Splinter

SPLINTER User Manual

Version 12.1

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Update Sheet for Version 12.1 November 2009

Modifications:

The following modifications have been incorporated:

Section Page(s) Update/Addition Explanation

2.2.1 2-13 Update Add ISO code to command flow diagram.



3.5 3-38 Update Add ISO code to command flow diagram,

add API, ISO keywords.

3.5 3-39 Update Add Note on ISO code of practice.

3.5 3-41 Update Add equation for ISO code of practice.

Contents

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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

Contents

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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

Introduction SPLINTER User Manual

Page 1-1 Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.

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.



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.



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.



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



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.:-

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

ddE + d)E + E( = EAV 22121

where d is given by

FACT x 2

r + )D-D( = d+d = d 1221

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.

E1

E2

d1

d2

A

r

B

D1

D2

Soil modulus profile Pile 1 Pile 2



(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).



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



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.

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.

Z

Y

X



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.

load

deflection



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:

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.

Kd

Force

Pd

Pp

yd Displacement

Kd

Force

Pd

yd Displacement

Tangent stiffness Secant stiffness



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.



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



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.



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.



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.



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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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

Figure 1.5 Iteration Report

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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

Figure 1.6 Node Displacement and Reaction Report

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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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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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PILE FORCE AND STRESS REPORT

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.



Data Formats SPLINTER User Manual


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.

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.

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.

HEADER

KEYWORD

real

END

(alpha)

KEYWORD1

KEYWORD2

KEYWORD3

/integer/

//integer//

realinteger

END

HEADER



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)

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.

keyword integer



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.

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

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

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.

real

END

integer

HEADER

real integer

KEYWORD1

KEYWORD2

KEYWORD3

integer

real

integer

KEYWORD (alpha) integer

integer KEYWORD



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



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:

/ : 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

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

real

RP

/integer/

/

KEYWORD

nrep incr

/integer/ KEYWORD



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

real

RP

//integer//

/

KEYWORD

nrep incr

//

RRP nrrep incr2



// : 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

//integer// KEYWORD



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)



2.2.1. Single pile

memorySYSTEM DATA AREA

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

END

COOR

CART

CYLI

SPHE

(name)

name (units)

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

ORIG xorigin yorigin zorigin

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

FIN

END

SAVE name (FILES)



Single Pile Data (Cont.)










UNCK

UNITS unitnm

END

ELEM

PROP number

EXTR loadno

STOP

(API)

ISO

ED17 ED20

(ED1)

ED21

value YIEL STEP stepno

(WSD)

API ED1 LRFD



2.2.2. Group Pile Data



Group Pile Data (Cont.)










UNCK

UNITS unitnm

END

ELEM

PROP number

EXTR loadno

STOP

(API)

ISO

ED17 ED20

(ED1)

ED21


(WSD)

API ED1 LRFD



2.2.3. Pile-structure Interaction Data



Pile-structure Interaction Data (Cont.)










UNCK

UNITS unitnm

END

ELEM

PROP number

EXTR loadno

STOP

(API)

ISO

ED17 ED20

(ED1)

ED21


(WSD)

API ED1 LRFD



2.2.4. Stiffness Input Data



Stiffness Input Data (Cont.)



Data Description SPLINTER User Manual


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.



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.



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



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.



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



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



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



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.



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.



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.

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.

MUDD muddat



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.



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



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



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.



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


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



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



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.



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

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)

isoil ENDB

T

Z

force

disp



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



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.



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



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



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



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

ftmax

zz

c

zz-

zz2df=t

ccmaxπ



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.



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.



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



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



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



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


1 T-Z 5.0 10.0


1 T-Z 10.0 27.5


1 T-Z 27.5 100.0


1 ENDB


END



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


1 T-Z 2.0 5.0


1 T-Z 5.0 10.0


1 T-Z 10.0 27.5


1 T-Z 27.5 100.0


1 ENDB


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.



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.



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.



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.



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

Values are D T

where D = the outer diameter T = the wall thickness

3.3. BOUNDARY Conditions Data

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).

Y

D

Y

ZZ

T



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.



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


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.



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.



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.



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’ or International Standard ISO 19902. 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

API : keyword to select API code of practice

ISO : keyword to select ISO code of practice

WSD : keyword to select working stress design methods

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

UNCK

UNITS unitnm

END

ELEM

PROP number

EXTR loadno

(API)

ISO

ED17 ED20

(ED1)

ED21


(WSD)

API ED1 LRFD



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 or ISO Code of Practice

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 or ISO 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 ISO 19902 checks adopt a similar philosophy to the API LRFD code. Thus, applied loads must be multiplied by appropriate factors, as defined in the code of practice (Section 9.10.3). The EXTR command can be used to define extreme loadcases, which will affect the design axial pile capacity computed because a different resistance factor is used.



The following utilisation checks are undertaken when requested:

API WSD (Editions 17, 20 and 21)

( )F

f+f+

F0.6f=UC

b

bz2

by2

xc

a

where fa = axial stress Fxc = inelastic local buckling stress 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.

API LRFD (Edition 1)

( )F

f+f+

Ff

2cos-1=UC

bnb

bz2

by2

xcc

c

φ

φπ

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

Note: for tensile piles the axial term of the above check is changed to

φπ

Ff

2cos

yt

t

where ft = axial tensile stress

Fy = yield stress

φt = resistance factor for axial tensile strength



ISO 19902 (Edition 1)

For axial tension and bending:

For axial compression and bending:

where ft = axial tensile stress Ft = representative axial tensile strength ( = yield stress) γR,t = partial resistance factor for axial tensile strength fc = axial compressive stress Fyc = representative local buckling strength γR,c = partial resistance factor for axial compressive strength fby, fbz = bending stresses (including second order effects if PDEL option selected) Fbn = nominal bending strength γR,b = partial resistance factor for bending 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.



Examples SPLINTER User Manual


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.



Curve Points

Depth 1 2 3 4 5 6 7 8 9 10

0.0 P Y

0.0 0.0

0.0 1.0

5.0 P Y

0.0 0.0

0.2 0.225

0.3 0.45

0.4 0.675

0.4 0.9

0.5 1.5

0.6 2.1

0.6 2.7

0.4 2.7

0.4 10.0

5.0 P Y

0.0 0.0

0.8 0.2

0.9 0.4

1.0 0.6

1.1 0.975

1.3 1.35

1.3 10.0

7.5 P Y

0.0 0.0

62.7 0.035

125.4 0.07

188.1 0.105

235.6 0.27

264.0 0.435

285.0 0.6

327.4 0.975

369.7 1.35

369.7 10.0

7.5 P Y

0.0 0.0

63.0 0.035

125.9 0.105

188.9 0.105

236.6 0.27

265.1 0.435

286.2 0.6

328.8 0.975

371.5 1.35

371.5 10.0

37.0 P Y

0.0 0.0

2036.1 0.076

4072.2 0.153

6108.3 0.229

7512.5 0.353

8677.1 0.476

9692.8 0.6

12600.0 0.975

15508.4 1.35

15508.4 10.0

37.0- 54.5

P Y

0.0 0.0

990.0 0.225

1575.0 0.45

1980.0 0.675

2250.0 0.9

2790.0 1.5

3060.0 2.1

3240.0 2.7

3240.0 10.0

54.5 P Y

0.0 0.0

5114.2 0.130

10288.5 0.261

15342.7 0.391

16599.7 0.461

17761.1 0.530

18845.6 0.6

24499.3 0.975

30153.0 1.35

30153.0 10.0

215.0

P Y

0.0 0.0

16727.5 0.166

33454.9 0.332

50182.4 0.498

51801.7 0.532

53367.9 0.566

54885.9 0.6

71351.6 0.975

87817.4 1.35

87817.4 10.0

Soil force (P) lbs/in Deflection (Y) inches

Table 4.1 P-Y Soil Data as supplied for 36′′ pile



Curve Points

Depth 1 2 3 4 5

0.0-5.0 T Z

0.0 0.0

0.0 10.0

37.0 T Z

-0.59 -10.0

-0.59 10.144

0.0 0.0

0.82 0.144

0.82 10.0

37-54.5 T Z

0.0 0.0

1.0 0.144

1.0 10.0

54.5 T Z

-0.82 -10.0

-0.82 -0.144

0.0 0.0

1.15 0.144

1.15 10.0

92.0-127.0 T Z

-1.43 -10.0

-1.43 -0.144

0.0 0.0

2.0 0.144

2.0 10.0

127.0-215.0 T Z

-2.0 -10.0

-2.0 -0.144

0.0 0.0

2.0 0.144

2.0 10.0

Soil pressure (T) Kips/square foot Displacement (Z) Inches

Table 4.2 T-Z Soil Data as supplied for 36′′ pile



Curve Points

1 2 3 4 5 6 7 8

T Z

0.0 -10.0

0.0 0.0

827.20 0.36

1042.00 0.72

1192.60 1.08

1312.50 1.44

1413.70 1.8

1413.70 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)



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



: 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



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



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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 (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 DEPTH GIVEN BY THE SUBDIVISION MODIFIER

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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 1 100 3.0000D+00 P-Y 5.4500D+01 0.0000D+00 0.0000D+00 0.0000D+00 0.0000D+00 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

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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 Z -4.1911D-03 0.0000D+00 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

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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

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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

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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

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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

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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

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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.



Figure 4.3 Pile structure interaction model

201

301

203

303

207

307

209

309

1 3 7 9

101 102

201 202

103

203

107 108

207 208

109

209

105

205

110

210



Curve Points

Depth in metres 1 2 3 4 5 6

0.0-4.0 P Y

0.0 0.0

130.0 0.0045

170.0 0.012

190.0 0.2

21.0 0.35

21.0 1.0

4.0 P Y

0.0 0.0

105.0 0.014

175.0 0.06

71.0 1.0

71.0 10.0

6.0 P Y

0.0 0.0

125.0 0.014

200.0 0.06

185.0 1.0

185.0 10.0

6.0 P Y

0.0 0.0

330.0 0.014

600.0 0.06

180.0 1.0

180.0 10.0

10-18.5 P Y

0.0 0.0

720.0 0.014

1220.0 0.6

750.0 1.0

750.0 10.0

18.5 P Y

0.0 0.0

1320.0 0.014

2400.0 0.06

2400.0 1.0

50.0 P Y

0.0 0.0

2075.0 0.014

3500.0 0.06

3500.0 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 Z

0.0 0.0

0.0 1.0

8.0 T Z

0.0 0.0

170.0 0.012

170.0 1.0

18.5 T Z

0.0 0.0

285.0 0.012

285.0 1.0

26.0-50.0 T Z

0.0 0.0

320.0 0.12

320.0 1.0

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

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



Curve Points

1 2 3 3

T Z

0.0 -1.0

0.0 0.0

9000.0 0.085

9000.0 1.0

End force T KN Displacement Z m

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


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.


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



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.



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.



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.

Figure 4.4 Flow Path for the Analysis of Example 2.

ASSM

STR1

Jacket model

Assembled jacket

Foundation results

Jacket results

STR135

RECO35

ASAS

ASAS

SPLINTER

TOWR

STR1/ASSM

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

Foundation model + assembled jacket

EXMP10 EXMP50 TOWR35



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.



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



/ 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



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



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



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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1SPLINTER 13.01.00.0 (QA) 09:27 02-05-2001 PAGE 1 ************************************************* 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 (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

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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 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

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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 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

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RESTART STAGE 5 STARTED 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

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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 RESTART STAGE 5 COMPLETED CPU = 0.516 FOR STAGE 5

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RESTART STAGE 6 STARTED 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

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GLOBAL PILE DISPLACEMENTS ------------------------- 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

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GLOBAL PILE DISPLACEMENTS ------------------------- 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 (UNIQUE) NUMBER 10 MASTER COMPONENT TYPE MCM1 RESTART STAGE 6 COMPLETED

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CPU = 0.063 FOR STAGE 6 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 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


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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


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.


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.



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



* * 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



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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1SPLINTER 13.01.00.0 (QA) 13:41 02-05-2001 PAGE 1 ************************************************* 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 DEPTH GIVEN BY THE SUBDIVISION MODIFIER

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RESULTANT FORCES IN GLOBAL DIRECTIONS ------------------------------------- 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 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

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RZ -3.7528D-05 -1.9383D+00 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 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 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

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GLOBAL PILE DISPLACEMENTS ------------------------- 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

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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.



Figure 4.11 Jacket and Group Pile Model

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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).



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



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



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



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



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



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1SPLINTER 13.01.00.0 (QA) 13:49 02-05-2001 PAGE 1 ************************************************* 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 (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

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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 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 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

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PILE CAP DISPLACEMENTS AND REACTIONS ITERATION REPORT 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

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RESTART STAGE 6 STARTED 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 LOAD CASE 1 -------------- NODE FD SKW DISPLACEMENT REACTION ---- -- --- ------------ --------

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Z 1.9075D-02 2.366D+03 RX -2.2171D-03 4.156D+01 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

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GLOBAL PILE DISPLACEMENTS ------------------------- 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

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GLOBAL PILE DISPLACEMENTS ------------------------- 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

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TREE OF COMPONENTS IN STRUCTURE STR2 ------------------------------------ 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 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)

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PILE FORCE AND STRESS REPORT 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)


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Appendix A SPLINTER User Manual

Page A-1 Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.

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



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



Appendix A

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Command

Non-substructured ie single and group pile analysis

C R X X C R PILE

Substructured ie pile-soil-structure interaction

R C R R C X C R PILE

Stiffness input master component creation

R C R R X C X X X C X C X STIF

Key

C compulsory

R recommended

X invalid

Table A.1 Preliminary Data Command Requirements

Analysis

JOB TYPE IDENTIFIERS

CO

MPO

NEN

T

SYST

EM

PRO

JEC

T

JOB

FI

LES

TITL

E

TEX

T

STR

UC

TUR

E

MA

XIT

CO

NV

ERG

E

DIV

ISIO

N

OPT

ION

S

RES

TAR

T

GO

TP

SAV

E

UN

ITS

LIB

RA

RY

END

RES

U

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A.2 SYSTEM Command

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

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.

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

SYSTEM DATA AREA memory

PROJECT pname



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.

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.

Parameters

JOB jobtype (status)

FILES fname



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

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.

TITLE title

TEXT text



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 .

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 .

STRUCTURE sname



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.

Parameters

MAXIT : keyword

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

Examples

MAXIT 8

COMPONENT cname

MAXIT numit



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).

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.

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.

CONVERGE conval

DIVISION value1 value2



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.

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.

Parameters

RESTART : keyword

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

OPTIONS option

RESTART first (last)



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.

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

GOTP xcoord ycoord zcoord



A.16 SAVE Command

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

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.

SAVE set (FILES)



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.

Parameters

UNITS : keyword.


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

UNITS unitnm



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.

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

UNITS unitnmresultnm



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.

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.

LIBRARY filenm

END



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.

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.

RESU



Appendix B SPLINTER User Manual

Page B-1 Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.

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.

Appendix B SPLINTER User Manual

Page B-2 Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.

Appendix C SPLINTER User Manual

Page C-1 Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.

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.



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.


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



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.


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



C.4 Options which affect the course of the analysis


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.



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.


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.



Appendix D SPLINTER User Manual

Page D-1 Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.

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.



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



Appendix E SPLINTER User Manual

Page E-1 Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.

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.



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

BEAM



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

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

BEAM

Y''

X''1 2

Z''

X''1 2



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

NUMBER OF NODES 2



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.




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



BM3D



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



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

BM3D



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

NUMBER OF NODES 2



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




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



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

TUBE





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

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

TUBE

Y''

X''1 2

Z''

X''1 2



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



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

10.0 11.3Undefined length

2x'

y'

17.5

15.5



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



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



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



Appendix F SPLINTER User Manual

Page F-1 Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.

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 force

Unit of length

Typical value of E for steel

g Consistent unit of mass

Density (mass/unit volume)

Steel Concrete

Newton metre 2.1x1011 9.81 1Kg 7850 2400

Newton cm 2.1x107 981 100Kg 7.85x10-5 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

KNewton cm 2.1x104 981 105Kg 7.85x10-8 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

Tonne (f) cm 2.14x103 981 9.81x105Kg 8.00x10-9 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

Poundal inch 9.66x108 386 12lbs 2.37x10-2 7.23x10-3

Pound (f) foot 4.32x109 32.2 32.2lbs (1 slug)

15.2 4.66

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

Appendix F SPLINTER User Manual

Page F-2 Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.

Appendix G SPLINTER User Manual

Page G-1 Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.

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

Appendix G SPLINTER User Manual

Page G-2 Contains proprietary and confidential information of ANSYS, Inc. and its subsidiaries and affiliates.

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