HomeMy WebLinkAboutSWANSON SERVICE CORPORATION AND WILLIAM M. SIMPSON - 1978-09-05 Iry
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IEQU T. FOR CITY CC.3l�IN �L ACTION
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Sulimitted by H. E. Hart g a Department Public. Works..
Date Prepared August 23 , 197 8 Backup Material �►tta'cFie Yes ' No
' Agreement for Professional Services .
Sulajectf
City'Administrator's Comments
-Approve as recommended.
Statement of Issue, Recommendation, Analysis, Funding Source, Alternative Actions: C.
Statement of. Issue:
The Citl• Council recently accepted a proposal for a structural survey of
the Municipal Pier. An agreement must therefore be executed.
Recommended Action: •'
Approve and authorize the execution of an agreement between the City and
Swanson .Service Corporation and William M. Simpson, a Joint Venture; for
a Structural. Survey of the Municipal Pier in the amount of $28 , 0DO . 00 .
Analysis :
At their meeting August 14 , 1978 the City Council accepted F. proposal from
Swanson Service Corporation and William M. Simpson, a Joint Venture, to
perform a structural survey of the Municipal Pier. The survey was found
to be necessary because the pier is 64 years old and requires a structural
analysis in order to protect the health and safety of the public .
Alternatives :
The Council may reconsider their previous action and cancel the award of -
contract..
Funding Source:
This project 4s included in the revised list of expenditures of the Revenue
Shari.ng Fund.
HEH:MZ : jy
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s. SWANSOz'v" SEyR VICE, C"ORPORATIOr
ftNS `'S° GonsulOi6, Eng:�:eer`irrg Dcs:gn flrralysrr
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P.O.'Box 641+5,.Fi ti ngtoh,Beach, Ca 92646
(714) 964-1552
May 31 , 1978
City,. of Hur"ti gton Beach
Finance Department
Purchasing Division
P. 0. 'Box 190
Huntington Beach, CA 92648
ATTN: Mr. Roy How, Purchasing Officer
Gentlemen:
Swanson 'Service Corporation in joint venture with William
M. Simpson respectfully submits the attached proposal in re--
sporise to -_,the City of Hun4figton Beach Request- for Proposal
00531-1000.
You . can be assured that if our firms are selected to
perform this project, it will receive the highest priority
within our respective organizations . We are strongly inter-
ested in the development of the Huntington Beach project as
residents and businessmen in this area.
If you have any questions regarding this proposal or our
firm, do not hesitate to contact us. We will be happy to meet
with you to discuss details of this proposal or the : xoject. .
V tru. r yours,
ames William ones ,
President SSC
•
William M. Simpson
JNJ/jj Consulting Engineer
• ENCL: Original + 4 copies of
proposal l7 //
PROPOSAL .
- F-IUNTINGTON BEACH.- PIER 40531 -1000
Submitted by
',,SWANiSON SERVICE CORPORATION AND WILLIAM M. SIMPSON, CONSULTING ENGINEER '
'SCOPE OF WORK
TASK 1:
Conduct a visual inspection of concrete 'and wood pilings,
pili`iig caps, beams, stringers, decking, railing, etc. , exclusive
cf those portions of the pilings under water.
TASK 2:
Inspect those portions of the pilings under the water.
line.
RE§PONSE:
A thorough examination of the components of the pier will be
conducted. A complete engineering drawing of. the pier will be
used as a numbered reference to - tho 'components. The condition of
all members will be recorded. Any deterioration to the members
and the amount of damage will be estimated. Surface appearance
such as the presence of wood rot, concrete cracking or spalling
will be recorded. Any presence of parasites in wooden components
will be detected. The condition of surface coatings, creosoting,
etc. , will be evaluated. Soundings to determine the offshore sand
line will be made.
For those components under Lhe water line, the insoection
will be performed by scuba divers_ Engineers will be utilized
for this purpose. ' Measurements c•i: cracks, spalled areas, etc. ,
will be `taken. The diameter of ' the wooden pilings will be recorded t.
using a `Cli ameter tape `treasure ' (`7T' tape) .
The surf ace of all pilings will be pror'ed using instruments to
de::ermne they 'depth of any surface rotting. All 'measurements will •
be recorded 'n he master data loy for all pier components.
Based upon the results of tlii,s inspection, the number and
location of test samples will be determined. The •test samples
will include concrete, gunnite and wood samples .
If pilings or other components are questionable in appearance,
additional samples will be recommended for testing, rather than
to de-rate these components and possibly underestimate the strength
of the pier.
Fee for Performing These Tasks
Task 1 - $? 1200
Task 2 -- . $40,800
TASK 3:
Conduct laboratory tests of those representative samples of
the structure ' s concrete, steel and wood components that are
deemed necessary so that adequate engineering data may be assembled . -
to substantiate professional opinion. W. S. Simpson and J. W.
Jones shall sel act and pay for a material testing firm to obtain
and test representative ..amples of the concrete and wood members
of the pier. Z•i results of th:i s laboratory investigation shall
be included in the written report.
RESPONSE
The following number of samples will be taken for laboratory
testing:
concrete, -- 5 `."samples (minimum)
+ Gu +n 'te -- 5 samples (minimum)
Wood 10 samples (minimum)
The samples will be taken from locations determined in Tasks
1 and 2 as being representative of the various components. All
sample borings will be made in a manner to preclude damage to the
existing components and will be refilled with a water--proof cement.
The cost estimate is based upon the above number of samples .
If, "during the course of the structural evaluation it is evident
that additional samples should be tested to avoid de-rating existing
members or -possibly to avoid their replacement, an additional number
of 'tests will be recommended. This will be considered as an in--
crease in the scope of the present study and the additional testing
will be charged, at cost, to the client.
Twining Laboratories will be engaged to perform concrete
cylinder tests from core samples for compressive strength and
chloride content. This data will be compared with earlier tests .
Test reports from the laboratory will be included in the final report.
The results of these tests will be used, in conjunction with the
results of Task 41 to determine the present condition of the pier ,
and to estimate its useful life.
Fee for Performing Task 3:
Task 3 -- $1500
TASK 4
In conjunction with Tasks 1, 2, and 3 , past Huntington Baach
reports on the pier ' s structural adequacy will be reviewed so that
further. predictions may be 'made on the expected life, physical:
condition and structural adequacy.
RESPONSE
The laboratory test sample results will be compared to the
test results obtained in the 1967 survey. By . using the 1967 results
as a basis, the rate of deterioration of the structure can be
estimated and the remaining useful life can also be estimated. The
structural analysis contained in the existing report will be used
as a check on the re-analysis of the structure.
It is anticipated that the existing reports will be reviewed
first, before the other tasks are performed. This will provide
additional background information concerning the pier and any
structural deficiencies previously identified. It will also serve
as a basis for detailed planning of the overall project.
Fees for Performing This Task:
Task 4 - $11500
TASK 5
Recommend procedures to accomplish remedial work on all de-
fective or potentially defective structural components and in what
time frame the remedial work should be accomplished.
TASK 6
Determine the feasibility of constructing a 10# 000 square
foot surface area. on each side of the existing first tee of the
municipal pier for the future development of two restaurants or
other comparable tourist service facilities .
RESPONSE:
t
The performances -of Tasks 5 and 6 are very much inter-related.
Remedial. work. to be recommended (Task 5) . will have a direct A earing
on. feasibility. (Task f) and conversely. These tasks will be dis-
cussed together,with the cost of each given separately.
In order to assess the feasibility of `construction of a 10, 000
square foot surface area on each side of the existing first tee of
the pier, it is proposed that a finite element computer analysis
of the pier be performed. The finite element model would consist
of beam and plate fir_ite elements and all members of the pier would
be represented. The analysis would be performed in two phases .
Phase I of the analysis would consist of developing a finite
element model of the existing structure . (This phase of the
analysis will be performed as a part of Task 5 ) . The computer
analysis will provide a detailed evaluation of all members. Wind,
seismic and wave force loadings will be considered. The ANSYS
computer program, which is discussed in Appendix I, . will be used
for this analysis . each loading case can be applied separately
and the resulting stresses from each load case can be c:)mbined as
appropriate (i .e. , wind + wave + dead load, etc. ) .
The stresses resulting from thiE anz;lysis will be compared to
the allowable values found in the Uniform Building Code. The members
will then he catalogued according to stress level and acceptability.
Based upon this evaluation, the decision to replace or repair
structural components can be made with a high level of confidence.
Phase TI 'of the analysis will consis of adding 'additional
membern` to. the computer structural model which simulates the pro-
posed posed {addition to the pier. (This phase of the analysis wi;".l be
performed as a part of Task 5) . One ,objective of the* feasibility
study will be to determine how the addition of, the new structures
can reduce the loading on the present pier components. The side
loading due to mind, wave Sand 'eaz c°nguake loadings can 'probably .be
reduced for existing members, tY its allowing for greater vertical
loadings or allowing, for de--rating of the existing members without
expensive repairs or alterations. By having the finite ��le*;�ent
models of the structure developed under Phase I and the concomitant
stress results for each load case and structural member, design
modifications can be evaluated rapidly and accurately. Computer
plotted stresses and displacements for all loading conditions will
be produced as well as numerical printout. Examples are contained
in Appendix 1.
Functional requirements such as electrical power, lighting
and sewage will be addressed. Whenever possible, existing facilities
will be, utilized. A primary goal of the architectural studies will
be to create an ecologically aesthetic blend of the new structures
with the existing pier whi. gill be harmonious with the surrounding
environment.
Fee for Performing -These Tasks
Task 5 -- $80,000
Task 6 - $91000
.. 7
A' fi`aial report will be submitted covering each of the above:
Tasks. Included will be a •descr:�ption of the methods used in the
: , evaluation, laboratory reports, results, conclusions eand recommend-
atiois.
'APPENDIX 1
z
The ANSYS computer program is a proprietary computer; program I
'developed by Swanson Analysis Systems, Inc. This progran is cur-- fI
.3.ently� 'avai lable for use at over 50 `data centers throughout the
world. It is used extensively in Civil, mechanical and marine
.Implications . The attached brochure. briefly describes the capa-
bilities of the program. +
The :nave loading capability of ANSYS will be utilized to develop
wave pressure loads for the submerged portions of the pilings. A ,
survey of available storm wave data for the 1untington Beach area
was conducted. It was determined that a- number of studies have
been made to hindcast wave heights and periods . The most severe
storms to hit the Huntington Beach area appear to have occurred
j .
during the September 15--25, 19391 storm. This storm resulted in j
appreciable damage to the Huntington Beach Pier. For the purposes
of this- study, a storm of lesser intensity will be selected as a
basis for the calculations.
The U. S. Army Corps of Engineers, .Los Angeles District,
maintains copies of all previous wave studies. This information
is available for use by the public and will be utilized to determine '
the appropriate wave loading for this analysis .
A description of the ANSYS Immersed Pipe Element that will be
used to generate wave loading forces is also attached. This element i
has been used extensively for the analysis of marine structures t
such as offshore platforms. '
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SYSTEM DESCRIPTION frequency solution. Stresses may also; be calculated at
The'ANSYS a"ngineering analysis computer program is a specified frequencies and phase angles.
large-scale general purpose computer program employ- Non-Linear Transient Dynamic - used to determine the
ing finite element technology for the solution of several time-history solution of the response of an arbitrary
classes of engineering analysis problems. The program structure to a known force, pressure and/or displace-
:,capabilities include Structural analyses (static and dyna- ment forcing function. The mass; damping and stiffness
mic; elastic, plastic, creep and swelling; small and large matrices may vary with time and may also be functions
deflections), and Heat. Transfer analyses (steady-state of the displacements themselves. Nan-linear effects such
and transient; conduction, convection and radiation). as friction, plasticity and large deflections may be
St"ructural and Heat Transfer analyses may be made in included.
one, two, or three dimensions, including axisymmetric Reduced Linear Dynamic - used to determine the time-
and plane problems. Coupled thermal-fluid flow caps- history solution of the reaponse of a linear elastic strut-
bility, coupled thermal-electric capability and' wave ture to a known force and/or displacement forcing
motion analysis capability are also available. function. The matrix representing the system is reduced
to the degrees of freedom required to characterize the
METHOD OF ANALYSIS response of the system. A semi-linear analysis option
The matrix displacement method of analysis is em- includes the use of interfaces (gap) between any pairs of
ployed "throughout the ANSYS program. The structure these master degrees of freedom or between any master
to be analyzed is mathematically modeled t system of degree of freedom and ground. Stresses may be calcu-
node points, interconnected by various finite elements lated at specified times.
(representing beams, plates, shells, solids, springs, etc.). Heat Transfer - used to solve for the steady-state or
All weights and inertias are distributed among the transient temperature distribution in a body. Conduc-
nodes, whose degrees of freedom characterize the tion, convection, radiation, and internal heat generation
response of the structure. The interconnecting finite may be included. Heat transport effects due to flowing
elements are assigned stiffnesses (or conductivities) fluids are also available. Material properties may be
equivalent to that of the actual structure. orthotropic and temperature dependent. Output temp-
cratures may be stored and used for steady-state, non-
ANALYSIS TYPES AVAILABLE linear solutions. A time-step optimization procedure
Several types of analysis are available with the ANSYS is available for transient solutions.
program. These include the following: Substructures - used to assemble a group of linear 0e-
Static - used to solve for the displacements, stresses and ments into a single super-element to be used in another
ANSYS analysis type, or to determine the response of
strains in structures under the action of applied loads. indiv;dual elements within the super-element after it has
Includes elastic, plastic, creep and swelling options. been used in another ANSYS analysis type.
Options _are available for including large deflection and
stress stiffening effects in solutions.
'Mode-Frequency - used to solve for the resonant fre- LOADING CONDITIONS AND
quencies and mode shapes characterizing a structi Ire. SOLUTION OUTPUTS
Full or reduced (in-core matrix condensation) analysis Loading inputs for structural analyses may be nodal
options are available. The structure may be subjected forces, body forces, displacements, pressures, or temp-
to a seismic loading or force loading for a spectrum eratures. These inputs may be sinusoidal, random, or an
analysis option. Stresses and displacements are output arbitrary function of time for the linear and non-linear
in addition to the eigenvalues and eigenvectors with dynamic analyses. Mode-frequency analyses may include
this option. force spectrum or response spectrum loadings. Loading
Harmonic Response - used to determine the steady-state inputs for heat transfer analyses include internal heat
solution of a linear elastic system under a set of har- generation, convection or radiation* bounderies, and
monic loads of known amplitude and frequency. specified temperatures or hedt flows. These inputs may
Damping may be included in the system. Complex be arbitrary functions of time for transient analyses.
displacements or amplitudes and phase angles are out- Boundary conditions may have step or ramp changes
put. When several frequencies are to be analyzed a between specified load points.
reduced harmonic response analysis is also available. The Structural analyses outputs are usually forces, dis-
reduced analysis uses the technique of dyroamic matrix placements, stresses and strains. Heat transfer analyses
condensation to allow a rapid and efficient response vs. outputs are temperatures and heat flow rates. These
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oi!tputs are expressed as time histories for dynamic DYNAMIC MATRIX CONDENSATION
stiuc:.;ral analyses and-transient heat transfer analyses. An important feature of the ANSYS `program is the
Eigenvalues and cigenvectors (resonant frequencies and capability of solving for the response of a large struc-
m`ode shapes) also appear in the printout of mode-frc- tural system by a technique called "dynamic matrix
quency analyses. Complex displacements (representing condensation" (Guyan, reduction). In this procedure the
the amplitude and phase angle) are output from hat- users specifies a set of "master"de tees of freedom which
monic response analyses. Outputs from fluid flow an- he feels will characterize the system being analyzed. The
alyses are pressure and flow rates, and from electrical mass, _damping, and stiffness matrices are reduced to
analysesvoltage and current. these master degrees of freedom. The reduced solution
ELEMENT LIBRARY ' may then be expanded to include the fuC degree of
The libraryof finite elements availably nrrinbers more freedom set. This technique is available as an option in
the Mode-Frequency analysis and is used directly in the
than forty for static and dynamic anal yse5,'thirteen for Reduced Linear Dynamic, the Reduced Harmonic Re-
heat transfer analyses, three for thermal-fluid analyses, ,ponse and Substructuring analyses.
three for thermal-electric analyses, and two for wave
motion analyses. The structural element types include COUPLED ANALYSIS TYPES
spars, pipes and elbows, beams, fluid elements, plane A single model may be used for heat transfer, static
and axisymmetric membranes, plates, shells and solids. structural, and dynamic structural analyses. Temper-
Harmonically loaded axisymmetric elements are avail- afore output from the heat transfer analysis is in the
able for non-axisymmetric loadings. Most element types form required for input to the structural analyses. Dyna-
contain at least one element having complete plastic, mic analyses may be made on structures that have been
creep, and swelling capabilities. Plane and solid isopara- pre-stressed under static loading conditions.
metric elements are available. Additional structural
elements include masses, springs, dampers, sliding PLASTICITY, CREEP, AND
interfaces, gap interfaces, and cables. Arbitrary stiffness, SWELLING CAPABILITY
mass, and damping matrix elements are also available. An incremental technique is used for solving plasticity,
The heat transfer element types include conducting creep and swelling problems. Plastic stress-strain curves
bars, plates and solids, convection and radiation links. may be input for up to five temperatures. The von
All heat transfer elements may be deleted or replaced by Mises yield surface is used, along with the Prandtl-Ruess
geometrically equivalent structural elements for thermal flow relations. Unloading and reversed loading is
stress evaluation.. handled by these same techniques. The stress-strain
SOLUTION PROCEDURE curve upon reversed for cyclic) loading may be assumed
to be any of the following:
The ANSYS program uses the wave front (or "frontal") a The virgin stress-strain curve (offset to account for the
direct solution method for solving the system of simul- previous plastic strain)
taneous linear equations developed by the matrix 4 ANSYS Kincm:tic hardening
displacement method, and thus gives results of high i Isotropic hardening
accuracy in a minimum of computer time. The direct 0 Classical Bi-Linear Kine'natic hardening
solution method does not place a "band width" restric- ! 10th-cycle empirical hardening
tion on the problem definition. The "wave front" is The viscoelastic equations are the power type equa-
limited by the amount of core storage required for a tions for creep strain in metals, Both primary and
given problem. This tends to be restrictive only for secondary creep equations are available to the user.
analyses of arbitrary three-dimensional structures or in Either a formulation in which the stresses decay due to
the use of ANSYS on a small computer. creep (as in thermal stresses) or a formulation in which
The efficiency of'the ANSYS program results from the stresses are independent of creep (as in primary
the selection of efficient solution techniques, such as stresses) may be selected. Many. common primary and
the wave front equation solver, Guyan reduction (dy- secondary creep equations are included in the ANSYS
namic matrix condensation) and Jacobi eigenvalue program.
extraction, optimizing these techniques by skillful irradiation induced creep equations arc also included.
programming, and tailoring the program to the type of !I+ iation induced swelling is available for the analysis
computer system being used. An implicit numeri.al of nuclear reactor components. The swelling Is not stress
integration routine is used in each time step of transl�:nt dependent and is treated in a manner similar to thermal
;inalyses. strains.
page 5
Swenson ahalyliiS systetmS,i.lrlc.`
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An automatic'convergence criterion is available with defined local coordinate systems may also be used with-
'the iterative plasticity procedure. A creep time step`op- in a structure for easily defining nodal points. Nodal
timization procedure is available with the iterative coordinate systems may be rotated when it is desirable
creep solution, to input and output displacements and force cameo-'
KINEMATICS directions.
.in directions other than we global coordinate
directions. Same elements have their own "element
For-large deflection analyses the geometry is modified coordinate system" for inputting orthotropic material
at the end of each load increment so that the total and for interpreting output stresses.
loading is applied to the deformed structure at the next
load increment. This procedure thus follows the large INTERACTIVE OR BATCH
deflection load-deflection curve. MODES OF RUNNING
-1f the load is applied to the structure in a single step ANSYS may be run in either the interactive or the batch
and the rate of convergence to the large deflection is mode. Interactive running is suited to low-speed ter-
observed, an estimate of the stability of the structure minal operations. Prompting commands are returned by
can be made. In particular, if the deflection diverges, the program in the interactive mode. Free-format data
:he load is above the Grit?cal buckling load. This large input is allowed in either mode,
deflection analysis then becomes a stability check.
Stress stiffening effects maybe included in many of SELF-CONTAINED MESH GENERATION
the element stiffness formulations.
The ANSYS program includes a multiple region mesh
COUPLED DEGREES OF FREEDOM generatioa capability within the main program as well
Degrees of freedom may bc�coupled directly or through as a general 2.-D or 3-D intersecting shell or solid mesh
linear constraint equations. This capability allows generating routine. The multiple region generation
specifying constraint relations without specifying the capability is used to fill in nodal points between two
constraint value. Coupling may be used in defining specified nodal points, to repeat specified sets of nodal
boundary conditions or forming various joints (such as points, to generate additional sets of elements from a
sliders etc.). Rigid regions may be auto-
universals,, specified Set to form a groupof elements, and to gee•
matically generated. crate additional groups of elements.
The general mesh generation routine generates geome-
MATERIAL PROPERTIES' tries consisting of single or intersecting regions of
Inelastic I rnateiial properties may be included in the planes, shells, or solid elements. Intersecting surfaces
Static and the Non-Linear Dynamic analyses. Ortho• may be planes, cylinders, cones, spheres, toruses, ellip-
tropic material properties may be included in all plane soids, or hyperboloids. The intersection litres between
and solid elastic structural elements and in all heat tract- the 'surfaces arc automatically calculated. Interactive
sfer elements. All elastic material properties may be up solution and plotting capabilities are available.
to fourth order polynomial functions of temperature. PRE-PROCESSING CAPABILITIES
A curve fitting routine as available for tabular property
input. Linear interpolation is also available. Plastic In addition to the.general mesh generation routine, a
stress-strain curves may be input for up to five tempera- pre-processing routine is also available to generate
tures. Convection filet coefficients and emissivitie5 boundary conditions from a minimum of input data.
(radiation) may be temperature dependant. Several thousand data sets may be readily generated for
DAMPING CHARACTERISTICS transient dynamic analyses.
Damping Wray be imposed upon the structural response A pre-processing routine that converts standard
by several methods: uniform mass damping, uniform piping system data to ANSYS input data is available. -
structural damping, material dependent structural damp- COMPLETE GRAPHICS PACKAGE
ing and damping elements. Geometry plotting as available for all elements in the
CHOICE OF COORDINATE SYSTEMSANSYS library, including isometric and perspective
views of three-dimensional structures. Boundary cond-
The input data for the ANSYS program has been de- itions (forces, pressures, constraints, etc.) may be
signed to make it as easy as possible to define the plotted along with the model .geometry. Hidden line
problem to the computer. Cartesian, cylindrical or removal from geometry plots Is also available. Solution
spherical coordinates are available. Various user- of the problem is not required to obtain the geometry
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plots. Plotting routines are also available for the plotting DATA CHECKING AND ERROR ANALYSIS
of stresses,-displacements and temperatures from two
and- three-dimensional solid or shell analyses, mode The AN51'5 program contains a valuable model check-
shapes "and amplitude-frequency plots from dynamic ing option which may be used before the analy,fs run of
analyses; distorted geometries from static analyses, tran- all new problems. With this option, all of the input data
scent forces and displacements vs. time from transient is checked for completeness, proper formats and illegal
dynamic analyses, and stress-strain plots from plastic operations. Elements are checked for inconsistencies.
and creep analyses. Velocities and accelerations may The input data is listed and conversions to global coor-
also be plotted from dynamic analyses. dinates are made. Geometry plots may be made at this
FiciAting routines are available for"plotting the com- time. The check run also lists the wave front at each
biricd results for harmonically loaded axisymmetric clement and the amount of data to be stored on each of
structures at various circumferential locations. the external files. Solution time and core size estimates
Solution plots may be formed along with the solution are also given.
run or the post data may be saved and plots formed in a Error messages are built into all ANSYS runs and tell
separate run after the solution printout has been exam- the user of difficulties which the program has encount-
incd. The geometry and post processing routines pro- ered in his data.Fatal crrrrs are considered as warning
duce a three-dimensional neutral plot file which may be messages during the check run to detect as many errors
plotted directly of it may be interactively interrogated as possible. The check run also calculates the total mass
before plotting. of the structure, the centroid location, the moments of
inertia about the origin, and the moments of inertia
POST-ANALYSIS OPERATIONS about the centroid.
'A special feature of the ANSYS program permits vari-
ables calculated fruity a solution run and stored on a RESTART CAPABILITY
data file to he included in a number of mathematical op-
erations.'The results may be printed and/or plotted. The The
types. This feature may be used to check the
variable operations include addition, subtraction, multi-
solution results at intermediate points within the load
rlication, division,' sq :ire and square root operations, history or it may be used to "branch off" along differ-
entdam- load histories. The latter method is used to analyze
age integral formation, and time derivative operations. separate transients having a common initial portion
A post-processing routine is available for combining without re-running the common portion of the analysis.
the results of the seismic Modc-Frequency analysis.
Root-sum-square combinations, absolute value combin- SAVING STIFFNESS MATRICES
ations, and other operations-may be performed.
A post-processing routine is available for generating Element stiffness matrices, once formed, are saved and
a response spectrum based on a given (or ANSYS calcu- used, throughout the run where necessary. Similar ele-
lated) displacement vs. time history, merits of the model may use the same clement stiffness
Results of various solutions involving axisymmetric matrix. Element stiffness matrices are pay med from
elements with hannonic loadings �inay be scaled and iteration to iteration whenever possible. The overall
summed to give a non-axisymmetric loading`sAution, structure stiffness matrix is also passed from, iteration
Post-processing routines for stress evaluation in pros- to iteration whenever possible. These options can save a
sure vessels and piping networks (ASME BPVC and considerable amount of computer time in multi-itera-
ANSI codes) are available. tion solutions.
AUXILIARY OPERATIONS ANALYSIS OF REDESIGN
During the course of an analysis the design nay be
Several auxiliary routines are available io enable the user changed for various reasons. The ANSYS program with
to manipulate and modify solution files without needing its wave front equation solver and un-numbered element
in extensive knowledge of systern operations or system cards makes such modifications relatively easy to incor-
control cards. Aiixiliary routines are available to print porate into the structural model. Elements and nodal
the contents of a file, scale and add solution files,"reflect points may be added to or removed from,the structural
and re-numbet superelement files, and convert system model without modification of the rest of the geometry
dependent files to standard coded files. data. Two models may be combined and run as a single
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Swanson anlwl�;3 sygi in Inc.
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model without changing either set of geometry data, or, Creep and swelling options may be useful in analyzing
a single model may be as easily separated into sub mod- irradiated structures.
els for.separate analyses. The ANSYS program has been useful for production
The basic ANSYS model may be edited through a analyses since earl-/ 1970. The program has been used
card image edizzor contained within the program or the by the nuclear,.aerospace, oil, steel, plastic, electronic
model may be edited after'the computer model has been and automotive industries, as well as by many consult-
-issenibled. Entry to the program may be repeated at ing firms. ApplicFtions include nuclear reactors, pressure
various locations in the data input stream. vessels, piping, building structures, bridges and others.
Numerous solution printout co; trols are available for
suppressing duplicate portlo,.s of the solution output. USER-DEVELOPER COMMUNICATIONS
Communications between the ANSYS program develop-
ELEMENT REORDERING FOR er, Swanson Analysis Systems, Inc. (SASI), and the user
WAVEFRONT OPTIMIZATION is available in the following terms:
The wavefront is dependent upon the element ordering Program Documentation - A complete set of manuals is
sequence, Elements may, be input in any convenient available. The set includes the Users Manual, the Exam-
order and then internally reordered to minimize the pies Manual, the Verification Manual, and the Theoret-
wavefront. ical Manual. Also available is an Introductory User's
Manual for beginning users.
LARGE RANGE OF PROBLEM SIZES Program Notes and Messages - New features added to
The ANSYS program does not require as part of the in- the program are announced to the user at the end of
each ANSYS printout.
put a complex set of System Control Cards to define
every step of the solution. No new languages must be User Training Seminars - A two-day introductory semi-
learned. Since the prograrn does not require a significant nar is offered during which the program features are
amount of "computer set-up" time, it may be used explained to a group of users and example problems are
cffeciently to solve problems with less than 10 nodes as individually set up. Advanced seminars covering special-
ized topics in-depth are also periodically offered.
well as for problems requiring several thousand nodes. SASI Consulting Service'- SASI consultants are available
Computer running time will depend upon the size and to aid users in analyzing difficult problems at the user's
type of analysis and the computer system on which the location or at the SASI offices. Immediate assistance is
program is being run. available by telephoning SASI personnel.
There is no limit on the number of elements that can
be used in a'problem. There is no "band width" limita- AVAILABILITY
tion in the problem definition; however, there is a The ANSYS computer program is widely available in the
"wave front" restriction, The "wave front" restriction United States through many computer utility networks.
depends on the amount of cure storage✓ available fora The program is also available at specific locations in
given problem: Up to 576 degrees of freedom on the Canada,:South America, Europe, Australia, Africa and
wave front can be handfed on a large machine. )apan. Many large industrial corporations use the
The ANSYS program is currently operational on ANSYS program "in-house" for their own analysis
Control Data Corporation 6000, CYBER, and 7000 work, The program can be used an a computer time-
series computers, the UNIVAC 11061 110$, and 1110 sharing basis or on an in-house royalty basis. Further
computers, the IBM 360 and 370 computers, and the information can be obtained from:
Honeywell 6000 computers. Single precision is used on
the CDC computers, double precision on the other
machines. ANSYS is also operational on the Modcomp
and the Prime mini-computers.
APPLICATIONS SWANSON ANALYSIS SYSTEMS , INC.
The ANSYS program may be applied to a large number P. 0. Box 65
of structures, including two- and three-dimensional Houston PA 15342
,frame structures, piping systems, two-dimensional Telephone (412) 751-1940
plane.and axisymmetric solids, three-dimensional solids,
flat plates, axisymmetric ,and three-dimensional shells
and .non-linear problems including interfaces and cables.
,1
i
r
4.218
4:59 IMMERSED PIPE ELEMENT
The immersed pipe element is a 'uniaxial element with tensicn— .�
v.
compression, torsion, and bending capabilities, and with member forces
simuIating. ocean waves and drift. The element has six 'degrees of freedcxn
at.,each node: translations in the nodal x, y, and z directions and rota—
tions:'about the nodal x, y, . and z axes. This element is an extension of
the three dimensional straight pipe element (STIF9) •
An option is available to exclude the effects of shear deformation.
Axial stresses cart be included or excluded from the combined stress cal--
culation as another, element option. Iiie element is intended to be used in
a Non—linear `Transient Dynamic (K20=4) analysis but may be used in other
analysis types also.. A summary of the immersed pipe element parameters
is given in Table 4.59. 1 .
+.59. 1 Input nata
The geometry, 'nodal point locations, loading, and the coordinate
system for this element are shown in Figure 4.59. 1 . The element input data
includes two nodal points, the pipe outer diameter and wall thickness,
certain loading and inertial information (described -in Table 4.59. 1A and
Figure 4.59. 1A) and the isotropic material properties.
The description of the waves and the drift ar-- .input through the
water motion table, which is analogous to the plastic-'rty table (Card Set I)
used elsewhere in ANSYS. This card set is included in the data deck by
setting K13 > 0 on the Cl card. Note that setting K13 > 0 also requires
that all element types in the model having plastic capability have plastic
material property definitions. If plasticity effects in ct -.cr element
types are not to be considered, the plastic property set should consist of
8 blank cards after the material number card. Note that the water motion
table is accessed by the material number. The water motion table is
explained in detail in Table 4.59. 1B.
The element can also be loaded thermally (specified by the
average and the outer diameter pipe temperatures) . The average temper—
ature is used in calculating the axial thermal growth. The average and
the outer diameter temperatures are used in the stress calculations. It
is also possible to apply uniform internal pressure to the element in
addition to the linearly varying pressures of the fluids or the inside and
Lvtside of the pipe. It is assumed that only the additional applied
internal pressure contributes to the stretching (closed ends) effect.
For the mass matrix, the mass per unit length used For axial
motion is tha pipe mass plus the added mass of any internal material (CENMPL).
The rotational inertia does not include CENMPL. The mz-ss per unit length
used for motion normal to the pipe is all of the above plus the added mass
(C I.'RHOW-, tt
Geometric stiffening may be included with the KEYSUB(1B) key,
see Section 3.2.22 for additional information.
STIF59
rr.
4.219
CI,:shou'ld be 1 .O for a circular cross--section. Values for other
cross-`sections. may be found on page 82 of:
Ocean Engineering Wave Mechanics,
Michael E. McCormick, Wiley - & ,tons, 1973.
The ,'user should remember, however, that 'other properties of STIF59 are
based on a circular cross-section.
4.59.2 Output Data
The solution printout associated with the irronersed pipe element
is surnmarized `in Table 4.59.2. The computed output for each end includes
the direct (axial ) stress, maximum bending stress, torsional shear stress,
hoop stress due to internal pressure, 'and shear stress due to the lateral
shear. force. Also included for each end are the following quantities
computed at the outer surface: axial thermal stress, maximum and minimum
principal stresses, and twice the maximum shear stress. Some of these
stresses are shown in Figure 4.59.2.
The direct stress does not include the axial thermal stress com-
ponent. The principal stresses are computed at the two points around the
circumference where the bending stresses are at a maximum. Thus, the
shear forces on the pipe do not directly affect the stresses at these
points but the torsional force does. Note that the maximum principal
stress and the minimum principal stress will generally be on opposite sides
of the pipe.
If KEYSUB(2) is greater than 1 , the 12 member- forces and moments
(6 at each end) are also printed out (in the element coordinate system) .
An option for producing debug printout is available with the KEYSUB(2A)key.
4.59.3 Theory
The displacement functions for the immersed pipa element are the
same as those listed in Section 4.4.3 for the three-dimensional beam
element. The equations used in the development of the pipe element are
the standard equations for small deflection of beams.
Each component of the wave height is:
R t . PS i
(i ) = AM cos (2 rr ( W TO) + 360. ))
where .
�l (i ) = component of the wave height
R = (radial ) distance to element frarn "origin in the
X-Y plane in the direction of the wave
t = time .elapsed
and A(i ) , WL(i ) , T(i ) , and PS(i ) arr. i,ripU : variable (see Table 4959. 10 .
STIF59
. 4.220 r
The'. total wave' he 6'k" (11s) i s:given :by:
tf WN
�l s.
where WN is the input variable defined in Table 4.59. 1g.
The particle velocities are computed from
U _ E cosh (k(i )d Z / (d+ls) ) 2 Tr � (i )
R i=1 sinh (k(i )d) T( i )
UZ = WN sinh (k(i )d Z / (d+qs) ) '
i=1 sinh (k(i )d) ( � )
Where
UR - radial particle velocity
Uz = vertical particle velocity
k(i ) = 2 TT / L(i )
d = wather depth
Z = height above the ocean floor
time derivative of q (i )
The distributed load applied to the pipe by the moving water is computed
from:
.. Do ... .� Tr Dot
F = CD p w 2 Un ( Un + Cm p w 4 Un
where
F = distributed load per unit length
CD = coefficient of drag
p 4! = water density (mass/length3)
"
Do = outside diameter of the pipe (Length)
Len th
Un r normal relative particle velocity ( Time )
CM = coefficient of inertia
U Length
n = normal particle acceleration ( 2 )
Time
STIF59
ti
- 4.221 .
S
These equations are taken from:
J. D.. Wheeler, "Method:of Calculating ;corces
C
Produced by Irregular Waves , Journal "oF . "
Petroleum Technology, Vol . 229 March, 1970, . Jiy
pp• •359-367•
Two integration points are used to generate the load vector.
4.59.4 Assumptions 'and Restrictions
The -pipe must not have a zero length or wall thickness. In
,addition, the ODD. must not be less than or equal to zero and the I.D.
must not be less than zero. The applied thermal gradient is defined by
the input .of the average and outer diameter temperatures, and is assumed
4 to'be uniform along the length of tho element.
The elements must be input so that the Z—coordinate of the second
_.node is not less than the Z—coordinate of the first node. Further, the
element must be oriented fairly vertically if it lies near the water surface. '
A water motion table is always required for this element. The bottom end `
of the lowest element must not be below the ocean floor. Note, elements,
lying along the ± Z axis are assigned values of a = 01, ¢ = ± 900, respec—
tively, as described for STIF4 in Section 4.4.42 so that the element coor—
dinate system is oriented as shown in Figure 4.59. 1 . .i
I
Z z x ,`{
y T
x z d lout { !
y Tavg
,#r A ='1
--Y 1
�.
1.
X i
A
Figure 4.59.1 Immersed Pipe Element.
STIF59 i
1
i
40 222
lv TABLE '4:59. 1
Y
M M .R E 5EDPIPE
SUBRpufME AAME ST I F59
NO OF `NODES PER ELEMENT ..2 ' I rJ
DEGREES 'OF FREEDOM PER NODE 6 UX i UY t UZ t RUTX•ROTY V'ROTZ
REQUIRED REAL CONSTANTS S 'SEE TABLE 4.59. 1A
TEMPERATURES 2 AVERAGES OUTER
PRESSURES 1 INTERNAL PRESSURE
MATERIAL PROPERTY. EOUATIONS 4 EX*ALPX,NUXYsDENS
MATRICES, CALCULATED MASSOSTIFFNESS
PLASTICITY NO .
FORCES 'SA VED ON TAPE 14 2MXSHR. 'AT END1 2MXSHR ,A'T END20
F ( I ) + I=1 . 12 (MEMBER FORCES)
KEYSUB ( 1 ) 0 . - INCLUDE SHEAR. DEFLECTION
1 - NEGLECT SHEAR DEFLECTION
KEYSoB'( 1B) 0 - DO 'NO,T INCLUDE GEOMETRIC STIFFNESS IN
ELEMENT ,FORMULAE ION
1 - INCLUDE GEOMETRIC STIFFNESS
i KEYSUBt2) 0 - INCLUDE ,AXIAL STRESS IN ,COMBINED STRESS
i - Do No,T. INCLUDE_ AXIAL STRESS'l,
2 - 1*'L.IDE AXIAL STRESS" IN- 'COMB4NED ,STRESS
AND,';:PRINT MEMBER FORCES !,AND MOMENTS.
3 - DO NOT INCLUDE AXIAL STRESS BUT PRINT
MEMBER FORCES AND MOMENTS
KEYSuB (2A) 0 SUPPRESS ,DEBUG PRINTOUT OF LOAD VECTOR
1 INCLUDE DEBUG PRINTOUT OF LOAD VECTOR
SUBR6UTINE DATE 6/15/73
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STIF59
.223
TABLE '4.59. 1A
ELEMENT REAL CONSTANTS .
(Give'n ' in the order requ1 re( for input on the 02 or E2 cards)
N ` MEANING
DO Outside diameter of' the pipe (Length)
TWALL Wai 1 thick"ness of the pipe. (L h)
engt
CO Coefficient of drag
CM Coefficient of inertia
RH00' Internal fluid density '(used for pressure effect
nly) (Mass/Length )
FSO z coordinate location of the free surface 'of the
fluid on the inside of the -pipe (used for pressure
effect only) . (See Figure 4.59. 1A)
CENMPL . Mass per 'unit length 'of the internal fluid and
internal hal dware. (used. for ,mass 'matrix compu--
tation except for torsional terms
. CI Added mass used added mass for circular cross--section.
CI defaults to 1 .0 if input .,-as xero 'or blank.
If CI is 'desired as 0. (suppression of added mass
effects) , CI must be input as any negative number.
CB Buoyancy force 'used/Buoyancy force based on outside
diameter and water density. CB 'defaults to 1 .0
if input as zero or blank. 'If CB is .desired as 0.
(suppression of buoyancy effects) $ CB must be
input as any negative number.
'STIF59
,. 4.2A
TABLE 4.'0. 18
WATER MOTION TABLE
�Cnter. Tablfe data on :the . I card se`t (up to. 6,°constants card) ; input
*13 �.`'0`on Card Cl , include the material number card with 'each table,
i�cl ude I •card°set .termination card after. last 'set'.. )
CONSTANT
2 -4 .6
CARD 5
1 WN CMN DEPTH RHOW
2 A( 1 ) WL( i ) TO ). PS( 1 ) , .
3 A(2) WC(2) T(2) PS(2)
4 AM WL(3) TM PS(3)
5 Z( 1 ) w( 0 00 ) Z(2) W(2) ,0 (2)
6 z(3) W(3) e (3} Z(4) w(4) 0(4)
7 Z(5) WM 0 (5) Z(6) W(6) 0(6)
8 z(7) I,4M 0 (7) Z(8) 'W(8) 0 (8)
where:
WN = Number of waves (terms in the Fourier series)
(0. < WN c '3. )
CMN = Number of current measurements (2. C CMN c 8. )
DEPTH = Oepth. of water (Used for particle velocity equations)
' (DEPTH > 0. ) (Length)
RHOW Water Density WOW > 0. ) (14ass/Len6th3)
_ Wave direction (see Figure 4659. 1A)
AM = Wave amplitude (A(i )' > 0. ) (See Figure 4.50.1A) (Length)
k(i ) Wave length (W L(i ) > 0. ) (Length)
T(i ) = Wave period (T(i ) > 0,) (Time/Cycle)
PS(i ) Adjustment for phase shift (Degrees)
Z(j) = Z coordinate location of current measurement
(See Figure 4.59. 1A) (Location must be input
starting at the ocean floor (Z( l ) =--DEPTH) and.
ending at the water surface (Z(CMN) = 0.0)).
W(j) = Velocity of current at -this location '(Length/Time)
00) = Direction of current at this location (Degrees)
(See Figure 4.59. 1A)
STIF59
4.225
z LIQ �
y r Water Surface V) w i) 'r '
F o A
Global Co'ordina e• 4q `{ PS'( i}
„SysteM: (Origin
must be� at TIME
wader surface) 1
r ;
DEPTH
""7(J} y
x
'Figure 4,.59.1A Immersed Pipe Element . Model Nomenclature.
TORSIONAL
MO;,'.FNT
BEND
DIR,
-- —3•- -F-- ,. -- END,
x TH
1
`�. ST SP ./
�- DIR SHEAR
FORCE
Fiture 4,59.2 Three--Dimensional Pipe Element Output
STIF59
4
S�
I♦
'4.226
;y TABLE 4.592
IMMERSED PIPE
ELEMENT- PRINTOUT EXPLANATIONS
'NU0BER OF ;. t
Y..
ILABF'L . `CONSTANTS FORMAT EXPLANATION
LINE ..I
ItaM, PIPE 1 IS ELEMENT NUMBER
NDDE 2 '215 NODES . I AND: ,J.
MATEPIAL 1 13 MATERIAL NUMBER
AVE..TEMP 1 F6. 1 AVERAGE TEt1PERATURE
OUT:TEMP 1 F6. 1 OUTER WALL TEMPERATURE
L I NEB 2 `AND -3 (ONE L I NE FOR EACH END 'OF THE PIPE)
1 12 1 OR 2 FOR NODE -I. OR J
DIR 1 F7 .0 DIRECT (AXIAL') STRESS IN PIPE AT THIS END
REND 1 F7:0 MAXIMUM BENDING STRESS IN •PIPE AT THIS END
ST . 1 F7 .0 SHEAR STRESS rDUE TO JORS I ON , I N THE PIPE
SP 1 , F7.0 HOOP STRESS 0UE TO INTERNAL. PRESSURE y
1 SF I F7:0 SHEAR STRESS. DUE. .TO SHEAR, FORCE 1
TH 1 F7. 0 AXIAL THERMAL STRESS AT OUTER SURFACE
SMAX 1 F7.0 MAXIMUM PRINCIPAL STRESS AT OUTER SURFACf:
SMIN 1 F700 MINIMUM PRINCIPAL . STRESS AT OUTER; SURFACE .
2MXSP 1 F7.0 TWICE THE MAXIMUM SHEAR STRESS AT THE 'OUTER
SURFACE
LINE ±4 MEM13ER FORCES AND MOMENTS (PRINTED ONLY IF KEYSUB (2) 1S GREATER
THAN 1 )
:THE,` SIX MEM80 FORCE AND..MOMENT._ COMPONENTS (F:X ,F'Y9FZ;MX9MY,MZ) ARE .
PRINTED FOR , EACH NODE ( IN THE ELEMENT COORDINATE SYSTEM)
STIF59