0387D-03               -2.4565D-02      4.9296D-02    0.0000D+00
                                                                                                                     5.0000          3.4370D-01     1.9056D-01   -1.7061D-03               -2.3019D-02      4.3129D-02    0.0000D+00
                                                                                                                    10.0000          1.5817D-01     8.9661D-02   -1.4206D-03               -1.6632D-02      3.0159D-02    0.0000D+00
                                                                                                                    15.0000          4.3522D-02     2.5763D-02   -1.1804D-03               -9.0628D-03      1.6092D-02    0.0000D+00
                                                                                                                    20.0000         -7.2890D-03    -3.1874D-03   -9.8130D-04               -3.2162D-03      5.5419D-03    0.0000D+00
                                                                                                                    25.0000         -1.8578D-02    -1.0024D-02   -8.1606D-04               -1.8183D-04      1.7504D-04    0.0000D+00
                                                                                                                    30.0000         -1.3919D-02    -7.7193D-03   -6.7898D-04                7.4730D-04     -1.4065D-03    0.0000D+00
                                                                                                                    35.0000         -6.7426D-03    -3.8180D-03   -5.6535D-04                6.9333D-04     -1.2580D-03    0.0000D+00
                                                                                                                    40.0000         -1.8844D-03    -1.1126D-03   -4.7123D-04                3.8592D-04     -6.8599D-04    0.0000D+00
                                                                                                                    45.0000          2.7478D-04     1.1645D-04   -3.9338D-04                1.3688D-04     -2.3613D-04    0.0000D+00
                                                                                                                    50.0000          7.6558D-04     4.1266D-04   -3.2911D-04                9.2174D-06     -1.0214D-05    0.0000D+00
                                                                                                                    55.0000          5.8076D-04     3.2194D-04   -2.7621D-04               -3.0534D-05      5.7562D-05    0.0000D+00
                                                                                                                    60.0000          2.8404D-04     1.6075D-04   -2.3283D-04               -2.8832D-05      5.2341D-05    0.0000D+00
                                                                                                                    65.0000          8.0944D-05     4.7702D-05   -1.9750D-04               -1.6204D-05      2.8817D-05    0.0000D+00
                                                                                                                    70.0000         -1.0281D-05    -4.1917D-06   -1.6898D-04               -5.8312D-06      1.0071D-05    0.0000D+00
                                                                                                                    75.0000         -3.1685D-05    -1.7065D-05   -1.4630D-04               -4.6700D-07      5.7310D-07    0.0000D+00
                                                                                                                    80.0000         -2.4512D-05    -1.3584D-05   -1.2866D-04                1.2334D-06     -2.3309D-06    0.0000D+00
                                                                                                                    85.0000         -1.2294D-05    -6.9554D-06   -1.1547D-04                1.2083D-06     -2.1952D-06    0.0000D+00
                                                                                                                    90.0000         -3.4778D-06    -2.0508D-06   -1.0627D-04                7.5679D-07     -1.3473D-06    0.0000D+00
                                                                                                                    95.0000          1.5469D-06     7.9699D-07   -1.0073D-04                4.4838D-07     -7.8495D-07    0.0000D+00
                                                                                                                   100.0000          4.8970D-06     2.7197D-06   -9.8672D-05                3.6238D-07     -6.3010D-07    0.0000D+00
                                                                                                           TOTAL GLOBAL SOIL REACTIONS FOR ELEMENT          1         X                Y             Z
                                                                                                                                                                 3.1650D+03       2.0760D+03   -2.4360D+03


                                                                                                                                                     Figure 1.7 Pile Displacement Report




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                                                                                                                                                                                                                                                         SPLINTER User
                                                                                                                                                            MEMBER FORCE AND STRESS REPORT

                                                                                                                            NODE                                                                               AXIAL     BENDING     COMBINED
                                                                                                             ELEMENT LOAD    NO.     FORCE XX    SHEAR QY    SHEAR QZ   TORQUE XX   MOMENT YY   MOMENT ZZ     STRESS      STRESS      STRESS
                                                                                                           ---------- ---- -----   ----------- ----------- ----------- ----------- ----------- ----------- ----------- ----------- -----------

                                                                                                             200 TUBE    1      1       65.2000     -29.0000      50.6000      0.0000   -2530.0000   1450.0000     43.138    2880.415    2923.554
                                                                                                                              101       65.2000     -29.0000      50.6000      0.0000       0.0000      0.0000     43.138       0.000      43.138

                                                                                                             201 TUBE    1      3       73.1000     -29.0000      78.2000      0.0000   -3910.0000   1450.0000     48.365    4119.231    4167.596
                                                                                                                              103       73.1000     -29.0000      78.2000      0.0000       0.0000      0.0000     48.365       0.000      48.365

                                                                                                             202 TUBE    1      5       69.9000     -40.0000      50.6000      0.0000   -2530.0000   2000.0000     46.248    3185.622    3231.870
                                                                                                                              105       69.9000     -40.0000      50.6000      0.0000       0.0000      0.0000     46.248       0.000      46.248

                                                                                                              203 TUBE   1      7        20.8000    -40.0000      78.2000      0.0000   -3910.0000   2000.0000     13.762     4338.140    4351.902
                                                                                                                              107        20.8000    -40.0000      78.2000      0.0000       0.0000      0.0000     13.762        0.000      13.762

                                                                                                              999 TUBE   1     10     4.5475D-13   5.6843D-14   4.5475D-13 -7.1054D-14 -3.8654D-12 -1.1369D-13   3.009D-13   3.820D-12   4.121D-12
                                                                                                                               11     4.5475D-13   5.6843D-14   4.5475D-13 -7.1054D-14 4.5475D-12 -1.3642D-12    3.009D-13   4.690D-12   4.991D-12



                                                                                                                                                                Figure 1.8 Element Force Report




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    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates                                                       PILE FORCE AND STRESS REPORT




                                                                                                                                                                                                                                                       SPLINTER User
                                                                                                                                                       RESULTS UNITS KILONEWTONS METRES              RADIANS

                                                                                                                                                               PILE FORCE AND STRESS REPORT

                                                                                                           ELEMENT NUMBER      1    PILE CAP NODE        1                               LOAD CASE         1   EXTREME WAVE LOAD CASE
                                                                                                           ---------------------    PILE TIP NODE        2                               (OPERATING)
                                                                                                           DISTANCE FROM                                                                              AXIAL     BENDING     COMBINED   API LRFD
                                                                                                             PILE CAP   FORCE XX      SHEAR QY      SHEAR QZ   TORQUE XX   MOMENT YY   MOMENT ZZ     STRESS      STRESS      STRESS      UNCK
                                                                                                           ---------- -----------   -----------   ----------- ----------- ----------- ----------- ----------- ----------- ----------- ----------
                                                                                                            0.000D+00 -2.4360D+03    2.0760D+03    3.1650D+03 0.0000D+00 1.5820D+03 -2.2730D+03 -1.4300D+04 5.5901D+04 -7.0200D+04 1.303D-01
                                                                                                            5.000D+00 -2.1058D+03    1.2143D+03    1.7125D+03 0.0000D+00 1.3695D+04 6.1023D+03 -1.2361D+04 3.0264D+05 -3.1500D+05 6.919D-01
                                                                                                            1.000D+01 -1.7936D+03    2.9977D+02    2.8528D+02 0.0000D+00 1.8430D+04 9.7202D+03 -1.0529D+04 4.2059D+05 -4.3112D+05 9.602D-01
                                                                                                            1.500D+01 -1.4957D+03   -4.0984D+02   -8.4016D+02 0.0000D+00 1.6414D+04 9.0279D+03 -8.7798D+03 3.7814D+05 -3.8692D+05 8.629D-01
                                                                                                            2.000D+01 -1.2414D+03   -7.2842D+02   -1.3428D+03 0.0000D+00 9.7185D+03 5.4543D+03 -7.2873D+03 2.2496D+05 -2.3224D+05 5.135D-01
                                                                                                            2.500D+01 -1.0300D+03   -5.2147D+02   -9.3762D+02 0.0000D+00 3.5753D+03 2.0618D+03 -6.0463D+03 8.3310D+04 -8.9356D+04 1.904D-01
                                                                                                            3.000D+01 -8.5417D+02   -2.4351D+02   -4.2855D+02 0.0000D+00 3.4231D+02 2.3964D+02 -5.0141D+03 8.4347D+03 -1.3449D+04 1.957D-02
                                                                                                            3.500D+01 -7.0782D+02   -6.2780D+01   -1.0489D+02 0.0000D+00 -7.1026D+02 -3.7331D+02 -4.1550D+03 1.6197D+04 -2.0352D+04 3.716D-02
                                                                                                            4.000D+01 -5.8590D+02    1.4460D+01    3.0255D+01 0.0000D+00 -7.0659D+02 -3.8816D+02 -3.4393D+03 1.6273D+04 -1.9713D+04 3.725D-02
                                                                                                            4.500D+01 -4.8421D+02    3.0065D+01    5.5470D+01 0.0000D+00 -4.0772D+02 -2.2871D+02 -2.8424D+03 9.4365D+03 -1.2279D+04 2.162D-02
                                                                                                            5.000D+01 -3.9923D+02    2.1776D+01    3.9172D+01 0.0000D+00 -1.5189D+02 -8.7511D+01 -2.3435D+03 3.5385D+03 -5.8820D+03 8.141D-03
                                                                                                            5.500D+01 -3.2803D+02    1.0268D+01    1.8081D+01 0.0000D+00 -1.5993D+01 -1.0954D+01 -1.9256D+03 3.9129D+02 -2.3169D+03 9.435D-04
                                                                                                            6.000D+01 -2.6816D+02    2.7066D+00    4.5339D+00 0.0000D+00 2.8925D+01 1.5170D+01 -1.5742D+03 6.5929D+02 -2.2334D+03 1.537D-03
                                                                                                            6.500D+01 -2.1755D+02   -5.5892D-01   -1.1838D+00 0.0000D+00 2.9346D+01 1.6112D+01 -1.2770D+03 6.7578D+02 -1.9528D+03 1.563D-03
                                                                                                            7.000D+01 -1.7444D+02   -1.2405D+00   -2.2907D+00 0.0000D+00 1.7087D+01 9.5808D+00 -1.0240D+03 3.9543D+02 -1.4195D+03 9.159D-04
                                                                                                            7.500D+01 -1.3736D+02   -9.0753D-01   -1.6333D+00 0.0000D+00 6.4390D+00 3.7064D+00 -8.0634D+02 1.4997D+02 -9.5631D+02 3.509D-04
                                                                                                            8.000D+01 -1.0502D+02   -4.2740D-01   -7.5295D-01 0.0000D+00 7.5429D-01 5.0544D-01 -6.1650D+02 1.8328D+01 -6.3483D+02 4.707D-05
                                                                                                            8.500D+01 -7.6308D+01   -1.0563D-01   -1.7638D-01 0.0000D+00 -1.0906D+00 -5.6753D-01 -4.4794D+02 2.4816D+01 -4.7275D+02 5.936D-05
                                                                                                            9.000D+01 -5.0227D+01    3.5450D-02    7.0700D-02 0.0000D+00 -1.0095D+00 -5.5091D-01 -2.9484D+02 2.3214D+01 -3.1806D+02 5.412D-05
                                                                                                            9.500D+01 -2.5881D+01    5.5091D-02    1.0095D-01 0.0000D+00 -3.8357D-01 -2.1303D-01 -1.5193D+02 8.8565D+00 -1.6078D+02 2.051D-05
                                                                                                            1.000D+02 -1.7764D-15    0.0000D+00   -3.1919D-16 0.0000D+00 0.0000D+00 0.0000D+00 -1.0428D-14 0.0000D+00 -1.0428D-14 0.000D+00

                                                                                                                  MAXIMUM UTILISATION FACTOR (API LRFD ED1) OF         0.96 OCCURS AT DISTANCE 1.0000D+01

                                                                                                                  AXIAL PILE CAPACITY SAFETY FACTOR       4.6700D+00    (COMPRESSION)



                                                                                                                                                                 Figure 1.9 Pile Force and Stress Report




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1.11. Data Units

The user is free to choose any system of units for his data. Free format input will allow an explicit definition of
units for the analysis which can be locally overridden within each of the data blocks (where appropriate).

The basic global units to be employed are defined in the Preliminary data using the UNITS command (see
Section A.17) where the units of force and length are supplied. (Time is assumed to be in seconds). These basic
units will be utilised as the default input and results units.

In order to facilitate the use of different units for various data, a UNITS command can be used within the main
body of the data to locally override the basic units defined in the Preliminary data. This facility enables each
data block to have one or more different sets of data units which may or may not be the same as the global
definitions.


1.12. Outline of this Manual

In order to simplify this document and reduce duplication, only those data types which are unique to SPLINTER
are described in detail. Data types which are common to both ASAS and SPLINTER are cross-referenced with
the appropriate section in the ASAS manual. Where particular limitations or amendments are imposed for a
SPLINTER analysis, these will be highlighted under the appropriate data type in this manual.

Note


By default the program assumes free format input has been adopted. If fixed format (card image) data is used,
the FIXD option must be included in the OPTIONS list. It is not permissible to mix free format with fixed
format data where both types exist. Fixed format data, whilst still acceptable to SPLINTER is no regarded as
obsolete.




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2.       Data Formats


2.1. Free format syntax



2.1.1.      General Principals

The input data for SPLINTER are specified according to syntax diagrams similar to that shown below. The
conventions adopted are described in the following pages. Detailed descriptions for each of the data blocks can
be found in Section 2 of this Manual, or where appropriate, Section 5 of the ASAS User Manual.

                     HEADER

                     KEYWORD                     (alpha)                               /integer/

                                                 KEYWORD1
                     real                                                              //integer//
                                                 KEYWORD2

                     integer                     KEYWORD3                              real

                     END




Each data block commences with a compulsory header line and terminates with an END command which delimit
the information from the other data. The sequence of the input data follows the vertical line down the left hand
side of the page. If a data block can be omitted, this will be indicated as shown below.


                    HEADER


                     END




Within each data block, each horizontal branch represents a possible input instruction. Input instructions are
composed of keywords (shown in upper-case), numerical values or alphanumerics (shown in lower-case
characters), and special symbols. Each item in the list is separated from each other by a comma or one or more
blank spaces.




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A single line of data must not be longer than 80 characters.

Numerical values have to be given in one of two forms:

(i).    If an integer is specified a decimal point must not be supplied.

(ii).   If a real is specified the decimal point may be omitted if the value is a whole number.


Exponential formats may be utilised where real numbers are required.

        for example               0.004         4.0E-3       4.0D-3       are equivalent

        similarly                 410.0         410          4.10E2       are the same.


Alphanumeric strings must begin with a letter (A-Z). The letters A-Z can be supplied in upper or lower case but
no distinction is made between the upper and lower case form. Hence “A” is assumed identical with “a”, “B”
with “b” and so on.

        For example               BM3D          are all permissible alphanumeric strings
                                  BL5
                                  ALL

        Also                      COMB          are all identical
                                  Comb
                                  comb

        However                   3BMD
                                  5BL
        are examples of inadmissible alphanumeric strings.


Alphanumeric strings must not include any special symbols (see below)

If certain lines are optional, these are shown by an arrow which bypasses the line(s)


                       keyw ord                           integer




In order to build up a data block, a line or series of lines may be repeated until the complete set has been defined.
These are shown by an arrow which loops back.




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                       HEADER

                       real                               integer

                       END




Some data lines require an integer or real list to be input whose length is variable. This is shown by a horizontal
arrow around the list variable.

                          real                               integer




Where one or more possible alternative items may appear in the list, these are shown by separate branches for
each
                                                      KEYWORD1
                                                                                           integer
                         integer                      KEYWORD2


                                                      KEYWORD3                             real




An optional item in a line will be enclosed in brackets e.g.

                          KEYWORD                             (alpha)                       integer




The relevant data block description will detail the default value adopted if the item is omitted.

An input line must not be longer than 80 characters. Certain input instructions may extend onto continuation
lines. Where this is allowable, the syntax diagram line is shown ending with an arrow. See Section 2.1.2.

                           KEYWORD                             integer




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2.1.2.          Special Symbols

The following is a list of characters which have a special significance to the SPLINTER input.

*        An asterisk is used to define the beginning of a comment, whatever follows on the line will not be
         interpreted. It may appear anywhere on the line, any preceding data will be processed as normal. For
         example

         (i)          *    THIS IS A COMMENT FOR THE WHOLE LINE

         (ii)         X Y RZ 1 16 24 27 *support conditions at ground level*


’        single quotes are used to enclose some text strings which could contain otherwise inadmissible characters.
         The quotes are placed at each end of the string. They may also be used to provide in-line comments
         between data items on a given line.

         For example

                  BM3D        ’NODES’           1       2       ’GEOM PROP’               5


,        A comma or one or more consecutive blanks will act as a delimiter between items in the line.

         For example

                  5, 10, 15                              is the same as         5    10    15

         Note that two commas together signify that an item has been omitted. This may be permissible for
         certain data blocks.

         For example

                  5,, 15                   is the same as             5     0       15

         Unless otherwise stated in the section describing the data block omitted numerical values are zero.


:        A colon at the start of the line signifies that the line is a continuation from the previous line.
         For example

                  5                        is the same as             5     10       15
                  :   10
                  :   15




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           Note that this facility is only available in certain data blocks. See the appropriate description of each data
           block for details.




2.1.3.          Repeat Facilities

Lists of regular data can often be shortened by use of a repeat facility. A block of one or more lines of data may
be identified by a delimiter character (/) and terminated by a repeat command (RP). The repeat command
contains information on how many times the set of lines of data is to be generated and how the data is to be
incremented for each generation. The general form is:

                                /

                                KEYWORD                              real                         /integer/

                                RP                                   nrep                         incr




/                     : the delimiter character to identify the start of the data to be generated. It must be on a line of
                         its own.

KEYWORD               : items notenclosed within slashes will be repeatedwithout any increment for generateddata
                         real

/integer/             : an item enclosed by / characters indicates data which may be modified using the repeat facility.
                         The / characters must not appear in the actual data.

RP                    : command word to identify the end of the data to be generated.

nrep                  : number of times the set of lines is to be generated, including the original data line(s).

incr                  : the increment to be added to certain data items for the second and subsequent generated blocks.
                         (The first block corresponds to the original data)

For example, suppose the data format is specified as

                      KEYWORD                                     /integer/




It is required to generate integers 1, 6, 11, 16, 21, 26, 31, 36, 41, 46. If the keyword is ALL the data could be

       ALL        1         6          11         16        21         26         31         36        41     46

or




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       ALL       1
       ALL       6
       ALL       1
       .
       .
       .
       ALL       46

Using the repeat facility, the following examples all produce identical data

(i)        /
           ALL        1
           RP         10    5


or

(ii)       /
           ALL        1     6
           RP         5         10


or

(iii)      /
           ALL        1
           ALL        6
           RP         5     10




2.1.4.          Re-Repeat Facilities

The repeat facility can be extended to include a double repeat whereby data which has been expanded by use of
the RP command may be repeated again with different increment values. The general form is

                      //

                      /

                      KEYWORD                           real                        //integer//

                      RP                                nrep                         incr


                      RRP                               nrrep                        incr2




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//                    : identifies the start of the data to be re-repeated. It must precede a / line

/                     : identifies the start of the data to be repeated.

KEYWORD               : items not enclosed within slashes will be repeated without any increment for generated
                         real              data.

//integer//           : an item enclosed by // characters indicates data which may be modified using the re-repeat or
                         repeat facility. The // characters must not appear in the actual data.

RP                    : identifies the end of the data to be generated with the repeat facility.

nrep                  : number of times the block of data is to be generated, including the original data line(s)

incr1                 : the increment to be added to the data items for the second and subsequent generated blocks.
                         (The first block corresponds to the original data)

RRP                   : identifies the end of the data to be generated with the re-repeat facility.

nrrep                 : the number of times the expanded data from the repeat block is to be further generated,
                         including the original repeat block

incr2                 : the increment to be added to each of the expanded data items for the second and subsequent re-
                         generated blocks. (The first block corresponds to the expanded data items)

For example, taking the previous example in Section 2.1.3, if the data syntax was specified as

                       KEYWORD                                    //integer//




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Then the data could be

       //
       /
       ALL       1
       RP        5        10                             generates      1, 11, 21, 31, 41
       RRP       2        5                              generates      6, 16, 26, 36, 46

Note, the order of the numbers generated by this example in Section 2.1.3 using RP and in Section 2.1.4 using
RP and RRP is different. This may be important in a few cases where the order of the data supplied matters, for
example, user element numbers.


2.2. Data requirements for each type of analysis

The following diagrams outline the data required in order to carry out the various types of analysis in
SPLINTER:

(i)         Single pile

(ii)        Group pile

(iii)       Pile-structure interaction

(iv)        Component creation from stiffness input data


Within each analysis type, some of the data are optional and may be omitted if not required (see syntax
conventions, Section 2.1)




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2.2.1.      Single pile

                            SYSTEM                 DATA AREA                   memory

                            PROJECT               pname

                            JOB                   (status)             PILE

                            FILES                 fname

                            TITLE                 title



                            TEXT                  text



                            MAXIT                 numit



                            CONVERGE                       conval



                            DIVISION                       value1               value2



                            OPTIONS                        option




                            RESTART                        first                last



                            GOTP                           xcoord               ycoord              zcoord



                            SAVE                           name                 (FILES)


                            END

                            COOR


                            CART                 (name)
                            CYLI
                                                 name                (units)
                            SPHE

                            DCOS                 x'x           x'y      x'z       y'x         y'y    y'z

                            ORIG                 xorigin             yorigin            zorigin


                            // node //           // x //             // y //            // z //

                            FIN

                            END




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Single Pile Data (Cont.)




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Single Pile Data (Cont.)




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Single Pile Data (Cont.)




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Single Pile Data (Cont.)


                             UNCK

                             UNITS            unitnm



                                                 ED17
                             (W SD)              ED20
                             LRFD                ED1
                                                                                                 ELEM
                             YIEL             value            STEP           stepno                    number
                                                                                                PROP


                             EXTR             loadno


                             END


                             STOP




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2.2.2.      Group Pile Data




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Group Pile Data (Cont.)




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Group Pile Data (Cont.)




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Group Pile Data (Cont.)




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Group Pile Data (Cont.)


                          UNCK

                          UNITS            unitnm



                                              ED17
                          (W SD)              ED20
                          LRFD                ED1

                                                                                             ELEM
                          YIEL             value           STEP            stepno                       number
                                                                                             PROP


                          EXTR             loadno


                          END

                          STOP




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2.2.3.      Pile-structure Interaction Data




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Pile-structure Interaction Data (Cont.)




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Pile-structure Interaction Data (Cont.)




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Pile-structure Interaction Data (Cont.)




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Pile-structure Interaction Data (Cont.)

                             UNCK


                              UNITS          unitnm


                                                 ED17
                              (WSD)              ED20
                                                 ED21
                              LRFD               ED1
                                                                                               ELEM
                              YIEL           value            STEP        stepno                        number

                                                                                               PROP


                              EXTR           loadno


                             END

                             STOP




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2.2.4.      Stiffness Input Data




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Stiffness Input Data (Cont.)




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3.       Data Description

The subheadings of this section of the manual have been selected to coincide with the corresponding
subheadings of Section 5 of the ASAS User Manual. The following points should be noted.

The PILE data block replaces the ELEM data block, and hence individual finite elements cannot appear in
SPLINTER. (This may be circumvented by assembling all required elements into the master component
generated to represent the superstructure).

(a)      Only static analyses are permitted. As the SPLINTER run replaces the GLOBAL STRUCTURE analysis
         of ASAS. LINK data are only allowed in a Stiffness Input run. MAST data must not be used.

(b)      Only five types of loading are permitted: Distributed Loads (BL5, BL6 and BL7), Component Loads,
         Nodal Loads, Body Forces and Prescribed Displacements. The other ASAS load types, ie. Pressure,
         Temperature, Temperature Gradient, Centrifugal Load and Angular Acceleration Loads are not allowed.
         These loads can, however, appear in an ASAS master component creation analysis used to generate the
         superstructure.

(c)      Since neither dynamic analyses, nor Centrifugal and Angular Acceleration Loads are not permitted in a
         SPLINTER run, there is no requirement to input added mass directly and hence DIREct input data are not
         allowed.

(d)      Unity check values will only be output when yield and optionally extreme loadcase data is provided by
         means of an UNCK data block. When the UNCK data block is present, a UNITS command must also be
         given in the preliminary data.



3.1. Preliminary Data

The preliminary data is described in Appendix A of this Manual.


3.2. Structural Data



3.2.1.       UNITS Command for Structural Data

If global units have been defined using the UNITS command in the Preliminary data (Appendix A.17), it is
possible to override the input units locally to each data block by the inclusion of a UNITS command. The local
units are only operational for the data block concerned and will return to the default global units when the next
data block is encountered.




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In general, one or more UNITS commands may appear in a data block (but see note below) thus permitting the
greatest flexibility in data input. The form of the command is similar to that used in the Preliminary data.




Parameters

UNITS          : keyword

unitnm         : name of unit to be utilised (see below)


Notes


1.       The units defined in the preliminary data must be given for both force and length. The mass unit is a
         derived quantity consistent with the units of length and force specified.

2.       Locally defined units will be reset at the end of a data block or sub data block. Thus in the example the
         MATE data units are reset to the global terms Newtons and metres automatically.

3.       In the second units definition in the GEOM data, the force and length units do not form a consistent set
         and so a mass unit cannot be derived. This is acceptable to the program provided that the data being
         defined does not require a mass or density input. Thus units of Newtons and inches would be
         unacceptable in the MATE data where the density is specified. Appendix F provides a list of unit
         definitions which permit the calculation of a consistent mass unit.

4.       Where mass data has to be supplied, the input can be simplified by choosing the appropriate units of force
         and length to provide a consistent unit of mass of either 1 kg (using Newtons and metres) or 1 lb (using
         Poundals and feet).

5.       In substructure analyses it is important that all of the components and structures have the same global
         units definition otherwise assembly of the stiffness matrices and load vectors will not be possible. The
         program does not assume that all structures/components created under one project will use the same units,
         this must be defined explicitly by the user.




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6.       If units are employed, the cross checks and results will, by default, be printed in the basic global units
         defined in the Preliminary data and any data defined using local unit definitions will be factored
         appropriately. The user can optionally override the results units for displacements and/or stresses to be
         different to those supplied for the global definitions. For further details see Appendix A.17

7.       Where the UNITS command is not used, the user must ensure that all data utilise a consistent system
         throughout, e.g.
         1.       S.I. Units                         Force in Newtons, length in metres, mass in kilograms, time in
                                                     seconds, acceleration in metres/sec2
         2.       Imperial Units                     Force in pounds, length in feet, mass in slugs, time in seconds,
                                                     acceleration in feet/sec2.
         3.       Imperial Units                     Force in poundals, length in feet, mass in pounds, time in seconds,
                                                     acceleration in feet/sec2.

         For any other set of units, the unit of consistent mass will be a multiple of the basic unit of mass because
         it is a derived unit. The consistent unit of mass is obtained by dividing the unit of force by the
         acceleration due to gravity, which itself has units of length divided by time squared. A change in the unit
         of length, for example from feet to inches or metres to millimetres, requires a corresponding change to the
         unit of mass used for calculating the density.

         A list of sets of consistent units is given in Appendix F.


8.       Valid unit names are as follows

         Length unit                                               METRE(S),                            M
                                                                   CENTIMETRE(S),                       CM
                                                                   MILLIMETRE(S),                       MM
                                                                   FOOT, FEET,                          FT
                                                                   INCH, INCHES,                        IN

         Force unit                                                NEWTON(S)                            N
                                                                   KILONEWTON(S)                        KN
                                                                   MEGANEWTON(S)                        MN
                                                                   TONNEFORCE(S)                        TNEF
                                                                   POUNDAL(S)                           PDL
                                                                   POUNDFORCE,                          LBF
                                                                   KIP(S)                               KIP
                                                                   TONFORCE(S)                          TONF
                                                                   KGFORCE(S)                           KGF

         Temperature unit                                          CENTIGRADE,                          C
                                                                   FAHRENHEIT,                          F




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Example


The following example shows a simple structure where the basic global units are N and m but the geometric
properties have been supplied in both mm and inches.

                                                                       Active Units Defined             Derived
SYSTEM PRIME DATA AREA 50000
PROJECT ASAS
FILES ASAS
JOB NEW PILE
OPTIONS GOON END
UNITS          N    M                                                  Newtons Metres                   Kg
END
COOR
CART
1        0.0             0.0          0.0
2       10.0             0.0          0.0
3        0.0            10.0          0.0
4       20.0            10.0          0.0
END
PILE
SOLP       1
MATP       1
TUBE       1             2        1
TUBE       3             4        2
END
GEOM
UNITS          MM                                                      Newtons Millimetres              Kg x 10-3
1     TUBE          1000.00       75.0
UNITS          INCHES                                                  Newtons Inches                   See note 3 above
2     TUBE              28.0          2.5
END
MATE                                                                   Newtons Metres                   Kg
1     2.0E11            0.3    0.0      0.0
END




3.2.2.         COORDINATE Data

This data is identical to the COOR data in ASAS, as described in Section 5.2.2 of the ASAS User Manual. Note
that global z must be vertically upwards in SPLINTER. The z=0 position may be at, above or below the ground
level (mud-line). If the superstructure has been generated with other than z upward, it can be rotated to the
required direction when assembled to the piles.




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3.2.3.       PILE Topology Data

To define each pile which makes up the structure. This data is similar to the ASAS ELEM data, and replaces it.
(The ELEM data is not valid in SPLINTER).




Parameters

PILE           : compulsory header keyword to define the start of the pile data.

MATP           : keyword to define the material to be assigned to all following elements until another MATP line is
                  used.

material : material property integer. The material properties are defined in Section 3.2.4.
                  (Integer, 1-9999)

GROU           : keyword to define the group to which all following elements are assigned until another GROU
                  line is used.

group          : group number. Only utilised in a pile group analysis. Only non-zero group numbers may be
                  specified although blank entries are permitted in which case the group defaults to the previous
                  defined group number. A blank entry must not appear as the first entry in a group analysis. If




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                  9999, the element results will not be printed. This is useful if dummy elements have to be used in
                  a pile group analysis (see note 2 and Section 3.2.9). Pile and non pile elements must not be mixed
                  within one group. (Integer, 1-9999)

SOLP           : keyword to define the soil to be assigned to all the following piles until another SOLP line is used

soil           : soil property integer. The soil properties are defined in Section 3.2.8. (Integer, 1-999). A soil
                  number of zero indicates a non-pile element. See note 2 below.

eltype         : element type. (Alphanumeric, 4 characters). Only TUBE, BM3D or BEAM is valid.

nodes          : list of node numbers to define the element. (Integer, 1-999999)

geom           : geometric property integer. (Integer, 1-99999).

eleno          : user number of the pile. Every user pile number must be unique. Generated piles are numbered
                  successively in increments of 1.              If omitted the pile numbers are assigned by the program,
                  numbered according to the input order of the elements. (Integer, 1-99999)

RP             : keyword to indicate the generation of data from the previous / symbol.

nrep           : the number of times the data is to be generated. (Integer)

inode          : node number increment. (Integer)

RRP            : keyword to indicate the generation of data from the previous // symbol.

nrrep          : the number of times the data is to be generated. (Integer)

iinode         : node number increment. (Integer)

END            : compulsory key word to denote the end of the pile topology data.

Notes


1.       Continuation lines may be used if needed to define nodes, geom and elno.

2.       If parts of the superstructure are to be modelled within SPLINTER, this can be achieved by specifying a
         soil integer of zero. Note that only TUBEs, BM3Ds and BEAMs are permitted. By combining a group
         number 9999 and a soil integer of 0, a dummy member which is not reported in the results can be
         generated for group analyses. Care should be exercised in the number of non-pile elements used since the
         iterative techniques employed can become inefficient if large parts of the structure are of an elastic
         nature. Where possible, component analyses should be carried out first.

Examples




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An example of a simple pile topology data block.

         PILE
         MATP           1
         SOLP         10
         TUBE          8         9       1
         TUBE           9       10       2
         TUBE           8       10       1
         TUBE         10        11       1
         TUBE         12         8       3
         END




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An example of a group pile analysis with dummy non-pile elements.

         ELEM
         MATP             1
         GROU             4
         SOLP             2
         /
         TUBE         101        102         10       1
         RP          3,2
         GROU       9999
         SOLP             0
         TUBE         150        250         10
         END




3.2.4.       Material Properties

This data is identical to the Materials Property data in ASAS, as described in Section 5.2.4 of the ASAS User
Manual.




3.2.5.       Geometric Properties

This data is identical to the Geometric Property data in ASAS, as described in Section 5.2.5 of the ASAS User
Manual.

Note that only TUBE elements and BM3D/BEAM elements with tubular section can appear as Piles, but these
may be stepped. Appendix E.1 gives details of stepped beam input data. Beam offsets are not available in
SPLINTER.




3.2.6.       Skew Systems

The input of skew systems is identical to their input in ASAS, as described in Section 5.2.7 of the ASAS User
Manual. Either or both of the SKEW and NSKW data blocks are valid in SPLINTER.




3.2.7.       Component Topology

The input of component topology data is identical to that required for ASAS, as described in Section 5.2.8 of the
ASAS User Manual.

Note that this data is not valid in a single pile analysis.




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3.2.8.       SOIL Data

This data defines the inelastic and elastic properties and layering details for each soil column required.

The data is divided into various categories, their use depending on the type of analysis being carried out and the
input requirements of the user. A complete soil set is shown below followed by detailed descriptions of each of
the categories in turn.




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Soil data delimiters

SOIL           : compulsory header to define the start of the soil data

END            : compulsory word to define the end of the soil data


Mudline position definition

This data type is used for defining a global mudline which is different from the global origin. Only one
statement is permissible and can appear anywhere within the soil information.

                MUDD             muddat



Parameters

MUDD           : keyword to identify this as mudline data

muddat         : z coordinate of mudline datum relative to the global axes system. If omitted, the mudline is
                  assumed to pass through the global origin. See also note 2


The following data types define the elastic soil properties and profile required for a pile group analysis. The data
has no effect on single pile analyses. They must precede the appropriate P-Y or T-Z data block for the given soil
number being defined. Only one line of each type may be supplied for any given soil number.




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Parameters

isoil          : identifying number of the soil property (Integer)

MAPY           : keyword for horizontal elastic properties

MATZ           : keyword for vertical elastic properties

modulus : elastic soil modulus at global mudline datum (Real) (see MUDD definition)

poisson        : poissons ratio for soil (Real)

modify         : elastic soil modulus modifier (Real). Optional, see note 6

depth          : depth below global mudline datum to constant modulus (Real). Not required if soil modulus
                  modifier is omitted. Optional, see note 6.


The following data types enable the user to factor P-Y and T-Z data to suit their input requirements. They do not
relate specifically to one soil number and will factor all appropriate soil data following their inclusion. The
factors may be modified within the soil data by inclusion of two or more such lines. See also note 7




Parameters

PFAC           : keyword to signify the factor relates to P data

YFAC           : keyword to signify the factor relates to Y data

TFAC           : keyword to signify the factor relates to T data

ZFAC           : keyword to signify the factor relates to Z data

factor         : factor by which the data is to be multiplied (Real)


Note the both T-Z and ENDB data will be modified by the TFAC and ZFAC statements.




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Horizontal soil properties (P-Y)

These properties may be defined in one of two ways, either explicitly or using parametrically generated curves.
These data sets are repeated until all P-Y soil layers for the given soil integer have been defined.

(i)      P-Y curves defined explicitly




Parameters

isoil          : identifying number of the soil property. (Integer). Only required on the first P-Y line of a given
                  soil property.

P-Y            : keyword for P-Y data

toplay         : depth to top of layer (Real)

botlay         : depth to bottom of layer (Real). If omitted curve is defined at one level only. See note 5 Depths
                  specified are relative to global mudline datum as defined using the MUDD data statement (see
                  below). A positive depth corresponds to a point below the mudline datum.

P              : keyword defining P data ordinates from the P-Y curve.

funitl         : force per unit depth. Value taken from P-Y curve. (Real). Continuation lines may be used if
                  required.

Y               : keyword defining Y data ordinates from the P-Y curve

disp           : displacement value taken from P-Y curve (Real). The order of the data must correspond with that
                  used for the P ordinates. Continuation lines may be used if required.

(ii)     P-Y curves generated from given soil properties




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Parameters

isoil          : identifying number of the soil property. (Integer). Only required on the first P-Y line of a given
                  soil property.

P-Y            : keyword for P-Y data

toplay         : depth to top of layer (Real)

botlay         : depth to bottom of layer (Real). If omitted curve is defined at one level only. See note 5 Depths
                  specified are relative to global mudline datum as defined using the MUDD data statement (see
                  below). A positive depth corresponds to a point below the mudline datum.

REES           : keywords specifying the procedure to be used to generate the P-Y curve. See note 8
                  MATL
                  MMAT
                  PY15

SAND           : keywords specifying the type of soil under consideration
                  CLAY
                  Soils may be of two general types: cohesionless (SAND) or cohesive (CLAY)

                  The following procedures and soil types are related as follows:

                  Soil type                               Solution procedure

                  SAND                                    REES
                  CLAY                                    MATL, MMAT or PY15


variables           : soil properties required to generate the P-Y curves. (Real).

                               for soil type SAND these are:
                                       unit weight of soil
                                        angle of internal friction
                                        initial soil modulus

                    :          for soil type CLAY these are:
                                        unit weight of soil
                                        soil shear strength
                                        strain at half the failure strength

STAT                : keywords specifying the type of loading under consideration.                      This may be either static
                        (STAT)
                        CYCL                     or cyclic (CYCL). If omitted, cyclic loading is assumed.




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Vertical soil properties (T-Z)

These properties may be defined in one of two ways, either explicitly or using parametrically generated curves.
These data sets are repeated until all T-Z soil layers for the given soil integer have been defined.
For unplugged piles, the internal skin friction will be ignored. Approximate changes to the T-Z data must be
applied to take account of internal skin friction.

(i)      T-Z curves defined explicitly.




Parameters

isoil          : identifying number of the soil property. (Integer). Only required on the first T-Z line for a given
                  soil property

T-Z            : keyword for T-Z data

toplay         : depth to top of layer. (Real)

botlay         : depth to bottom of layer. (Real). If omitted curve is defined at one level only. See note 5 Depths
                  specified are relative to a global mudline datum as defined using the MUDD data statement (see
                  below). A positive depth corresponds to a point below the mudline datum.

T              : keyword defining T data ordinates from the T-Z curve.

funitl         : force per unit depth. Value taken from T-Z curve. (Real). Continuation lines may be used if
                  required.

Z              : keyword defining Z data ordinates from the T-Z curve

disp           : displacement value taken from T-Z curve. (Real). The order of the data must correspond with that
                  used for the T ordinates. Continuation lines may be used if required.

(ii)     T-Z curves generated from given soil properties




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Parameters

isoil          : identifying number of the soil property (Integer) only required on the first P-Y data line of a given
                  soil property.

T-Z            : keyword for T-Z data

toplay         : depth to top of layer. (Real)

botlay         : depth to bottom of layer. (Real). If omitted curve is defined at one level only. See note 5 Depths
                  specified are relative to global mudline datum as defined using the MUDD data statement (see
                  below). A positive depth corresponds to a point below the mudline datum.

V15O           : keyword specifying the procedure to be used to generate the T-Z curve. See note 8
V15C              The pile may be considered to be either plugged (V15C) or unplugged (V15O)

SAND           : keywords specifying the type of soil under consideration
                  CLAY

                  Soils may be of two general types: cohesionless (SAND) or cohesive (CLAY)
                  Either soil type may be used with each solution procedure.


variables           : soil properties required to generate the T-Z curves. (Real).

                               For soil type SAND these are:
                                        unit weight of soil
                                        angle of internal friction

                    :          For soil type CLAY these are:
                                        unit weight of soil
                                        soil shear strength

                               It is important that the properties are given in the order listed above

SYMM           : keywords specifying the shape of the T-Z curves These may be either symmetric (SYMM) or
ASYM           : axisymmetric (ASYM). If omitted, a symmetric curve is assumed.

factor         : multiplication factor required for the tensile (negative) portion of the T-Z curve. (Real). If
                  omitted a value of 0.5 is assumed.




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End bearing properties (ENDB)

This data is optional and may be omitted if friction piles are being analysed. Only one curve is required since it
is assumed to act upon the pile tip. These properties may be specified in one of two ways, either explicitly or
using generated curves.

(i)      ENDB curve defined explicitly

               isoil            ENDB

                                 T                force


                                 Z                disp




Parameters

isoil          : identifying number of the soil property. (Integer)

ENDB           : keyword for end bearing data

T              : keyword defining T data ordinates from ENDB curve

force          : force value taken from ENDB curve. (Real). Continuation lines may be used if required

Z              : keyword defining Z data ordinates from ENDB curve

disp           : displacement value taken from ENDB curve (Real). The order of the data must correspond with
                  that used for the T ordinates. Continuation lines may be used if required.

(ii)     ENDB curves generated from given soil properties




Parameters

isoil               : identifying number of the soil property (Integer)

ENDB                : keyword for ENDB data

V15O                : keyword specifying the solution procedure to be used to generate the ENDB curve.
V15C                   See note 8 The pile may be considered to be either plugged (V15C) or unplugged (V15O)




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SAND                : keywords specifying the type of soil under consideration
                      CLAY

                        Soils may be of two general types: cohesionless (SAND) or cohesive (CLAY)
                        Either soil type may be used with each solution procedure.

variables           : Soil properties required to generate the ENDB curves. (Real).

                               for soil type SAND these are:
                                        unit weight of soil
                                        angle of internal friction

                    :          for soil type CLAY these are:
                                       unit weight of soil
                                        soil shear strength

It is important that the properties are given in the order listed above

SYMM                : keywords specifying the shape of the ENDB curves. These may be either symmetric
ASYM                : (SYMM) or axisymmetric (ASYM). If omitted, a symmetric curve is assumed.

factor              : multiplication factor required for the tensile (negative) portion of the ENDB curve. (Real). If
                      omitted a value of 0.0 is assumed.

Notes


1.       There is no limit to the number of points on any curve. For displacements that occur outside of the range
         specified for a given curve, linear extrapolation of the last segment of the curve is assumed. If a constant
         value is required, two points with similar P or T and different displacement must be input




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2.       The MUDD command is used for defining a global mudline which does not coincide with the global
         origin. This can be particularly useful if the structure has been coded up with its origin at somewhere
         other than the mudline and the user wishes to retain the same coordinate system.

         If a particular soil requires a local scour to be modelled, both the P-Y and T-Z data should start at a depth
         corresponding to the scour level. Dummy data does not have to be provided over this depth. See
         examples 4.1 and 4.8.


3.       Both symmetric and non-symmetric curves may be defined for soil data. If symmetric curves are
         required, only that part of the curve for positive displacement values need be input. The program will
         automatically generate the remaining information.

         If any values are defined for a negative displacement then the curve is assumed to be non-symmetric.
         Care should be taken in providing non-symmetric P-Y data since the soil stiffnesses derived from the
         curves are based upon local axes displacements and these may vary from pile to pile, and from iteration to
         iteration. Shifted P-Y curves are not permitted, since this can result in undesired lateral deflections. Use
         the SLID command if shifted curves are required.

         For T-Z and ENDB data, a positive local displacement for the purposes of soil stiffness formulation is
         taken as being defined by the vector going from the pile cap to the pile tip. Thus, zero tensile stiffness for
         end bearing forces may be modelled by supplying an ENDB command with zero stiffness for negative
         displacements.


4.       The soil properties must be defined down to the full depth of the pile, or to a greater depth.

5.       If both levels are supplied on a P-Y or T-Z header, the data is taken as a constant between these levels. If
         only one level is supplied, the data is defining the properties at one depth in the soil medium. Soil
         properties are assumed to vary linearly between single point definitions.

         If a sudden change in soil properties is required at a given depth, one of two options are available:

        (i)      If one or both of the soil definitions represent a constant stratum, the given depth may be supplied
                 for both layers.

        (ii)     If both the soil definitions are single point, they must be separated by a finite distance so that the
                 program can identify which layer is uppermost. Provided the separation is less than the coordinate
                 tolerance (0.1 x pile diameter) the program will utilise the data as though they represented
                 coincident layers. The higher of the two levels specified will be adopted as the point of the
                 discontinuity. See also Section 1.4 on automatic pile subdivision.


6.       Three different types of elastic soil modulus for group interaction may be defined.

        (i)      If the elastic soil modulus modifier is zero (or omitted), the modulus is assumed constant for all
                 depths.




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                  Example


                      1 MAPY           120.0          0.4




(ii)     If the elastic soil modulus modifier is given a non-zero positive value and the depth to constant modulus
         is omitted the elastic modulus increases linearly with depth thus;

                                             Ed = Em + dEL


         where        Ed     =    the elastic modulus at depth d below mudline datum
                      Em =        the elastic modulus at mudline datum
                      d      =    the depth at which the modulus is being evaluated
                      EL =        the elastic modulus modifier

                  Example


                      1 MAPY           120.0          0.4         0.25




(iii)    If both the elastic soil modulus modifier and the depth to constant modulus are given positive, non-zero
         values, the elastic modulus increases linearly to the depth specified and then remains constant thus:

                                             Ed = Em + dEL d<D
                                             Ed = Em + DEL dD




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         where D =           the depth specified

                  Example


                      1 MAPY           120.0          0.4         0.25           20.0




The depth specified on a MAPY or MATZ command must correspond to a depth supplied for a P-Y or T-Z
curve for the soil number being defined. Failure to do so will result in an error message.

See also Section 1.3 Pile Group Interaction Effects.

7.       The factor capability enables users to automatically multiply all their input data by a constant (or
         constants). This has several uses:

        (i)      If the data supplied to the user are not in the correct form e.g pressure curves instead of force per
                 unit length or the wrong units such as N and mm instead of KN and m then factors may be applied
                 to convert from one to the other.

        (ii)     If the data supplied is for a given diameter pile and a different diameter pile is to be analysed, a
                 factor may be applied to P and T data equal to the ratio of the two diameters.

        (iii)    If a simplified group analysis is to be carried out utilising Y and Z modifiers, the data can be
                 factored appropriately.


8.       The procedures used for developing P-Y and T-Z curves from user defined soil properties are as indicated
         below. Detailed descriptions are not given but a typical curve for each procedure is shown.

         Overburden pressures used in the soil curve generation are computed from the soil densities provided
         down the soil column. If explicit P-Y and/or T-Z data is provided for any soil layer within a soil column,
         then overburden pressures will be computed based upon the soil density local to the point of calculation.
         For backwards compatibility the user option OVRL may be specified that enforces the local soil densities
         to be used for the overburden pressure.
         The α factor used for shaft friction is automatically calculated as specified in Clause 6.4.2 of the API 21st
         edition. A limiting value of ϕ is set to 3.0. However no allowance is made for pile length. For




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         backwards compatibility the AP15 option may be invoked to use the α calculations from API 15th
         edition.

         The resulting soil curves depend upon the pile to which it is to be applied since, in the general form,
         pressures are generated. A different soil curve set will thus be produced for each pile in an analysis.
         Where stepped piles are utilised it is important that two soil definitions are provided at the step position(s)
         in order that the correct geometric data is utilised for the curve generation.

        (i)      For sands, the method suggested by Reese et al (Ref. 1).




                                                           P-Y curve for sand

         (ii)     For clays, the method suggested by Matlock (Ref. 2), a modified Matlock procedure and the basic
                  recommendations as listed in API 15 (Ref. 3)




                                                 P-Y curve for clay: static loading




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                                                 P-Y curve for clay : cyclic loading

(iii)    For T-Z and ENDB curves, the procedures recommended by Vijayvergiya have been adopted.

        For the purposes of the implementation in SPLINTER, the ultimate skin friction and end bearing pressure
        that can be developed in cohesionless soils (sand) is limited to the values given in the API RP2A code of
        practice. The user should also note that for plugged pile conditions it is assumed that any internal soil
        skin friction is sufficient to sustain the plug in position, there is no internal check undertaken to check this
        requirement.




                                                     T-Z curve for clay and sand




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                                                   ENDB curve for clay and sand

Notes


1.       For P-Y, T-Z and ENDB curves, the curved section is divided into four divisions by default.

2.       For T-Z curves, Zc is taken to be 0.01 x pile diameter

3.       For ENDB curves, Zc is taken to be 0.05 x pile diameter

Whenever the soil is defined as banded, P-Y and T-Z curves are evaluated at the mid-point of the band.




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Mudslide Definition

This command enables a soil displacement profile to be defined, allowing computation of relative pile-soil
displacements. In addition to traditional mudslide conditions, this command may be used in any situation where
the soil is displaced eg conditions produced by the vicinity of an adjacent structure such as the spud can of a
Jack-Up drilling platform. The command has the effect of internally generating shifted P-Y and/or T-Z curves
which correspond to the soil displacement profile.




where        isoil         identifying number of soil property as used on P-Y and T-Z data. Only required on the first
                           SLID command line of a given soil property
             SLID          compulsory keyword to signify that soil displacement data is being defined
             depth         depth from mudline to point where soil displacement data is being defined, positive downwards
             xdisp         soil displacement in the global X axis
             ydisp         soil displacement in the global Y axis
             zdisp         soil displacement in the global Z axis

Notes


1.       There are no limits to the number of soil movement definitions for a given soil.

2.       The depths specified do not have to coincide with other soil data, such as P-Y and T-Z information.
         SPLINTER will interpolate values for unspecified depths. For pile depths outside the values specified on
         the SLID definition a constant value is adopted equal to the value defined at an adjacent depth.

3.       The vertical soil displacement (zdisp) may be omitted if zero. Similarly if both ydisp and zdisp are
         zero then they may be omitted.




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Soil examples



Example 1

Simple constant linear soil defined between mudline and 100m depth.

T-Z data factored to account for diameter and unit inconsistencies

Y data factored to change units

ENDB data does not require factoring so TFAC and ZFAC set to unity

         SOIL
         YFAC       0.01
         10     P-Y       0.0 100.0
         P      0.0       10.0
         Y   0.0 0.1
         TFAC 2.0
         ZFAC 0.1
         10 T-Z 0.0                100.0
         T      0.0       5.75
         Z   0.0 0.1
         TFAC 1.0
         ZFAC 1.0
         10 ENDB
         T      0.0       75.0
         Z   0.0          1.0
         END




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Example 2

Non-linear soil with global mudline set at -10.0

3 layers defined.

             1 banded layer between mudline and 10m
             Discontinuity defined at 10.0m
             Lower layer defined at 30.0m

Non-symmetric ENDB data supplied with zero tensile capability

         SOIL
         MUDD        -10.0
         5     P-Y      0.0 10.0
         P     0.0      105.0 175.0               71.0        71.0
         Y 0.0 0.014                 0.06       1.0       10.0
         P-Y 10.0
         P     0.0      125.0        200.0        185.0         185.0
         Y 0.0 0.014                 0.06       1.0       10.0
         P-Y 30.0
         P     0.0      720.0        1000.0 750.0 750.0
         Y     0.0      0.014        0.06 1.0 10.0
         5     T-Z      0.0 10.0
         T     0.0      50.0 50.0
         Z     0.0      0.012        1.0
         T-Z 10.0
         T 0.0 170.0                 170.0
         Z 0.0 0.012                 1.0
         T-Z 30.0
         T     0.0      320.0        320.0
         Z     0.0 0.012             1.0
         5     ENDB
         T     0.0 0.0 9000.0                   9000.0
         Z     -1.0 0.0 0.085                   1.0
         END




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Example 3

Group analysis with two different soil profiles

              Soil 12 has constant elastic modulii for group interaction

              Soil 34 has different elastic properties in horizontal and vertical directions

Horizontal elastic modulus increases linearly with depth

Vertical elastic modulus increases linearly with depth to 30m, where it becomes constant

No end-bearing data supplied

         SOIL
         12     MAPY        500.0        0.5
         12 P-Y 0.0 10.0
         P 0.0 105.0 175.0                        71.0        71.0
         Y 0.0 0.014 0.06                       1.0       10.0
         P-Y 10.0 30.0
         P     0.0      720.0        1000.0          750.0       750.0
         Y 0.0 0.014 0.06 1.0                             10.0
         12 MATZ 500.0 0.5
         12 T-Z 0.0 30.0
         T 0.0 170.0 170.0
         Z 0.0 0.012 1.0
         34 MAPY 350.0 0.5                        10.0
         34     P-Y       0.0      12.0
         P     0.0      85.0 150.0 60.0                     60.0
         Y     0.0      0.016 0.065 1.0                     10.0
         P-Y 12.0
         P 0.0 400.0                 720.0        385.0         385.0
         Y     0.0      0.02       0.12        1.0      10.0
         P-Y 30.0
         P 0.0 700.0                 985.0        735.0         735.0
         Y 0.0 0.02 0.12 1.0 10.0
         34 MATZ 300.0 0.5 15.0 30.0
         34 T-Z 0.0 30.0
         T 0.0 150.0 150.0
         Z     0.0      0.010        1.0
         END




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Example 4

Generated soil properties defined in 5 layers

The soil is clay

The P-Y data is defined using the PY15 procedure

T-Z and End bearing data is defined using the V15O procedure

         SOIL
         1 P-Y 0.0 2.0
         PY15 CLAY 15. 30. 0.01 STAT
         1 P-Y 2.0 5.0
         PY15 CLAY 15. 30. 0.01 STAT
         1 P-Y 5.0 10.0
         PY15 CLAY 15. 30. 0.01 STAT
         1 P-Y 10.0 27.5
         PY15 CLAY 15. 30. 0.01 STAT
         1 P-Y 27.5 100.0
         PY15 CLAY 15. 30. 0.01 STAT
         1 T-Z 0.0
         V15O CLAY 15. 30. SYMM
         1 T-Z 2.0 5.0
         V15O CLAY 15. 30. SYMM
         1 T-Z 5.0 10.0
         V15O CLAY 15. 30. SYMM
         1 T-Z 10.0 27.5
         V15O CLAY 15. 30. SYMM
         1 T-Z 27.5 100.0
         V15O CLAY 15. 30. SYMM
         1 ENDB
         V15O CLAY 15. 30. SYMM
         END




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Example 5

As example 4 but including a horizontal mudslide in the global x direction which varies from 200 mm at the mud
line to 50 mm at 30 m depth and beyond

         SOIL
         1 P-Y 0.0 2.0
         PY15 CLAY 15. 30. 0.01 STAT
         1 P-Y 2.0 5.0
         PY15 CLAY 15. 30. 0.01 STAT
         1 P-Y 5.0 10.0
         PY15 CLAY 15. 30. 0.01 STAT
         1 P-Y 10.0 27.5
         PY15 CLAY 15. 30. 0.01 STAT
         1 P-Y 27.5 100.0
         PY15 CLAY 15. 30. 0.01 STAT
         1 T-Z 0.0
         V15O CLAY 15. 30. SYMM
         1 T-Z 2.0 5.0
         V15O CLAY 15. 30. SYMM
         1 T-Z 5.0 10.0
         V15O CLAY 15. 30. SYMM
         1 T-Z 10.0 27.5
         V15O CLAY 15. 30. SYMM
         1 T-Z 27.5 100.0
         V15O CLAY 15. 30. SYMM
         1 ENDB
         V15O CLAY 15. 30. SYMM
         1 SLID         0.0      0.200
           SLID         2.5      0.190
             SLID       7.5 0.180
             SLID       10.0 0.170
             SLID       20.0       0.120
           SLID         30.0       0.050
         END




3.2.9.       PILE GROUP Definition

Group interaction effects are requested by including the pile group data described below. The data specifies
which piles are assigned to a particular pile group and how they interact with each other either structurally or via
the soil medium.




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Parameters

PGRP           : compulsory header to define the start of the pile group data.

igroup         : identifying number for this pile group (Integer)

NOIN           : group defined as consisting of structurally individual piles with no interaction via the soil

INDP           : group defined as consisting of structurally individual piles but include interaction via the soil

CONN           : group defined as connected rigidly to a pile cap and include interaction via the soil

capnod         : node number of pile cap for rigidly connected groups (Integer). See note 2

DEFT           : interaction distance to be set to program default. See note 1

MAXP           : interaction distance to be user defined. See note 1

maxdis         : maximum interaction distance beyond which no interaction will be calculated (Real)

END            : compulsory word to define the end of the group data.

Notes


1.       In order to reduce computational effort and storage requirements a distance can be specified beyond
         which no interaction effects will be calculated. For any given subdivision on a pile, only pile
         subdivisions located nearer than the defined maximum distance will be included in the group effect.

         The program default is taken as 0.5 x the maximum embedment depth of any two piles being considered.

         The maximum interaction distance should not be used to isolate one group of piles from another since
         some computational penalty will be incurred. Assign a different group number to each cluster of piles for
         which interaction is required even if the data requirements are otherwise identical.


2.       For a group pile analysis, all pile elements defined must have an associated group identifier. If
         structurally isolated piles are to be modelled then they should be assigned a common group number of
         type NOIN. INDP should be used where piles are not physically connected (except by way of the
         superstructure) but where group interaction effects are to be included e.g. conductor pile groups.




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         If a rigid pile cap is required for a group, type CONN should be specified. This type of group requires
         the definition of a node representing the pile cap itself to which all the piles will be rigidly connected.
         The node defining the pile cap must be connected either to one of the piles or to a structural element or
         component. In the situation where a pile cap node is defined in space, a dummy element must be
         supplied to locate the pile cap node. A group number of 9999 should be specified for the dummy
         element(s) so that they are not printed in the results.


3.       Group numbers specified in the PILE data which do not appear in the PGRP data will be designated as
         non-interacting.




Example of Pile Group Data

This example specifies 4 separate groups

Group 5               defines a group consisting of structurally individual piles with no interaction

Group 10              is for a group of piles rigidly connected to a pilecap defined by node 100 with default
                      maximum interaction distance

Group 11              is also a group rigidly connected to a pile cap, given by node 150, but for this group the
                      maximum interaction distance is user defined as 25.0

Group 8               piles are structurally independent but include interaction effects with default maximum
                      interaction distance

         PGRP
         5      NOIN
         10     CONN        100      DEFT
         11     CONN        150      MAXD       25.0
         8   INDP           DEFT
         END




3.2.10. SECTION Data

To define section type and dimensions for sections to be used with TUBE, BM3D and BEAM elements.




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Parameters

SECT                : compulsory header keyword to denote the start of the section data.

sectionid           : section identifier. (Alphanumeric, up to 12 characters). This identifier must be unique and
                      independent of the section type.

type                : type, or shape, of section being defined. Only valid type for splinter is:
                                                  TUB              tubular

XSEC                : keyword to denote that cross-section dimensions are to be defined on this line. See Note 1.

dimensions : list of section dimensions. See below for the details of which dimensions are required

FLEX                : keyword to denote that geometric properties are to be defined on this line. See Note 1

flexprops           : list of geometric properties. For all section types this is AX, IZ, IY, J, AY, AZ
                           where             AX      cross sectional area
                                             IZ      principal moment of inertia about element local Z axis
                                             IY      principal moment of inertia about element local Y axis
                                             J       torsion constant
                                             AY      effective shear area for forces in element local Y direction
                                             AZ      effective shear area for forces in element local Z direction

                           Shear strain is neglected for a given direction if AY and/or AZ is zero.

proptype            : name of geometric property to be defined. Valid names are AX, IZ, IY, J, AY, AZ with the
                      meaning as above.

property            : value to be assigned to the named geometric property.

Notes


1.       For any given section identifier XSEC and/or FLEX commands may be supplied with the following
         interpretations.




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         If only XSEC is defined, the geometric properties will be automatically calculated by the program for use
         in the structural analysis. The section dimensions will be utilised in the stress calculations and areas
         where these data are required explicitly, e.g. automatic pile sub-division.

         FLEX Command alone is not allowed in Splinter. In addition, the FLEX command is not valid for a
         TUBE element.

         If both XSEC and FLEX commands are utilised, any geometric properties explicitly defined will
         overwrite those calculated from the section dimensions. The use of XSEC and FLEX together is not
         permitted for TUBE elements. This feature permits modification to the stiffness of the section to model
         ring or web stiffeners, built up sections, etc. The section dimensions will be utilised in the stress
         calculations and areas where these data are required explicitly, e.g. automatic pile sub-division.


2.       The FLEX and XSEC sub-commands and associated data are interchangeable, i.e. FLEX appears on the
         sectionid line with the XSEC command on a continuation line.

         e.g      T30XP15           TUB      XSEC         0.3          0.015
                 :                               FLEX              0.015                 0.00015                      0.00015
               0.0003

         is the same as


                  T30XP15           TUB      FLEX         0.015                 0.00015                 0.00015       0.0003
                  :                              XSEC         0.3                    0.015



Tube - Type TUB - Section Dimensions

Two dimensions must be defined
                                                                                         Y
Values are D T                                                                                            T

         where        D      =    the outer diameter
                      T      =    the wall thickness          Z                                                   Z
                                                                                              D

3.3. BOUNDARY Conditions Data
                                                                                        Y


3.3.1.         UNITS Command for Boundary Conditions

The units command is not valid in the restraint data and will be ignored. Note that this requires that constants
and factors utilised in constraint equations must be consistent with the global units defined in the preliminary
data, if appropriate (see Appendix A.17).




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3.3.2.       SUPPRESSIONS Data

This data is identical to the Suppressions data in ASAS, as described in Section 5.3.3 of the ASAS User Manual.




3.3.3.       DISPLACED FREEDOMS Data

This data is identical to the Displaced Freedoms data in ASAS, as described in Section 5.3.4 of the ASAS User
Manual.

Note: Prescribed displacements can only be applied to pile cap nodes. Pile tip nodes cannot be assigned
prescribed displacement values.




3.3.4.       CONSTRAINT EQUATIONS Data

This data is identical to the Constraint Equation data in ASAS, as described in Section 5.3.5 of the ASAS User
Manual.

Note: Constraint equations can only be applied to pile cap nodes. Pile tip nodes cannot be included as part of a
constraint equation.




3.3.5.       LINK FREEDOM Data

This data is identical to the Link Freedom data in ASAS, as described in Section 5.3.6 of the ASAS User
Manual.




3.3.6.       RIGID CONSTRAINTS Data

This data is identical to the Rigid Constraint data in ASAS, as described in Section 5.3.8 of the ASAS User
Manual.

Note: Rigid constraints can only be applied to pile cap nodes. Pile tip nodes cannot be included as part of the
rigid constraint data.




3.3.7.       FREEDOM RELEASE Data

This data is identical to the Freedom Release Data in ASAS, as described in Section 5.3.2 of the ASAS User
Manual.




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Note: It is only possible for pile cap nodes on piles to be released, and only global degrees of freedom releases
are available. Pile tip nodes cannot be released, nor may local axis releases be applied.


3.4. LOAD Data

This data is identical in format to the Load data in ASAS, as described in section 5.4 of the ASAS User Manual.
Only 5 load types are valid in SPLINTER as detailed on the following pages.




3.4.1.       UNITS Command for LOAD Data

If global units have been defined using the UNITS command in the Preliminary data (see Appendix A.17), it is
possible to override the input units locally to load type by the inclusion of a UNITS command. The local units
are only operational for the current load type concerned. They must be defined after the load type header and
will return to the default global units when the next load type, or load case, is encountered.

In general, one or more UNITS commands may appear in a data block thus permitting the greatest flexibility in
data input. The form of the command is similar to that used in the Preliminary data.




Parameters

UNITS          : keyword

unitnm         : name of unit to be utilised (see below)

Notes


1.       Force, length and angular unit may be specified. Only those terms which are required to be modified
         need to be specified, undefined terms will default to those supplied on the global units definition unless
         previously overwritten in the current data block.

2.       The default angular unit for all load types is radians.

3.       Valid unit names are defined in Section 5.1 of the ASAS User Manual.




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Example                                                       Operational                               Units Notes

SYSTEM DATA AREA 50000
PROJECT ASAS
FILES ASAS
JOB LINE
UNITS NEWTON METRE               Newtons, metres,                                                       Global definition
END                              centigrade
.
.
.
LOAD 2
CASE 1 ’NODAL AND DISTRIBUTED LOADS’
NODAL L0
UNITS KN                         Kilonewtons, metres,                                                   Note default
X   10.0 5 6 7                   radians                                                                angular unit
Y   15.0 1 2
UNITS MM                         Kilonewtons,                                                           Moments input in
RY   250.0 8                     millimetres, radians                                                   KNmm
RZ   300.0 5 6 7
END
DISTRIBU                         Newtons, metres,                                                       Units revert to
Y   BLI 1000.0 1200.0 5 6        radians                                                                global units
Z   BLI    900.0 1050.0 5 6
UNITS KN                         Kilonewtons, metres,                                                   Change force
Y   BL1    1.5 1.6 5 6                                                                                  unit to KN
END
*
CASE 2 ’DISTRIBUTED LOAD ONLY’
DISTRIBU                         Newtons, metres,                                                       New load case
Z   BL5    1200.0  5   6         radians                                                                reverts units to
END                                                                                                     global
STOP



3.4.2.       NODAL LOADS Data

This data is identical in the Nodal Loads data in ASAS, as described in Section 5.4.3 of the ASAS User Manual.

Note that nodal loads may not be applied to pile tip nodes.




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3.4.3.       PRESCRIBED DISPLACEMENTS Data

This data is identical to the Prescribed Displacements data in ASAS, as described in Section 5.4.4 of the ASAS
User Manual.

Note that prescribed displacements may not be specified at pile tip nodes. See Section 3.4.4.

Extreme caution must be used when applying prescribed displacements to pile groups. The nature of the
interaction in the group can produce erroneous effects if lateral displacements are applied. Rotational prescribed
displacements are normally satisfactory.




3.4.4.       DISTRIBUTED LOADS Data

This data is identical to the Distributed Loads data in ASAS, as described in section 5.4.6 of the ASAS User
Manual.

Note that only BL5, BL6 and BL7 loads are allowed. (These are intermediate point loads, linearly varying
distributed load and quadratically varying distributed load respectively). It is possible to use the BL5 load type
to specify pile tip loads by specifying the distance from the end of the member to the point of application as
either zero or the pile length as appropriate.




3.4.5.       BODY FORCES

This data is identical to the Body Forces data in ASAS, as described in Section 5.4.9 of the ASAS User Manual.

Note that a non-zero density must be assigned to the pile material properties where body forces are required.

The BODY option should be used on the OPTIONS command.




3.4.6.       COMPONENT LOADS Data

This data is identical to the Component Loads data in ASAS, as described in Section 5.4.12 of the ASAS User
Manual.

Note, this data is only relevant where substructures have been used to create the structure for a soil-pile-structure
analysis.




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3.5. UNITY Check Data

To define data required for unity check calculations according to the American Petroleum Institute
‘Recommended Practice for Planning, Designing and Constructing Fixed Offshore Platforms’.                       A UNITS
command must be present in the preliminary data.




Parameters

UNCK           : compulsory header keyword to denote the start of the unity check data

UNITS          : keyword to define data units

unitm          : name of data unit to be utilised

WSD            : keyword to select working stress design methods

LRFD           : keyword to select limiting resistance and factored load design methods

ED17           : refers to the edition numbers available of the API RP2A WSD Code of Practice
ED20
ED21

ED1            : refers to the edition available of the API RP2A LRFD Code of Practice




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YIEL           : keyword to define yield data

value          : yield value

STEP           : keyword to define pile step number

stepno         : pile step number to which yield value applies

ELEM           : keyword to define user element number

PROP           : keyword to define geometric property number

number         : list of user element numbers or geometric property numbers to which yield value applies

EXTR           : keyword to define extreme loadcases (WSD methods only)

loadno         : user loadcase number for extreme loadcase

END            : keyword to denote end of unity check data


Priority for YIEL values:

         ELEM information overrides PROP information
         PROP information referenced by STEP overrides ELEM or PROP definition as a whole
         ELEM information referenced by STEP overrides PROP information referenced by STEP
Note


The API LRFD standard utilises limit state checks with resistance coefficients to achieve the desired level of
safety. In keeping with this principle, applied loads must be multiplied by appropriate factors, as defined in the
code of practice (Section C, Loads), to develop the design load case combinations necessary for processing.
Since SPLINTER is a non-linear program the factored loads must be applied within its own data. For the WSD
method the desired safety limits are achieved using safety factors. In order to account for extreme environmental
conditions a one-third increase in the allowable stress is permitted, and this can be requested using the EXTR
command for the appropriate load cases.

The following utilisation checks are undertaken when requested:


API WSD (Editions 17, 20 and 21)


 UC =
        fa
              +
                       (f   by
                                 2
                                     + f bz 2   )
      0.6 Fxc                    Fb


         where        fa                =           axial stress
                      Fxc               =           inelastic local buckling stress




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                      fby, fbz =     bending stresses (including second order effects if PDEL option selected)
                      Fb        =    allowable bending stress

         A one-third increase in the allowable stresses is included if an extreme loadcase is being processed.




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API LRFD (Edition 1)
                       π fc 
          UC = 1 - cos 
                                           (f   by
                                                     2
                                                         + f bz 2   )
                                  +
                        2 φc Fxc 
                                              φb Fbn

         where        fc        =    axial compressive stress
                      Fxc       =    inelastic local buckling strength
                      fby, fbz =     bending stresses (including second order effects if PDEL option selected)
                      Fbn       =    nominal bending strength
                      φc        =    resistance factor for axial compressive strength
                      φb        =    resistance factor for bending

                                                                                     π f t 
         Note: for tensile piles the axial term of the above check is changed to cos           
                                                                                      2 φt F y 
                                                                                               

         where        ft        =    axial tensile stress
                      Fy        =    yield stress
                      φt        =    resistance factor for axial tensile strength


3.6. STIFFNESS MATRIX Data

This data is identical to the Stiffness Matrix Data in ASAS, as described in Section 5.7 of the ASAS User
Manual.


3.7. STOP Command

A STOP command is required to indicate the end of the data. It is described in Section 5.9 of the ASAS User
Manual.




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4.      Examples

The following examples illustrate many of the facilities which are available within the SPLINTER program.
Results files have been condensed to show typical output for a given analysis and, therefore, do not represent
complete listings which would normally be produced. Appendix C describes the options which can be utilised
for automatic selection of output requirements.

For the pile structure interaction examples, the ASAS result files for component creation and recovery have not
been included.

The examples supplied are as follows:

                 1.           Single pile analysis

                 2.           Pile structure interaction

                 3.           Group pile analysis

                 4.           Group pile structure interaction



4.1. Example of a Single Pile Analysis

This analysis consists of a single tubular pile of constant diameter and thickness, and length of 123.3ft. The pile
is embedded in the following soil:

                 Depth - ft                              Description

                 0-37                                    Varying from fine-medium sand to medium-dense sand

                 37-54.5                                 Very sandy, stiff clay

                 54.5-215                                Varying from grey fine-medium sand to medium-dense sand


The pile is subjected to both lateral and axial loading at the pile cap.

The data is to be in units of kips and feet.




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                                                                    Curve Points

 Depth            1           2            3            4             5            6            7           8           9          10

  0.0     P       0.0         0.0
                  0.0         1.0
          Y

  5.0     P       0.0         0.2           0.3          0.4          0.4          0.5           0.6         0.6         0.4         0.4
                  0.0         0.225         0.45         0.675        0.9          1.5           2.1         2.7         2.7        10.0
          Y

  5.0     P       0.0         0.8           0.9          1.0          1.1          1.3           1.3
                  0.0         0.2           0.4          0.6          0.975        1.35        10.0
          Y

  7.5     P       0.0        62.7         125.4        188.1        235.6        264.0        285.0        327.4       369.7       369.7
                  0.0         0.035         0.07         0.105        0.27         0.435         0.6         0.975       1.35       10.0
          Y

  7.5     P       0.0        63.0         125.9        188.9        236.6        265.1        286.2        328.8       371.5       371.5
                  0.0         0.035         0.105        0.105        0.27         0.435         0.6         0.975       1.35       10.0
          Y

  37.0    P       0.0      2036.1       4072.2        6108.3       7512.5       8677.1       9692.8      12600.0     15508.4     15508.4
                  0.0         0.076        0.153         0.229        0.353        0.476        0.6          0.975       1.35       10.0
          Y

  37.0- P         0.0       990.0       1575.0        1980.0       2250.0       2790.0       3060.0       3240.0      3240.0
  54.5            0.0         0.225         0.45         0.675        0.9          1.5           2.1         2.7        10.0
        Y
  54.5    P       0.0      5114.2      10288.5       15342.7      16599.7      17761.1      18845.6      24499.3     30153.0     30153.0
                  0.0         0.130        0.261         0.391        0.461        0.530        0.6          0.975       1.35       10.0
          Y

  215.    P       0.0     16727.5      33454.9       50182.4      51801.7      53367.9      54885.9      71351.6     87817.4     87817.4
  0               0.0         0.166         0.332        0.498        0.532        0.566         0.6         0.975       1.35       10.0
          Y

Soil force (P) lbs/in
Deflection (Y) inches
                                      Table 4.1 P-Y Soil Data as supplied for 36′′ pile




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                                                                              Curve Points
  Depth                                   1                     2                     3                     4        5

  0.0-5.0                T              0.0                  0.0
                         Z              0.0                 10.0

  37.0                   T             -0.59                -0.59                   0.0                   0.82     0.82
                         Z            -10.0                 10.144                  0.0                   0.144   10.0

  37-54.5                T              0.0                   1.0                  1.0
                         Z              0.0                   0.144               10.0

  54.5                   T             -0.82                 -0.82                  0.0                   1.15     1.15
                         Z            -10.0                  -0.144                 0.0                   0.144   10.0

  92.0-127.0             T             -1.43                 -1.43                  0.0                   2.0      2.0
                         Z            -10.0                  -0.144                 0.0                   0.144   10.0

  127.0-215.0            T             -2.0                  -2.0                   0.0                   2.0      2.0
                         Z            -10.0                  -0.144                 0.0                   0.144   10.0


Soil pressure      (T) Kips/square foot
Displacement       (Z) Inches
                                Table 4.2 T-Z Soil Data as supplied for 36′′ pile




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SPLINTER User Manual                                                                                                    Examples



                                                                       Curve Points

               1               2                3                4                 5                6              7          8

     T         0.0           0.0            827.20          1042.00           1192.60        1312.50         1413.70    1413.70
     Z       -10.0           0.0              0.36              0.72             1.08             1.44            1.8      10.0



End force               T          Kips
Displacement            Z          Inches


                                   Table 4.3 End Bearing Soil Data as supplied for 36′′ pile

Notes on data for example 1.


1.         The first 5 feet of soil is subject to local scour and is modelled by starting the P-Y and T-Z data at this
           depth.

2.         Both single point and layered curves are included.

3.         The two methods for modelling soil discontinuities are shown on the P-Y data at depths 7.5ft. and 37ft.
           i.e. if both curves at the discontinuity are single point definitions then they must be separated by a small
           distance; if one of the curves defines a soil layer then the depths for the two curves may be the same.

4.         All displacement terms in the P-Y and T-Z data are in units of inches. Since the analysis is to be carried
           out in units of feet YFAC and ZFAC commands are included to adjust the terms accordingly.

5.         The P data is supplied in terms of lbs/in. A PFAC command precedes the P-Y data to convert to Kips/ft.

           Similarly, a TFAC command precedes the T-Z data to convert the T information from a pressure of
           kips/square foot to a force of kips/ft length of pile

           A second TFAC command precedes the ENDB data since the supplied information is already in the
           correct units.


6.         Interaction effects between axial and lateral loads have been included with the PDEL option.

7.         The pile self weight is modelled using the BODY FORCE load type.

8.         Three loadcases are applied with progressively larger axial loading in each case. In order to optimise
           convergence, the INCR option has been included.

9.         Convergence criteria has been redefined as 0.1% (0.001)




     Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.                Page 4-4
SPLINTER User Manual                                                                                     Examples


       SYSTEM DATA AREA 30000
       JOB NEW PILE
       PROJECT EXM1
       TITLE SPLINTER MANUAL EXAMPLE 1
       TEXT *************************************************
       TEXT SINGLE PILE ANALYSIS
       TEXT CONSTANT DIAMETER 3.00 FEET
       TEXT CONSTANT THICKNESS .17 FEET
       TEXT LENGTH OF PILE 123.30 FEET
       TEXT 3 LOADCASES
       TEXT LC 1 AXIAL LOAD 200 KIPS
       TEXT          LAT LOAD 25 KIPS
       TEXT LC 2 AXIAL LOAD 400 KIPS
       TEXT          LAT LOAD 25 KIPS
       TEXT LC 3 AXIAL LOAD 600 KIPS
       TEXT          LAT LOAD 25 KIPS
       TEXT
       TEXT SECOND ORDER MOMENTS INCLUDED
       TEXT
       TEXT CONVERGENCE SET TO 0.1 PERCENT
       TEXT
       TEXT UNITS KIPS , FEET
       TEXT
       TEXT *************************************************
       OPTIONS GOON NOBL PRNO NODL SOIL PDEL INCR
       CONVERGE 0.001
       UNITS KIPS FEET
       END
       COOR
       CART
       1               0.0    0.0    0.0
       2               0.0    0.0 -123.3
       END
       PILE
       *
       * MATERIAL AND SOIL PROPERTY NOW GIVEN ON SEPARATE CARDS
       *
       MATP   1
       SOLP   1
       TUBE   1    2    1   100
       END
       SOIL
       *
       * FACTOR CARDS TO CONVERT TO FEET AND KIPS
       *
       YFAC     0.08333
       ZFAC     0.08333
       PFAC     0.012
       1    P-Y        5.0
       P    0.0        0.8      0.9    1.0    1.1     1.3     1.3
       Y    0.0        0.2      0.4    0.6    0.975   1.35 10.0
       P-Y 7.5
       P    0.0       62.7   125.4   188.1  235.6   264.0
       : 285.0       327.4   369.7   369.7
       Y    0.0      0.035    0.07    0.10   0.27   0.435
       :    0.6      0.975    1.35    10.0
       P-Y 7.501
       P    0.0       63.0   125.9   188.9  236.6   265.1
       : 286.2       328.8   371.5   371.5
       Y    0.0      0.035    0.07   0.105   0.27   0.435




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SPLINTER User Manual                                                                                     Examples


       :     0.6     0.975      1.35      10.0
       P-Y 37.0
       P      0.0      2036.1     4072.2      6108.3 7512.5 8677.1
       :     9692.8 12600.0 15508.4 15508.4
       Y      0.0    0.076       0.153      0.229     0.353    0.476
       :      0.6    0.975        1.35        10.0
       P-Y    37.0    54.5
       P       0.0     990.0      1575.0      1980.0 2250.0 2790.0
       :     3060.0 3240.0        3240.0
       Y       0.0     0.225         0.45      0.675       0.9     1.5
       :       2.1     2.7           10.0
       P-Y    54.5
       P         0.0     5114.2     10228.5 15342.7 16599.7 17761.1
       :    18845.6    24499.3      30153.0 30153.0
       Y         0.0      0.130       0.261      0.391     0.461   0.530
       :         0.6      0.975        1.35        10.0
       P-Y    215.0
       P         0.0   16727.5      33454.9 50182.4 51801.7 53367.9
       :    54885.9    71351.6      87817.4 87817.4
       Y         0.0      0.166       0.332      0.498     0.532   0.566
       :         0.6      0.975        1.35        10.0
       *
       * SECOND FACTOR COMMAND TO ACCOUNT FOR DIAMETER OF PILE
       *
       TFAC 9.4248
       1      T-Z    5.0
       T      0.0    0.0      1.0E-6
       Z      0.0 10.0      12.0
       T-Z    37.0
       T    -0.59     -0.59     0.0    0.82     0.82
       Z    -10.0    -0.144     0.0 0.144 10.0
       T-Z    37.0       54.5
       T       0.0        1.0        1.0
       Z       0.0     0.144        10.0
       T-Z    54.5
       T     -0.82     -0.82         0.0      1.15      1.15
       Z     -10.0    -0.144         0.0    0.144       10.0
       T-Z    92.0     127.0
       T     -1.43     -1.43         0.0       2.0       2.0
       Z     -10.0    -0.144         0.0    0.144       10.0
       T-Z    127.0    215.0
       T      -2.0       -2.0        0.0       2.0       2.0
       Z     -10.0    -0.144         0.0    0.144       10.0
       *
       * RESET FACTOR TO ONE SINCE ENDB ALREADY IN CORRECT UNITS
       *
       TFAC           1.0
       1      ENDB
       T       0.0         0.0      827.2 1042.0 1192.6          1312.5
       :    1413.7     1413.7
       Z     -10.0         0.0       0.36      0.72      1.08      1.44
       :       1.8        10.0
       END
       MATE
       1      4.320D06          0.3       0.0      1.52E-2
       END
       GEOM
       1      TUBE     3.0        0.17
       END
       LOAD 3




 Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.   Page 4-6
SPLINTER User Manual                                                                                     Examples


       CASE 1 AXIAL 200. LATERAL 25. SELF WEIGHT
       NODAL LO
       X          25.0    1
       Z        -200.0    1
       END
       BODY FOR
       0.0       0.0    -32.2
       END
       CASE 2 AXIAL 400. LATERAL 25. SELF.WEIGHT
       NODAL LO
       X          25.0    1
       Z        -400.0    1
       END
       BODY FOR
       0.0       0.0    -32.2
       END
       CASE 3 AXIAL 600. LATERAL 25. SELF WEIGHT
       NODAL LO
       X          25.0    1
       Z        -600.0    1
       END
       BODY FOR
       0.0       0.0    -32.2
       END
       STOP

                                   Figure 4.1 Example 1, Single Pile SPLINTER Data




 Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.   Page 4-7
SPLINTER User Manual                                                                                     Examples




 Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.   Page 4-8
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates




                                                                                                                                                                                                          SPLINTER User Manual
                                                                                                           1SPLINTER 13.01.00.0 (QA) 09:23 02-05-2001                                          PAGE   1
                                                                                                                                      *************************************************
                                                                                                                                      SINGLE PILE ANALYSIS
                                                                                                                                      CONSTANT DIAMETER 3.00 FEET
                                                                                                                                      CONSTANT THICKNESS .17 FEET
                                                                                                                                      LENGTH OF PILE 123.30 FEET
                                                                                                                                      3 LOADCASES
                                                                                                                                      LC 1 AXIAL LOAD 200 KIPS
                                                                                                                                             LAT LOAD 25 KIPS
                                                                                                                                      LC 2 AXIAL LOAD 400 KIPS
                                                                                                                                             LAT LOAD 25 KIPS
                                                                                                                                      LC 3 AXIAL LOAD 600 KIPS
                                                                                                                                             LAT LOAD 25 KIPS
                                                                                                                                      SECOND ORDER MOMENTS INCLUDED
                                                                                                                                      CONVERGENCE SET TO 0.1 PERCENT
                                                                                                                                      UNITS KIPS , FEET
                                                                                                                                      *************************************************
                                                                                                             A S A S EXECUTION CONTROL OPTIONS
                                                                                                            ------------------------------------
                                                                                                            USER OPTIONS GOON NOBL PRNO NODL SOIL PDEL INCR
                                                                                                            CONVERGE 0.001
                                                                                                                               RUN PARAMETERS
                                                                                                                               --------------
                                                                                                                               PROJECT NAME        EXM1
                                                                                                                               PROJECT STATUS       NEW
                                                                                                                               JOB TYPE            PILE
                                                                                                                               STRUCTURE NAME      EXM1
                                                                                                                               FILE NAME           EXM1
                                                                                                            RESTART STAGE   1 STARTED
                                                                                                                    SPLINTER PROGRAM PARAMETERS
                                                                                                                    ---------------------------
                                                                                                                    MAXIMUM NUMBER OF ITERATIONS                 10 (DEFAULT)
                                                                                                                    RELATIVE CONVERGENCE VALUE USED       1.000D-03
                                                                                                                    BASIC PILE SUBDIVISION CRITERIA           1.000 PILE DIAMETERS (DEFAULT)
                                                                                                                    SUBDIVISION MODIFIER                      0.100 (DEFAULT)
                                                                                                                    PILES ARE SUBDIVIDED ON THE FOLLOWING BASIS




                                                                                                                                                                                                              Examples
                                                                                                                    (1) AT POINTS OF APPLICATION OF EXTERNAL LOADS
Page 4-9




                                                                                                                    (2) AT SOIL LAYER DIVISIONS
                                                                                                                    (3) AT CHANGES IN PILE SECTION PROPERTIES
                                                                                                                        IN ADDITION,NO SUBDIVISION WILL BE LONGER THAN
                                                                                                                        THE BASIC SUBDIVISION PLUS A PERCENTAGE OF THE
                                                                                                                        DEPTH GIVEN BY THE SUBDIVISION MODIFIER
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates




                                                                                                                                                                                                                                        SPLINTER User Manual
                                                                                                                                              S O I L    P R O P E R T Y    D A T A
                                                                                                                                              ---------------------------------------
                                                                                                                                              ---------------------------------------
                                                                                                            SOIL    ELEMENT      PILE
                                                                                                           NUMBER   NUMBER     DIAMETER    CURVE                                     SORTED VALUES
                                                                                                           ------   -------    --------    -----                                     --------------
                                                                                                               1      100     3.0000D+00    P-Y      5.0000D+00    0.0000D+00    0.0000D+00    0.0000D+00    0.0000D+00
                                                                                                                                              P     -1.5600D-02   -1.5600D-02   -1.3200D-02   -1.2000D-02   -1.0800D-02   -9.6000D-03
                                                                                                                                              P      0.0000D+00    9.6000D-03    1.0800D-02    1.2000D-02    1.3200D-02    1.5600D-02
                                                                                                                                              P      1.5600D-02
                                                                                                                                              Y     -8.3330D-01   -1.1250D-01   -8.1247D-02   -4.9998D-02   -3.3332D-02   -1.6666D-02
                                                                                                                                              Y      0.0000D+00    1.6666D-02    3.3332D-02    4.9998D-02    8.1247D-02    1.1250D-01
                                                                                                                                              Y      8.3330D-01
                                                                                                               1      100     3.0000D+00    P-Y      7.5000D+00    0.0000D+00    0.0000D+00    0.0000D+00    0.0000D+00
                                                                                                                                              P     -4.4364D+00   -4.4364D+00   -3.9288D+00   -3.4200D+00   -3.1680D+00   -2.8272D+00
                                                                                                                                              P     -2.2572D+00   -1.5048D+00   -7.5240D-01    0.0000D+00    7.5240D-01    1.5048D+00
                                                                                                                                              P      2.2572D+00    2.8272D+00    3.1680D+00    3.4200D+00    3.9288D+00    4.4364D+00
                                                                                                                                              P      4.4364D+00
                                                                                                                                              Y     -8.3330D-01   -1.1250D-01   -8.1247D-02   -4.9998D-02   -3.6249D-02   -2.2499D-02
                                                                                                                                              Y     -8.3330D-03   -5.8331D-03   -2.9166D-03    0.0000D+00    2.9166D-03    5.8331D-03
                                                                                                                                              Y      8.3330D-03    2.2499D-02    3.6249D-02    4.9998D-02    8.1247D-02    1.1250D-01
                                                                                                                                              Y      8.3330D-01
                                                                                                               1      100     3.0000D+00    P-Y      7.5000D+00    0.0000D+00    0.0000D+00    0.0000D+00    0.0000D+00
                                                                                                                                              P     -4.4580D+00   -4.4580D+00   -3.9456D+00   -3.4344D+00   -3.1812D+00   -2.8392D+00
                                                                                                                                              P     -2.2668D+00   -1.5108D+00   -7.5600D-01    0.0000D+00    7.5600D-01    1.5108D+00
                                                                                                                                              P      2.2668D+00    2.8392D+00    3.1812D+00    3.4344D+00    3.9456D+00    4.4580D+00
                                                                                                                                              P      4.4580D+00
                                                                                                                                              Y     -8.3330D-01   -1.1250D-01   -8.1247D-02   -4.9998D-02   -3.6249D-02   -2.2499D-02
                                                                                                                                              Y     -8.7497D-03   -5.8331D-03   -2.9166D-03    0.0000D+00    2.9166D-03    5.8331D-03
                                                                                                                                              Y      8.7497D-03    2.2499D-02    3.6249D-02    4.9998D-02    8.1247D-02    1.1250D-01
                                                                                                                                              Y      8.3330D-01
                                                                                                               1      100     3.0000D+00    P-Y      3.7000D+01    0.0000D+00    0.0000D+00    0.0000D+00    0.0000D+00
                                                                                                                                              P     -1.8610D+02   -1.8610D+02   -1.5120D+02   -1.1631D+02   -1.0413D+02   -9.0150D+01
                                                                                                                                              P     -7.3300D+01   -4.8866D+01   -2.4433D+01    0.0000D+00    2.4433D+01    4.8866D+01
                                                                                                                                              P      7.3300D+01    9.0150D+01    1.0413D+02    1.1631D+02    1.5120D+02    1.8610D+02
                                                                                                                                              P      1.8610D+02
                                                                                                                                              Y     -8.3330D-01   -1.1250D-01   -8.1247D-02   -4.9998D-02   -3.9665D-02   -2.9415D-02
                                                                                                                                              Y     -1.9083D-02   -1.2749D-02   -6.3331D-03    0.0000D+00    6.3331D-03    1.2749D-02
                                                                                                                                              Y      1.9083D-02    2.9415D-02    3.9665D-02    4.9998D-02    8.1247D-02    1.1250D-01
                                                                                                                                              Y      8.3330D-01
                                                                                                               1      100     3.0000D+00    P-Y      3.7000D+01    5.4500D+01    0.0000D+00    0.0000D+00    0.0000D+00
                                                                                                                                              P     -3.8880D+01   -3.8880D+01   -3.6720D+01   -3.3480D+01   -2.7000D+01   -2.3760D+01
                                                                                                                                              P     -1.8900D+01   -1.1880D+01    0.0000D+00    1.1880D+01    1.8900D+01    2.3760D+01
                                                                                                                                              P      2.7000D+01    3.3480D+01    3.6720D+01    3.8880D+01    3.8880D+01
                                                                                                                                              Y     -8.3330D-01   -2.2499D-01   -1.7499D-01   -1.2500D-01   -7.4997D-02   -5.6248D-02
                                                                                                                                              Y     -3.7499D-02   -1.8749D-02    0.0000D+00    1.8749D-02    3.7499D-02    5.6248D-02
                                                                                                                                              Y      7.4997D-02    1.2500D-01    1.7499D-01    2.2499D-01    8.3330D-01




                                                                                                                                                                                                                                            Examples
                                                                                                               1      100     3.0000D+00    P-Y      5.4500D+01    0.0000D+00    0.0000D+00    0.0000D+00    0.0000D+00
Page 4-10




                                                                                                                                              P     -3.6184D+02   -3.6184D+02   -2.9399D+02   -2.2615D+02   -2.1313D+02   -1.9920D+02
                                                                                                                                              P     -1.8411D+02   -1.2274D+02   -6.1370D+01    0.0000D+00    6.1370D+01    1.2274D+02
                                                                                                                                              P      1.8411D+02    1.9920D+02    2.1313D+02    2.2615D+02    2.9399D+02    3.6184D+02
                                                                                                                                              P      3.6184D+02
                                                                                                                                              Y     -8.3330D-01   -1.1250D-01   -8.1247D-02   -4.9998D-02   -4.4165D-02   -3.8415D-02
                                                                                                                                              Y     -3.2582D-02   -2.1749D-02   -1.0833D-02    0.0000D+00    1.0833D-02    2.1749D-02
                                                                                                                                              Y      3.2582D-02    3.8415D-02    4.4165D-02    4.9998D-02    8.1247D-02    1.1250D-01
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates




                                                                                                                                                                                                                                                          SPLINTER User Manual
                                                                                                                                                             Y       8.3330D-01
                                                                                                                      1           100     3.0000D+00       P-Y       2.1500D+02    0.0000D+00     0.0000D+00     0.0000D+00    0.0000D+00
                                                                                                                                                             P      -1.0538D+03   -1.0538D+03    -8.5622D+02    -6.5863D+02   -6.4041D+02   -6.2162D+02
                                                                                                                                                             P      -6.0219D+02   -4.0146D+02    -2.0073D+02     0.0000D+00    2.0073D+02    4.0146D+02
                                                                                                                                                             P       6.0219D+02    6.2162D+02     6.4041D+02     6.5863D+02    8.5622D+02    1.0538D+03
                                                                                                                                                             P       1.0538D+03
                                                                                                                                                             Y      -8.3330D-01   -1.1250D-01    -8.1247D-02    -4.9998D-02   -4.7165D-02   -4.4332D-02
                                                                                                                                                             Y      -4.1498D-02   -2.7666D-02    -1.3833D-02     0.0000D+00    1.3833D-02    2.7666D-02
                                                                                                                                                             Y       4.1498D-02    4.4332D-02     4.7165D-02     4.9998D-02    8.1247D-02    1.1250D-01
                                                                                                                                                             Y       8.3330D-01
                                                                                                                      1           100     3.0000D+00       T-Z       5.0000D+00    0.0000D+00     0.0000D+00     0.0000D+00    0.0000D+00
                                                                                                                                                             T      -9.4248D-06    0.0000D+00     0.0000D+00     0.0000D+00    9.4248D-06
                                                                                                                                                             Z      -9.9996D-01   -8.3330D-01     0.0000D+00     8.3330D-01    9.9996D-01
                                                                                                                      1           100     3.0000D+00       T-Z       3.7000D+01    0.0000D+00     0.0000D+00     0.0000D+00    0.0000D+00
                                                                                                                                                             T      -5.5606D+00   -5.5606D+00     0.0000D+00     7.7283D+00    7.7283D+00
                                                                                                                                                             Z      -8.3330D-01   -1.2000D-02     0.0000D+00     1.2000D-02    8.3330D-01
                                                                                                                      1           100     3.0000D+00       T-Z       3.7000D+01    5.4500D+01     0.0000D+00     0.0000D+00    0.0000D+00
                                                                                                                                                             T      -9.4248D+00   -9.4248D+00     0.0000D+00     9.4248D+00    9.4248D+00
                                                                                                                                                             Z      -8.3330D-01   -1.2000D-02     0.0000D+00     1.2000D-02    8.3330D-01
                                                                                                                      1           100     3.0000D+00       T-Z       5.4500D+01    0.0000D+00     0.0000D+00     0.0000D+00    0.0000D+00
                                                                                                                                                             T      -7.7283D+00   -7.7283D+00     0.0000D+00     1.0839D+01    1.0839D+01
                                                                                                                                                             Z      -8.3330D-01   -1.2000D-02     0.0000D+00     1.2000D-02    8.3330D-01
                                                                                                                      1           100     3.0000D+00       T-Z       9.2000D+01    1.2700D+02     0.0000D+00     0.0000D+00    0.0000D+00
                                                                                                                                                             T      -1.3477D+01   -1.3477D+01     0.0000D+00     1.8850D+01    1.8850D+01
                                                                                                                                                             Z      -8.3330D-01   -1.2000D-02     0.0000D+00     1.2000D-02    8.3330D-01
                                                                                                                      1           100     3.0000D+00       T-Z       1.2700D+02    2.1500D+02     0.0000D+00     0.0000D+00    0.0000D+00
                                                                                                                                                             T      -1.8850D+01   -1.8850D+01     0.0000D+00     1.8850D+01    1.8850D+01
                                                                                                                                                             Z      -8.3330D-01   -1.2000D-02     0.0000D+00     1.2000D-02    8.3330D-01
                                                                                                                      1           100     3.0000D+00      ENDB       0.0000D+00
                                                                                                                                                             T       0.0000D+00    0.0000D+00     8.2720D+02     1.0420D+03    1.1926D+03    1.3125D+03
                                                                                                                                                             T       1.4137D+03    1.4137D+03
                                                                                                                                                             Z      -8.3330D-01    0.0000D+00     2.9999D-02     5.9998D-02    8.9996D-02    1.2000D-01
                                                                                                                                                             Z       1.4999D-01    8.3330D-01
                                                                                                           RESTART STAGE   1 COMPLETED
                                                                                                           FREESTORE USED      30000
                                                                                                           CPU =       0.297 FOR STAGE         1
                                                                                                                                                       PILE CAP DISPLACEMENTS AND REACTIONS ITERATION REPORT

                                                                                                               LOAD CASE NO.    1        ITERATION   1
                                                                                                               ------------------        -------------
                                                                                                                                                                   RESULTANT        PERCENTAGE      RESULTANT       PERCENTAGE
                                                                                                               NODE       FD    DISPLACEMENT         REACTION     DISPLACEMENT        CHANGE         REACTION         CHANGE
                                                                                                               ----       --    ------------       -----------    ------------      ----------     -----------      ----------
                                                                                                                   1        X      1.3116D-02          0.0000D+00
                                                                                                                            Y      0.0000D+00          0.0000D+00         1.3769D-02                           0.0000D+00




                                                                                                                                                                                                                                                              Examples
                                                                                                                            Z     -4.1911D-03          0.0000D+00
Page 4-11




                                                                                                                           RX      0.0000D+00          0.0000D+00
                                                                                                                           RY      8.2693D-04          0.0000D+00         8.2693D-04                           0.0000D+00
                                                                                                                           RZ      0.0000D+00          0.0000D+00
                                                                                                                                                                            ITERATION     1 COMPLETED
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates




                                                                                                                                                                                                                          SPLINTER User Manual
                                                                                                                                                     PILE CAP DISPLACEMENTS AND REACTIONS ITERATION REPORT
                                                                                                               LOAD CASE NO.    1    ITERATION   2
                                                                                                               ------------------    -------------
                                                                                                                                                              RESULTANT      PERCENTAGE      RESULTANT       PERCENTAGE
                                                                                                               NODE    FD   DISPLACEMENT         REACTION    DISPLACEMENT      CHANGE         REACTION         CHANGE
                                                                                                               ----    --   ------------       -----------   ------------    ----------     -----------      ----------
                                                                                                                   1    X     1.3154D-02        0.0000D+00
                                                                                                                        Y     0.0000D+00        0.0000D+00     1.3806D-02    2.6330D-01      0.0000D+00      0.0000D+00
                                                                                                                        Z    -4.1911D-03        0.0000D+00
                                                                                                                       RX     0.0000D+00        0.0000D+00
                                                                                                                       RY     8.3012D-04        0.0000D+00     8.3012D-04    3.8582D-01      0.0000D+00      0.0000D+00
                                                                                                                       RZ     0.0000D+00        0.0000D+00


                                                                                                                                                                 ITERATION   2 COMPLETED
                                                                                                               LOAD CASE NO.    1    ITERATION   3
                                                                                                               ------------------    -------------
                                                                                                                                                              RESULTANT      PERCENTAGE      RESULTANT       PERCENTAGE
                                                                                                               NODE    FD   DISPLACEMENT         REACTION    DISPLACEMENT      CHANGE         REACTION         CHANGE
                                                                                                               ----    --   ------------       -----------   ------------    ----------     -----------      ----------
                                                                                                                   1    X     1.3154D-02        0.0000D+00
                                                                                                                        Y     0.0000D+00        0.0000D+00     1.3806D-02    1.6108D-03      0.0000D+00      0.0000D+00
                                                                                                                        Z    -4.1911D-03        0.0000D+00
                                                                                                                       RX     0.0000D+00        0.0000D+00
                                                                                                                       RY     8.3014D-04        0.0000D+00     8.3014D-04    2.0326D-03      0.0000D+00      0.0000D+00
                                                                                                                       RZ     0.0000D+00        0.0000D+00


                                                                                                                                                                 LOADCASE CONVERGED AFTER     3 ITERATIONS
                                                                                                                                                                 SECTION 1 COMPLETED
                                                                                                           RESTART STAGE   5 COMPLETED
                                                                                                           CPU =       0.797 FOR STAGE     5




                                                                                                                                                                                                                              Examples
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                                                                                                                                                                                                                                                    SPLINTER User Manual
                                                                                                            RESTART STAGE       6 STARTED
                                                                                                                                      LOAD CASE    1          LOAD CASE    2           LOAD CASE    3
                                                                                                                                      --------------          --------------           --------------
                                                                                                              NODE   FD   SKW    DISPLACEMENT REACTION   DISPLACEMENT REACTION    DISPLACEMENT REACTION
                                                                                                              ----   --   ---    ------------ --------   ------------ --------    ------------ --------
                                                                                                                 1    X          1.3154D-02   0.000D+00 1.3222D-02    0.000D+00 1.3291D-02     0.000D+00
                                                                                                                      Y          0.0000D+00   0.000D+00 0.0000D+00    0.000D+00 0.0000D+00     0.000D+00
                                                                                                                      Z         -4.1911D-03   0.000D+00 -7.5398D-03   0.000D+00 -1.0889D-02    0.000D+00
                                                                                                                     RX          0.0000D+00   0.000D+00 0.0000D+00    0.000D+00 0.0000D+00     0.000D+00
                                                                                                                     RY          8.3014D-04   0.000D+00 8.3490D-04    0.000D+00 8.3972D-04     0.000D+00
                                                                                                                     RZ          0.0000D+00   0.000D+00 0.0000D+00    0.000D+00 0.0000D+00     0.000D+00
                                                                                                              GLOBAL PILE DISPLACEMENTS
                                                                                                              -------------------------
                                                                                                              ELEMENT NUMBER     100 PILE CAP NODE        1                                    LOAD CASE     1        AXIAL 200. LATERAL 25. SELF
                                                                                                           WEIGHT
                                                                                                              --------------------- PILE TIP NODE       2                                 ---------------
                                                                                                              DISTANCE FROM
                                                                                                                   PILE CAP              X              Y                    Z              RX              RY              RZ
                                                                                                              -------------         -----------    -----------          -----------     -----------     -----------     -----------
                                                                                                                     0.0000          1.3154D-02     0.0000D+00          -4.1911D-03      0.0000D+00      8.3014D-04      0.0000D+00
                                                                                                                     3.0000          1.0621D-02     0.0000D+00          -4.0987D-03      0.0000D+00      8.1287D-04      0.0000D+00
                                                                                                                     5.0000          8.9835D-03     0.0000D+00          -4.0365D-03      0.0000D+00      7.8218D-04      0.0000D+00
                                                                                                                     7.5000          7.0497D-03     0.0000D+00          -3.9582D-03      0.0000D+00      7.2273D-04      0.0000D+00
                                                                                                                    11.3234          4.4664D-03     0.0000D+00          -3.8375D-03      0.0000D+00      5.9531D-04      0.0000D+00
                                                                                                                    15.5292          2.2958D-03     0.0000D+00          -3.7041D-03      0.0000D+00      4.2945D-04      0.0000D+00
                                                                                                                    20.1555          7.5413D-04     0.0000D+00          -3.5575D-03      0.0000D+00      2.5647D-04      0.0000D+00
                                                                                                                    25.2445         -9.7574D-05     0.0000D+00          -3.3976D-03      0.0000D+00      1.1383D-04      0.0000D+00
                                                                                                                    30.8423         -3.9194D-04     0.0000D+00          -3.2248D-03      0.0000D+00      2.6126D-05      0.0000D+00
                                                                                                                    37.0000         -3.8143D-04     0.0000D+00          -3.0399D-03      0.0000D+00     -1.0696D-05      0.0000D+00
                                                                                                                    45.3333         -2.2232D-04     0.0000D+00          -2.8027D-03      0.0000D+00     -2.0305D-05      0.0000D+00
                                                                                                                    54.5000         -5.6113D-05     0.0000D+00          -2.5598D-03      0.0000D+00     -1.2569D-05      0.0000D+00
                                                                                                                    62.5802          1.1380D-06     0.0000D+00          -2.3614D-03      0.0000D+00     -3.4631D-06      0.0000D+00
                                                                                                                    71.4683          6.8965D-06     0.0000D+00          -2.1633D-03      0.0000D+00      3.1580D-07      0.0000D+00
                                                                                                                    81.2453          1.5856D-06     0.0000D+00          -1.9716D-03      0.0000D+00      4.1241D-07      0.0000D+00
                                                                                                                    92.0000         -2.1026D-07     0.0000D+00          -1.7944D-03      0.0000D+00      4.5605D-08      0.0000D+00
                                                                                                                   106.9048         -5.5596D-08     0.0000D+00          -1.6083D-03      0.0000D+00     -2.0416D-08      0.0000D+00
                                                                                                                   123.3000          1.4860D-08     0.0000D+00          -1.4738D-03      0.0000D+00      2.4338D-09      0.0000D+00
                                                                                                            TOTAL GLOBAL SOIL REACTIONS FOR ELEMENT         100        X              Y             Z
                                                                                                                                                                  2.5000D+01     0.0000D+00   -2.9121D+02
                                                                                                            RESTART STAGE   6 COMPLETED
                                                                                                            CPU =       0.047 FOR STAGE       6




                                                                                                                                                                                                                                                        Examples
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                                                                                                                                                                                                                                             SPLINTER User Manual
                                                                                                            RESTART STAGE   8 STARTED
                                                                                                                                                             PILE FORCE AND STRESS REPORT


                                                                                                             ELEMENT NUMBER      100 PILE CAP NODE       1                              LOAD CASE     1     AXIAL 200.    LATERAL 25. SELF
                                                                                                           WEIGHT
                                                                                                             --------------------- PILE TIP NODE       2                           ---------------
                                                                                                             DISTANCE FROM                                                                          AXIAL     BENDING       COMBINED
                                                                                                               PILE CAP    FORCE XX   SHEAR QY    SHEAR QZ   TORQUE XX   MOMENT YY    MOMENT ZZ    STRESS      STRESS        STRESS
                                                                                                             ---------- ----------- ----------- ----------- ----------- ----------- ----------- ----------- -----------   -----------
                                                                                                              0.000D+00 -2.0000D+02 0.0000D+00 2.5000D+01 0.0000D+00 1.1994D-11 0.0000D+00 -1.3233D+02 1.1848D-11         -1.3233D+02
                                                                                                              3.000D+00 -2.0222D+02 0.0000D+00 2.5000D+01 0.0000D+00 7.5509D+01 0.0000D+00 -1.3379D+02 7.4586D+01         -2.0838D+02
                                                                                                              5.000D+00 -2.0370D+02 0.0000D+00 2.5000D+01 0.0000D+00 1.2584D+02 0.0000D+00 -1.3477D+02 1.2430D+02         -2.5908D+02
                                                                                                              7.500D+00 -2.0530D+02 0.0000D+00 2.2413D+01 0.0000D+00 1.8617D+02 0.0000D+00 -1.3583D+02 1.8390D+02         -3.1973D+02
                                                                                                              1.132D+01 -2.0681D+02 0.0000D+00 1.1960D+01 0.0000D+00 2.5104D+02 0.0000D+00 -1.3683D+02 2.4797D+02         -3.8480D+02
                                                                                                              1.553D+01 -2.0723D+02 0.0000D+00 -1.6159D+00 0.0000D+00 2.6637D+02 0.0000D+00 -1.3711D+02 2.6312D+02        -4.0023D+02
                                                                                                              2.016D+01 -2.0632D+02 0.0000D+00 -1.2010D+01 0.0000D+00 2.2416D+02 0.0000D+00 -1.3651D+02 2.2142D+02        -3.5793D+02
                                                                                                              2.524D+01 -2.0378D+02 0.0000D+00 -1.5317D+01 0.0000D+00 1.4359D+02 0.0000D+00 -1.3483D+02 1.4183D+02        -2.7666D+02
                                                                                                              3.084D+01 -1.9934D+02 0.0000D+00 -1.1434D+01 0.0000D+00 6.1957D+01 0.0000D+00 -1.3189D+02 6.1199D+01        -1.9309D+02
                                                                                                              3.700D+01 -1.9268D+02 0.0000D+00 -3.1464D+00 0.0000D+00 1.6493D+01 0.0000D+00 -1.2748D+02 1.6291D+01        -1.4377D+02
                                                                                                              4.533D+01 -1.7972D+02 0.0000D+00 -1.5524D+00 0.0000D+00 -1.3652D+00 0.0000D+00 -1.1891D+02 1.3485D+00       -1.2026D+02
                                                                                                              5.450D+01 -1.6720D+02 0.0000D+00 -7.4386D-01 0.0000D+00 -9.7064D+00 0.0000D+00 -1.1062D+02 9.5878D+00       -1.2021D+02
                                                                                                              6.258D+01 -1.5381D+02 0.0000D+00 5.4668D-01 0.0000D+00 -5.0768D+00 0.0000D+00 -1.0176D+02 5.0147D+00        -1.0678D+02
                                                                                                              7.147D+01 -1.3776D+02 0.0000D+00 3.1766D-01 0.0000D+00 -5.0065D-01 0.0000D+00 -9.1145D+01 4.9453D-01        -9.1639D+01
                                                                                                              8.125D+01 -1.1890D+02 0.0000D+00 3.5141D-02 0.0000D+00 3.7103D-01 0.0000D+00 -7.8665D+01 3.6649D-01         -7.9031D+01
                                                                                                              9.200D+01 -9.7009D+01 0.0000D+00 -1.8896D-02 0.0000D+00 7.6386D-02 0.0000D+00 -6.4184D+01 7.5453D-02        -6.4259D+01
                                                                                                              1.069D+02 -6.8201D+01 0.0000D+00 -2.9203D-03 0.0000D+00 -1.8282D-02 0.0000D+00 -4.5124D+01 1.8059D-02       -4.5142D+01
                                                                                                              1.233D+02 4.2633D-14 0.0000D+00 -2.1684D-19 0.0000D+00 5.7386D-20 0.0000D+00 2.8207D-14 5.6685D-20           2.8207D-14
                                                                                                            RESTART STAGE   8 COMPLETED
                                                                                                            CPU =       0.047 FOR STAGE   8




                                                                                                                                                                                                                                                 Examples
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    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates




                                                                                                                                                                                                        SPLINTER User Manual
                                                                                                                                         SUMMARY OF FILES USED IN THIS RUN
                                                                                                                                          ---------------------------------

                                                                                                           FILE    FILE    RECORDS    WORDS     NO. WRITE      NO. READ        PHYSICAL     CURRENT
                                                                                                            NO     NAME    ON FILE   ON FILE    OPERATIONS    OPERATIONS      FILE NAME   DISPOSITION


                                                                                                             1    IFCOOR       7        34            7             8          EXM132       RELEASED
                                                                                                             2    IFELEM       1         9            1             4          EXM130       RELEASED
                                                                                                             3    IFELEC       2         6            2             3          EXM131       RELEASED
                                                                                                             4    IFMATE       3        14            4             6          EXM135       RELEASED
                                                                                                             5    IFGEOM       3        30            3            11          EXM135       RELEASED
                                                                                                            12    IFLOAD      14       127           14            14          EXM131       RELEASED
                                                                                                            13    LEX          9       200            9            34          EXM135       RELEASED
                                                                                                            15    LV          15       127           15            16          EXM135       RELEASED
                                                                                                            16    IKFILE       1        33            1            40          EXM114       RELEASED
                                                                                                            17    IFPART       9        87           11           122          EXM135       RELEASED
                                                                                                            18    ISK          1        50            9             9          EXM112       RELEASED
                                                                                                            20    IFELLD       3        84           15            21          EXM113       RELEASED
                                                                                                            21    IBSIS       51      1632           51            51          EXM115       RELEASED
                                                                                                            26    INDEC        1      2048            9            18          EXM117       RELEASED
                                                                                                            28    IZINC        3      6144            9             9          EXM126       RELEASED
                                                                                                            29    ISFIL        3        84            9            27          EXM135       RELEASED
                                                                                                            32    IBSST        3      1848            3             3          EXM135       RELEASED
                                                                                                            35    IADMIN      17      1599           98            36          EXM135       RELEASED
                                                                                                            37    ICO1        17      9792           17           221          EXM115       RELEASED
                                                                                                            38    IFPLLD      51      1632           54           156          EXM119       RELEASED
                                                                                                            40    IFSOIL       3      1363           15            11          EXM131       RELEASED
                                                                                                            41    IDPILE       3      1296            9            21          EXM115       RELEASED
                                                                                                            42    ISFLST       1        28            6             8          EXM113       RELEASED
                                                                                                            43    IZPILE      17       408          153           153          EXM119       RELEASED
                                                                                                            44    ISREAC       3      1224            3             6          EXM115       RELEASED
                                                                                                            54    ISTRIG      17      4896          153           306          EXM118       RELEASED
                                                                                                            56    LEXSP        7      2498           20           144          EXM127       RELEASED
                                                                                                            57    IKSOIL      17      9792          146           588          EXM118       RELEASED
                                                                                                            58    IPLAST      68      1632          197           469          EXM119       RELEASED
                                                                                                            61    IFSETS      13        46           13             0          EXM135       RELEASED




                                                                                                                                                                                                            Examples
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                                                                                                                                                                                                                                       SPLINTER User Manual
                                                                                                                                                                   ASAS SYSTEM INFORMATION
                                                                                                                                                                   -----------------------
                                                                                                                                                  MAIN PROGRAM PARAMETERS FOR STATICS AND STEADY STATE HEAT
                                                                                                                                                  ---------------------------------------------------------
                                                                                                               MIN. NODE NO. ON STRUCTURE                                 1            NO. OF EQUATIONS                            6
                                                                                                               MAX. NODE NO. ON STRUCTURE                                 2            NO. OF LOAD CASES                           3
                                                                                                               NO. OF NODES ON STRUCTURE                                  2            MAX. BANDWIDTH FOR AN INCORE SOLUTION     107
                                                                                                               NO. OF COORDINATE DIMENSIONS                               3            THE INCORE BANDWIDTH                        6
                                                                                                               NO. OF ELEMENTS                                            1            MAX. ELEMENT FREEDOM DIFFERENCE            12
                                                                                                               NO.   OF   MATERIALS                                       1            THE OUT-OF-CORE BANDWIDTH                   6
                                                                                                               NO.   OF   SKEW SYSTEMS                                    0            NO. OF PARTITIONED EQUATIONS                1
                                                                                                               NO.   OF   SKEWED NODES                                    0            NO. OF PARTITIONS IN BANDWIDTH              1
                                                                                                               NO.   OF   GEOMETRIC PROPERTIES                            1            MAX. NO. OF EQUATIONS IN ANY PARTITION      6
                                                                                                               NO.   OF   GROUPS SPECIFIED                                1            NO. OF PARTITIONED R.H.S.                   3
                                                                                                               MAX.   NO.   OF   ELEMENT STRESSES                        12            MAX. LOAD CASES IN ANY R.H.S. PARTITION     1
                                                                                                               MAX.   NO.   OF   ELEMENT FREEDOMS                        12            NO. OF CONSTRAINT EQUATIONS                 0
                                                                                                               MAX.   NO.   OF   NODES ON ANY ELEMENT                     2            INDEPENDENT FDMS. IN CONSTRAINT EQTNS.      0
                                                                                                               MAX.   NO.   OF   ELEMENT GEOMETRIC PROPERTIES            11            NO. OF ERRORS IN RUN                        0
                                                                                                               MAX.   NO.   OF   FREEDOMS AT ANY NODE                     6            NO. OF WARNINGS IN RUN                      0
                                                                                                               TOTAL CPU TIME                                        1.609             TOTAL I/O TIME                            0.0


                                                                                                           **TOC       TABLE OF CONTENTS
                                                                                                                       *****************
                                                                                                                       IDENTIFIER         PAGE     LINE
                                                                                                                       ----------         ----     ----
                                                                                                                       **STGE01              2       47
                                                                                                                       **STGE02             13        9
                                                                                                                       **STGE03             13       21
                                                                                                                       **STGE04             13       29
                                                                                                                       **STGE05             13       37
                                                                                                                       **STGE06             22       30
                                                                                                                       **STGE07             26       40
                                                                                                                       **STGE08             26       48
                                                                                                                       **TAIL               31       46



                                                                                                                                                          Figure 4.2 Example 1, Selected SPLINTER Results




                                                                                                                                                                                                                                           Examples
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                                                                                                       Page 4-17
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4.2. Example of a Pile Structure Interaction Analysis

This example consists of a simple four legged structure with a single pile connected to each leg, as shown in
Figure 4.3

Piles 1 and 2 have varying cross-sectional areas. The first 18.5m of pile has a diameter of 1m and thickness
5cm. The remainder of the pile is 0.9m in diameter and 2.5cm thick. Piles 3 and 4 are of constant cross-section
being 0.75m in diameter and 5cm thick.

The soil profile for the analysis is shown below.

                Depth - m                                Description

                0.0 - 4.0                                Dense silty fine sand

                6.0                                      Fine medium sand

                6.0 - 18.5                               Very soft to stiff normally consolidated clay

                18.5 - 50.0                              Stiff clay linearly increasing to hard clay


The structure is loaded to simulate a simple wind effect and this is applied to the piles as a component load.

Data units are KN and m.




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SPLINTER User Manual                                                                                           Examples


                                                                1                  3
                                                            7                  9



                                                                101      102   103
                                                                       105
                                                                       110
                                                            107       108    109




                                                      201                202                 203
                                                                      205
                                                                      210
                                                207                 208                209




                                         301
                                                                                                         303



                               307
                                                                                                   309




                                         Figure 4.3 Pile structure interaction model




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                                                                                Curve Points
  Depth in metres                            1                  2               3                 4       5              6

  0.0-4.0                      P            0.0            130.0             170.0              190.0    21.0           21.0
                               Y            0.0              0.0045            0.012              0.2     0.35           1.0

  4.0                          P            0.0            105.0             175.0               71.0    71.0
                               Y            0.0              0.014             0.06               1.0    10.0

  6.0                          P            0.0            125.0             200.0              185.0   185.0
                               Y            0.0              0.014             0.06               1.0    10.0

  6.0                          P            0.0            330.0             600.0              180.0   180.0
                               Y            0.0              0.014             0.06               1.0    10.0

  10-18.5                      P            0.0            720.0           1220.0               750.0   750.0
                               Y            0.0              0.014            0.6                 1.0    10.0

  18.5                         P            0.0           1320.0           2400.0            2400.0
                               Y            0.0              0.014            0.06              1.0

  50.0                         P            0.0           2075.0           3500.0            3500.0
                               Y            0.0              0.014            0.06              1.0


Soil force         (P) KN/m
Deflection         (Y) m
                                     Table 4.4 P-Y Soil Data as supplied for 1.0m pile

                                                                                      Curve Points

   Depth in metres                                          1                               2                      3

   0.0                               T                    0.0                             0.0
                                     Z                    0.0                             1.0

   8.0                               T                    0.0                          170.0                    170.0
                                     Z                    0.0                            0.012                    1.0

   18.5                              T                    0.0                          285.0                    285.0
                                     Z                    0.0                            0.012                    1.0

   26.0-50.0                         T                    0.0                          320.0                    320.0
                                     Z                    0.0                            0.12                     1.0



Soil force               (T)           KN/m
Displacement        (Z) m

                                    Table 4.5 T-Z Soil Data and supplied for 1.0m pile




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                                                                     Curve Points

                             1                              2                               3               3

     T                    0.0                             0.0                        9000.0             9000.0
     Z                   -1.0                             0.0                           0.085              1.0



End force           T    KN
Displacement        Z    m

                                 Table 4.6 End Bearing Soil Data as supplied for 1.0m pile

Notes on data for example 2.


1.       For the fixed format data file only, the T-Z data for depth 0.0m includes a small value of 1.0 x 10-6 for T
         to model negligible stiffness since zero cannot occur at the end of the line.

2.       Both single point and layered curves are included.

3.       The two methods for modelling soil discontinuities are shown on the P-Y data at depths 6.0m and 18.5m.
         ie. if both curves at the discontinuity are single point definitions then they must be separated by a small
         distance, if one of the curves defines a soil layer then the depths for the two curves may be the same.

4.       Since the soil properties are for a pile of 1.0m in diameter, two soil definitions must be provided to
         account for the differences in pile section for the four piles. The actual soil data is similar for both
         definitions, only the factor commands are changed.

         For piles 1 and 2, soil integer 12 utilises a PFAC and TFAC command at 18.5m depth to account for the
         change in section from 1.0m diameter to 0.9m. Note that a dummy curve definition has to be included in
         the T-Z data at 18.5m to allow the TFAC command to be operative over the depths 18.5m to 26m. The
         end bearing data is similarly modified to account for the change in cross-sectional area. For piles 3 and 4,
         soil integer 34, has a constant factor applied to both P-Y and T-Z data to change to that appropriate for a
         0.75m diameter pile. The end bearing data is likewise modified. Note that if piles 3 and 4 had diameters
         of 1.0m, PFAC and TFAC commands would have to be included with a factor of 1.0 since the factors
         from soil 12 would still be operative.


5.       The coordinates for the piles are in the same global system as that used for the jacket structure and thus
         the pile caps are at - 7.42m. In order to define this as the mudline, a MUDD command is included so that
         the pile caps are coincident with a depth of 0.0 on the soil data.

6.       A DIVISION command is included in the preliminary data so that the subdivisions of the pile will be at
         least every 2 diameters. By putting 0.0 as the second parameter on the DIVISION command, the
         subdivision length will not increase with greater depth. For piles 1 and 2 which have variable section




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       properties, the diameter utilised will be the largest specified for that pile i.e. 1.0m. Note that smaller
       subdivisions can occur if soil data, section changes or applied loading generate their own subdivisions.

7.     The component load from the jacket has been multiplied by a factor of 1.5.




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The analysis is divided into three distinct phases.



Phase 1 component creation See Figure 4.5

All the data for the analysis, except for that relating to the foundation model i.e piles and soil, is assembled and
used in an ASASH component creation run. The LINK nodes defined represent the points on the jacket which
will be connected to the pile caps in the subsequent SPLINTER analysis. Note that it is the order of the LINK
nodes which defines which nodes on the jacket will be connected to each of the piles in SPLINTER.

The component creation run will generate 3 files.

       EXM210
       EXM250
       TOWR35


These files store information about the jacket which will be utilised in the SPLINTER analysis. The names of
these files are derived from the project command where EXM2 represents the project name and the files
command where TOWR represents the name associated with the backing files for this run. (see note 1 after
Figure 4.4 )

For a substructure analysis, the component being created must be given a unique, 4 character identifier, by
supplying a COMPONENT command in the preliminary data. While not strictly necessary, the component
name has been chosen to be the same as the backing file names associated with this run for ease of identification
viz TOWR.



Phase 2 SPLINTER analysis See Figure 4.6

Data pertaining to the foundation model is prepared in much the same fashion as that required for a single pile
analysis with the following exceptions/amendments:-

1.     The JOB command includes the statement OLD since this is a continuation of a previously defined
       project.

2.     The project name EXM2 must be the same as the project name used in the component creation run.

3.     The name associated with the backing files must be different from that used in the component creation
       run. In this case STR1 has been chosen.

4.     A STRUCTURE command must be included to define a unique identifier for this analysis. In common
       with the practice adopted for the component creation run, the same name as that supplied for the backing
       files has been used viz STR1.

5.     Note that if a second or subsequent SPLINTER analysis is to be carried out under the same project, both
       the backing file name and the structure name must be modified to a unique 4 character identifier.




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6.     A TOPO data block is included to define the connections to the jacket substructure. The first name
       specified on the TOPO command must correspond to the name supplied on the COMPONENT command
       in the component creation run. The second name provided, viz ASSM in the example, is used as an
       identifier for the assembled component since it is possible to use a component more than once in a given
       structure analysis. This assembled component name is utilised in both the component load data and in the
       component recovery analysis (see phase 3).
Phase 3 component recovery See Figure 4.7

The SPLINTER analysis will provide displacements and forces at the pile cap and along the length of the pile. If
results for the jacket are also required, a component recovery is necessary. In practice, several SPLINTER
analyses (using different piles) may be carried out until a satisfactory behaviour at the pile caps is achieved
before recovering the jacket results.

For the recovery, only the PRELIMINARY data together with COMPONENT and SELECT LOADS commands
are required. The following points should be noted in the data:

1.      The project name remains the same viz EXM2

2.      The backing file name is unique from all previous runs.

3.     The STRUCTURE command must define the name used in the SPLINTER analysis from which the
       results are to be used. In this example, the structure is STR1. Note that this implies that the backing file
       name is not the same as the STRUCTURE name which is a deviation from the procedure adopted for the
       first two stages.

4.     The COMPONENT command refers to the assembled component name defined on the TOPO data block
       in the SPLINTER analysis. viz. ASSM.

The following flow path can be derived for the analysis, together with associated files generated.

         Program                  Component/structure I.D.                       Description            Files (see note)

                                                                                                          EXMP10
           ASAS                                    TOWR                         Jacket model              EXMP50
                                                                                                          TOWR35


                                                   ASSM                         Assembled jacket


     SPLINTER                                                                                                STR135

                                                   STR1                         Foundation model +
                                                                                assembled jacket
                                                                                 Foundation results

           ASAS                                    STR1/ASSM                    Jacket results               RECO35


                                    Figure 4.4 Flow Path for the Analysis of Example 2.




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Note

The file names given are those which are left after the successful completion of each phase. During the course
of any individual phase of the analysis, additional files are generated which are deleted as and when they are not
required by the program concerned. If a particular program stops, which can be subsequently restarted, any
additional files which have been generated must be preserved. Failure to comply with this requirement will
almost certainly cause the program to abort or give spurious results.




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       SYSTEM DATA AREA 30000
       JOB NEW COMP
       PROJECT EXM2
       FILES TOWR
       TITLE SPLINTER MANUAL EXAMPLE 2
       TEXT ************************************************
       TEXT PILE STRUCTURE INTERACTION ANALYSIS
       TEXT COMPONENT CREATION ASASH DATA FILE
       TEXT 2 LOADCASES
       TEXT LC1 SIMULATED WIND LOAD BY WAY OF 4 POINT LOADS
       TEXT LC2 SELF WEIGHT
       TEXT
       TEXT UNITS KN , METRES
       TEXT
       TEXT **************************************************
       COMPONENT TOWR
       OPTIONS GOON
       UNITS KN METRES
       END
       COOR
       CART
       1        -3.75      3.75        7.5
       3          3.75     3.75        7.5
       7        -3.75     -3.75        7.5
       9          3.75    -3.75        7.5
       101      -3.75      3.75        0.0
       102        0.00     3.75        0.0
       103        3.75     3.75        0.0
       105        0.00     0.00        0.0
       107      -3.75     -3.75        0.0
       108        0.0     -3.75        0.0
       109        3.75    -3.75        0.0
       110        0.00    -1.50        0.0
       201      -7.50      7.5       -27.42
       202        0.00     7.5       -27.42
       203        7.50     7.5       -27.42
       205        0.00     0.0       -27.42
       207      -7.50     -7.5       -27.42
       208        0.00    -7.5       -27.42
       209        7.50    -7.5       -27.42
       210        0.00    -1.5       -27.42
       END
       ELEM
       MATP 1
       *
       * ONLY FIRST ELEMENT HAS USER NUMBER DEFINED
       * LET ALL OTHERS BE GENERATED SEQUENTIALLV
       *
       TUBE     1       3   1   1
       TUBE     7       9   1
       /
       TUBE   101     102   1
       RP   2 100
       /
       TUBE   102     103   1
       RP   2 100
       /
       TUBE   107     108   1
       RP   2 100
       /
       TUBE   108     109   1
       RP   2 100
       /
       TUBE     1       7   1
       RP   3 100
       /
       TUBE     3       9   1
       RP   3 100




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       /
       TUBE      1     101    2
       RP   2    2
       /
       TUBE      7     107    2
       RP   2    2
       /
       TUBE   101      201    2
       RP   2    2
       /
       TUBE   107      207    2
       RP   2    2
       TUBE      1     107    1
       TUBE      3     109    1
       TUBE      7     109    1
       TUBE      1     103    1
       TUBE   101      207    1
       TUBE   103      209    1
       TUBE   107      209    1
       TUBE   101      203    1
       /
       TUBE   102      105    3
       RP   2 100
       /
       TUBE   105      110    3
       RP   2 100
       /
       TUBE   110      108    3
       RP   2 100
       /
       TUBE   105      205    4
       RP   2    5
       END
       MATE
       1         2.00E08        0.3        0.0                               7.850
       END
       GEOM
       1    TUBE       0.5            0.025
       2    TUBE       0.75           0.05
       3    TUBE       0.40           0.02
       4    TUBE       0.40           0.03
       END
       LINK
       ALL    201 203 207 209 205 210
       END
       LOAD   2
       CASE   1 SIMULATED WIND LOADING
       NODAL LO
       X             500.00         1
       X             500.00         3
       X             500.00      101
       X             500.00      103
       END
       CASE   2 SELF WEIGHT OF JACKET
       BODY FOR
       0.0         0.0      -9.81
       END
       STOP

                            Figure 4.5 Example 2, Data for creation of TOWR component




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       SYSTEM DATA AREA 30000
       JOB OLD PILE
       PROJECT EXM2
       FILES STR1
       TITLE SPLINTER MANUAL EXAMPLE 2
       TEXT *************************************************
       TEXT PILE STRUCTURE INTERACTION ANALYSIS
       TEXT 4 PILES , ONE ON EACH CORNER OF JACKET
       TEXT 2 PILES 0.75 DIAMETER x 0.05 THICKNESS
       TEXT 2 PILES 1.00 DIAMETER x 0.050 THICKNESS FOR 18.5 M
       TEXT           0.90 DIAMETER x 0.025 THICKNESS FOR REMAINDER
       TEXT 1 LOADCASE
       TEXT SIMULATED WIND LOAD AND S/W INPUT VIA COMPONENT LOAD
       TEXT
       TEXT DEFAULT CONVERGENCE
       TEXT
       TEXT SUBDIVISIONS SET TO REMAIN CONSTANT WITH DEPTH
       TEXT AT 2 x DIAMETER (NOTE THAT SOIL SUBDIVISIONS
       TEXT WILL OVERRIDE THIS WHERE APPROPRIATE)
       TEXT
       TEXT UNITS KN , METRES
       TEXT
       TEXT *************************************************
       STRUCTURE STR1
       OPTIONS GOON PRNO NODL CSOL SOIL
       DIVISION 2.0 0.0
       UNITS KN METRES
       END
       COOR
       CART
       201         -7.5         7.5       -27.42
       203          7.5         7.5       -27.42
       207         -7.5        -7.5       -27.42
       209          7.5        -7.5       -27.42
       301        -14.34       14.34      -57.42
       303         14.34       14.34      -57.42
       307        -14.34     -14.34       -57.42
       309         14.34     -14.34       -57.42
       END
       PILE
       *
       * TWO PILES HAVE DIFFERENT SECTION PROPERTIES SO
       * NEED TO HAVE TWO SOIL INTEGERS DEFINED
       *
       MATP    1
       SOLP 12
       TUBE    201    301    2      1
       TUBE    203    303    2      2
       SOLP    34
       TUBE    207    307    1      3
       TUBE    209    309    1      4
       END
       TOPO
       TOWR ASSM 201 203 207 209 205 210
       END
       SOIL
       *
       * SET GLOBAL MUDLINE TO COINCIDE WITH STRUCTURAL DEFINITION
       *
       MUDD    -27.42
       12      P-Y       0.0      4.0
       P          0.0    130.0    170.0  190.0     210.0   210.0
       Y          0.0 0.0045      0.012    0.2      0.35     1.0
       P-Y        4.0
       P          0.0    105.0    175.0   71.0      71.0
       Y          0.0    0.014      0.06   1.0      10.0
       P-Y        6.0
       P          0.0    125.0    200.0  185.0     185.0




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       Y               0.0    0.014    0.06                             1.0              10.0
       P-Y           6.01
       P               0.0    330.0   600.0                         180.0              180.0
       Y               0.0    0.014    0.06                           1.0               10.0
       P-Y           10.0      18.5
       P               0.0    720.0 1220.0                          750.0              750.0
       Y               0.0    0.014    0.06                                              1.0            10.0
       PFAC        0.9
       P-Y           18.5
       P               0.0    1320.0 2400.0                                            2400.0
       Y               0.0     0.014    0.06                                              1.0
       P-Y           50.0
       P               0.0    2075.0 3500.0                                            3500.0
       Y               0.0     0.014    0.06                                              1.0
       12          T-Z       0.0
       T               0.0        0.0
       Z               0.0        1.0
       T-Z             8.0
       T              0.0      170.0   170.0
       Z              0.0      0.012     1.0
       T-Z            18.5
       T              0.0      285.0   285.0
       Z              0.0      0.012     1.0
       TFAC          0.9
       T-Z           18.501
       T              0.0      285.0   285.0
       Z              0.0      0.012     1.0
       T-Z           26.0       50.0
       T              0.0      320.0   320.0
       Z              0.0      0.012     1.0
       12          ENDB
       TFAC           0.81
       T              0.0         0.0 9000.0                                           9000.0
       Z             -1.0         0.0  0.085                                              1.0
       PFAC           0.75
       TFAC           0.75
       34            P-Y       0.0     4.0
       P              0.0      130.0   170.0                          190.0              210.0          210.0
       Y              0.0     0.0045   0.012                            0.2               0.35            1.0
       P-Y            4.0
       P              0.0      105.0   175.0                            71.0              71.0
       Y              0.0      0.014    0.06                             1.0              10.0
       P-Y            6.0
       P              0.0      125.0   200.0                          185.0              185.0
       Y              0.0      0.014    0.06                            1.0               10.0
       P-Y              6.01
       P              0.0      330.0   600.0                          180.0              180.0
       Y              0.0      0.014    0.06                            1.0               10.0
       P-Y           10.0       18.5
       P              0.0      720.0 1220.0                           750.0              750.0
       Y              0.0      0.014    0.06                            1.0               10.0
       P-Y           18.5
       P              0.0     1320.0 2400.0                         2400.0
       Y              0.0      0.014    0.06                           1.0
       P-Y           50.0
       P              0.0     2075.0 3500.0                         3500.0
       Y              0.0      0.014    0.06                           1.0
       34            T-Z      0.0
       T              0.0        0.0 1.0E-6
       Z              0.0        1.0    10.0
       T-Z            8.0
       T              0.0      170.0   170.0
       Z              0.0      0.012     1.0
       T-Z           18.5
       T              0.0      285.0   285.0
       Z              0.0      0.012     1.0
       T-Z           18.501
       T              0.0      285.0   285.0




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       Z          0.0    0.012       1.0
       T-Z      26.0       50.0
       T          0.0    320.0     320.0
       Z          0.0    0.012       1.0
       34       ENDB
       TFAC     0.5625
       T          0.0       0.0 9000.0     9000.0
       Z        -1.0        0.0    0.085      1.0
       END
       MATE
       1          2.00E08 0.3        0.0    7.850
       END
       GEOM
       1      TUBE    0.75    0.05
       *
       *    SECTION TWO IS STEPPED
       *
       2      TUBE     1.0    0.05       0    0   0 18.5
       :      STEP     0.9 0.025
       END
       LOAD 1
       CASE 1 WIND LOAD PLUS STRUCTURE SELF WEIGHT
       COMP LOAD
       ASSM     1       1.50
       ASSM     2       1.00
       END
       STOP

                                      Figure 4.6 Example 2, Data for SPLINTER run




       SYSTEM DATA AREA 30000
       JOB OLD RECO
       PROJECT EXMP
       FILES RECO
       TITLE SPLINTER MANUAL EXAMPLE 2
       TEXT *************************************************
       TEXT PILE STRUCTURE INTERACTION ANALYSIS
       TEXT COMPONENT RECOVERY ASASH DATA FILE
       TEXT l LOADCASE
       TEXT SIMULATED WIND LOAD BY WAY OF 4 POINT LOADS
       TEXT
       TEXT UNITS KN , METRES
       TEXT
       TEXT *************************************************
       STRUCTURE STR1
       OPTIONS GOON
       END
       COMPONENT STR1 ASSM
       STOP

                                  Figure 4.7 Example 2, Data for Stress Recovery Run




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    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates
                                                                                                           1SPLINTER 13.01.00.0 (QA) 09:27 02-05-2001                                         PAGE   1




                                                                                                                                                                                                           SPLINTER User Manual
                                                                                                                                      *************************************************
                                                                                                                                      PILE STRUCTURE INTERACTION ANALYSIS
                                                                                                                                      4 PILES , ONE ON EACH CORNER OF JACKET
                                                                                                                                      2 PILES 0.75 DIAMETER x 0.05 THICKNESS
                                                                                                                                      2 PILES 1.00 DIAMETER x 0.050 THICKNESS FOR 18.5 M
                                                                                                                                              0.90 DIAMETER x 0.025 THICKNESS FOR REMAINDER
                                                                                                                                      1 LOADCASE
                                                                                                                                      SIMULATED WIND LOAD AND S/W INPUT VIA COMPONENT LOAD
                                                                                                                                      DEFAULT CONVERGENCE
                                                                                                                                      SUBDIVISIONS SET TO REMAIN CONSTANT WITH DEPTH
                                                                                                                                      AT 2 x DIAMETER (NOTE THAT SOIL SUBDIVISIONS
                                                                                                                                      WILL OVERRIDE THIS WHERE APPROPRIATE)
                                                                                                                                      UNITS KN , METRES
                                                                                                                                      *************************************************
                                                                                                                      STRUCTURE    STR1
                                                                                                             A S A S EXECUTION CONTROL OPTIONS
                                                                                                            ------------------------------------
                                                                                                            USER OPTIONS GOON PRNO NODL CSOL SOIL
                                                                                                            DIVISION 2.0 0.0
                                                                                                                               RUN PARAMETERS
                                                                                                                               --------------
                                                                                                                               PROJECT NAME         EXM2
                                                                                                                               PROJECT STATUS        OLD
                                                                                                                               JOB TYPE             PILE
                                                                                                                               STRUCTURE NAME       STR1
                                                                                                                               FILE NAME            STR1
                                                                                                                    SPLINTER PROGRAM PARAMETERS
                                                                                                                    ---------------------------
                                                                                                                    MAXIMUM NUMBER OF ITERATIONS                  10 (DEFAULT)
                                                                                                                    RELATIVE CONVERGENCE VALUE USED        5.000D-02 (DEFAULT)
                                                                                                                    BASIC PILE SUBDIVISION CRITERIA            2.000 PILE DIAMETERS
                                                                                                                    SUBDIVISION MODIFIER                       0.000
                                                                                                                    PILES ARE SUBDIVIDED ON THE FOLLOWING BASIS
                                                                                                                    (1) AT POINTS OF APPLICATION OF EXTERNAL LOADS
                                                                                                                    (2) AT SOIL LAYER DIVISIONS




                                                                                                                                                                                                         Examples
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                                                                                                                    (3) AT CHANGES IN PILE SECTION PROPERTIES
                                                                                                                        IN ADDITION,NO SUBDIVISION WILL BE LONGER THAN
                                                                                                                        THE BASIC SUBDIVISION PLUS A PERCENTAGE OF THE
                                                                                                                        DEPTH GIVEN BY THE SUBDIVISION MODIFIER
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates




                                                                                                                                                                                                                                               SPLINTER User Manual
                                                                                                           RESULTANT FORCES IN GLOBAL DIRECTIONS
                                                                                                           -------------------------------------
                                                                                                           ABOUT ORIGIN     X =   0.000D+00      Y =   0.000D+00       Z =   0.000D+00

                                                                                                                             LOAD CASE    1
                                                                                                            FREEDOM       FORCE      MOMENT
                                                                                                            -------     ---------   ---------
                                                                                                                X       3.000D+03   4.323D+02
                                                                                                                Y      -7.105D-15   1.157D+04
                                                                                                                Z      -2.199D+03 -1.125D+04
                                                                                                                                                   S O I L    P R O P E R T Y    D A T A
                                                                                                                                                  ---------------------------------------
                                                                                                                                                  ---------------------------------------
                                                                                                              SOIL     ELEMENT       PILE
                                                                                                             NUMBER    NUMBER      DIAMETER    CURVE                                       SORTED VALUES
                                                                                                             ------    -------     --------    -----                                       --------------
                                                                                                                12         1      1.0000D+00    P-Y       0.0000D+00     4.0000D+00    0.0000D+00    0.0000D+00    0.0000D+00
                                                                                                                                                  P      -2.1000D+02    -2.1000D+02   -1.9000D+02   -1.7000D+02   -1.3000D+02   0.0000D+00
                                                                                                                                                  P       1.3000D+02     1.7000D+02    1.9000D+02    2.1000D+02    2.1000D+02
                                                                                                                                                  Y      -1.0000D+00    -3.5000D-01   -2.0000D-01   -1.2000D-02   -4.5000D-03   0.0000D+00
                                                                                                                                                  Y       4.5000D-03     1.2000D-02    2.0000D-01    3.5000D-01    1.0000D+00
                                                                                                                12         1      1.0000D+00    P-Y       4.0000D+00     0.0000D+00    0.0000D+00    0.0000D+00    0.0000D+00
                                                                                                                                                  P      -7.1000D+01    -7.1000D+01   -1.7500D+02   -1.0500D+02    0.0000D+00   1.0500D+02
                                                                                                                                                  P       1.7500D+02     7.1000D+01    7.1000D+01
                                                                                                                                                  Y      -1.0000D+01    -1.0000D+00   -6.0000D-02   -1.4000D-02    0.0000D+00   1.4000D-02
                                                                                                                                                  Y       6.0000D-02     1.0000D+00    1.0000D+01
                                                                                                                12         1      1.0000D+00    P-Y       6.0000D+00     0.0000D+00    0.0000D+00    0.0000D+00    0.0000D+00
                                                                                                                                                  P      -1.8500D+02    -1.8500D+02   -2.0000D+02   -1.2500D+02    0.0000D+00   1.2500D+02
                                                                                                                                                  P       2.0000D+02     1.8500D+02    1.8500D+02
                                                                                                                                                  Y      -1.0000D+01    -1.0000D+00   -6.0000D-02   -1.4000D-02    0.0000D+00   1.4000D-02
                                                                                                                                                  Y       6.0000D-02     1.0000D+00    1.0000D+01
                                                                                                                12         1      1.0000D+00    P-Y       6.0000D+00     0.0000D+00    0.0000D+00    0.0000D+00    0.0000D+00
                                                                                                                                                  P      -1.8000D+02    -1.8000D+02   -6.0000D+02   -3.3000D+02    0.0000D+00   3.3000D+02
                                                                                                                                                  P       6.0000D+02     1.8000D+02    1.8000D+02
                                                                                                                                                  Y      -1.0000D+01    -1.0000D+00   -6.0000D-02   -1.4000D-02    0.0000D+00   1.4000D-02
                                                                                                                                                  Y       6.0000D-02     1.0000D+00    1.0000D+01
                                                                                                                12         1      1.0000D+00    P-Y       1.0000D+01     1.8500D+01    0.0000D+00    0.0000D+00    0.0000D+00
                                                                                                                                                  P      -7.5000D+02    -7.5000D+02   -1.2200D+03   -7.2000D+02    0.0000D+00   7.2000D+02
                                                                                                                                                  P       1.2200D+03     7.5000D+02    7.5000D+02
                                                                                                                                                  Y      -1.0000D+01    -1.0000D+00   -6.0000D-02   -1.4000D-02    0.0000D+00   1.4000D-02
                                                                                                                                                  Y       6.0000D-02     1.0000D+00    1.0000D+01
                                                                                                                12         1      9.0000D-01    P-Y       1.8500D+01     0.0000D+00    0.0000D+00    0.0000D+00    0.0000D+00
                                                                                                                                                  P      -2.1600D+03    -2.1600D+03   -1.1880D+03    0.0000D+00    1.1880D+03   2.1600D+03
                                                                                                                                                  P       2.1600D+03




                                                                                                                                                                                                                                             Examples
Page 4-33




                                                                                                                                                  Y      -1.0000D+00    -6.0000D-02   -1.4000D-02    0.0000D+00    1.4000D-02   6.0000D-02
                                                                                                                                                  Y       1.0000D+00
                                                                                                                12         1      9.0000D-01    P-Y       5.0000D+01     0.0000D+00    0.0000D+00    0.0000D+00    0.0000D+00
                                                                                                                                                  P      -3.1500D+03    -3.1500D+03   -1.8675D+03    0.0000D+00    1.8675D+03   3.1500D+03
                                                                                                                                                  P       3.1500D+03
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates
                                                                                                                                                       Y    -1.0000D+00   -6.0000D-02   -1.4000D-02   0.0000D+00   1.4000D-02   6.0000D-02




                                                                                                                                                                                                                                               SPLINTER User Manual
                                                                                                                                                       Y     1.0000D+00
                                                                                                                     12           1     1.0000D+00   T-Z     0.0000D+00    0.0000D+00   0.0000D+00    0.0000D+00   0.0000D+00
                                                                                                                                                       T     0.0000D+00    0.0000D+00   0.0000D+00
                                                                                                                                                       Z    -1.0000D+00    0.0000D+00   1.0000D+00
                                                                                                                     12           1     1.0000D+00   T-Z     8.0000D+00    0.0000D+00   0.0000D+00    0.0000D+00   0.0000D+00
                                                                                                                                                       T    -1.7000D+02   -1.7000D+02   0.0000D+00    1.7000D+02   1.7000D+02
                                                                                                                                                       Z    -1.0000D+00   -1.2000D-02   0.0000D+00    1.2000D-02   1.0000D+00
                                                                                                                     12           1     9.0000D-01   T-Z     1.8500D+01    0.0000D+00   0.0000D+00    0.0000D+00   0.0000D+00
                                                                                                                                                       T    -2.8500D+02   -2.8500D+02   0.0000D+00    2.8500D+02   2.8500D+02
                                                                                                                                                       Z    -1.0000D+00   -1.2000D-02   0.0000D+00    1.2000D-02   1.0000D+00
                                                                                                                     12           1     9.0000D-01   T-Z     1.8500D+01    0.0000D+00   0.0000D+00    0.0000D+00   0.0000D+00
                                                                                                                                                       T    -2.5650D+02   -2.5650D+02   0.0000D+00    2.5650D+02   2.5650D+02
                                                                                                                                                       Z    -1.0000D+00   -1.2000D-02   0.0000D+00    1.2000D-02   1.0000D+00
                                                                                                                     12           1     9.0000D-01   T-Z     2.6000D+01    5.0000D+01   0.0000D+00    0.0000D+00   0.0000D+00
                                                                                                                                                       T    -2.8800D+02   -2.8800D+02   0.0000D+00    2.8800D+02   2.8800D+02
                                                                                                                                                       Z    -1.0000D+00   -1.2000D-02   0.0000D+00    1.2000D-02   1.0000D+00
                                                                                                                     12           1     9.0000D-01 ENDB      0.0000D+00
                                                                                                                                                       T     0.0000D+00    0.0000D+00   7.2900D+03    7.2900D+03
                                                                                                                                                       Z    -1.0000D+00    0.0000D+00   8.5000D-02    1.0000D+00
                                                                                                           *   WARNING    * NO P-Y DATA CHANGE DEFINED AT 1.7607E+01
                                                                                                                            WHERE CHANGE OF DIAMETER OCCURS
                                                                                                           *   WARNING    * NO T-Z DATA CHANGE DEFINED AT 1.7607E+01
                                                                                                                            WHERE CHANGE OF DIAMETER OCCURS
                                                                                                           RESTART STAGE     1 COMPLETED
                                                                                                           FREESTORE USED        30000




                                                                                                                                                                                                                                             Examples
Page 4-34
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates
                                                                                                           RESTART STAGE    5 STARTED




                                                                                                                                                                                                                      SPLINTER User Manual
                                                                                                                                               PILE CAP DISPLACEMENTS AND REACTIONS ITERATION REPORT

                                                                                                               LOAD CASE NO.    1    ITERATION   1
                                                                                                               ------------------    -------------
                                                                                                                                                          RESULTANT      PERCENTAGE     RESULTANT      PERCENTAGE
                                                                                                                NODE   FD   DISPLACEMENT     REACTION    DISPLACEMENT      CHANGE        REACTION        CHANGE
                                                                                                                ----   --   ------------   -----------   ------------    ----------    -----------     ----------
                                                                                                                 201    X     5.3618D-03    0.0000D+00
                                                                                                                        Y     2.6460D-03    0.0000D+00     9.2134D-03                   0.0000D+00
                                                                                                                        Z     7.0097D-03    0.0000D+00
                                                                                                                       RX    -6.6884D-04    0.0000D+00
                                                                                                                       RY     1.2171D-03    0.0000D+00     1.4094D-03                   0.0000D+00
                                                                                                                       RZ    -2.4032D-04    0.0000D+00
                                                                                                                 203    X     6.1637D-03    0.0000D+00
                                                                                                                        Y    -2.6579D-03    0.0000D+00     1.1583D-02                   0.0000D+00
                                                                                                                        Z    -9.4401D-03    0.0000D+00
                                                                                                                       RX     9.8751D-04    0.0000D+00
                                                                                                                       RY     1.0770D-03    0.0000D+00     1.4835D-03                   0.0000D+00
                                                                                                                       RZ    -2.5616D-04    0.0000D+00
                                                                                                                 207    X     6.8881D-04    0.0000D+00
                                                                                                                        Y     2.8546D-03    0.0000D+00     5.5538D-03                   0.0000D+00
                                                                                                                        Z     4.7140D-03    0.0000D+00
                                                                                                                       RX    -5.8228D-04    0.0000D+00
                                                                                                                       RY     3.9604D-04    0.0000D+00     8.8678D-04                   0.0000D+00
                                                                                                                       RZ    -5.3895D-04    0.0000D+00
                                                                                                                 209    X     7.3521D-04    0.0000D+00
                                                                                                                        Y    -2.5390D-03    0.0000D+00     8.6092D-03                   0.0000D+00
                                                                                                                        Z    -8.1934D-03    0.0000D+00
                                                                                                                       RX    -2.8393D-06    0.0000D+00
                                                                                                                       RY    -1.3743D-04    0.0000D+00     6.0617D-04                   0.0000D+00
                                                                                                                       RZ    -5.9038D-04    0.0000D+00
                                                                                                                                                             ITERATION   1 COMPLETED




                                                                                                                                                                                                                    Examples
Page 4-35
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates
                                                                                                                                                   PILE CAP DISPLACEMENTS AND REACTIONS ITERATION REPORT




                                                                                                                                                                                                                            SPLINTER User Manual
                                                                                                               LOAD CASE NO.    1    ITERATION   3
                                                                                                               ------------------    -------------
                                                                                                                                                              RESULTANT      PERCENTAGE      RESULTANT       PERCENTAGE
                                                                                                                NODE   FD   DISPLACEMENT         REACTION    DISPLACEMENT      CHANGE         REACTION         CHANGE
                                                                                                                ----   --   ------------       -----------   ------------    ----------     -----------      ----------
                                                                                                                 201    X     5.6420D-03        0.0000D+00
                                                                                                                        Y     2.6922D-03        0.0000D+00     9.8254D-03    1.4793D-04      0.0000D+00      0.0000D+00
                                                                                                                        Z     7.5801D-03        0.0000D+00
                                                                                                                       RX    -7.0222D-04        0.0000D+00
                                                                                                                       RY     1.2519D-03        0.0000D+00     1.4548D-03   -3.6428D-04      0.0000D+00      0.0000D+00
                                                                                                                       RZ    -2.3649D-04        0.0000D+00
                                                                                                                 203    X     6.4403D-03        0.0000D+00
                                                                                                                        Y    -2.8300D-03        0.0000D+00     1.1741D-02   -1.7730D-04      0.0000D+00      0.0000D+00
                                                                                                                        Z    -9.3999D-03        0.0000D+00
                                                                                                                       RX     1.0177D-03        0.0000D+00
                                                                                                                       RY     1.1315D-03        0.0000D+00     1.5422D-03   -2.8301D-04      0.0000D+00      0.0000D+00
                                                                                                                       RZ    -2.4967D-04        0.0000D+00
                                                                                                                 207    X     7.6872D-04        0.0000D+00
                                                                                                                        Y     2.9059D-03        0.0000D+00     5.9815D-03    3.8970D-04      0.0000D+00      0.0000D+00
                                                                                                                        Z     5.1713D-03        0.0000D+00
                                                                                                                       RX    -5.7170D-04        0.0000D+00
                                                                                                                       RY     4.0109D-04        0.0000D+00     8.8824D-04    4.7826D-04      0.0000D+00      0.0000D+00
                                                                                                                       RZ    -5.4887D-04        0.0000D+00
                                                                                                                 209    X     8.1005D-04        0.0000D+00
                                                                                                                        Y    -2.6932D-03        0.0000D+00     8.6459D-03   -2.5177D-06      0.0000D+00      0.0000D+00
                                                                                                                        Z    -8.1757D-03        0.0000D+00
                                                                                                                       RX     2.2063D-05        0.0000D+00
                                                                                                                       RY    -1.1532D-04        0.0000D+00     6.0717D-04    1.8424D-04      0.0000D+00      0.0000D+00
                                                                                                                       RZ    -5.9571D-04        0.0000D+00


                                                                                                                                                                 LOADCASE CONVERGED AFTER     3 ITERATIONS
                                                                                                                                                                 SECTION 1 COMPLETED

                                                                                                           RESTART STAGE   5 COMPLETED
                                                                                                           CPU =       0.516 FOR STAGE     5




                                                                                                                                                                                                                          Examples
Page 4-36
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates
                                                                                                           RESTART STAGE       6 STARTED




                                                                                                                                                           SPLINTER User Manual
                                                                                                                                     LOAD CASE    1
                                                                                                                                     --------------
                                                                                                             NODE   FD   SKW    DISPLACEMENT REACTION
                                                                                                             ----   --   ---    ------------ --------
                                                                                                              201    X          5.6420D-03   0.000D+00
                                                                                                                     Y          2.6922D-03   0.000D+00
                                                                                                                     Z          7.5801D-03   0.000D+00
                                                                                                                    RX         -7.0222D-04   0.000D+00
                                                                                                                    RY          1.2519D-03   0.000D+00
                                                                                                                    RZ         -2.3649D-04   0.000D+00
                                                                                                              203    X          6.4403D-03   0.000D+00
                                                                                                                     Y         -2.8300D-03   0.000D+00
                                                                                                                     Z         -9.3999D-03   0.000D+00
                                                                                                                    RX          1.0177D-03   0.000D+00
                                                                                                                    RY          1.1315D-03   0.000D+00
                                                                                                                    RZ         -2.4967D-04   0.000D+00
                                                                                                              205    X          4.0002D-03   0.000D+00
                                                                                                                     Y          1.3009D-05   0.000D+00
                                                                                                                     Z         -7.1293D-03   0.000D+00
                                                                                                                    RX         -1.3086D-04   0.000D+00
                                                                                                                    RY          1.8403D-03   0.000D+00
                                                                                                                    RZ         -6.8582D-04   0.000D+00
                                                                                                              207    X          7.6872D-04   0.000D+00
                                                                                                                     Y          2.9059D-03   0.000D+00
                                                                                                                     Z          5.1713D-03   0.000D+00
                                                                                                                    RX         -5.7170D-04   0.000D+00
                                                                                                                    RY          4.0109D-04   0.000D+00
                                                                                                                    RZ         -5.4887D-04   0.000D+00
                                                                                                              209    X          8.1005D-04   0.000D+00
                                                                                                                     Y         -2.6932D-03   0.000D+00
                                                                                                                     Z         -8.1757D-03   0.000D+00
                                                                                                                    RX          2.2063D-05   0.000D+00
                                                                                                                    RY         -1.1532D-04   0.000D+00
                                                                                                                    RZ         -5.9571D-04   0.000D+00
                                                                                                              210    X          2.9805D-03   0.000D+00
                                                                                                                     Y          1.3165D-05   0.000D+00
                                                                                                                     Z         -6.8263D-03   0.000D+00
                                                                                                                    RX         -1.4147D-04   0.000D+00
                                                                                                                    RY          1.7607D-03   0.000D+00
                                                                                                                    RZ         -6.9709D-04   0.000D+00




                                                                                                                                                         Examples
Page 4-37
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates
                                                                                                              GLOBAL PILE DISPLACEMENTS




                                                                                                                                                                                                                                               SPLINTER User Manual
                                                                                                              -------------------------
                                                                                                              ELEMENT NUMBER      1 PILE CAP NODE     201                              LOAD CASE      1      WIND LOAD PLUS STRUCTURE SELF
                                                                                                           WEIGHT
                                                                                                              --------------------- PILE TIP NODE    301                           ---------------
                                                                                                              DISTANCE FROM
                                                                                                                   PILE CAP              X             Y              Z              RX                RY            RZ
                                                                                                              -------------         -----------   -----------    -----------     -----------       -----------   -----------
                                                                                                                     0.0000          5.6420D-03    2.6922D-03     7.5801D-03     -7.0222D-04        1.2519D-03   -2.3649D-04
                                                                                                                     2.1014          3.5152D-03    1.2473D-03     7.4889D-03     -7.5443D-04        8.9146D-04   -2.2339D-04
                                                                                                                     4.2028          2.1795D-03    7.1880D-06     7.2682D-03     -6.0995D-04        5.3724D-04   -2.5732D-04
                                                                                                                     6.3042          1.4900D-03   -8.5414D-04     6.9947D-03     -4.2531D-04        2.7442D-04   -2.8582D-04
                                                                                                                     8.4056          1.2338D-03   -1.3421D-03     6.7193D-03     -2.5877D-04        1.1346D-04   -2.9501D-04
                                                                                                                    10.5070          1.2043D-03   -1.5381D-03     6.4739D-03     -1.3757D-04        3.7404D-05   -2.8347D-04
                                                                                                                    12.5070          1.2499D-03   -1.5604D-03     6.2764D-03     -6.9448D-05        1.4846D-05   -2.5852D-04
                                                                                                                    14.5070          1.2986D-03   -1.5091D-03     6.1116D-03     -3.6194D-05        1.4513D-05   -2.2812D-04
                                                                                                                    16.5070          1.3275D-03   -1.4370D-03     5.9735D-03     -2.3517D-05        2.0322D-05   -1.9883D-04
                                                                                                                    18.5000          1.3368D-03   -1.3697D-03     5.8581D-03     -2.0292D-05        2.4694D-05   -1.7459D-04
                                                                                                                    19.4379          1.3212D-03   -1.3302D-03     5.7538D-03     -2.0015D-05        2.6917D-05   -1.5090D-04
                                                                                                                    21.4080          1.2790D-03   -1.2687D-03     5.5614D-03     -2.0208D-05        2.6417D-05   -1.1227D-04
                                                                                                                    23.3780          1.2378D-03   -1.2281D-03     5.4023D-03     -1.8775D-05        2.1810D-05   -8.5326D-05
                                                                                                                    25.3481          1.2050D-03   -1.2002D-03     5.2766D-03     -1.6014D-05        1.6834D-05   -6.6995D-05
                                                                                                                    27.3182          1.1822D-03   -1.1809D-03     5.1850D-03     -1.3268D-05        1.3174D-05   -5.5023D-05
                                                                                                                    29.4196          1.1682D-03   -1.1685D-03     5.1256D-03     -1.1335D-05        1.1038D-05   -4.7786D-05
                                                                                                                    31.5210          1.1636D-03   -1.1647D-03     5.1058D-03     -1.0694D-05        1.0399D-05   -4.5448D-05
                                                                                                           TOTAL GLOBAL SOIL REACTIONS FOR ELEMENT      1        X             Y             Z
                                                                                                                                                            8.9253D+02   -3.6713D+02    3.2265D+03




                                                                                                                                                                                                                                             Examples
Page 4-38
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates
                                                                                                              GLOBAL PILE DISPLACEMENTS




                                                                                                                                                                                                                                                   SPLINTER User Manual
                                                                                                              -------------------------
                                                                                                              ELEMENT NUMBER      2 PILE CAP NODE     203                                  LOAD CASE      1      WIND LOAD PLUS STRUCTURE SELF
                                                                                                           WEIGHT
                                                                                                              --------------------- PILE TIP NODE    303                               ---------------
                                                                                                              DISTANCE FROM
                                                                                                                   PILE CAP              X             Y                   Z             RX                RY            RZ
                                                                                                              -------------         -----------   -----------         -----------    -----------       -----------   -----------
                                                                                                                     0.0000          6.4403D-03   -2.8300D-03         -9.3999D-03     1.0177D-03        1.1315D-03   -2.4967D-04
                                                                                                                     2.1014          4.3809D-03   -9.4278D-04         -9.1076D-03     9.2258D-04        8.9425D-04   -2.3484D-04
                                                                                                                     4.2028          2.9517D-03    4.8824D-04         -8.7808D-03     6.7609D-04        5.9429D-04   -2.7274D-04
                                                                                                                     6.3042          2.1128D-03    1.3806D-03         -8.4522D-03     4.3216D-04        3.4450D-04   -3.0538D-04
                                                                                                                     8.4056          1.7133D-03    1.8184D-03         -8.1416D-03     2.4080D-04        1.7265D-04   -3.1698D-04
                                                                                                                    10.5070          1.5795D-03    1.9436D-03         -7.8601D-03     1.1717D-04        7.6380D-05   -3.0562D-04
                                                                                                                    12.5070          1.5650D-03    1.9082D-03         -7.6207D-03     5.5504D-05        3.6334D-05   -2.7909D-04
                                                                                                                    14.5070          1.5817D-03    1.8160D-03         -7.4070D-03     2.9670D-05        2.4151D-05   -2.4623D-04
                                                                                                                    16.5070          1.5950D-03    1.7179D-03         -7.2170D-03     2.2299D-05        2.3526D-05   -2.1428D-04
                                                                                                                    18.5000          1.5962D-03    1.6338D-03         -7.0496D-03     2.1735D-05        2.5236D-05   -1.8766D-04
                                                                                                                    19.4379          1.5720D-03    1.5829D-03         -6.8941D-03     2.2652D-05        2.6443D-05   -1.6145D-04
                                                                                                                    21.4080          1.5121D-03    1.5010D-03         -6.5990D-03     2.3035D-05        2.5655D-05   -1.1837D-04
                                                                                                                    23.3780          1.4520D-03    1.4413D-03         -6.3443D-03     2.0338D-05        2.1413D-05   -8.7704D-05
                                                                                                                    25.3481          1.3999D-03    1.3945D-03         -6.1296D-03     1.6211D-05        1.6405D-05   -6.5994D-05
                                                                                                                    27.3182          1.3582D-03    1.3567D-03         -5.9551D-03     1.2343D-05        1.2236D-05   -5.0603D-05
                                                                                                                    29.4196          1.3251D-03    1.3255D-03         -5.8132D-03     9.3552D-06        9.2108D-06   -3.9276D-05
                                                                                                                    31.5210          1.3027D-03    1.3040D-03         -5.7162D-03     7.5596D-06        7.4275D-06   -3.1948D-05
                                                                                                           TOTAL GLOBAL SOIL REACTIONS FOR ELEMENT        2           X            Y             Z
                                                                                                                                                                 1.2118D+03   6.3956D+02   -4.3002D+03
                                                                                                                    TREE OF COMPONENTS IN STRUCTURE STR1
                                                                                                                    ------------------------------------


                                                                                                               2 STR1 ---    1 ASSM
                                                                                                                              (TOWR)



                                                                                                           KEY -

                                                                                                           COMPONENTS ARE SHOWN TOGETHER WITH THEIR (UNIQUE) NUMBER AND MASTER COMPONENT TYPE THUS

                                                                                                                               ---   10 COMP
                                                                                                                                       (MCM1)
                                                                                                                               INDICATES COMPONENT NAME   COMP




                                                                                                                                                                                                                                                 Examples
Page 4-39




                                                                                                                                        (UNIQUE) NUMBER     10
                                                                                                                                  MASTER COMPONENT TYPE   MCM1

                                                                                                           RESTART STAGE    6 COMPLETED
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates
                                                                                                            CPU =       0.063 FOR STAGE     6




                                                                                                                                                                                                                                                       SPLINTER User Manual
                                                                                                            RESTART STAGE   8 STARTED
                                                                                                                                                                    PILE FORCE AND STRESS REPORT
                                                                                                             ELEMENT NUMBER        1   PILE CAP NODE       201                                  LOAD CASE     1      WIND LOAD PLUS STRUCTURE SELF
                                                                                                           WEIGHT
                                                                                                             ---------------------     PILE TIP NODE      301                              ---------------
                                                                                                             DISTANCE FROM                                                                                     AXIAL     BENDING     COMBINED
                                                                                                               PILE CAP    FORCE XX      SHEAR QY      SHEAR QZ     TORQUE XX     MOMENT YY     MOMENT ZZ     STRESS      STRESS      STRESS
                                                                                                             ---------- -----------    -----------   -----------   -----------   -----------   ----------- ----------- ----------- -----------
                                                                                                              0.000D+00 3.3441D+03      1.4241D+02    3.7151D+02   -9.8879D+01    1.0016D+02   -6.0898D+02 2.2410D+04 1.8280D+04 4.0689D+04
                                                                                                              2.101D+00 3.3155D+03      1.0944D+02    1.0452D+02   -9.6660D+01    5.5353D+02   -3.2866D+02 2.2218D+04 1.9067D+04 4.1285D+04
                                                                                                              4.203D+00 3.2318D+03      6.2687D+01   -4.4628D+01   -9.0770D+01    5.5837D+02   -1.4791D+02 2.1657D+04 1.7109D+04 3.8766D+04
                                                                                                              6.304D+00 3.0966D+03      5.1193D+01   -6.1579D+01   -8.2276D+01    4.3736D+02   -2.9718D+01 2.0751D+04 1.2984D+04 3.3735D+04
                                                                                                              8.406D+00 2.9128D+03      2.2985D+01   -7.2264D+01   -7.2085D+01    2.7995D+02    4.2414D+01 1.9519D+04 8.3865D+03 2.7906D+04
                                                                                                              1.051D+01 2.6956D+03      1.5014D+00   -5.7270D+01   -6.1498D+01    1.3522D+02    6.0146D+01 1.8064D+04 4.3835D+03 2.2448D+04
                                                                                                              1.251D+01 2.4708D+03     -7.5466D+00   -3.3839D+01   -5.1865D+01    4.4960D+01    4.8634D+01 1.6557D+04 1.9617D+03 1.8519D+04
                                                                                                              1.451D+01 2.2289D+03     -8.6156D+00   -1.4894D+01   -4.2716D+01   -1.3292D-01    2.9960D+01 1.4936D+04 8.8739D+02 1.5824D+04
                                                                                                              1.651D+01 1.9704D+03     -6.4890D+00   -3.2582D+00   -3.4044D+01   -1.4616D+01    1.4172D+01 1.3204D+04 6.0300D+02 1.3807D+04
                                                                                                              1.850D+01 1.6967D+03     -3.8739D+00    1.9009D+00   -2.5811D+01   -1.3198D+01    4.0297D+00 2.4689D+04 9.4343D+02 2.5633D+04
                                                                                                              1.944D+01 1.5630D+03     -2.8530D+00    2.6146D+00   -2.2203D+01   -1.0890D+01    9.3262D-01 2.2744D+04 7.4725D+02 2.3491D+04
                                                                                                              2.141D+01 1.3087D+03     -6.0272D-01    2.5321D+00   -1.6418D+01   -4.6768D+00   -1.5874D+00 1.9043D+04 3.3765D+02 1.9381D+04
                                                                                                              2.338D+01 1.0549D+03      2.2863D-01    1.2904D+00   -1.1862D+01   -9.4070D-01   -1.4126D+00 1.5350D+04 1.1603D+02 1.5466D+04
                                                                                                              2.535D+01 8.0054D+02      3.1279D-01    3.6110D-01   -8.2165D+00    3.8174D-01   -6.8067D-01 1.1649D+04 5.3352D+01 1.1702D+04
                                                                                                              2.732D+01 5.4425D+02      1.7395D-01   -4.2745D-02   -5.2100D+00    4.6936D-01   -1.8257D-01 7.9196D+03 3.4430D+01 7.9540D+03
                                                                                                              2.942D+01 2.7108D+02      4.3900D-02   -1.1195D-01   -2.4755D+00    1.7995D-01    2.4729D-03 3.9446D+03 1.2303D+01 3.9569D+03
                                                                                                              3.152D+01 4.3769D-12      6.2350D-13   -1.9185D-13    5.3735D-14   -8.1712D-14   -5.6418D-14 6.3690D-11 6.7884D-12 7.0479D-11
                                                                                                                     AXIAL PILE CAPACITY SAFETY FACTOR       1.9677D+00     (TENSION)




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                                                                                                                                                                    PILE FORCE AND STRESS REPORT




                                                                                                                                                                                                                                                         SPLINTER User Manual
                                                                                                             ELEMENT NUMBER        2   PILE CAP NODE       203                                  LOAD CASE       1      WIND LOAD PLUS STRUCTURE SELF
                                                                                                           WEIGHT
                                                                                                             ---------------------     PILE TIP NODE      303                              ---------------
                                                                                                             DISTANCE FROM                                                                                       AXIAL     BENDING     COMBINED
                                                                                                               PILE CAP    FORCE XX      SHEAR QY      SHEAR QZ     TORQUE XX     MOMENT YY     MOMENT ZZ       STRESS      STRESS      STRESS
                                                                                                             ---------- -----------    -----------   -----------   -----------   -----------   -----------   ----------- ----------- -----------
                                                                                                              0.000D+00 -4.4944D+03    -7.3684D+01    4.0465D+02   -1.0745D+02    1.0019D+02    2.2750D+02   -3.0118D+04 7.3629D+03 -3.7481D+04
                                                                                                              2.101D+00 -4.4590D+03    -4.7701D+01    1.1962D+02   -1.0504D+02    6.0392D+02    9.5521D+01   -2.9881D+04 1.8110D+04 -4.7990D+04
                                                                                                              4.203D+00 -4.3558D+03    -2.1572D+01   -4.7511D+01   -9.8660D+01    6.1518D+02    2.5973D+01   -2.9189D+04 1.8237D+04 -4.7427D+04
                                                                                                              6.304D+00 -4.1894D+03    -1.6234D+01   -6.6708D+01   -8.9456D+01    4.8467D+02   -1.2673D+01   -2.8074D+04 1.4360D+04 -4.2435D+04
                                                                                                              8.406D+00 -3.9641D+03    -4.8340D+00   -7.9491D+01   -7.8420D+01    3.1223D+02   -3.1660D+01   -2.6564D+04 9.2954D+03 -3.5860D+04
                                                                                                              1.051D+01 -3.6986D+03     2.5755D+00   -6.3542D+01   -6.6963D+01    1.5211D+02   -3.0494D+01   -2.4785D+04 4.5949D+03 -2.9380D+04
                                                                                                              1.251D+01 -3.4246D+03     4.7544D+00   -3.7820D+01   -5.6550D+01    5.1506D+01   -2.1115D+01   -2.2949D+04 1.6488D+03 -2.4598D+04
                                                                                                              1.451D+01 -3.1310D+03     4.1218D+00   -1.6818D+01   -4.6675D+01    8.2844D-01   -1.1476D+01   -2.0981D+04 3.4080D+02 -2.1322D+04
                                                                                                              1.651D+01 -2.8184D+03     2.6665D+00   -3.8292D+00   -3.7332D+01   -1.5767D+01   -4.6279D+00   -1.8887D+04 4.8671D+02 -1.9373D+04
                                                                                                              1.850D+01 -2.4886D+03     1.3803D+00    1.9845D+00   -2.8483D+01   -1.4524D+01   -8.1840D-01   -3.6212D+04 9.9450D+02 -3.7207D+04
                                                                                                              1.944D+01 -2.3282D+03     9.4970D-01    2.8102D+00   -2.4619D+01   -1.2062D+01    2.4172D-01   -3.3878D+04 8.2478D+02 -3.4703D+04
                                                                                                              2.141D+01 -2.0250D+03     9.1704D-02    2.7920D+00   -1.8476D+01   -5.2447D+00    8.6578D-01   -2.9467D+04 3.6341D+02 -2.9830D+04
                                                                                                              2.338D+01 -1.7255D+03    -1.5863D-01    1.4402D+00   -1.3728D+01   -1.0905D+00    5.9321D-01   -2.5109D+04 8.4871D+01 -2.5194D+04
                                                                                                              2.535D+01 -1.4284D+03    -1.3976D-01    4.1114D-01   -1.0048D+01    4.0169D-01    2.3990D-01   -2.0785D+04 3.1986D+01 -2.0817D+04
                                                                                                              2.732D+01 -1.1324D+03    -6.4324D-02   -4.1796D-02   -7.1729D+00    5.1522D-01    4.4154D-02   -1.6478D+04 3.5352D+01 -1.6513D+04
                                                                                                              2.942D+01 -8.2057D+02    -1.0668D-02   -1.2287D-01   -4.7797D+00    1.9989D-01   -1.0849D-02   -1.1940D+04 1.3686D+01 -1.1954D+04
                                                                                                              3.152D+01 5.9117D-12      1.3323D-13    9.5923D-14    3.9080D-14   -1.9207D-13   -1.5883D-13    8.6023D-11 1.7039D-11 1.0306D-10
                                                                                                                     AXIAL PILE CAPACITY SAFETY FACTOR       3.0861D+00     (COMPRESSION)
                                                                                                            RESTART STAGE   8 COMPLETED
                                                                                                            CPU =       0.063 FOR STAGE     8


                                                                                                                                                       Figure 4.8 Example 2, Selected SPLINTER Results




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4.3. Group Pile Analysis

The analysis consists of a group of 4 piles rigidly connected at the pile cap. All the piles have similar constant
section properties. The soil profile is the same as that used in example 1 viz

                Depth-ft                                 Description

                0.37                                     Varying from fine-medium sand to medium-dense sand

                37-54.5                                  Very sandy, stiff clay

                54.5-215                                 Varying from grey fine-medium sand to medium-dense sand


The pile group is subjected to both lateral and axial loading at the pile cap.

The data is in units of kips and feet

Notes on data for example 3.


1.     The first 5 feet of soil is subject to local scour and is modelled by starting the P-Y and T-Z data at this
       depth.

2.     For the fixed format data file only, the T-Z data for depth 5 feet includes a small value of 1.0 x 10-6 for T
       to model negligible stiffness since zero cannot occur at the end of the line.

3.     Both single point and layered curves are included.

4.     The two methods for modelling soil discontinuities are shown on the P-Y data at depths 7.5ft and 37ft. ie
       if both curves at the discontinuity are single point definitions then they must be separated by a small
       distance; if one of the curves defines a soil layer then the depths for the two curves may be the same.

5.     All displacement terms in the P-Y and T-Z data are in units of inches. Since the analysis is to be carried
       out in units of feet YFAC and ZFAC commands are included to adjust the terms accordingly.

6.     The P data is supplied in terms of lbs/in. A PFAC command precedes the P-Y data to convert to Kips/ft.
       Similarly, a TFAC command precedes the T-Z data to convert the T information from Kips/square foot to
       Kips/ft. A second TFAC command precedes the ENDB data since the supplied information is already in
       the correct units.

7.     The pile group is being modelled as rigidly connected at the pile cap and thus a node is defined to
       represent the location of the pile cap connection. Since no connecting structure is supplied, a dummy
       element (number 10) is provided in order to locate the pile cap node. This element is given a soil integer
       of 0 to indicate that it does not represent a pile element. A group number of 9999 is assigned to this
       element in order that it will not appear in the results file. Note that this group does not have to be defined
       in the PGRP data.




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8.     Two different forms of soil elastic modulus variation have been illustrated:

       (i).     For the lateral behaviour, the modulus varies linearly with depth with a slope of 20 kips/foot2/foot.

       (ii).    For the axial behaviour, the modulus varies linearly to a depth of 92 feet, where it becomes
                constant with a value of 2860 kips/foot2. Note that T-Z had to be defined at a depth of 92 feet to
                comply with the input requirements.

       SYSTEM DATA AREA 30000
       JOB NEW PILE
       PROJECT EXM3
       TITLE SPLINTER MANUAL EXAMPLE 3
       TEXT *************************************************
       TEXT FOUR PILE GROUP PILE ANALYSIS
       TEXT ALL PILES HAVE CONSTANT DIAMETER 3.00 FEET
       TEXT CONSTANT THICKNESS .17 FEET
       TEXT LENGTH OF PILES 123.30 FEET
       TEXT PILE GROUP RIGIDLY CONNECTED AT PILE CAP
       TEXT 2 LOADCASES
       TEXT LC 1 AXIAL LOAD 800 KIPS
       TEXT         LAT LOAD 100 KIPS
       TEXT LC,2 AXIAL LOAD 1600 KIPS
       TEXT         LAT LOAD 100 KIPS
       TEXT
       TEXT UNITS KIPS , FEET
       TEXT
       TEXT *************************************************
       OPTIONS GOON NOBL SOIL PGRP FORF
       UNITS KIPS FEET
       END
       COOR
       CART
         1           0.0    0.0    0.0
         2           0.0    0.0 -123.3
         3           6.0    6.0    0.0
         4           6.0    6.0 -123.3
         5          12.0   12.0    0.0
         6          12.0   12.0 -123.3
         7           0.0   12.0    0.0
         8           0.0   12.0 -123.3
       10            4.0    8.0    0.0
       11            4.0    8.0   10.0
       END
       PILE
       MATP    1
       SOLP    1
       *
       * PILE GROUP 2 DEFINED
       *
       GROUP 2
       TUBE    1 2   1    100
       TUBE    3 4   1
       TUBE    5 6   1
       TUBE    7 8   1
       *
       * DUMMY ELEMENT PUT IN TO DEFINE PILE CAP
       * ASSIGN GROUP NUMBER 9999 SO THAT DOES NOT PRINT
       * ASSIGN SOIL ZERO TO INDICATE NOT A PILE
       *
       GROUP 9999
       SOLP 0
       TUBE 10 11      1  999
       END
       PGRP




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       *
       * RIGIDLY CONNECTED PILE GROUP
       *
       2 CONN 10 MAXD              15.0
       END
       SOIL
       *
       * FACTOR CARDS TO CONVERT TO FEET AND KIPS
       *
       YFAC    0.08333
       ZFAC    0.08333
       PFAC    0.012
       *
       * HORIZONTAL ELASTIC SOIL PROPERTY
       *
       1    MAPY    200.0    0.4    20.0
       1     P-Y      5.0
       P              0.0    0.8     0.9     1.0     1.1     1.3
       :              1.3
       Y              0.0    0.2     0.4     0.6   0.975    1.35
       :             10.0
       P-Y 7.5
       P              0.0   62.7   125.4   188.1   235.6   264.0
       :            285.0 327.4    369.7   369.7
       Y              0.0 0.035     0.07   0.105    0.27   0.435
       :              0.6 0.975     1.35    10.0
       P-Y 7.501
       P              0.0   63.0   125.9   188.9   236.6   265.1
       :            286.2 328.8    371.5   371.5
       Y              0.0 0.035     0.07   0.105    0.27   0.435
       :              0.6 0.975     1.35    10.0
       P-Y    37.0
       P              0.0 2036.1 4072.2 6108.3 7512.5      8677.1
       :           9692.8 12600.0 15508.4 15508.4
       Y              0.0   0.076   0.153   0.229   0.353   0.476
       :              0.6   0.975    1.35    10.0
       P-Y    37.0 54.5
       P              0.0   990.0 1575.0 1980.0 2250.0     2790.0
       :           3060.0 3240.0 3240.0
       Y              0.0   0.225    0.45   0.675     0.9     1.5
       :              2.1     2.7    10.0
       P-Y    54.5
       P              0.0 5114.2 10228.5 15342.7 16599.7 17761.1
       :         18845.6 24499.3 30153.0 30153.0
       Y              0.0   0.130   0.261   0.391   0.461   0.530
       :              0.6   0.975    1.35    10.0
       P-Y    215.0
       P              0.0 16727.5 33454.9 50182.4 51801.7 53367.9
       :         54885.9 71351.6 87817.4 87817.4
       Y              0.0   0.166   0.332   0.498   0.532   0.566
       :              0.6   0.975    1.35    10.0
       *
       * SECOND FACTOR CARD TO ACCOUNT FOR DIAMETER OF PILE
       *
       TFAC 9.4248
       *
       * VERTICAL ELASTIC PROPERTY
       *
       1   MATZ     100.0     0.4    30.0   92.0
       1   T-Z        5.0
       T              0.0     0.0 1.0E-6
       Z              0.0    10.0    12.0
       T-Z           37.0
       T            -0.59   -0.59     0.0   0.82     0.82
       Z            -10.0 -0.144      0.0 0.144      10.0
       T-Z           37.0    54.5
       T              0.0     1.0     1.0
       Z              0.0   0.144    10.0




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       T-Z           54.5
       T           -0.82     -0.82   0.0   1.15    1.15
       Z           -10.0 -0.144      0.0 0.144     10.0
       T-Z           92.0    127.0
       T           -1.43     -1.43   0.0    2.0     2.0
       Z           -10.0 -0.144      0.0 0.144     10.0
       T-Z         127.0     215.0
       T             -2.0     -2.0   0.0    2.0     2.0
       Z           -10.0 -0.144      0.0 0.144     10.0
       *
       * RESET FACTOR TO ONE SINCE ENDB ALREADY IN CORRECT UNITS
       *
       TFAC          1.0
       1    ENDB
       T             0.0       0.0 827.2 1042.0  1192.6   1312.5
       :         1413.7     1413.7
       Z          -10.0        0.0  0.36   0.72    1.08     1.44
       :             1.8      10.0
       END
       MATE
       1       4.320D06        0.3   0.0 1.52E-2
       END
       GEOM
       1    TUBE     3.0      0.17
       END
       LOAD    2
       CASE 1 AXIAL 800. LATERAL 100.
       NODAL LO
       X       100.0     10
       Z      -800.0     10
       END
       CASE 2 AXIAL 1600. LATERAL 100.
       NODAL LO
       X       100.0     10
       Z     -1600.0     10
       END
       STOP

                                   Figure 4.1 Example 3, Group Pile SPLINTER Data




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Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.   Page 4-47
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates
                                                                                                           1SPLINTER 13.01.00.0 (QA) 13:41 02-05-2001                                           PAGE   1




                                                                                                                                                                                                           SPLINTER User Manual
                                                                                                                                      *************************************************
                                                                                                                                      FOUR PILE GROUP PILE ANALYSIS
                                                                                                                                      ALL PILES HAVE CONSTANT DIAMETER 3.00 FEET
                                                                                                                                      CONSTANT THICKNESS .17 FEET
                                                                                                                                      LENGTH OF PILES 123.30 FEET
                                                                                                                                      PILE GROUP RIGIDLY CONNECTED AT PILE CAP
                                                                                                                                      2 LOADCASES
                                                                                                                                      LC 1 AXIAL LOAD 800 KIPS
                                                                                                                                             LAT LOAD 100 KIPS
                                                                                                                                      LC,2 AXIAL LOAD 1600 KIPS
                                                                                                                                             LAT LOAD 100 KIPS
                                                                                                                                      UNITS KIPS , FEET
                                                                                                                                      *************************************************

                                                                                                             A S A S EXECUTION CONTROL OPTIONS
                                                                                                            ------------------------------------
                                                                                                            USER OPTIONS GOON NOBL SOIL PGRP FORF
                                                                                                                               RUN PARAMETERS
                                                                                                                               --------------
                                                                                                                               PROJECT NAME         EXM3
                                                                                                                               PROJECT STATUS        NEW
                                                                                                                               JOB TYPE             PILE
                                                                                                                               STRUCTURE NAME       EXM3
                                                                                                                               FILE NAME            EXM3
                                                                                                                    SPLINTER PROGRAM PARAMETERS
                                                                                                                    ---------------------------
                                                                                                                    MAXIMUM NUMBER OF ITERATIONS                  10 (DEFAULT)
                                                                                                                    RELATIVE CONVERGENCE VALUE USED        5.000D-02 (DEFAULT)
                                                                                                                    BASIC PILE SUBDIVISION CRITERIA            1.000 PILE DIAMETERS (DEFAULT)
                                                                                                                    SUBDIVISION MODIFIER                       0.100 (DEFAULT)
                                                                                                                    PILES ARE SUBDIVIDED ON THE FOLLOWING BASIS
                                                                                                                    (1) AT POINTS OF APPLICATION OF EXTERNAL LOADS
                                                                                                                    (2) AT SOIL LAYER DIVISIONS
                                                                                                                    (3) AT CHANGES IN PILE SECTION PROPERTIES
                                                                                                                        IN ADDITION,NO SUBDIVISION WILL BE LONGER THAN
                                                                                                                        THE BASIC SUBDIVISION PLUS A PERCENTAGE OF THE




                                                                                                                                                                                                               Examples
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                                                                                                                        DEPTH GIVEN BY THE SUBDIVISION MODIFIER
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates
                                                                                                               RESULTANT FORCES IN GLOBAL DIRECTIONS




                                                                                                                                                                                                                             SPLINTER User Manual
                                                                                                               -------------------------------------
                                                                                                               ABOUT ORIGIN       X =    0.000D+00       Y =   0.000D+00        Z =   0.000D+00

                                                                                                                                  LOAD CASE    1        LOAD CASE    2
                                                                                                                FREEDOM        FORCE      MOMENT     FORCE      MOMENT
                                                                                                                -------      ---------   --------- ---------   ---------
                                                                                                                    X        1.000D+02 -6.400D+03 1.000D+02 -1.280D+04
                                                                                                                    Y        0.000D+00   3.200D+03 0.000D+00   6.400D+03
                                                                                                                    Z       -8.000D+02 -8.000D+02 -1.600D+03 -8.000D+02
                                                                                                                                CROSS CHECKS ON PILE GROUP DATA
                                                                                                                                -------------------------------

                                                                                                                                                     INTERACTION
                                                                                                              GROUP    TYPE      INTERACTION           DISTANCE              PILES
                                                                                                              -----    ----      -----------         -----------             -----
                                                                                                                  2    CONN          YES                 15.000            100     101     102     103
                                                                                                               9999    NOIN           NO                  0.000            999
                                                                                                           RESTART STAGE   1 COMPLETED
                                                                                                           FREESTORE USED      30000
                                                                                                           CPU =       0.391 FOR STAGE      1
                                                                                                                                                    PILE CAP DISPLACEMENTS AND REACTIONS ITERATION REPORT

                                                                                                               LOAD CASE NO.    1       ITERATION   1
                                                                                                               ------------------       -------------
                                                                                                                                                                 RESULTANT         PERCENTAGE      RESULTANT    PERCENTAGE
                                                                                                                NODE   FD   DISPLACEMENT          REACTION      DISPLACEMENT         CHANGE         REACTION      CHANGE
                                                                                                                ----   --   ------------        -----------     ------------       ----------     -----------   ----------
                                                                                                                   1    X      4.9765D-03        2.3400D+01
                                                                                                                        Y      4.3375D-04        9.6015D-01        5.7231D-03                      1.6844D+02
                                                                                                                        Z     -2.7929D-03       -1.6680D+02
                                                                                                                       RX     -2.5122D-05        2.1156D+00
                                                                                                                       RY      8.1645D-05       -2.2069D+02        9.3303D-05                      2.2071D+02
                                                                                                                       RZ     -3.7528D-05       -1.9383D+00
                                                                                                                   3    X      5.2017D-03        2.4680D+01
                                                                                                                        Y      2.0859D-04       -3.2005D-01        6.2362D-03                      2.0654D+02
                                                                                                                        Z     -3.4335D-03       -2.0506D+02
                                                                                                                       RX     -2.5122D-05       -1.1382D+01
                                                                                                                       RY      8.1645D-05       -2.3419D+02        9.3303D-05                      2.3448D+02
                                                                                                                       RZ     -3.7528D-05       -1.9383D+00




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                                                                                                                   5    X      5.4268D-03        2.5960D+01
                                                                                                                        Y     -1.6582D-05       -1.6003D+00        6.7859D-03                      2.4471D+02
                                                                                                                        Z     -4.0741D-03       -2.4332D+02
                                                                                                                       RX     -2.5122D-05       -2.4880D+01
                                                                                                                       RY      8.1645D-05       -2.4769D+02        9.3303D-05                      2.4894D+02
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates
                                                                                                               RZ   -3.7528D-05   -1.9383D+00




                                                                                                                                                                                         SPLINTER User Manual
                                                                                                           7    X    5.4268D-03    2.5960D+01
                                                                                                                Y    4.3375D-04    9.6015D-01   6.2621D-03                  1.8663D+02
                                                                                                                Z   -3.0944D-03   -1.8481D+02
                                                                                                               RX   -2.5122D-05    2.1156D+00
                                                                                                               RY    8.1645D-05   -2.4769D+02   9.3303D-05                  2.4771D+02
                                                                                                               RZ   -3.7528D-05   -1.9383D+00
                                                                                                                                                  ITERATION   1 COMPLETED




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                                                                                                                                                   PILE CAP DISPLACEMENTS AND REACTIONS ITERATION REPORT




                                                                                                                                                                                                                          SPLINTER User Manual
                                                                                                               LOAD CASE NO.    1    ITERATION   4
                                                                                                               ------------------    -------------
                                                                                                                                                              RESULTANT      PERCENTAGE      RESULTANT       PERCENTAGE
                                                                                                                NODE   FD   DISPLACEMENT         REACTION    DISPLACEMENT      CHANGE         REACTION         CHANGE
                                                                                                                ----   --   ------------       -----------   ------------    ----------     -----------      ----------
                                                                                                                   1    X     8.3574D-03        2.7948D+01
                                                                                                                        Y     5.6433D-04        3.6160D-01     9.0229D-03    9.7698D-04      1.7445D+02    -1.2567D-04
                                                                                                                        Z    -3.3536D-03       -1.7220D+02
                                                                                                                       RX    -1.8351D-05        3.2915D+00
                                                                                                                       RY     1.0868D-04       -2.9372D+02     1.1949D-04    1.2467D-03      2.9375D+02      2.8529D-04
                                                                                                                       RZ    -4.6166D-05       -2.3845D+00
                                                                                                                   3    X     8.6344D-03        1.8577D+01
                                                                                                                        Y     2.8734D-04       -1.2288D+00     9.5695D-03    9.3999D-04      1.9174D+02      1.2108D-04
                                                                                                                        Z    -4.1158D-03       -1.9083D+02
                                                                                                                       RX    -1.8351D-05       -1.3379D+01
                                                                                                                       RY     1.0868D-04       -2.2120D+02     1.1949D-04    1.2467D-03      2.2162D+02      1.8494D-03
                                                                                                                       RZ    -4.6166D-05       -2.3845D+00
                                                                                                                   5    X     8.9114D-03        2.9114D+01
                                                                                                                        Y     1.0338D-05       -2.4937D+00     1.0159D-02    9.0871D-04      2.6460D+02      2.0357D-04
                                                                                                                        Z    -4.8780D-03       -2.6298D+02
                                                                                                                       RX    -1.8351D-05       -2.7952D+01
                                                                                                                       RY     1.0868D-04       -3.1135D+02     1.1949D-04    1.2467D-03      3.1261D+02      1.8846D-04
                                                                                                                       RZ    -4.6166D-05       -2.3845D+00
                                                                                                                   7    X     8.9114D-03        2.4362D+01
                                                                                                                        Y     5.6433D-04        3.3609D+00     9.6179D-03    9.2511D-04      1.7572D+02    -3.1984D-04
                                                                                                                        Z    -3.5739D-03       -1.7399D+02
                                                                                                                       RX    -1.8351D-05        2.6663D+01
                                                                                                                       RY     1.0868D-04       -2.7449D+02     1.1949D-04    1.2467D-03      2.7579D+02      8.9854D-04
                                                                                                                       RZ    -4.6166D-05       -2.3845D+00


                                                                                                                                                                 LOADCASE CONVERGED AFTER     4 ITERATIONS
                                                                                                                                                                 SECTION 1 COMPLETED
                                                                                                           RESTART STAGE   5 COMPLETED
                                                                                                           CPU =       2.266 FOR STAGE     5




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                                                                                                           RESTART STAGE       6 STARTED




                                                                                                                                                                                  SPLINTER User Manual
                                                                                                                                     LOAD CASE    1           LOAD CASE    2
                                                                                                                                     --------------           --------------
                                                                                                             NODE   FD   SKW    DISPLACEMENT REACTION    DISPLACEMENT REACTION
                                                                                                             ----   --   ---    ------------ --------    ------------ --------
                                                                                                                1    X          8.3574D-03 2.795D+01 7.2685D-03 2.758D+01
                                                                                                                     Y          5.6433D-04 3.616D-01 1.6533D-03 4.498D-01
                                                                                                                     Z         -3.3536D-03 -1.722D+02 -7.0671D-03 -3.645D+02
                                                                                                                    RX         -1.8351D-05 3.291D+00 -1.0779D-04 -2.062D+01
                                                                                                                    RY          1.0868D-04 -2.937D+02 1.9235D-05 -3.160D+02
                                                                                                                    RZ         -4.6166D-05 -2.385D+00 -4.6166D-05 -2.385D+00
                                                                                                                3    X          8.6344D-03    1.858D+01 7.5455D-03 1.891D+01
                                                                                                                     Y          2.8734D-04   -1.229D+00 1.3763D-03 -1.561D+00
                                                                                                                     Z         -4.1158D-03   -1.908D+02 -7.8293D-03 -3.558D+02
                                                                                                                    RX         -1.8351D-05   -1.338D+01 -1.0779D-04 -3.987D+01
                                                                                                                    RY          1.0868D-04   -2.212D+02 1.9235D-05 -2.477D+02
                                                                                                                    RZ         -4.6166D-05   -2.385D+00 -4.6166D-05 -2.385D+00
                                                                                                                5    X          8.9114D-03    2.911D+01 7.8225D-03 2.903D+01
                                                                                                                     Y          1.0338D-05   -2.494D+00 1.0993D-03 -2.130D+00
                                                                                                                     Z         -4.8780D-03   -2.630D+02 -8.5915D-03 -4.553D+02
                                                                                                                    RX         -1.8351D-05   -2.795D+01 -1.0779D-04 -5.028D+01
                                                                                                                    RY          1.0868D-04   -3.114D+02 1.9235D-05 -3.353D+02
                                                                                                                    RZ         -4.6166D-05   -2.385D+00 -4.6166D-05 -2.385D+00
                                                                                                                7    X          8.9114D-03 2.436D+01 7.8225D-03 2.448D+01
                                                                                                                     Y          5.6433D-04 3.361D+00 1.6533D-03 3.241D+00
                                                                                                                     Z         -3.5739D-03 -1.740D+02 -8.3607D-03 -4.243D+02
                                                                                                                    RX         -1.8351D-05 2.666D+01 -1.0779D-04 1.369D+00
                                                                                                                    RY          1.0868D-04 -2.745D+02 1.9235D-05 -2.998D+02
                                                                                                                    RZ         -4.6166D-05 -2.385D+00 -4.6166D-05 -2.385D+00
                                                                                                               10    X          8.7268D-03    0.000D+00 7.6378D-03    0.000D+00
                                                                                                                     Y          3.7967D-04    0.000D+00 1.4686D-03    0.000D+00
                                                                                                                     Z         -3.9352D-03    0.000D+00 -8.0064D-03   0.000D+00
                                                                                                                    RX         -1.8351D-05    0.000D+00 -1.0779D-04   0.000D+00
                                                                                                                    RY          1.0868D-04    0.000D+00 1.9235D-05    0.000D+00
                                                                                                                    RZ         -4.6166D-05    0.000D+00 -4.6166D-05   0.000D+00
                                                                                                               11    X          9.8135D-03   0.000D+00 7.8301D-03     0.000D+00
                                                                                                                     Y          5.6318D-04   0.000D+00 2.5466D-03     0.000D+00
                                                                                                                     Z         -3.9352D-03   0.000D+00 -8.0064D-03    0.000D+00
                                                                                                                    RX         -1.8351D-05   0.000D+00 -1.0779D-04    0.000D+00
                                                                                                                    RY          1.0868D-04   0.000D+00 1.9235D-05     0.000D+00
                                                                                                                    RZ         -4.6166D-05   0.000D+00 -4.6166D-05    0.000D+00




                                                                                                                                                                                      Examples
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    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates
                                                                                                             GLOBAL PILE DISPLACEMENTS




                                                                                                                                                                                                                                    SPLINTER User Manual
                                                                                                             -------------------------
                                                                                                             ELEMENT NUMBER    100 PILE CAP NODE        1                             LOAD CASE     1     AXIAL 800. LATERAL 100.
                                                                                                             --------------------- PILE TIP NODE        2                             ---------------
                                                                                                             DISTANCE FROM
                                                                                                                  PILE CAP              X               Y              Z                RX              RY            RZ
                                                                                                             -------------         -----------     -----------    -----------       -----------     -----------   -----------
                                                                                                                    0.0000          8.3574D-03      5.6433D-04    -3.3536D-03       -1.8351D-05      1.0868D-04   -4.6166D-05
                                                                                                                    3.0000          7.7825D-03      5.0641D-04    -3.2745D-03       -1.9609D-05      2.2383D-04   -4.4749D-05
                                                                                                                    5.0000          7.2321D-03      4.6602D-04    -3.2218D-03       -2.0171D-05      2.7929D-04   -4.3804D-05
                                                                                                                    7.5000          6.4170D-03      4.1431D-04    -3.1559D-03       -2.0566D-05      3.2493D-04   -4.2623D-05
                                                                                                                   11.3234          5.0421D-03      3.3454D-04    -3.0554D-03       -2.0569D-05      3.4905D-04   -4.0823D-05
                                                                                                                   15.5292          3.5558D-03      2.4839D-04    -2.9456D-03       -1.9810D-05      3.2697D-04   -3.8861D-05
                                                                                                                   20.1555          2.1429D-03      1.5921D-04    -2.8266D-03       -1.7926D-05      2.6875D-04   -3.6736D-05
                                                                                                                   25.2445          9.6945D-04      7.4709D-05    -2.6981D-03       -1.4337D-05      1.8887D-04   -3.4454D-05
                                                                                                                   30.8423          1.6765D-04      8.0641D-06    -2.5607D-03       -8.9597D-06      1.0590D-04   -3.2028D-05
                                                                                                                   37.0000         -2.3725D-04     -2.7433D-05    -2.4149D-03       -3.2623D-06      3.9414D-05   -2.9480D-05
                                                                                                                   45.3333         -3.1175D-04     -2.9882D-05    -2.2285D-03        1.4428D-06     -7.9151D-06   -2.6282D-05
                                                                                                                   54.5000         -1.4446D-04     -8.3354D-06    -2.0392D-03        1.5610D-06     -1.7824D-05   -2.3091D-05
                                                                                                                   62.5802         -3.2391D-05     -4.8696D-06    -1.8862D-03       -3.1867D-07     -9.2920D-06   -2.0554D-05
                                                                                                                   71.4683          9.0476D-06     -1.0948D-05    -1.7338D-03       -2.7314D-08     -1.7748D-06   -1.8086D-05
                                                                                                                   81.2453          5.2852D-06     -5.7504D-06    -1.5870D-03       -2.4273D-07      1.6340D-06   -1.5767D-05
                                                                                                                   92.0000         -1.5222D-05     -1.6326D-05    -1.4523D-03       -2.2940D-07      7.1421D-07   -1.3694D-05
                                                                                                                  106.9048         -2.2230D-06     -2.1729D-06    -1.3152D-03        8.6555D-07     -9.2490D-07   -1.1623D-05
                                                                                                                  123.3000          5.2968D-07      1.7569D-07    -1.2294D-03       -1.5834D-07      1.4818D-07   -1.0273D-05
                                                                                                           TOTAL GLOBAL SOIL REACTIONS FOR ELEMENT    100        X               Y              Z
                                                                                                                                                            2.7948D+01      3.6160D-01    -1.7220D+02



                                                                                                                                                Figure 4.1 Example, 3, Selected SPLINTER Results




                                                                                                                                                                                                                                        Examples
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                                                                                                       Page 4-54
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4.4. Group Pile Structure Interaction

This example consists of a simple four legged structure with a group of four piles connected to each leg. In
addition, two conductor piles are included in the middle of the jacket, as shown in Figure 4.11.

In each corner group there are three piles of 0.50m in diameter and 7.5cm thickness and one pile of 0.75m in
diameter and 10cm in thickness. The two conductor piles are 0.4m in diameter and 3cm thickness.

The soil profile and jacket substructure are as in the example in section 4.2. Pile Structure Interaction and
reference should be made to that example for details of soils data and substructure techniques.

The structure is loaded to simulate a simple wind effect and structure self weight and this is applied to the pile
groups as a component load.

Data units are KN and M.




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                                                             1               3
                                                       7               9



                                                             101     102   103
                                                                   105
                                                                  110
                                                       107       108   109




                                                           201             202            203
                                                                     205
                                                                    210
                                                207      221 208
                                                        211 231
                                                          201                    209
                                                                                         213 223
                                                                                          203
                                                                                           233
                                                                     205
                                                                    210
                                              237
                                             227 217
                                               207                                219
                                                                             239 229
                                                                               209




                                                                       305
                                                                      310
                                                   321
                                                  311 331
                                                    301
                                                                                                        313 323
                                                                                                         303
                                                                                                          333



                                 337
                                327 317
                                  307
                                                                                             319
                                                                                        339 329
                                                                                          309




                                          Figure 4.11 Jacket and Group Pile Model




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Notes on data for example 4.


1.     The pile geometry is set up using a cylindrical polar system thus simplifying data input requirements.
       The ORIG command is used to set up the origin at one of the pile cap nodes in each group, and the DCOS
       command rotates the axes system so that local z is along the axes of the piles in the group.

2.     The corner pile groups are rigidly connected at the pile cap with one of pile nodes defining the pile cap
       location. For the conductor piles, these are assumed to act as structurally independent of each other and
       thus are defined as INDP in the PGRP data.

3.     Both single point and layered curves and included.

4.     The two methods for modelling soil discontinuities are shown on the P-Y data at depths 6.0m and 18.5m
       ie if both curves at the discontinuity are single point definitions then they must be separated by a small
       distance; if one of the curves defines a soil layer then the depths for the two curves may be the same.

5.     The soil data supplied is for a pile of 1.0m in diameter. Since the model is consists of piles with three
       different diameters (0.4, 0.5 and 0.75m), a separate soil property must be assigned to each one. The
       actual soil data is similar for all three definitions, only the factor commands are changed.

       For each of the soil profiles, PFAC and TFAC commands are supplied with the appropriate diameter
       value for P-Y and T-Z. The ENDB data requires a second TFAC command defining the area for the
       given pile.


6.     The elastic soil modulus is defined as a constant for all depths for both lateral and vertical behaviour
       (although they are different in the two directions).




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       SYSTEM DATA AREA 100000
       JOB OLD PILE
       PROJECT EXM2
       FILES STR2
       TITLE SPLINTER MANUAL EXAMPLE 4
       TEXT *************************************************
       TEXT GROUP PILE STRUCTURE INTERACTION ANALYSIS
       TEXT 18 PILES ,- FOUR ON EACH CORNER OF JACKET
       TEXT             + TWO CONDUCTOR PILES
       TEXT FOR EACH CORNER PILE GROUP
       TEXT 1 PILE 0.75 DIAMETER x 0.1 THICKNESS
       TEXT 3 PILES 0.5 DIAMETER x 0.075 THICKNESS
       TEXT CONDUCTOR PILES
       TEXT 2 PILES 0.40 DIAMETER x 0.030 THICKNESS
       TEXT CORN.ER PILE GROUPS RIGIDLV CONNECTED AT CAP
       TEXT CONDUCTOR GROUP HAS NO RIGID CONNECTION
       TEXT
       TEXT 1 LOADCASE
       TEXT SIMULATED WIND LOAD PLUS S/W INPUT VIA COMPONENT LOAD
       TEXT
       TEXT DEFAULT CONVERGENCE
       TEXT
       TEXT UNITS KN , METRES
       TEXT
       TEXT *************************************************
       STRUCTURE STR2
       OPTIONS GOON PRNO NODL CSOL SOIL
       UNITS KN METRES
       END
       COOR
       CART
       201        -7.5        7.5    -27.42
       203         7.5        7.5    -27.42
       205         0.0        0.0    -27.42
       207        -7.5       -7.5    -27.42
       209         7.5       -7.5    -27.42
       210         0.0       -1.5    -27.42
       305         0.0        0.0    -45.0
       310         0.0       -1.5    -45.0
       FIN
       CYLI GRP1 DEG
       DCOS -0.672987 0.672987 0.306882 0.707107 0.707107 0.0
       ORIG        -7.5        7.5   -27.42
       211          1.5      -90.0     0.0
       221          1.5        0.0     0.0
       231          1.5       90.0     0.0
       301          0.0        0.0    25.0
       311          1.5      -90.0    25.0
       321          1.5        0.0    25.0
       331          1.5       90.0    25.0
       FIN
       CYLI GRP2 DEG
       DCOS 0.672987 0.672987 0.306882 0.707107 -0.707107         0.0
       ORIG         7.5        7.5   -27.42
       213          1.5      -90.0     0.0
       223          1.5        0.0     0.0
       233          1.5       90.0     0.0
       303          0.0        0.0    25.0
       313          1.5      -90.0    25.0
       323          1.5        0.0    25.0
       333          1.5       90.0    25.0
       FIN
       CYLI GRP3 DEG
       DCOS -0.672987 -0.672987 0.306882 -0.707107 0.707107        0.0
       ORIG        -7.5       -7.5   -27.42
       217          1.5      -90.0     0.0
       227          1.5        0.0     0.0
       237          1.5       90.0     0.0




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       307           0.0         0.0      25.0
       317           1.5      -90.0       25.0
       327           1.5         0.0      25.0
       337           1.5        90.0      25.0
       FIN
       CYLI GRP4 DEG
       DCOS 0.672987 -0.672987 0.306882 -0.707107 -0.707107       0.0
       ORIG          7.5        -7.5     -27.42
       219           1.5      -90.0        0.0
       229           1.5         0.0       0.0
       239           1.5        90.0       0.0
       309           0.0         0.0      25.0
       319           1.5      -90.0       25.0
       329           1.5         0.0      25.0
       339           1.5        90.0      25.0
       END
       PILE
       MATP     1
       *
       * DEFINE A DIFFERENT PILE GROUP NUMBER FOR EACH
       * COLLECTION OF PILES
       *
       GROUP 100
       SOLP    10
       TUBE       201 301     10     101
       *
       * ONE PILE IN EACH MAIN GROUP HAS A DIFFERENT DIAMTETER SO
       * PROVIDE ANOTHER SOIL INTEGER AND MODIFY FACTORS ACCORDINGLY
       *
       SOLP    11
       TUBE       211 311     11     102
       TUBE       221 321     11     103
       TUBE       231 331     11     104
       GROUP 200
       SOLP    10
       TUBE       203 303     10     201
       SOLP    11
       TUBE       213 313     11     202
       TUBE       223 323     11     203
       TUBE       233 333     11     204
       GROUP 300
       SOLP    10
       TUBE       207 307     10     301
       SOLP    11
       TUBE       217 317     11     302
       TUBE       227 327     11     303
       TUBE       237 337     11     304
       GROUP 400
       SOLP 10
       TUBE       209 309     10     401
       SOLP    11
       TUBE       219 319     11     402
       TUBE       229 329     11     403
       TUBE       239 339     11     404
       *
       * CONDUCTOR PILES
       *
       GROUP 500
       SOLP    20
       TUBE       205 305     20     501
       TUBE       210 310     20     502
       END
       TOPO
       TOWR ASSM         201 203 207 209 205 210
       END
       PGRP
       100      CONN        201      MAXD      10.0
       200      CONN        203      MAXD      10.0




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       300     CONN         207      MAXD      10.0
       400     CONN         209      MAXD      10.0
       500     INDP        DEFT
       END
       SOIL
       *
       * SET GLOBAL MUDLINE TO COINCIDE WITH STRUCTURAL DEFINITION
       *
       MUDD -27.42
       PFAC   0.75
       TFAC   0.75
       10   MAPY    45000.0      0.45
       10    P-Y         0.0     4.0
       P     0.0    130.0     170.0     190.0     210.0   210.0
       Y     0.0 0.0045       0.012        0.2      0.35    1.0
       P-Y   4.0
       P     0.0    105.0     175.0       71.0      71.0
       Y     0.0    0.014       0.06       1.0      10.0
       P-Y   6.0
       P     0.0    125.0     200.0     185.0     185.0
       Y     0.0    0.014       0.06       1.0      10.0
       P-Y   6.01
       P     0.0    330.0     600.0     180.0     180.0
       Y     0.0    0.014      0.06        1.0      10.0
       P-Y 10.0       18.5
       P     0.0    720.0 1220.0        750.0     750.0
       Y     0.0    0.014      0.06        1.0      10.0
       P-Y 18.5
       P     0.0 1320.0 2400.0 2400.0
       Y     0.0    0.014      0.06        1.0
       P-Y 50.0
       P     0.0 2075.0 3500.0 3500.0
       Y     0.0    0.014      0.06        1.0
       10   MATZ    100000.0      0.45
       10    T-Z       0.0
       T     0.0       0.0
       Z     0.0       1.0
       T-Z   8.0
       T     0.0    170.0     170.0
       Z     0.0    0.012        1.0
       T-Z 18.5
       T     0.0    285.0     285.0
       Z     0.0    0.012        1.0
       T-Z 18.501
       T     0.0    285.0     285.0
       Z     0.0    0.012        1.0
       T-Z 26.0       50.0
       T     0.0    320.0     320.0
       Z     0.0    0.012        1.0
       10   ENDB
       TFAC   0.5625
       T          0.0    0.0     9000.0     9000.0
       Z         -1.0    0.0      0.085         1.0
       PFAC       0.50
       TFAC       0.50
       11   MAPY    45000.0      0.45
       11    P-Y 0.0         4.0
       P          0.0      130.0     170.0      190.0    210.0  210.0
       Y          0.0    0.0045      0.012        0.2     0.35    1.0
       P-Y          4.0
       P          0.0      105.0     175.0       71.0     71.0
       Y          0.0      0.014      0.06        1.0     10.0
       P-Y          6.0
       P          0.0     125.0      200.0      185.0    185.0
       Y          0.0     0.014       0.06        1.0     10.0
       P-Y          6.01
       P          0.0     330.0     600.0       180.0    180.0
       Y          0.0     0.014       0.06        1.0     10.0




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       P-Y             10.0       18.5
       P                0.0      720.0 1220.0        750.0     750.0
       Y                0.0      0.014     0.06        1.0      10.0
       P-Y                 18.5
       P                0.0     1320.0 2400.0       2400.0
       Y                0.0      0.014     0.06        1.0
       P-Y                 50.0
       P                0.0     2075.0 3500.0       3500.0
       Y                0.0      0.014     0.06        1.0
       11               MATZ     100000.0     0.45
       11                 T-Z      0.0
       T                0.0        0.0     1.0E-6
       Z                0.0        1.0        10.0
       T-Z                  8.0
       T                0.0      170.0      170.0
       Z                0.0      0.012         1.0
       T-Z                 18.5
       T                0.0      285.0      285.0
       Z                0.0      0.012         1.0
       T-Z                 18.501
       T                0.0      285.0      285.0
       Z                0.0      0.012         1.0
       T-Z                 26.0     50.0
       T                0.0      320.0      320.0
       Z                0.0      0.012         1.0
       11               ENDB
       TFAC             0.25
       T                0.0        0.0     9000.0      9000.0
       Z               -1.0        0.0      0.085          1.0
       PFAC             0.4
       TFAC             0.4
       20               MAPY     45000.0    0.45
       20                 P-Y    0.0       4.0
       P                0.0     130.0 170.0        190.0     210.0   210.0
       Y                0.0     0.0045 0.012         0.2      0.35     1.0
       P-Y              4.0
       P                0.0     105.0 175.0         71.0      71.0
       Y                0.0     0.014    0.06        1.0      10.0
       P-Y              6.0
       P                0.0    125.0 200.0         185.0     185.0
       Y                0.0    0.014     0.06        1.0      10.0
       P-Y              6.01
       P                0.0    330.0 600.0        180.0      180.0
       Y                0.0    0.014    0.06         1.0      10.0
       P-Y             10.0      18.5
       P                0.0    720.0    1220.0      750.0    750.0
       Y                0.0    0.014       0.06       1.0     10.0
       P-Y             18.5
       P                0.0 1320.0      2400.0 2400.0
       Y                0.0    0.014       0.06       1.0
       P-Y             50.0
       P                0.0    2075.0 3500.0 3500.0
       Y                0.0      0.014     0.06       1.0
       20            MATZ    100000.0      0.45
       20             T-Z          0.0
       T                0.0        0.0
       Z                0.0        1.0
       T-Z              8.0
       T                0.0      170.0    170.0
       Z                0.0      0.012      1.0
       T-Z             18.5
       T                0.0      285.0    285.0
       Z                0.0      0.012      1.0
       T-Z             18.501
       T                0.0      285.0    285.0
       Z                0.0      0.012      1.0
       T-Z             26.0       50.0
       T                0.0      320.0    320.0




Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.   Page 4-61
SPLINTER User Manual                                                                                    Examples


       Z           0.0    0.012        1.0
       20       ENDB
       TFAC      0.16
       T           0.0       0.0 9000.0 9000.0
       Z         -1.0        0.0    0.085    1.0
       END
       MATE
       1        2.00E08      0.3         0 7.850
       END
       GEOM
       10     TUBE     0.75        0.1
       11     TUBE     0.50      0.075
       20     TUBE     0.40       0.03
       END
       LOAD   1
       CASE 1 WIND LOAD PLUS STRUCTURE SELF WEIGHT
       COMP LOAD
       ASSM      1       4.0
       ASSM      2       1.0
       END
       STOP

               Figure 4.2 Example 4, Group Pile SPLINTER Data for Pile-Structure Interaction




Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.   Page 4-62
SPLINTER User Manual                                                                                    Examples




Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.   Page 4-63
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates   1SPLINTER 13.01.00.0 (QA) 13:49 02-05-2001                                           PAGE   1




                                                                                                                                                                                                             SPLINTER User Manual
                                                                                                                                      *************************************************
                                                                                                                                      GROUP PILE STRUCTURE INTERACTION ANALYSIS
                                                                                                                                      18 PILES ,- FOUR ON EACH CORNER OF JACKET
                                                                                                                                                + TWO CONDUCTOR PILES
                                                                                                                                      FOR EACH CORNER PILE GROUP
                                                                                                                                      1 PILE 0.75 DIAMETER x 0.1 THICKNESS
                                                                                                                                      3 PILES 0.5 DIAMETER x 0.075 THICKNESS
                                                                                                                                      CONDUCTOR PILES
                                                                                                                                      2 PILES 0.40 DIAMETER x 0.030 THICKNESS
                                                                                                                                      CORN.ER PILE GROUPS RIGIDLV CONNECTED AT CAP
                                                                                                                                      CONDUCTOR GROUP HAS NO RIGID CONNECTION
                                                                                                                                      1 LOADCASE
                                                                                                                                      SIMULATED WIND LOAD PLUS S/W INPUT VIA COMPONENT LOAD
                                                                                                                                      DEFAULT CONVERGENCE
                                                                                                                                      UNITS KN , METRES
                                                                                                                                      *************************************************
                                                                                                                      STRUCTURE    STR2

                                                                                                             A S A S EXECUTION CONTROL OPTIONS
                                                                                                            ------------------------------------
                                                                                                            USER OPTIONS GOON PRNO NODL CSOL SOIL
                                                                                                                               RUN PARAMETERS
                                                                                                                               --------------
                                                                                                                               PROJECT NAME         EXM2
                                                                                                                               PROJECT STATUS        OLD
                                                                                                                               JOB TYPE             PILE
                                                                                                                               STRUCTURE NAME       STR2
                                                                                                                               FILE NAME            STR2
                                                                                                                    SPLINTER PROGRAM PARAMETERS
                                                                                                                    ---------------------------
                                                                                                                    MAXIMUM NUMBER OF ITERATIONS                  10 (DEFAULT)
                                                                                                                    RELATIVE CONVERGENCE VALUE USED        5.000D-02 (DEFAULT)
                                                                                                                    BASIC PILE SUBDIVISION CRITERIA            1.000 PILE DIAMETERS (DEFAULT)
                                                                                                                    SUBDIVISION MODIFIER                       0.100 (DEFAULT)
                                                                                                                    PILES ARE SUBDIVIDED ON THE FOLLOWING BASIS
                                                                                                                    (1) AT POINTS OF APPLICATION OF EXTERNAL LOADS




                                                                                                                                                                                                           Examples
Page 4-64




                                                                                                                    (2) AT SOIL LAYER DIVISIONS
                                                                                                                    (3) AT CHANGES IN PILE SECTION PROPERTIES
                                                                                                                        IN ADDITION,NO SUBDIVISION WILL BE LONGER THAN
                                                                                                                        THE BASIC SUBDIVISION PLUS A PERCENTAGE OF THE
                                                                                                                        DEPTH GIVEN BY THE SUBDIVISION MODIFIER
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates   RESULTANT FORCES IN GLOBAL DIRECTIONS
                                                                                                           -------------------------------------




                                                                                                                                                                                                                         SPLINTER User Manual
                                                                                                           ABOUT ORIGIN       X =    0.000D+00      Y =   0.000D+00       Z =   0.000D+00

                                                                                                                              LOAD CASE    1
                                                                                                            FREEDOM        FORCE      MOMENT
                                                                                                            -------      ---------   ---------
                                                                                                                X        8.000D+03   4.323D+02
                                                                                                                Y       -7.105D-15   3.032D+04
                                                                                                                Z       -2.199D+03 -3.000D+04
                                                                                                                                              PILE CAP DISPLACEMENTS AND REACTIONS ITERATION REPORT

                                                                                                           LOAD CASE NO.    1       ITERATION   1
                                                                                                           ------------------       -------------
                                                                                                                                                            RESULTANT        PERCENTAGE      RESULTANT    PERCENTAGE
                                                                                                            NODE   FD   DISPLACEMENT        REACTION       DISPLACEMENT        CHANGE         REACTION      CHANGE
                                                                                                            ----   --   ------------      -----------      ------------      ----------     -----------   ----------
                                                                                                             210    X      1.1648D-03      0.0000D+00
                                                                                                                    Y     -8.6030D-05      0.0000D+00        1.2986D-03                      0.0000D+00
                                                                                                                    Z     -5.6756D-04      0.0000D+00
                                                                                                                   RX      1.8338D-04      0.0000D+00
                                                                                                                   RY      1.1595D-03      0.0000D+00        1.4445D-03                      0.0000D+00
                                                                                                                   RZ     -8.4168D-04      0.0000D+00
                                                                                                             211    X      3.4681D-03      6.0576D+02
                                                                                                                    Y      3.6049D-03     -3.9253D+02        1.4423D-02                      2.5743D+03
                                                                                                                    Z      1.3528D-02      2.4710D+03
                                                                                                                   RX     -1.8633D-03      1.8271D+01
                                                                                                                   RY     -2.2023D-04     -1.0443D+02        1.8768D-03                      1.1418D+02
                                                                                                                   RZ     -4.3997D-05     -4.2404D+01
                                                                                                             213    X      5.6305D-03      6.1382D+02
                                                                                                                    Y     -3.8497D-03      3.2322D+02        1.2535D-02                      2.0888D+03
                                                                                                                    Z     -1.0517D-02     -1.9703D+03
                                                                                                                   RX      2.1681D-03      9.2630D+01
                                                                                                                   RY     -8.2968D-05     -2.7469D+02        2.1703D-03                      2.9526D+02
                                                                                                                   RZ      5.2293D-05     -5.6092D+01
                                                                                                             217    X     -1.3249D-03      2.3510D+02
                                                                                                                    Y      3.0213D-03      4.0614D+02        8.0459D-03                      1.4750D+03
                                                                                                                    Z      7.3385D-03      1.3984D+03
                                                                                                                   RX      2.4873D-04      1.7471D+02
                                                                                                                   RY     -7.6303D-04      3.0906D+01        8.1757D-04                      1.8614D+02
                                                                                                                   RZ     -1.5600D-04     -5.6299D+01
                                                                                                             219    X     -5.6685D-04      3.0403D+02




                                                                                                                                                                                                                       Examples
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                                                                                                                    Y     -3.3155D-03     -4.5692D+02        8.3424D-03                      1.5768D+03
                                                                                                                    Z     -7.6343D-03     -1.4782D+03
                                                                                                                   RX     -5.0844D-04     -2.6223D+02
                                                                                                                   RY     -1.0109D-03     -7.9717D+01        1.1562D-03                      2.7930D+02
                                                                                                                   RZ     -2.3729D-04     -5.3740D+01
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates
                                                                                                                                               PILE CAP DISPLACEMENTS AND REACTIONS ITERATION REPORT




                                                                                                                                                                                                                       SPLINTER User Manual
                                                                                                              LOAD CASE NO.    1    ITERATION   6
                                                                                                              ------------------    -------------
                                                                                                                                                          RESULTANT      PERCENTAGE    RESULTANT        PERCENTAGE
                                                                                                               NODE   FD   DISPLACEMENT      REACTION    DISPLACEMENT      CHANGE       REACTION          CHANGE
                                                                                                               ----   --   ------------    -----------   ------------    ----------   -----------       ----------
                                                                                                                210    X     1.5057D-03     0.0000D+00
                                                                                                                       Y    -9.2122D-05     0.0000D+00     1.5978D-03    9.0767D-02     0.0000D+00      0.0000D+00
                                                                                                                       Z    -5.2651D-04     0.0000D+00
                                                                                                                      RX     1.6840D-04     0.0000D+00
                                                                                                                      RY     1.3825D-03     0.0000D+00     1.6526D-03    7.9328D-02     0.0000D+00      0.0000D+00
                                                                                                                      RZ    -8.8965D-04     0.0000D+00
                                                                                                                211    X     6.4447D-03     5.9195D+02
                                                                                                                       Y     4.8001D-03    -3.6482D+02     2.0698D-02    5.2368D-01     2.4662D+03     -8.6472D-01
                                                                                                                       Z     1.9075D-02     2.3661D+03
                                                                                                                      RX    -2.2171D-03     4.1557D+01
                                                                                                                      RY     7.5960D-05    -9.1553D+01     2.2186D-03    1.1137D+00     1.1110D+02     -2.7690D+00
                                                                                                                      RZ     3.2254D-05    -4.7257D+01
                                                                                                                213    X     8.5851D-03     5.6947D+02
                                                                                                                       Y    -5.2760D-03     3.0171D+02     1.6868D-02    1.5961D-01     1.9513D+03     -3.7607D-02
                                                                                                                       Z    -1.3528D-02    -1.8418D+03
                                                                                                                      RX     2.4217D-03     7.8334D+01
                                                                                                                      RY     1.9773D-04    -2.4595D+02     2.4304D-03    7.1175D-01     2.6432D+02      3.3185D-02
                                                                                                                      RZ     5.5441D-05    -5.6891D+01
                                                                                                                217    X    -1.3071D-03     2.4958D+02
                                                                                                                       Y     4.3526D-03     4.0755D+02     1.1509D-02    1.4349D-01     1.5466D+03      1.5106D-01
                                                                                                                       Z     1.0574D-02     1.4710D+03
                                                                                                                      RX     3.1022D-04     1.6815D+02
                                                                                                                      RY    -8.0897D-04     4.6350D+01     8.9202D-04   -5.9170D-02     1.8450D+02      5.7987D-01
                                                                                                                      RZ    -2.1218D-04    -6.0138D+01
                                                                                                                219      X  -4.0345D-04     3.2499D+02
                                                                                                                         Y  -4.8646D-03    -4.5317D+02     1.1305D-02    8.9826D-02     1.6341D+03      7.0436D-02
                                                                                                                         Z  -1.0196D-02    -1.5360D+03
                                                                                                                       RX   -5.1760D-04    -2.4817D+02
                                                                                                                       RY   -1.0070D-03    -7.3948D+01     1.1667D-03   -6.6790D-02     2.6438D+02      3.3137D-01
                                                                                                                       RZ   -2.8148D-04    -5.3270D+01
                                                                                                           RESTART STAGE   5 COMPLETED
                                                                                                           CPU =       4.609 FOR STAGE 5




                                                                                                                                                                                                                     Examples
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    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates   RESTART STAGE     6 STARTED




                                                                                                                                                            SPLINTER User Manual
                                                                                                                                      LOAD CASE    1
                                                                                                                                      --------------
                                                                                                              NODE   FD   SKW    DISPLACEMENT REACTION
                                                                                                              ----   --   ---    ------------ --------
                                                                                                               201    X          6.4104D-03   0.000D+00
                                                                                                                      Y          4.8343D-03   0.000D+00
                                                                                                                      Z          1.6643D-02   0.000D+00
                                                                                                                     RX         -2.2171D-03   0.000D+00
                                                                                                                     RY          7.5960D-05   0.000D+00
                                                                                                                     RZ          3.2254D-05   0.000D+00
                                                                                                               203    X          8.6439D-03   0.000D+00
                                                                                                                      Y         -5.2172D-03   0.000D+00
                                                                                                                      Z         -1.6306D-02   0.000D+00
                                                                                                                     RX          2.4217D-03   0.000D+00
                                                                                                                     RY          1.9773D-04   0.000D+00
                                                                                                                     RZ          5.5441D-05   0.000D+00
                                                                                                               205    X          2.8499D-03   0.000D+00
                                                                                                                      Y         -9.1434D-05   0.000D+00
                                                                                                                      Z         -4.8172D-04   0.000D+00
                                                                                                                     RX         -4.1426D-05   0.000D+00
                                                                                                                     RY          1.7675D-03   0.000D+00
                                                                                                                     RZ         -1.0397D-03   0.000D+00
                                                                                                               207    X         -1.0820D-03   0.000D+00
                                                                                                                      Y          4.5776D-03   0.000D+00
                                                                                                                      Z          1.0045D-02   0.000D+00
                                                                                                                     RX          3.1022D-04   0.000D+00
                                                                                                                     RY         -8.0897D-04   0.000D+00
                                                                                                                     RZ         -2.1218D-04   0.000D+00
                                                                                                               209    X         -7.0200D-04   0.000D+00
                                                                                                                      Y         -4.5661D-03   0.000D+00
                                                                                                                      Z         -1.0715D-02   0.000D+00
                                                                                                                     RX         -5.1760D-04   0.000D+00
                                                                                                                     RY         -1.0070D-03   0.000D+00
                                                                                                                     RZ         -2.8148D-04   0.000D+00
                                                                                                               210    X          1.5057D-03   0.000D+00
                                                                                                                      Y         -9.2122D-05   0.000D+00
                                                                                                                      Z         -5.2651D-04   0.000D+00
                                                                                                                     RX          1.6840D-04   0.000D+00
                                                                                                                     RY          1.3825D-03   0.000D+00
                                                                                                                     RZ         -8.8965D-04   0.000D+00
                                                                                                               211    X          6.4447D-03 5.920D+02
                                                                                                                      Y          4.8001D-03 -3.648D+02




                                                                                                                                                          Examples
Page 4-67




                                                                                                                                      LOAD CASE    1
                                                                                                                                      --------------
                                                                                                              NODE   FD   SKW    DISPLACEMENT REACTION
                                                                                                              ----   --   ---    ------------ --------
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates          Z    1.9075D-02 2.366D+03
                                                                                                                 RX   -2.2171D-03 4.156D+01




                                                                                                                                                   SPLINTER User Manual
                                                                                                                 RY    7.5960D-05 -9.155D+01
                                                                                                                 RZ    3.2254D-05 -4.726D+01
                                                                                                           213    X    8.5851D-03 5.695D+02
                                                                                                                  Y   -5.2760D-03 3.017D+02
                                                                                                                  Z   -1.3528D-02 -1.842D+03
                                                                                                                 RX    2.4217D-03 7.833D+01
                                                                                                                 RY    1.9773D-04 -2.460D+02
                                                                                                                 RZ    5.5441D-05 -5.689D+01
                                                                                                           217    X   -1.3071D-03 2.496D+02
                                                                                                                  Y    4.3526D-03 4.076D+02
                                                                                                                  Z    1.0574D-02 1.471D+03
                                                                                                                 RX    3.1022D-04 1.681D+02
                                                                                                                 RY   -8.0897D-04 4.635D+01
                                                                                                                 RZ   -2.1218D-04 -6.014D+01
                                                                                                           219    X   -4.0345D-04    3.250D+02
                                                                                                                  Y   -4.8646D-03   -4.532D+02
                                                                                                                  Z   -1.0196D-02   -1.536D+03
                                                                                                                 RX   -5.1760D-04   -2.482D+02
                                                                                                                 RY   -1.0070D-03   -7.395D+01
                                                                                                                 RZ   -2.8148D-04   -5.327D+01
                                                                                                           221    X    6.4128D-03 4.803D+02
                                                                                                                  Y    5.8223D-03 -2.523D+02
                                                                                                                  Z    1.4481D-02 1.674D+03
                                                                                                                 RX   -2.2171D-03 2.339D+01
                                                                                                                 RY    7.5960D-05 -1.765D+02
                                                                                                                 RZ    3.2254D-05 -6.172D+01
                                                                                                           223    X    8.6789D-03 5.541D+02
                                                                                                                  Y   -6.2760D-03 2.849D+02
                                                                                                                  Z   -1.4061D-02 -1.796D+03
                                                                                                                 RX    2.4217D-03 3.057D-01
                                                                                                                 RY    1.9773D-04 -2.649D+02
                                                                                                                 RZ    5.5441D-05 -7.818D+01
                                                                                                           227    X   -1.6686D-03    1.885D+02
                                                                                                                  Y    4.6490D-03    3.489D+02
                                                                                                                  Z    8.9149D-03    1.107D+03
                                                                                                                 RX    3.1022D-04    2.199D+02
                                                                                                                 RY   -8.0897D-04    4.054D+01




                                                                                                                                                 Examples
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    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates     GLOBAL PILE DISPLACEMENTS
                                                                                                             -------------------------




                                                                                                                                                                                                                                               SPLINTER User Manual
                                                                                                             ELEMENT NUMBER    101 PILE CAP NODE      201                        LOAD CASE     1      WIND LOAD PLUS STRUCTURE SELF WEIGHT
                                                                                                             --------------------- PILE TIP NODE      301                           ---------------
                                                                                                             DISTANCE FROM
                                                                                                                  PILE CAP              X               Y              Z              RX             RY              RZ
                                                                                                             -------------         -----------     -----------    -----------     -----------    -----------     -----------
                                                                                                                    0.0000          6.4104D-03      4.8343D-03     1.6643D-02     -2.2171D-03     7.5960D-05      3.2254D-05
                                                                                                                    0.9056          6.2502D-03      3.0032D-03     1.6180D-02     -2.0023D-03     1.9295D-04      3.7956D-05
                                                                                                                    1.9017          5.9880D-03      1.2392D-03     1.5747D-02     -1.7197D-03     2.6943D-04      2.1445D-05
                                                                                                                    2.9975          5.6522D-03     -3.6497D-04     1.5360D-02     -1.3944D-03     3.0630D-04     -1.1496D-05
                                                                                                                    4.2028          5.2762D-03     -1.7292D-03     1.5029D-02     -1.0582D-03     3.0951D-04     -5.2580D-05
                                                                                                                    5.2035          4.9820D-03     -2.5751D-03     1.4817D-02     -8.1253D-04     2.9353D-04     -8.4533D-05
                                                                                                                    6.3042          4.6917D-03     -3.2486D-03     1.4637D-02     -5.8348D-04     2.6262D-04     -1.1485D-04
                                                                                                                    8.4056          4.2687D-03     -3.9568D-03     1.4404D-02     -2.7046D-04     1.8485D-04     -1.5380D-04
                                                                                                                   10.5070          4.0226D-03     -4.1860D-03     1.4254D-02     -1.0096D-04     1.0971D-04     -1.6640D-04
                                                                                                                   12.4313          3.9159D-03     -4.1945D-03     1.4150D-02     -2.9959D-05     6.0417D-05     -1.6013D-04
                                                                                                                   14.5481          3.8761D-03     -4.1188D-03     1.4054D-02      9.4277D-07     3.1205D-05     -1.4282D-04
                                                                                                                   16.8766          3.8629D-03     -4.0115D-03     1.3968D-02      1.2729D-05     2.6394D-05     -1.1919D-04
                                                                                                                   19.4379          3.8227D-03     -3.8903D-03     1.3909D-02      2.2998D-05     4.2526D-05     -9.4986D-05
                                                                                                                   22.0865          3.7227D-03     -3.7542D-03     1.3899D-02      3.5872D-05     6.3369D-05     -7.6664D-05
                                                                                                                   25.0000          3.5670D-03     -3.5901D-03     1.3947D-02      4.3773D-05     7.2281D-05     -6.5624D-05
                                                                                                           TOTAL GLOBAL SOIL REACTIONS FOR ELEMENT     101        X             Y            Z
                                                                                                                                                             9.2285D+02   -5.5206D+02   3.3643D+03




                                                                                                                                                                                                                                             Examples
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    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates     GLOBAL PILE DISPLACEMENTS
                                                                                                             -------------------------




                                                                                                                                                                                                                                               SPLINTER User Manual
                                                                                                             ELEMENT NUMBER    201 PILE CAP NODE      203                        LOAD CASE     1      WIND LOAD PLUS STRUCTURE SELF WEIGHT
                                                                                                             --------------------- PILE TIP NODE      303                          ---------------
                                                                                                             DISTANCE FROM
                                                                                                                  PILE CAP              X               Y              Z             RX              RY             RZ
                                                                                                             -------------         -----------     -----------    -----------    -----------     -----------    -----------
                                                                                                                    0.0000          8.6439D-03     -5.2172D-03    -1.6306D-02     2.4217D-03      1.9773D-04     5.5441D-05
                                                                                                                    0.9056          8.3201D-03     -3.2297D-03    -1.5831D-02     2.1594D-03      3.9686D-04     7.1932D-05
                                                                                                                    1.9017          7.8164D-03     -1.3352D-03    -1.5409D-02     1.8324D-03      5.2369D-04     5.9964D-05
                                                                                                                    2.9975          7.1823D-03      3.6843D-04    -1.5050D-02     1.4667D-03      5.7998D-04     2.5666D-05
                                                                                                                    4.2028          6.4764D-03      1.7979D-03    -1.4761D-02     1.0957D-03      5.7677D-04    -2.1154D-05
                                                                                                                    5.2035          5.9242D-03      2.6701D-03    -1.4587D-02     8.2838D-04      5.4207D-04    -5.9418D-05
                                                                                                                    6.3042          5.3777D-03      3.3508D-03    -1.4447D-02     5.8242D-04      4.8132D-04    -9.7377D-05
                                                                                                                    8.4056          4.5728D-03      4.0334D-03    -1.4275D-02     2.5392D-04      3.3460D-04    -1.5034D-04
                                                                                                                   10.5070          4.0916D-03      4.2188D-03    -1.4156D-02     8.4737D-05      1.9359D-04    -1.7337D-04
                                                                                                                   12.4313          3.8766D-03      4.1929D-03    -1.4055D-02     2.1232D-05      9.7534D-05    -1.7254D-04
                                                                                                                   14.5481          3.8018D-03      4.0972D-03    -1.3939D-02     1.0693D-06      3.3498D-05    -1.5748D-04
                                                                                                                   16.8766          3.8111D-03      3.9921D-03    -1.3813D-02    -5.5389D-07      8.6425D-06    -1.3323D-04
                                                                                                                   19.4379          3.8250D-03      3.8953D-03    -1.3696D-02    -3.0690D-06      1.7620D-05    -1.0651D-04
                                                                                                                   22.0865          3.7848D-03      3.8019D-03    -1.3620D-02    -1.1596D-05      4.0209D-05    -8.5071D-05
                                                                                                                   25.0000          3.6814D-03      3.6924D-03    -1.3593D-02    -1.8489D-05      5.2086D-05    -7.1997D-05
                                                                                                           TOTAL GLOBAL SOIL REACTIONS FOR ELEMENT     201        X            Y             Z
                                                                                                                                                             1.1648D+03   6.9846D+02   -3.8981D+03




                                                                                                                                                                                                                                             Examples
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    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates             TREE OF COMPONENTS IN STRUCTURE STR2
                                                                                                                     ------------------------------------




                                                                                                                                                                                                                                                    SPLINTER User Manual
                                                                                                                2 STR2 ---    1 ASSM
                                                                                                                               (TOWR)



                                                                                                            KEY -

                                                                                                            COMPONENTS ARE SHOWN TOGETHER WITH THEIR (UNIQUE) NUMBER AND MASTER COMPONENT TYPE THUS

                                                                                                                               ---     10 COMP
                                                                                                                                         (MCM1)
                                                                                                                               INDICATES COMPONENT NAME        COMP
                                                                                                                                        (UNIQUE) NUMBER          10
                                                                                                                                  MASTER COMPONENT TYPE        MCM1

                                                                                                            RESTART STAGE   6 COMPLETED
                                                                                                            CPU =       0.078 FOR STAGE    6
                                                                                                            RESTART STAGE   8 STARTED
                                                                                                                                                                   PILE FORCE AND STRESS REPORT


                                                                                                             ELEMENT NUMBER     101   PILE CAP NODE       201                                LOAD CASE     1      WIND LOAD PLUS STRUCTURE SELF
                                                                                                           WEIGHT
                                                                                                             ---------------------    PILE TIP NODE      301                             ---------------
                                                                                                             DISTANCE FROM                                                                                  AXIAL     BENDING     COMBINED
                                                                                                               PILE CAP    FORCE XX     SHEAR QY      SHEAR QZ     TORQUE XX     MOMENT YY   MOMENT ZZ     STRESS      STRESS      STRESS
                                                                                                             ---------- -----------   -----------   -----------   -----------   ----------- ----------- ----------- ----------- -----------
                                                                                                              0.000D+00 3.5220D+03     3.9838D+01    2.6219D+02   -5.0046D+01    5.8221D+01 5.6647D+02 1.7247D+04 1.9343D+04 3.6591D+04
                                                                                                              9.056D-01 3.5157D+03    -6.2022D+00    1.7745D+02   -4.9813D+01    2.5407D+02 5.7742D+02 1.7217D+04 2.1429D+04 3.8645D+04
                                                                                                              1.902D+00 3.4943D+03    -4.2867D+01    9.3175D+01   -4.9064D+01    3.8335D+02 5.4817D+02 1.7112D+04 2.2722D+04 3.9834D+04
                                                                                                              2.997D+00 3.4534D+03    -6.5640D+01    2.2204D+01   -4.7726D+01    4.3965D+02 4.8390D+02 1.6912D+04 2.2208D+04 3.9120D+04
                                                                                                              4.203D+00 3.3872D+03    -7.4157D+01   -3.0572D+01   -4.5737D+01    4.2773D+02 3.9552D+02 1.6587D+04 1.9789D+04 3.6376D+04
                                                                                                              5.203D+00 3.3155D+03    -7.3645D+01   -3.8187D+01   -4.3755D+01    3.9254D+02 3.2113D+02 1.6236D+04 1.7227D+04 3.3464D+04
                                                                                                              6.304D+00 3.2190D+03    -7.1466D+01   -4.3549D+01   -4.1304D+01    3.4662D+02 2.4096D+02 1.5764D+04 1.4340D+04 3.0103D+04
                                                                                                              8.406D+00 2.9830D+03    -5.1439D+01   -5.3437D+01   -3.6070D+01    2.3116D+02 1.0858D+02 1.4608D+04 8.6752D+03 2.3283D+04
                                                                                                              1.051D+01 2.6986D+03    -2.5631D+01   -4.2540D+01   -3.0741D+01    1.2294D+02 3.1638D+01 1.3215D+04 4.3120D+03 1.7527D+04
                                                                                                              1.243D+01 2.4160D+03    -8.6894D+00   -2.7355D+01   -2.6180D+01    5.8432D+01 3.5922D+00 1.1831D+04 1.9886D+03 1.3820D+04
                                                                                                              1.455D+01 2.0831D+03     1.2018D+00   -1.5345D+01   -2.1548D+01    1.4882D+01 -1.0995D+00 1.0201D+04 5.0690D+02 1.0708D+04
                                                                                                              1.688D+01 1.6871D+03     4.6956D+00   -5.8977D+00   -1.6918D+01   -7.4571D+00 1.0454D+01 8.2618D+03 4.3618D+02 8.6980D+03




                                                                                                                                                                                                                                                  Examples
Page 4-71




                                                                                                              1.944D+01 1.2061D+03     2.4184D+00   -4.3323D-01   -1.2337D+01   -1.2149D+01 2.1731D+01 5.9065D+03 8.4568D+02 6.7522D+03
                                                                                                              2.209D+01 6.5568D+02    -3.6427D+00    2.1921D+00   -8.1606D+00   -6.1666D+00 1.8020D+01 3.2109D+03 6.4695D+02 3.8579D+03
                                                                                                              2.500D+01 -1.6257D-11    4.8122D-12    7.9581D-13   -5.3291D-15   -2.8400D-13 1.7031D-13 -7.9613D-11 1.1248D-11 -9.0861D-11
                                                                                                                     AXIAL PILE CAPACITY SAFETY FACTOR      1.0388D+00     (TENSION)
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates
                                                                                                                                                                   PILE FORCE AND STRESS REPORT




                                                                                                                                                                                                                                                        SPLINTER User Manual
                                                                                                             ELEMENT NUMBER     201   PILE CAP NODE       203                                  LOAD CASE       1      WIND LOAD PLUS STRUCTURE SELF
                                                                                                           WEIGHT
                                                                                                             ---------------------    PILE TIP NODE      303                              ---------------
                                                                                                             DISTANCE FROM                                                                                      AXIAL     BENDING     COMBINED
                                                                                                               PILE CAP    FORCE XX     SHEAR QY      SHEAR QZ     TORQUE XX     MOMENT YY     MOMENT ZZ       STRESS      STRESS      STRESS
                                                                                                             ---------- -----------   -----------   -----------   -----------   -----------   -----------   ----------- ----------- -----------
                                                                                                              0.000D+00 -4.1143D+03    5.7689D+01    3.2973D+02   -5.5273D+01   -3.4585D+01   -8.3050D+02   -2.0148D+04 2.8235D+04 -4.8383D+04
                                                                                                              9.056D-01 -4.1080D+03    8.6333D+01    2.3463D+02   -5.5016D+01    2.1751D+02   -7.6083D+02   -2.0117D+04 2.6879D+04 -4.6997D+04
                                                                                                              1.902D+00 -4.0867D+03    1.0406D+02    1.3442D+02   -5.4189D+01    3.9594D+02   -6.6175D+02   -2.0013D+04 2.6195D+04 -4.6208D+04
                                                                                                              2.997D+00 -4.0458D+03    1.0874D+02    4.4426D+01   -5.2711D+01    4.8566D+02   -5.4080D+02   -1.9813D+04 2.4690D+04 -4.4503D+04
                                                                                                              4.203D+00 -3.9798D+03    9.9576D+01   -2.4277D+01   -5.0515D+01    4.8955D+02   -4.1191D+02   -1.9489D+04 2.1733D+04 -4.1222D+04
                                                                                                              5.203D+00 -3.9082D+03    9.5669D+01   -3.4587D+01   -4.8326D+01    4.5915D+02   -3.1391D+02   -1.9139D+04 1.8893D+04 -3.8032D+04
                                                                                                              6.304D+00 -3.8118D+03    9.0211D+01   -4.2272D+01   -4.5618D+01    4.1569D+02   -2.1152D+02   -1.8667D+04 1.5843D+04 -3.4510D+04
                                                                                                              8.406D+00 -3.5763D+03    5.6589D+01   -6.0053D+01   -3.9837D+01    2.9053D+02   -5.8572D+01   -1.7513D+04 1.0067D+04 -2.7581D+04
                                                                                                              1.051D+01 -3.2914D+03    2.2999D+01   -5.1206D+01   -3.3952D+01    1.6300D+02    1.6698D+01   -1.6118D+04 5.5658D+03 -2.1684D+04
                                                                                                              1.243D+01 -3.0078D+03    3.5945D+00   -3.4665D+01   -2.8914D+01    8.2832D+01    3.6122D+01   -1.4730D+04 3.0696D+03 -1.7799D+04
                                                                                                              1.455D+01 -2.6745D+03   -7.1875D+00   -2.0630D+01   -2.3798D+01    2.5738D+01    2.8597D+01   -1.3097D+04 1.3069D+03 -1.4404D+04
                                                                                                              1.688D+01 -2.2849D+03   -9.4136D+00   -8.9232D+00   -1.8685D+01   -6.0569D+00    2.5573D+00   -1.1189D+04 2.2333D+02 -1.1413D+04
                                                                                                              1.944D+01 -1.8227D+03   -5.3719D+00   -1.8770D+00   -1.3626D+01   -1.5581D+01   -1.6568D+01   -8.9261D+03 7.7256D+02 -9.6987D+03
                                                                                                              2.209D+01 -1.3037D+03    2.5234D+00    2.6816D+00   -9.0130D+00   -1.1165D+01   -2.0116D+01   -6.3844D+03 7.8148D+02 -7.1659D+03
                                                                                                              2.500D+01 2.2396D-11     2.7480D-12   -4.2881D-12   -1.9540D-14   -8.5265D-14   -2.1294D-13    1.0968D-10 7.7915D-12 1.1747D-10
                                                                                                                     AXIAL PILE CAPACITY SAFETY FACTOR      2.1197D+00     (COMPRESSION)



                                                                                                                                                      Figure 4.1 Example 4, Selected SPLINTER Results




                                                                                                                                                                                                                                                      Examples
Page 4-72
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                                                                                                       Page 4-73
SPLINTER User Manual                                                                                    Appendix A




A                - Preliminary Data Block for SPLINTER


A.1                Introduction

The preliminary data is the first block of the SPLINTER data. It defines:

    •       job type

    •       memory size to be used

    •       identity of the project

    •       structure to be processed within that project

    •       options which will affect the course of the run

    •       amount of printing produced

    •       files to be saved for subsequent processing


The preliminary data must contain a JOB command and terminate with END. Other commands when used, may
be in any order, however the user is recommended to follow the order given below.

Different commands are required for the different analysis types. See Table A.1 .

The following commands are available within the Preliminary data

        SYSTEM                    -             memory requirement
        PROJECT                   -             name of project
        JOB                       -             type of analysis
        FILES                     -             name of backing files
        TITLE                     -             title for this run
        TEXT                      -             descriptive text
        STRUCTURE                 -             name of structure
        COMPONENT                 -             name of component
        MAXIT                     -             maximum number of iterations per loadcase
        CONVERGE                  -             defines convergence criteria
        DIVISION                  -             defines criteria employed in pile subdivision process
        OPTIONS                   -             control options
        RESTART                   -             select restart stages
        GOTP                      -             origin for load resultants




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SPLINTER User Manual                                                                                    Appendix A


       SAVE                       -             save plot file
       RESU                       -             save results to universal database
       UNITS                      -             defines the units utilised in the analysis
       LIBRARY                    -             section library file name
       END                        -             terminate preliminary data




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SPLINTER User Manual                                                                                    Appendix A




Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.     Page A-3
    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates




                                                                                                                                                                                                                                                                                                                                     SPLINTER User Manual
                                                                                                                                                                                                                         Command


                                                                                                                                                                                                                                                                                                                         JOB TYPE
                                                                                                                                Analysis
                                                                                                                                                                                                                                                                                                                       IDENTIFIERS




                                                                                                                                                                                                            COMPONENT
                                                                                                                                                                                                STRUCTURE




                                                                                                                                                                                                                                CONVERGE
                                                                                                                                                                                                                                           DIVISION


                                                                                                                                                                                                                                                                RESTART




                                                                                                                                                                                                                                                                                                LIBRARY
                                                                                                                                                         PROJECT




                                                                                                                                                                                                                                                      OPTIONS
                                                                                                                                                SYSTEM




                                                                                                                                                                                                                        MAXIT




                                                                                                                                                                                                                                                                                        UNITS
                                                                                                                                                                                 TITLE
                                                                                                                                                                         FILES




                                                                                                                                                                                                                                                                          GOTP
                                                                                                                                                                                                                                                                                 SAVE




                                                                                                                                                                                                                                                                                                                RESU
                                                                                                                                                                                         TEXT




                                                                                                                                                                                                                                                                                                          END
                                                                                                                                                                   JOB
                                                                                                           Non-substructured                                       C             R               X           X                                                                                            C     R       PILE
                                                                                                           ie single and group pile analysis

                                                                                                           Substructured                                 R         C     R       R               C           X                                                                                            C     R       PILE
                                                                                                           ie pile-soil-structure interaction

                                                                                                           Stiffness input                               R         C     R       R               X           C                                                   X        X      X      C       X         C     X       STIF
                                                                                                           master component creation



                                                                                                                Key

                                                                                                                C     compulsory

                                                                                                                R     recommended




                                                                                                                                                                                                                                                                                                                                         Appendix A
Page A-4




                                                                                                                X     invalid

                                                                                                                                                                   Table A.1 Preliminary Data Command Requirements
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                                                                                                       Page A-5
      SPLINTER User Manual                                                                                   Appendix A




A.2                SYSTEM Command

To define the amount of memory used for data by this run. Optional.

         SYSTEM                    DATA AREA                        memory




Parameters

SYSTEM            : keyword

DATA AREA            :        keyword

memory            : amount of memory (in 4 byte words) to be used by this run. Typical values are between 30000
                     and 1000000. If the SYSTEM command is omitted a default value 1000000 is used. (Integer)

Example


        SYSTEM           DATA     AREA       80000


A.3                PROJECT Command

To define the project name for the current run. Optional, if omitted project name defaults to ASAS.

                         PROJECT                          pname




Parameters

PROJECT           : keyword

pname             : project name for current run. (Alphanumeric, 4 characters, first character must be alphabetic)

Notes


1.      All runs with the same project name access the same data base. A project data base consists of one
        project file (with a file name consisting of the 4 characters of pname with the number 10 appended)
        which acts as an index to other files created under this project, together with those other files.

Example


        PROJECT HIJK




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      SPLINTER User Manual                                                                              Appendix A


A.4                JOB Command

To define the type of analysis being performed and whether to create a new project database or to update an
existing one.


         JOB                 (status)             jobtype




Parameters

JOB               : keyword

status            : NEW, this is the first run in a new project database
                     OLD, for all subsequent runs associated with the same project name. Optional, if omitted
                     OLD is assumed.

jobtype           : define the type of analysis to be performed in this run
                     PILE - pile analyses
                     STIF - stiffness input component creation analysis

Example


To define a new project data base - a single pile analysis.

        PROJECT FRED
        JOB      NEW      PILE

To add a pile-structure interaction analysis to an existing project FRED (status has been allowed to default to
OLD.)

        JOB      PILE       FRED



A.5                FILES Command

To define the prefix name for the backing files created in this run. Optional, if omitted file name defaults to
project name.


         FILES                   fname




Parameters




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        SPLINTER User Manual                                                                            Appendix A


FILES             : keyword

fname             : prefix name for any backing files created by this run. (Alphanumeric, 4 characters, first
                     character must be alphabetic).

Notes


fname is used as a prefix for all files created during the current run. The four characters are appended with two
digits in the range 12 to 35 to create each individual file. This name will also be used by default for the plotfile
name, see Section A.16.

Example


         FILES BILL



A.6                TITLE Command

To define a title for this run. Recommended


         TITLE                   title




Parameters

TITLE             : keyword

title             : this line of text will be printed out at the top of each page of SPLINTER output.
                    (Alphanumeric, up to 74 characters).

Example


         TITLE       THIS IS AN EXAMPLE OF A TITLE LINE



A.7                TEXT Command

To define a line of text to be printed once only at the beginning of the output. Several TEXT lines may be
defined to give a fuller description of the current analysis on the printed output. Optional.


              TEXT                       text




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       SPLINTER User Manual                                                                                  Appendix A


Parameters

TEXT              : keyword

text              : this line of text will be printed once, at the beginning of the output. (Alphanumeric, up to 75
                     characters)

Example


        TEXT       THIS EXAMPLE OF THE TEXT
        TEXT       Command IS SPREAD
        TEXT       OVER THREE LINES.


A.8                STRUCTURE Command

To define the structure name for the current run. Valid only and compulsory for soil-pile-interaction analysis.
See Table A.1 .


             STRUCTURE                    sname




Parameters

STRUCTURE :                   keyword

sname             : structure name. The name must be unique from all other structure or master component names
                     in this project. (Alphanumeric, 4 characters, the first character must be alphabetic)

Note


For a single pile analysis, the structure name is taken from fname on FILES command.

Example


        STRUCTURE           SHIP



A.9                COMPONENT Command

To define the master component name for a component creation run. Valid only and compulsory for JOB type
STIF. See Table A.1 .




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        COMPONENT                    cname




Parameters

COMPONENT              : keyword

cname                  : component name for the master component being created by this run. The name must be
                         unique from all other structure and master component names in this project.
                         (Alphanumeric, 4 characters, the first character must be alphabetic).

Example


        COMPONENT           LEFT

Note


The name must not be an element name (e.g. BR20, BEAM) or the words DCOS, MIRR or ORIG.



A.10               MAXIT Command

To define the maximum number of iterations to be carried out for each loadcase. If this number is reached,
processing is finished for this loadcase and displacements and forces will be printed out for the last iteration.
Optional, if omitted the default value is 10 iterations.


        MAXIT                        numit




Parameters

MAXIT         : keyword

numit         : maximum number of iterations per loadcase. (Integer)

Examples


        MAXIT 8




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A.11               CONVERGENCE Command

Defines the convergence criteria utilised during the solution. It is expressed as the relative change of the current
resultant displacement and reaction compared with the previous results for each pile cap (see Section 1.5)
Optional, default is 0.05 (5 per cent).


        CONVERGE                     conval




Parameters

CONVERGE             :        keyword

conval            : convergence value expressed as the ratio of the change in displacement to the previous
                     displacement at each pile cap. (Real)

Example


To define a 1% convergence criteria

        CONVERGE            0.01



A.12               DIVISION Command

This defines the criteria employed in the pile subdivision process.                         Section 1.4 describes the method of
application of this command. Optional.


        DIVISION                     value1              value2




Parameters

DIVISION          : keyword

value1            : basic subdivision value as a multiplier to the pile diameter

value2            : depth modifier

Note


If the DIVISION command is not present, default values of 1.0 and 0.1 are adopted.




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        SPLINTER User Manual                                                                             Appendix A


Examples


To set the basic division to be twice the pile diameter, the modifier to remain as default (Note, both values must
be specified)

         DIVISION           2.0         0.1

To set the subdivisions to be constant and equal to the pile diameter

         DIVISION           1.0         0.0


A.13               OPTIONS Command

To define the control options for this run. Optional.


         OPTIONS                      option




Parameters

OPTIONS           : keyword

option            : 4 character option name, or list of option names. See appendix C for details of each option.

Example


         OPTION        DATA       GOON       NOBL



A.14               RESTART Command

To define the restart stages to be executed for this run. Optional.


         RESTART                     first                 (last)




Parameters

RESTART : keyword

first         : number of the first restart stage to be computed by this run.




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       SPLINTER User Manual                                                                               Appendix A


last          : number of the last restart stage to be computed by this run. If omitted last defaults to the last
                valid restart stage for this run.

Notes


1.      Appendix D contains a list of valid restart stages for SPLINTER.

2.      All valid restart stages between first and last for the current analysis will be executed. Only valid restart
        stage numbers must be defined for first and last.

3.      first must be the next valid stage after the previous completed restart stage for the current analysis.

4.      If a restart stage is not completed when a run stops, that restart stage number should be used as first on a
        subsequent restart run.

Example


An example to request that the current run should execute all valid stages between the solution (Stage 5) and
stress printing (Stage 8).

        RESTART           5     8



A.15               GOTP Command

Defines the point about which the resultant moments of the applied loads are calculated. (The Global Over
Turning Point). Optional.

        GOTP                         xcoord                ycoord             zcoord




Parameters

GOTP          : keyword

xcoord        : The coordinates of the point about which the resultant forces and moments of the applied loads
                ycoord                              are calculated. (Real)
                zcoord

Note


If the GOTP command is omitted then the global origin (0,0,0) is used to calculate the resultants.

Example


        GOTP       27.6       0.0       15.9




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      SPLINTER User Manual                                                                               Appendix A


A.16               SAVE Command

To define which files or sets of files are to be saved for subsequent runs. Optional.


               SAVE                        set                      (FILES)




Parameters

SAVE              : keyword

set               : one or more mnemonics to define the data to be saved for use in subsequent runs.
                     Permitted values are:

                              FEMS                       Save forces for FEMVIEW
                              FEMD                       Save global displacements for FEMVIEW
                              FMLD                       Save local displacements for FEMVIEW


FILES             : keyword. (Optional)

Notes


1.      If several sets of files are to be saved, they may be specified on one or several SAVE commands.

2.      The use of FEMS/FEMD/FMLD save options will result in all data being output on a single formatted
        FEMVIEW interface file.


A.17               UNITS Command

Compulsory.

This command allows the user to define the units to be employed in the analysis and the default units for the
input data. Facilities exist to specify the results units for output if they are required to be different from those
supplied for input (See Section A.17.2). The defined unit set will appear on each page of the printout as part of
the page header.

Facilities exist to locally modify the input data units within each main data block. See Sections 5.2.1, 5.3.1,
5.4.1 and 5.5.1 of the ASAS User Manual for further details.




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A.17.1 Global UNITS Definition
This specifies the units to be employed for the analysis and provides the default units for input and printed
output.

                 UNITS                       unitnm




Parameters

UNITS                  : keyword.

unitnm                 : name of unit to be utilised (see below)


The units of force and length must be supplied. Temperature is optional and defaults to centigrade. A time unit
of seconds is assumed. A default angular unit of radians is used for results reporting. The default input angular
unit varies according to the data block and must not be specified on the basic UNITS command.

Restriction


The program calculates a consistent unit of MASS based upon the length and force units supplied. The
permitted combinations of force and length are given in Appendix F.

Valid unit names


Length unit                                              METRE(S)                           M
                                                         CENTIMETRE(S)                      CM
                                                         MILLIMETRE(S)                      MM
                                                         MICROMETRE(S)                      MICM
                                                         NANOMETRE(S)                       NANM
                                                         FOOT, FEET                         FT
                                                         INCH, INCHES                       IN

Force unit                                               NEWTON(S)                          N
                                                         KILONEWTON(S)                      KN
                                                         MEGANEWTON(S)                      MN
                                                         TONNEFORCE(S)                      TNEF
                                                         POUNDAL(S)                         PDL
                                                         POUNDFORCE                         LBF
                                                        KIP(S)                              KIP
                                                        TONFORCE(S)                         TONF
                                                        KGFORCE(S)                          KGF

Temperature unit                                        CENTIGRADE                          C
                                                        FAHRENHEIT                          F




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Note


In substructure analyses, all components to be assembled together must use the same global units definition.
Similarly, the resulting structure must also use the same global units. If parts of the overall structure are required
to be modelled using a different set of units, the local UNITS commands within the main data should be
employed.

Example


To define the global units as Kilonewtons and Metres to be used as the analysis units and the default units for the
input data.

         UNITS KN M

A.17.2 Results UNITS Command
This permits the displacements and/or stresses to be reported in different units from those supplied for the input
data.

                 UNITS                  resultnm                     unitnm




Parameters

UNITS             : keyword

resultnm          : keyword to identify results units to be modified. The following keywords are available

                     DISP         displacement printing
                     STRE         stress or force printing

unitnm            : name of unit to be utilised. See A.17.1 for valid names.

Notes


1.       For the results units, the angular term may be specified. (Default is radians).
         Valid names are
                     RADIAN(S)                  RAD
                     DEGREE(S)                  DEG


2.       Only those terms which are required to be modified need to be specified, undefined terms will default to
         those supplied on the global units definition. For example:
                     UNITS N M
                     UNITS STRE            MM

              will provide stresses in terms of N/mm2




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Examples


1.     Input data units and results units to be in units of Kips and feet

       UNITS           KIPS       FEET

       The derived consistent unit of mass will be 3.22x104 lbs.


2.      The S.I. system is to be used for input, but the displacements are to be printed in mm and the stresses in
        KN/mm2

       UNITS           N            M
       UNITS           DISP         MM
       UNITS           STRE         KN       MILLIMETRES

       Note that the reactions printed in the displacement report will be in Newtons and Millimetres.

        The derived consistent unit of mass will be 1 kg.



A.18               LIBRARY Command

This command is used to provide the name of an external file which contains beam section information for use in
the geometric property data. The library file may be generated using program SECTIONS.

Only one such command line may appear in the preliminary data. See Appendix A.6 of the ASAS User Manual.


         LIBRARY                     filenm




Parameters

LIBRARY           : keyword

filenm            : Name of a file which contains section library information for beam type elements (up to 6
                     characters).


A.19               END Command

To terminate the preliminary data. Compulsory.


         END




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Parameters

END               : compulsory keyword.



A.20               RESU command

To specify saving of results to the database, see the database manual for the types of results that are stored by
SPLINTER for future extraction.

            RESU



Parameters

RESU          : Keyword

Example


            RESU

Notes

(iii)    As ASAS component creation does not permit the inclusion of the RESU option, it should, if required, be
         specified in SPLINTER.




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SPLINTER User Manual                                                                                          Appendix B




B                - Running Instructions for SPLINTER


B.1                ASAS Files Required by SPLINTER

SPLINTER can be used to carry out either a soil-pile analysis or a soil-pile-structure interaction analysis.

E.4.1 Files Required for a Soil-Pile Analysis
For a soil-pile analysis, SPLINTER operates in a Stand-alone mode. The data file contains all the data required
to carry out the analysis and no other files are required.

      E.4.2 Files Required for a Soil-Pile-Structure Interaction Analysis
For a soil-pile-structure interaction analysis, SPLINTER operates as part of an ASAS substructure analysis. The
SPLINTER run takes the place of the ASAS global assembly run. Therefore all the backing files created by the
preceding component creation runs and the Project index file (the 10 file) must be on disk and in the user’s area.

All file assignments for these backing files are performed automatically in the same way as for an ASAS
assembly run.


B.2                Saving Files produced by SPLINTER

For a soil-pile-structure interaction analysis, the files required to carry out any stress recovery of the structure
components are saved automatically.

For all types of SPLINTER analyses, files for post-processing can be saved on request by using the SAVE
command in the Preliminary Data (see Section A.16)


B.3                Running Instructions for SPLINTER

See the appendices in the ASAS User Manual for details on how to run any of the programs in the ASAS suite.




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     SPLINTER User Manual                                                                                    Appendix C




C                - Valid Options for Splinter

The user is referred to the ASAS Manual Appendix C for further details on most of these options.


C.1                Miscellaneous Options
    Option Name                        Application

    NOBL                               Do not print the ASAS banner page at the start of the output file.


    FIXD                               The following input data is in the old Fixed Format style. Fixed Format data
                                       was superseded by the current Free Format style in version H09. The Fixed
                                       Format input is still supported (as in version H08) but is no longer documented
                                       in this manual.




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     SPLINTER User Manual                                                                                  Appendix C




C.2                Options to control printing of data card images

If the user takes no action, SPLINTER will print the image of every data card. This printing can be prevented by
using the PRNO option.            If selective printing is required, the user may specify PRNO together with the
appropriate printing option shown below. Restart stage 1 only.



   Option Name                         Application
   PRNO                                Print only the data selected by the options below

   CCOO                                Print the coordinate input data

   CELE                                Print the pile topology input data

   CMAT                                Print the material property input data

   CGEO                                Print the geometric property input data

   CSKE                                Print the skew systems input data

   CSEC                                Print the section properties input data

   CSOL                                Print the soil input data

   GROP                                Print the pile group definition input data

   CSUP                                Print the suppressions input data

   CDIS                                Print the displaced freedoms input data

   CCON                                Print the constraint equations input data

   CRCN                                Print the rigid constraint input data

   CREL                                Print the released freedom input data

   CLOA                                Print the load input data

   UNCK                                Print the unity check input data




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     SPLINTER User Manual                                                                                   Appendix C




C.3                Options which control the printing of expanded data

If the user takes no action, SPLINTER will print a complete list of expanded and cross-referenced data. This
printing can be prevented by using the NODL option. If selected printing is required, the user specifies NODL
together with the appropriate printing options shown below. Restart stage 1 only.



   Option Name                         Application
   NODL                                Switch off the general printing of the expanded data lists and only print those
                                       lists selected by the options below

   COOR                                Print the coordinate data list

   ELEM                                Print the element topology data and rigid constraints lists

   MATE                                Print the material property data lists

   GEOM                                Print the geometric property data lists

   SECT                                Print the section properties data lists

   SOIL                                Print the expanded soil data lists

   PILE                                Print pile subdivision information

   PGRP                                Print pile group definition information

   SKEW                                Print the skew systems data

   FDMS                                Print a list of freedoms and released freedoms at each node. This list also
                                       contains information on suppressions, prescribed displacements, constraints,
                                       links and master freedoms.

   LOAD                                Print the loading data lists




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    SPLINTER User Manual                                                                                      Appendix C




C.4               Options which affect the course of the analysis
  Option Name                         Application

  DATA                                Stop after checking the data. When carrying out a data check run, the user
                                      should allow the program to print a full description of the structure and loading
                                      (do not use PRNO & NODL). This output should be thoroughly checked
                                      before proceeding to the complete analysis.
                                      If the check produces no Error messages, the Restart Stage 1 and 2 files will be
                                      saved, provided that GOON is also specified. The subsequent run can omit
                                      Stages 1 and 2 and does not require any data except the Preliminary Data,
                                      together with a restart line to start at restart stage 3, see Appendix D.


  GOON                                Proceed even after printed WARNINGS. This Option allows the run to
                                      continue beyond stage 2 despite doubtful data. It should only be used after a
                                      run in which the WARNINGS have been noted and rejected as unimportant.

  ASGO                                Proceed after assembly warnings

  PDEL                                Second order effects of the axial load on the bending stiffnesses of the piles are
                                      taken into account by the inclusion of additional loading terms during the
                                      analysis

  TANG                                Use tangent stiffness method in derivation of soil stiffness.

  SECA                                Use secant stiffness method in derivation of soil stiffness.

  RCSD                                Calculate the soil displacements due to group interaction on every iteration
                                      after initial single pile convergence. Has no effect on a single pile analysis.
                                      See Section 1.3(iii).

  INCR                                By default, the program assumes an initial undisplaced shape for the piles for
                                      all loadcases and thus resets the soil properties and group effects for each new
                                      load to be analysed. If an incremental loading is to be carried out, the option
                                      INCR enables the solution from one loadcase to be used as an initial condition
                                      for the next loadcase thus reducing the number of iterations required for
                                      convergence. See Section 1.5.

  NDVC                                Do not include the divergence check during the iteration procedure.           See
                                      Section 1.5(ii).

  OVRL                                When generating automatic P-Y or T-Z curves, utilise the local soil density
                                      when computing the overburden pressure at a point. This provides backwards
                                      compatibility with versions of Splinter prior to 13.03.

  AP15                                When generating T-2 curves for cohesive soils. use the α calculations as set out
                                      in the API 15th edition. This option provides backwards compatibility with
                                      versions of SPLINTER prior to Version 14.04.01. Otherwise, the calculations
                                      as set out in the API 21st edition will be used.




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C.5                Options which control the printing of results

SPLINTER prints the complete results, unless told otherwise, on a loadcase by loadcase basis. The following
options will modify the printing.



   Option Name                         Application
   BYEL                                Prints the displacements and stresses on an element by element basis rather than
                                       loadcase by loadcase.

   FORF                                Print the stresses and forces where possible as normal numbers without
                                       scientific notation (exponent form). The output will default to scientific
                                       notation if a line of output has very large or very small values. Without this
                                       option, stress and force output will be in scientific notation.


   NODI                                Do not print displacements and reactions. If used with NOST, a SAVE LOCO
                                       FILES line must also be included.


   NOIT                                Do not print iteration information. During the course of the analysis,
                                       SPLINTER will report on the pile cap displacements and reactions after each
                                       iteration for each loadcase. This option suppresses the report.


   NOST                                Do not print the stresses and forces. If used with NODI, a SAVE LOCO FILES
                                       line must also be included.

   NOTR                                Do not write the results to the User Results Storage Database

   PSTF                                Output the pile cap stiffness at each pile cap node and each loadcase to a
                                       separate formatted file. The stiffness informatio is written to a file called
                                       ssssNnnnnnnLmmmm.STF, where ssss is the name on the STRUCTURE
                                       command, nnnnnn is the pile cap node number and mmmm is the loadcase
                                       number.




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      SPLINTER User Manual                                                                                   Appendix D




D               - Restarts


SPLINTER has a built-in facility whereby any run is broken down into a series of distinct stages. At the end of
each stage the backing files are left in a condition such that, if necessary, the run can be restarted at that point.
Each of these stages is known, therefore, as a Restart Stage.

For each restart stage, SPLINTER prints message:

                         RESTART STAGE n STARTED

              and        RESTART STAGE n COMPLETED

If for any reason a run fails to complete due to lack of time, disc storage, system failure, etc., it is not necessary
to restart from the beginning of the run. The user may restart at the stage that the program was executing when
the failure occurred.

This feature may also be used directly to break down a long analysis into a series of shorter steps by selecting the
stages at which the run is to start and stop.

To restart any job, it is necessary to modify the Preliminary Data to add a RESTART command which identifies
the Start Stage and the Finish Stage for this run.

The restarted job proceeds from the beginning of the Start Stage to the end of the Finish Stage. The Start Stage
is the next one after the last stage which was completed in the previous run. The Finish Stage is usually the last
one of all.

A restarted job only needs a Preliminary Data block, the others can be omitted. All of the Preliminary Data must
be present, with the addition of the RESTART command. The TITLE and OPTIONS commands may be
changed if required, but all Options which the user wishes to retain must be restated.

The Restart Stage numbers are listed in this Appendix with a description of the process being carried out in each
stage. If a run fails due to lack of resources, it should be restarted at the current stage. If a run is restarted after a
planned intermediate stop, it should start at the next valid stage.

It is not normally possible to restart at any other stage.




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D.1                Restart Stages for SPLINTER
  No.         Name

    1         DATAIN                 Read, check and file the input data

    2         ASSINF                 Create files for assembly of piles and partitioning

    3         ELSTIF                 Generate Pile Stiffness matrices

    4         LOADEL                 Generate User Input Pile Load Vectors

    5         SOLVES                 Iteration for Displacement Solution

    6         DISPRN                 Print Converged Displacements

    7         CALCST                 Calculation of Pile Forces and Stresses

    8         PRINTS                 Print the Pile Forces and Stresses




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      SPLINTER User Manual                                                                              Appendix E




E                - Element Types for SPLINTER


E.1                Valid Element Types

At present only TUBE elements or BM3D/BEAM elements with tubular section are available to be modelled
directly in a SPLINTER analysis and details of this element type follow. If the user wishes to employ other
elements in modelling the superstructure, these should be assembled in an ASAS component creation analysis
and used in a soil-pile-structure interaction analysis.




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BEAM
     SPLINTER User Manual                                                                                        Appendix E



   Three-dimensional Beam Bending Element with Uniform Cross-section and Special
                           Orientation of the Local Axes

NUMBER OF NODES                            2

NODAL COORDINATES                          x, y, z



DEGREES OF FREEDOM                         X, Y, Z, RX, RY, RZ at each node

GEOMETRIC PROPERTIES                       A             Cross-sectional area (≥ 0.0)
            (uniform)                      Iz”z”         Principal moment of inertia about the local Z” axis (≥ 0.0)
                                           Iy”y”         Principal moment of inertia about the local Y” axis (≥ 0.0)
                                           J             Torsion constant (≥ 0.0)
                                           The geometric properties must be defined using Section data and the section
                                           type must be tube.

STEPS AND OFFSETS                          The STEP and OFFG, OFFS, OFSK, OFCO commands can be used to define
                                           changes in the geometric properties along its length and rigid offsets at each
                                           end. For further details see Appendix E.4.

MATERIAL PROPERTIES                        E             Modulus of elasticity
        (isotropic only)                   ν             Poisson’s ratio
                                           α             Linear coefficient of expansion
                                           ρ             Density (mass/unit volume). See Appendix F
                                                         (α and ρ are not always needed)

LOAD TYPES                                 Nodal loads
                                           Prescribed Displacements
                                           Body Force
                                           Temperature
                                           Distributed Load Pattern            BL1, BL2, BL3, BL4, BL5,
                                                                               BL6, BL7, BL8, GL1, GP1
                                                                               GL4, GP4, GL5, GL6, GP6
                                                                               GL7, GP7
                                           Centrifugal Loads

MASS MODELLING                             Consistent Mass
                                           Lumped Mass (used by default)

FORCE OUTPUT                               The forces are exerted by the nodes on the element and related to the
                                           centroidal local axes.
                                           Axial Force X”X” at each end
                                           Transverse shears QY” and QZ” at each end
                                           Torque X”X” at each end
                                           Bending Moments Y”Y” and Z”Z” at each end




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BEAM
     SPLINTER User Manual                                                                                             Appendix E


LOCAL AXES                                 A beam element has two local axes systems. The X’Y’Z’ local axes are
                                           associated with end nodes of the element. The X”Y”Z” local axes are
                                           associated with the end points of the centroidal axis of the element, taking
                                           account of any non-zero rigid offsets.

                                           If all offsets are zero, X’Y’Z’ and X”Y”Z” are coincident.
                                           Geometric properties, distributed loads and output forces are all referred to
                                           the X”Y”Z” local axes.
                                           Local X” lies along the centroidal axis from end 1 towards end 2. Local Z”
                                           must lie in the global XY plane with +ve local Y” on the +ve side of the
                                           global XY plane. In the special case where local Y” is also in the global XY
                                           plane, local Y” must lie in the global Y direction. BM3D should be used for a
                                           beam with general orientation of local Z”.

SIGN CONVENTIONS                           Axial force                         positive for tension
                                           Shear force                         positive for end 2 sagging relative to end 1
                                           Torque                              positive for clockwise rotation of end 2
                                                                               relative to end 1, looking from end 1
                                                                               towards end 2                    Bending moment
                                           Positive for sagging
                                           Shear QY”          +ve                           Shear QZ”       +ve
                                           Moment Z”Z”        +ve                           Moment Y”Y”     +ve
                                             Y''                                             Z''

                                                       1                   2                            1         2
                                                                                    X''                                  X''



LIMITATIONS                                Length must be >0.0

REFERENCE                                  Przemieniecki J. S. “Theory of Matrix Structural Analysis”
                                           McGraw Hill 1968.

DATA EXAMPLES                              ELEM
                                           MATP   1
                                           BEAM   9 10   3
                                           BEAM 10 11    2
                                           END
                                           GEOM
                                           2 BEAM TUBESEC1
                                           3 BEAM TUBESEC2
                                           END
                                           SECT
                                           TUBESEC1  TUB   XSEC                           1.5       0.06
                                           TUBESEC2  TUB   XSEC                           2.0       0.1
                                           END




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BM3D
     SPLINTER User Manual                                                                                    Appendix E



      Three-dimensional Beam Bending Element with Uniform Cross-section and any
                            Orientation of the Local Axes

NUMBER OF NODES                            2

NODAL COORDINATES                          x, y, z

DEGREES OF FREEDOM                         X, Y, Z, RX, RY, RZ at each node

GEOMETRIC PROPERTIES                       A                      Cross-sectional area (≥ 0.0)
              (uniform)                    Iz”z”                  Principal moment of inertia about the
                                                                  local Z” axis (≥ 0.0)
                                           Iy”y”                  Principal moment of inertia about the
                                                                  local Y” axis (≥ 0.0)
                                           J                      Torsion constant (≥ 0.0)
                                           Local Axis definition See ASAS User Manual for details.
                                           Asy”                   Effective shear area in Y” direction
                                                                  (Y” shear strain is neglected if Asy” is blank)
                                           Asz”                   Effective shear area in Z” direction
                                                                  (Z” shear strain is neglected if Asz” is blank)
                                           The geometric properties must be defined using Section data and the sectio
                                           type must be tube.

STEPS AND OFFSETS                          The STEP and OFFG, OFFS, OFSK, OFCO commands can be used to define
                                           changes in the geometric properties along its length and rigid offsets at each
                                           end. For further details see Appendix E.4.

MATERIAL PROPERTIES                        E             Modulus of elasticity
        (isotropic only)                   ν             Poisson’s ratio
                                           α             Linear coefficient of expansion
                                           ρ             Density (mass/unit volume). See Appendix F
                                                         (α and ρ are not always needed)

LOAD TYPES                                 Nodal Loads
                                           Prescribed Displacements
                                           Body Force
                                           Temperature
                                           Distributed Load Patterns           BL1, BL2, BL3, BL4, BL5,
                                                                                 BL6, BL7, BL8, GL1, GP1
                                                                                 GL4, GP4, GL5, GL6, GP6
                                                                                 GL7, GP7
                                           Centrifugal Loads

MASS MODELLING                             Consistent Mass
                                           Lumped Mass (used by default)

FORCE OUTPUT                               The forces are exerted by the nodes on the element and related to the
                                           centroidal local axes.




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BM3D
     SPLINTER User Manual                                                                                           Appendix E


                                           Axial Force X”X” at each end
                                           Transverse Shears QY” and QZ” at each end
                                           Torque X”X” at each end
                                           Bending Moments Y”Y” and Z”Z” at each end

LOCAL AXES                                 A beam element has two local axes systems. The X’Y’Z’ local axes are
                                           associated with end nodes of the element. The X”Y”Z” local axes are
                                           associated with the end points of the centroidal axis of the element, taking
                                           account of any non-zero rigid offsets.


                                           If all offsets are zero, X’Y’Z’ and X”Y”Z” are coincident.
                                           Geometric properties, distributed loads and output forces are all referred to
                                           the X”Y”Z” local axes.
                                           Local X” lies along the centroidal axis from end 1 towards end 2. Local Y”
                                           lies in the direction defined in the geometric properties for the element, with
                                           its origin at end 1. Local Z” forms a right handed set with local X” and
                                           localY”.
                                           If a local axis definition is not supplied, a 3rd point with coordinates of
                                           0.0,0.0,0.0 is assumed.

SIGN CONVENTIONS                           Axial force               positive for tension
                                           Shear force               positive for end 2 sagging relative to end 1
                                           Torque                    positive for clockwise rotation of end 2 relative to
                                                                     end 1, looking from end 1 toward end 2
                                           Bending moment            positive for sagging
                                           Shear QY”                +ve                 Shear QZ”          +ve
                                           Moment Z”Z”              +ve                 Moment Y”Y”        +ve




LIMITATIONS                                Length must be >0.0

REFERENCE                                  Przemieniecki J. S. “Theory of Matrix Structural Analysis”
                                           McGraw Hill 1968

DATA EXAMPLES                              ELEM
                                           MATP 1
                                           BM3D   9 10 3
                                           END
                                           GEOM
                                           3 BM3D TUBESECT -1.4 2.3 -18.1
                                           END
                                           SECT
                                           TUBESECT TUB XSEC 2.0 0.1
                                           END




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TUBE
     SPLINTER User Manual                                                                                         Appendix E



                        Three-dimensional Beam Bending Element with Uniform
                                       Circular Cross-section


NUMBER OF NODES                            2

NODAL COORDINATES                          x, y, z

DEGREES OF FREEDOM                         X, Y, Z, RX, RY, RZ at each node

GEOMETRIC PROPERTIES                       D                                   External diameter ( > 0.0)
            (uniform)                      t                                   Wall thickness (D/2 > t > 0.0)
                                           Local Axis definition               Optional. See ASAS User Manual for details

STEPS AND OFFSETS                          The STEP and OFFG, OFFS, OFSK, OFCO commands can be used to define
                                           changes in the geometric properties along its length and rigid offsets at each
                                           end. For further details see Appendix E.4.

MATERIAL PROPERTIES                        E             Modulus of elasticity
        (isotropic only)                   ν             Poisson’s ratio
                                           α             Linear coefficient of expansion
                                           ρ             Density (mass/unit volume). See Appendix F
                                                         (α and ρ are not always needed)

LOAD TYPES                                 Nodal loads
                                           Prescribed Displacements
                                           Body Force
                                           Temperature
                                           Distributed Load Patterns     BL1, BL2, BL3, BL4, BL5, BL6, BL7, BL8,
                                                                     GL1,GP1
                                           Centrifugal Loads

MASS MODELLING                             Consistent Mass
                                           Lumped Mass (used by default)

FORCE OUTPUT                               The forces are exerted by the nodes on the element and related to the
                                           centroidal local axes.
                                           Axial Force X”X” at each end
                                           Transverse Shears QY” and QZ” at each end
                                           Torque X”X” at each end
                                           Bending Moments Y”Y” and Z”Z” at each end




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TUBE
     SPLINTER User Manual                                                                                              Appendix E


LOCAL AXES                                 A beam element has two local axes systems. The X’Y’Z’ local axes are
                                           associated with end nodes of the element. The X”Y”Z” local axes are
                                           associated with the end points of the centroidal axis of the element, taking
                                           account of any non-zero rigid offsets.


                                           If all offsets are zero, X’Y’Z’ and X”Y”Z” are coincident.
                                           Step data, distributed loads and output forces are all referred to the X”Y”Z”
                                           local axes.
                                           If local axis data is supplied, local X” lies along the centroidal axis from end
                                           1 towards end 2. Local Y” lies in the direction defined in the geometric
                                           properties for the element, with its origin at end 1. Local Z” forms a right
                                           handed set with local X” and localY”.
                                           If local axis data is not supplied, local X” lies along the centroidal axis from
                                           end 1 towards end 2. Local Z” must lie in the global XY plane with +ve
                                           local Y” on the +ve side of the global XY plane. In the special case where
                                           local Y” is also in the global XY plane, local Y” must lie in the global Y
                                           direction. BM3D should be used for a beam with general orientation of local
                                           Z”.

SIGN CONVENTIONS                           Axial force                 positive for tension
                                           Shear force                 positive for end 2 sagging relative to end 1
                                           Torque                      positive for clockwise rotation of end 2 relative to
                                                                       end 1, looking from end 1 toward end 2
                                           Bending moment              positive for sagging


                                           Shear QY”                +ve                     Shear QZ”        +ve
                                           Moment Z”Z”              +ve                     Moment Y”Y”      +ve
                                            Y''                                               Z''

                                                       1                   2                            1          2
                                                                                      X''                                     X''




REFERENCE                                  Przemieniecki J. S. “Theory of Matrix Structural Analysis” McGraw Hill
                                           1968

DATA EXAMPLES                              ELEM
                                           MATP 4
                                           GROU 6
                                           TUBE 4           1     17
                                           END
                                           GEOM
                                           17 TUBE          20000.0            17.5
                                           END




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      SPLINTER User Manual                                                                                 Appendix E




E.2                Tube Section Properties

As an alternative to defining the section dimensions explicitly for the TUBE element it is possible to utilise
section definitions where a profile and physical dimensions are supplied. The sections can either be defined in
the SECT data block (see Section 3.2.10) or using an external Section Library file which can contain either
standard and/or user defined sections.               For BM3D and BEAM elements, the use of section definition is
mandatory.


E.3                Stepped Tubes

The element types TUBE, BM3D and BEAM can have stepped changes in the geometric properties along the
length of a member. Each set of properties define one constant prismatic section of the beam.

Stepped properties may be defined by the STEP command in the Geometric Properties data (Section 3.2.5).
STEP commands for a member occur immediately following the Geometric Properties information for that
member.

For a stepped tube the local axes apply to the whole element and are defined by the position of the two end
points and, optionally, by the coordinates of the third point in the geometric properties for the first section.

Each stepped section must be defined in order starting with the section adjacent to node 1. There is no
restriction on the number of sections which can be defined for a member. The length of the first section is
defined as the basic set of geometric properties so, for example, the 5 geometric properties required for a tube
are increased to 6. Subsequent sections are defined by a STEP command where the new properties for that
section together with the section length are defined.

The three coordinates defining the local axes should be omitted from the STEP commands. Therefore, for
example, the TUBE requires up to 3 properties for each step.

The length of one section (including the first) may be omitted. The length of this section will be calculated by
the program.

Example of a Stepped TUBE with 3 Sections

         TUBE          17.5         1.5        50.0         15.0        10.0       10.0
        :STEP          15.5         1.0
        :STEP          17.5         1.5        11.3




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                  y'




                                                                                                               2
                                                                                                                       x'
           17.5




                                           15.5
                        10.0                             Undefined length                               11.3




                                                               Figure E.1


E.4                Tube Element Offsets

The element types TUBE, BM3D and BEAM can have rigid offsets defined at each node.

It is normally assumed that a tube member has its centre line lying along the line joining the two end nodes and
that it is flexible throughout its length. Often, however, this is not the case. Sometimes the tube centre line is
offset from this line. It may also be appropriate when modelling the intersection of two beams at a node to
consider the end portion of one of the beams to be rigid.

Rigid offsets may be defined by the OFFG, OFFS, OFSK or OFCO command in the Geometric Properties Data.
The offset command for an element occurs after the Geometric Properties commands for that element.

One command is required for each set of geometric property data which describes a member with offsets.

An offset tube element has two local axis systems. Local X’,Y’,Z’ refer to the node points used to define the
element and X”,Y”,Z” refer to the physical ends of the element centroidal axis after the offsets have been taken
into account. If the member has no offsets then X’,Y’,Z’ and X”,Y”,Z” are coincident.




                                                               Figure A.1




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     SPLINTER User Manual                                                                                Appendix E


E.4.1 OFFS Command
For the OFFS command, the local offsets are defined as the distances from the physical ends of the tube centre
line to the nodes, measured in the local X’,Y’,Z’ axes system.

Positive values of the local offsets ex, ey, ez, are as shown:




                                                               Figure A.2

Notes


1.      ex at node 2 is measured in the negative x’ direction such that a shortening at either end of the beam is
        given by a positive ex value.

2.      The command has the keyword OFFS and the six offset values ex, ey, ez values for node 1 followed by ex,
        ey, ez values for node 2.

Example


Example of an offset TUBE

        175      TUBE       17.5        145.0            97.3       5.7
        :                    0.0        225.0        1107.0                  0.0       0.0
        :        OFFS       12.7          4.3           0.0         0.0      4.3       0.0




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     SPLINTER User Manual                                                                                      Appendix E



     E.4.2 OFFG and OFSK Commands
For the OFFG and OFSK commands, the offsets are defined as the distances from the nodes to the physical ends
of the tube centre line, measured in the global or skewed global axes system.




                                                               Figure A.2

Notes


1.      The OFFG command has the keyword OFFG and the six offset values ex, ey, ez values for node 1
        followed by ex, ey, ez values for node 2.

2.      The OFSK command has the keyword OFSK followed by a skew system integer to identify the skewed
        global axes system. This is then followed by 6 offset values as above.

Example


Example of offset TUBE elements.

        175     TUBE          17.5         145.0            97.3       5.7
        :                       0.0          225.0 1107.0                            0.0 0.0
        :       OFFG          -5.0         0.0    2.0 0.0 -8.0                        6.0
        1       TUBE          64.2   1208.0 497.0                         23.0
        :       OFSK          6    1.0    0.0    0.0                        -1.0            0.0         5.0




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     SPLINTER User Manual                                                                                Appendix E



     E.4.3 OFCO Command
For the OFCO command, the global coordinates of the physical ends of the tube centre line are required.




                                                               Figure A.3

Notes


1.      The command has the keyword OFCO and the 6 coordinate values x,y,z for end 1 followed by x,y,z for
        end2.

Example


Example of an offset TUBE

        175      TUBE             17.5          145.0            97.3       5.7
        :                       0.0             225.0        1107.0                  0.0 0.0
        :       OFCO          10.0              5.0          8.0    12.0              3.0    20.0




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SPLINTER User Manual                                                                                                 Appendix F




F                - Consistent Units

                                                          1 Kip = 1000 pounds force
                                                        1 Kilopond = 1 Kilogram force
                                                           All times are in seconds
                                            Assumed specific gravity of steel = 7.85
                                           Assumed specific gravity of concrete = 2.4

    Unit of              Unit          Typical                 g          Consistent             Density (mass/unit volume)
    force                of            value of E                         unit of
                         length        for steel                          mass                   Steel             Concrete

    Newton               metre         2.1x1011                9.81       1Kg                    7850              2400
                                                7                                                             -5
    Newton               cm            2.1x10                  981        100Kg                  7.85x10           2.40x10-5
    Newton               mm            2.1x105                 9810       1000Kg                 7.85x10-9         2.40x10-9
    Kilopond             metre         2.14x1010               9.81       9.81Kg                 800               245
    Kilopond             cm            2.14x106                981        981Kg                  8.00x10-6         2.45x10-6
    Kilopond             mm            2.14x104                9810       9810Kg                 8.00x10-10        2.45x10-10
    KNewton              metre         2.1x108                 9.81       103Kg                  7.85              2.40
                                                4                            5                                -8
    KNewton              cm            2.1x10                  981        10 Kg                  7.85x10           2.40x10-8
    KNewton              mm            2.1x102                 9810       106Kg                  7.85x10-12        2.40x10-12
    MNewtons             metre         2.1x105                 9.81       106Kg                  7.85x10-3         2.4x10-3
    MNewtons             cm            2.1x101                 981        108Kg                  7.85x10-11        2.4x10-11
    MNewtons             mm            2.1x10-3                9810       109Kg                  7.85x10-15        2.4x10-15
    Tonne (f)            metre         2.14x107                9.81       9.81x103Kg             0.800             0.245
                                                    3                                5                        -9
    Tonne (f)            cm            2.14x10                 981        9.81x10 Kg             8.00x10           2.45x10-9
    Tonne (f)            mm            2.14x101                9810       9.81x106Kg             8.00x10-13        2.45x10-13
    Poundal              foot          1.39x1011               32.2       1lb                    491               150
                                                    8                                                         -2
    Poundal              inch          9.66x10                 386        12lbs                  2.37x10           7.23x10-3
    Pound (f)            foot          4.32x109                32.2       32.2lbs                15.2              4.66
                                                                          (1 slug)
    Pound (f)            inch          3.0x107                 386        386lbs                 7.35x10-4         2.25x10-4
    Kip                  foot          4.32x106                32.2       3.22x104lbs            1.52x10-2         4.66x10-3
    Kip                  inch          3.0x104                 386        3.86x105lbs            7.35x10-7         2.25x10-7
    Ton (f)              foot          1.93x106                32.2       7.21x104lbs            6.81x10-3         2.08x10-3
    Ton (f)              inch          1.34x104                386        8.66x105lbs            3.28x10-7         1.00x10-7




      Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.                     Page F-1
SPLINTER User Manual                                                                                       Appendix F




   Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.        Page F-2
SPLINTER User Manual                                                                                        Appendix G




G              - References
Ref. 1 Lymon C Reese, William R Cox and Francis D Koop, Analysis of Laterally Loaded
       Piles in Sand,
       Paper No 2080, Offshore Technology Conference 1974
Ref. 2 Hudson Mattock, Correlations for Design of Laterally Loaded Piles in Soft Clay, Paper
       No 1024
       Offshore Technology Conference 1970
Ref. 3 American Petroleum Institute, Recommended Practice for Planning, Designing and
       Constructing Fixed Offshore Platforms, 15th Edition 1984
Ref. 4 V N Vijayvergiya, Load-Movement Characteristics of Piles, PORTS 77




    Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.        Page G-1
SPLINTER User Manual                                                                                       Appendix G




   Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.        Page G-2

				
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