tutorial on ple 4 edu
DESCRIPTION
After downloading and installation, you will find this shortcut on your desktop. Double click to start the program. Tutorial on Ple 4 edu. Educational version of PLE, THE software for strength and stability design of (buried) pipelines. - PowerPoint PPT PresentationTRANSCRIPT
Tutorial on Tutorial on PlePle44eduedu
Educational version of PLE, THE software for strength and stability design of (buried) pipelines
After downloading
and installation,you will find this shortcut
on your desktop.
Double click to start the
program
The total tutorial will take about 50 min., but of course you can click to proceed faster.
1Tutorial version 1.2
Some tipsSome tipsUse this presentation within Powerpoint 2003 or later because of the animations contained
The presentation performs automatically and you can use the standard action buttons(down left).
In case you want to skip screens, you can use the right mouse button.
In case you want to pause the presentation, you may use as well the Pause/Break key on the keyboard (toggle).
2
To open a table from an overview list, it is indicated as “Click”. This may be a ‘double click’ or a ‘single click+show button’
After clicking the shortcut the program will startup and will result in the following screen:
ROADMAP panel
OVERVIEW panel
WORKSPACE panel
Use this icon to show or hide the ROADMAP
panel
Use this icon to show or hide the OVERVIEW
panel
Use this icon to show or hide the WORKSPAC
Epanel
..and if you are lost…use this icon
to restore the
default panel layout
LayoutLayout
3
We will now open a new ‘project’ and name it DEMO CASE
Open new empty project
Demo case
…and
‘save’
Optional ‘project name’
Design function 1Design function 1
Optional ‘project description’
4
soil settlement
Demo caseDemo case
Pipeline, crossing an old refilled ditch causing large soil settlements
PipeSoil
Pipeline bending stiffness partly resists deformation
15 m
Questions:
1. To what extent will the pipeline follow the soil settlements?2. What is the maximum stressing of the pipeline?
5
Limitations of educational Limitations of educational version version
General model only (no Code dependent General model only (no Code dependent features)features)
Maximum number of 50 elements (51 nodes)Maximum number of 50 elements (51 nodes) No print or import/export optionsNo print or import/export options No advanced options (branches, No advanced options (branches,
T-pieces, offshore, articulated, towing, material T-pieces, offshore, articulated, towing, material yielding, construction phasing etc)yielding, construction phasing etc)
But non-linear soil and geometrical behaviour But non-linear soil and geometrical behaviour included…..included…..
and of course free use for educational and of course free use for educational purposespurposes
6
ModellingModelling
As a result of the limited availability of elements and the symmetry of the questions to be answered, the model will be cut at the mid settlement section, and at the other end far enough away from the settlement section to avoid interaction.
Symmetry axis
soil
pipelinerigid, vertical roller support
main settlement area500 mm
construction subsidence 2 mm
Elastically supported, half infinite pipeline connection
7
Subdivision into Subdivision into elementselements
Symmetry axis
main settlement areaconstruction subsidence
Main points
M
1. M at mid point
M1
100
2. M1 near M to obtain near support internal forces
R
3. R at settlement transition
R1 R2
4. R1 and R2 near R for same reason
100 1007300
O
5. O at end of pipeline section considered
C
6. C at estimated point of maximum bending moment
2500 13500
1*100
elements15*487 2*100 5*500 27*500
total nr elements = 50
8
Global coordinate systemGlobal coordinate system
X-axis almost along pipelineX-axis here from M to O
Y-axis, horizontal and perpendicular to X-axis(right handed)
Z-axis, perpendicularto X and Y axes, and pointing upward(right handed)
ORIGIN
9
Now we will input the pipeline shape into the program.
This is done in Design function 2
Click on DF2‘Pipeline
Configuration’
Click on the ‘default’ icon to get default ORIGIN-data (if not yet available use
the ‘more buttons’ facility)
Click on the required ‘test’ icon to check
the input data (if not yet available use
the ‘more buttons’ facility)
Close table
Replace ‘start’ by
‘M’
Click on‘Pipeline origin’
Design function 2Design function 2
10
Now the polygon has to be defined by means of the polygon points and their X- and Y-distances relative to the previous point and their absolute Z-value.In this case all Y and Z-values remain zero.
At the polygon points the radius of the pipe bend is provided.In this case there are no bends and this is specified by R = 0
The length of ‘pipe elements’ is specified per line between thepolygon point and the previous point.
Point NPoint N+1
Point N-1
line N
line N+1
X(N) X(N+1)
Z(N)
Z(N+1)Element length line N
R(N)
PolygonPolygon
11
Next we have to input the polygon points with lines attached
clickSymmetry axis
M M1
100
RR1 R2
100 1007300
OC
2500 13500
1*100 15*487 2*100 5*500 27*500
The table is rearranged a bit to
fit all columns on the workspace. This can be done as well by
hiding the roadmap.And the workspace is enlarged vertically
‘ENTER’ to get a new line
next point
…and so on
Test..
…and close
Polygon tablePolygon table
12
All required data for this function has been provided and we will now process the function to be sure that indeed we do not exceed the allowable number of elements in this educational version
Click here to process
the function
Input tables are ‘locked’ because the
results of this input are
stored in the project
database
If you want to open the input tables
again, click here to ‘set back’ the
function.Results are
removed from the project database in
order to remain consistent.
Locked tables & Set backLocked tables & Set back
13
Let’s have a look at the results of this function.
For reason of clarity here the input tables list is hidden and the output tables list is made visible.
Hide input tables list
Check this box to show the output tables list
Click to see the
‘NODES’ list
Click here to maximize the
workspace
Scroll to end of table
Indeed there are no more
than 51 nodes.
Check on node numberCheck on node number
14
The pipeline axis has been defined now and we proceed with specification of the pipe/soil properties in the Y-Z plane perpendicular to the pipeline axis
Pipe axis
Pipe properties DF 3.1
Pipe/Soil properties DF 3.2
Boundary conditions D
F 3.3
Eventually external supports
DF = Design Function
Boundary conditionsBoundary conditions
15
Pipe data (DF3.1)Pipe data (DF3.1)
All data in N – mm All data in N – mm - - ooCC
Pipe material steelPipe material steelE = 2.1 10E = 2.1 1055 N/mm N/mm22
= 0.3 = 0.3 = 12 10 = 12 10-6-6 mm/mm/ mm/mm/ooCC
Pipe dimensionsPipe dimensionsDDoo = 1010 mm = 1010 mmWT= 10 mmWT= 10 mm
Deadweight ignoredDeadweight ignored
Do
WT
16
Click ‘Pipe data’ Click ‘material
location’
Reference name of
material to be
specified
X-coordinate where this material
starts
Test and
Close
Material location tableMaterial location table
17
Hide roadmap panel to
free space for tables
Click ‘isotropic materials’
Use ‘test’ icon to see which data are
‘required’Column headings
speak for themselves
Test and
Close
Shear modulus G is calculated from E and ,
but can be overruled by an
input datum
Isotropic material tableIsotropic material table
18
Click ‘Outer diameter’
Procedure as before
Test and
Close
Pipe diameter tablePipe diameter table
19
Same procedure
Click ‘Wall thicknesses’
Test and
Close
Pipe wall thickness tablePipe wall thickness table
20
In the tables seen so far, there often is a double set of input data, like for instance the wall thicknesses table we just passed:
Data set 1
Location of transitionfrom data set 1 to 2
Data set 2
If on a row items of data set 2 are not provided, it means by default item (2) = item (1)
If on row N items of data set 2 differ from the same items in data set 1, then there is a ‘jump’in the data line of that item at point XP(N).
If on row N+1 items of data set 1 differ from the same items in row N data set 2, then there is a linearpath from N to N+1 over the line from XP(N) to XP(N+1).
XP(N)
Item (N,1) = Item (N,2)
XP(N+1)
Item (N+1,1) = Item (N+1,2)
linear
XP(N-1)
Item (N-1,1) = Item (N-1,2)
XP(0)
by default
XP(end)
by default
(specified) (specified) (specified)
Data entry explanationData entry explanation
21
Pipe/soil interaction Pipe/soil interaction upwardupward
grade
Pipe displaces upward relative to the soil or the soil moves downward relative to the pipe.Soil reaction on top of pipe pointing downward.
Vertical soil stiffness upward [ KLT, N/mm3 ]
Vertical passive soil reaction upward [ RVT, N/mm2 ]
R
KLT
RVT
22
grade
Pipe displaces sideward relative to the soil or the soil moves sideward relative to the pipe in the other direction.Soil reaction at side of pipe pointing opposite the displacement direction.
Horizontal soil stiffness [ KLH, N/mm3 ]
Horizontal passive soil reaction [ RH, N/mm2 ]
R
KLH
RH
Pipe/soil interaction Pipe/soil interaction sidewardsideward
23
Pipe displaces downward relative to the soil or the soil moves upward relative to the pipe.Soil reaction at bottom of pipe pointing upward.
Vertical soil stiffness downward [ KLS, N/mm3 ]
Downward passive soil reaction [ RVS, N/mm2 ] (bearing capacity)
R
KLS
RVS
grade
Pipe/soil interaction Pipe/soil interaction downwarddownward
24
Pipe/soil interaction Pipe/soil interaction generalisedgeneralised
Vertical soil stiffnessKLS = 1.10-3 N/mm3
Horizontal soil stiffness KLH = 1.10-3 N/mm3
All directions soil stiffnessKL(
Upward ultimate passive soil resistanceRVT = 19.81 10-3 N/mm2
Downward ultimate passive soil resistance(bearing capacity)RVS = 100 10-3 N/mm2
Horizontal ultimate passive soil resistanceRVT = 19.81 10-3 N/mm2
All directionsultimate passive soil resistanceRV()
Extrapolation to all directions
25
Pipe displaces or rotates longitudinally relative to the soil.Soil friction reaction around pipe opposes movement of the pipe.
Ultimate elastic friction displacement [ UF, mm ] in this case 5 mm
Ultimate soil friction reaction [ F, N/mm2 ] in this case 5 10-3 N/mm2
RF
UF
Movement of pipe
Friction of soil
Movement of pipe
Friction of soil
Pipe/soil interaction axialPipe/soil interaction axial
26
Click ‘Soil data’
Hide Roadm
ap
Click horizontal soil stiffness
In this case all soil data are considered to be constant
over the pipeline
length, so we can start at
XP=0
‘Dividing’ and ‘Multiplication’
factors are ‘uncertainty factors’
on the soil data.Use for the time being the default
values
‘Half band width accuracy’ is
parameter to control the iteration accuracy on the soil reactions.
Use for the time being the default
values.Test and
Close
Soil data (DF3.2)Soil data (DF3.2)
27
The other soil data
are provided in the same
way
Click KLS
Test and close
Click F
The upward soil stiffness is equal to
the downward stiffness in this case and the table can be
left empty
Test and close
Click UF
Test and close
Click RVS
Test and close
Click RVT
Test and close
Click RH
Test and closeClick UNCER
Select for each soil parameter
‘mean’, meaning that
no variation on the soil
parameters is applied.
Test and close
Soil data tablesSoil data tables
28
Explanation on the uncertainty factorsUncertainty factors represent the uncertainty in the pipe/soil data. Soil data may differ from location to location, but there is also uncertainty in the methods of measurement of basic soil data and variation in calculation methods of pipe/soil parameters from these basic soil data.
The uncertainty factors create upper (multiplication) and lower (division) boundary values for the pipe/soil parameters in order to achieve conservative stress and strain calculation results for the pipeline.In general a stiff soil (upper values) generates conservative results in case of ‘deformation driven’ loadings (e.g. settlements, tempera-ture loadings, etc.) and a weak soil (lower values) conservative results in case of ‘force driven’ loadings. (e.g. concentrated deadweights, upheaval buckling, etc.)
‘mean’ value of soil stiffness Km
‘mean’ value of ultimate soil resistance RmRm
Ku
Km
Kl
Ru
Rl
‘stiff ‘soil performance
‘weak’ soil performance
Default values for the uncertainty factors are taken from theDutch pipeline code NEN 3650.
Uncertainty factorsUncertainty factors
29
Explanation on the ‘band width accuracy’Soil is a non-linear material in the sense that in case of a loading there is an elasto-plastic relationship between the reaction force and the related displacement.However, all FEM (finite element method) programs (like PLE) arebased on linear solution methods (N equations with N unknowns).This means that iterations are required to ‘follow’ the non-linear behaviour of the soil.
R
A bilinear R- relationship is shown,but PLE offers various curved relationships as well.
soil stiffness iteration 1: K1
(R- as result from iteration 1
5% band width
5% band width
soil stiffness iteration 2: K2
(R- as result from iteration 2
soil stiffness iteration 3: K3
(R- as result from iteration 3
soil stiffness iteration 4: K4
(R- as result from iteration 4
Result fulfils R- condition
Band width accuracyBand width accuracy
30
Boundary conditionsBoundary conditionsNext step is to specify the boundary conditions at both ends of the piece of pipeline considered. The piece is cut out of a long pipeline and this shall not affect the local behaviour of the pipeline due to the local loadings.
There are three options to choose from:1. INFINITE meaning the pipeline continues, but displacements
at this end point shall stay within elastic limits,2. FREE meaning the endpoint is free to move without constraints,3. FIXED meaning the end point is rigidly fixed in all directions.
INFINITE FREE FIXED
Boundary conditions (DF3.3)Boundary conditions (DF3.3)
31
Boundary conditionsBoundary conditions
And at a boundary there are two options for the end condition:
OPEN: At an INFIN boundary, loadings (pressure, temperature, settlements) continue over the connected half infinite long pipeline.At a FREE boundary, the medium flows out freely without any restraint.At a FIXED boundary, loadings are counteracted by the support.
CLOSED: At an INFIN boundary, loadings (pressure, temperature, settlements) are
stopped at the connection to the half infinite long pipeline. At a FREE boundary, the pipeline is capped. At a FIXED boundary, internal loadings are counteracted by
a cap.
Boundary conditions tableBoundary conditions table
32
Boundary conditionsBoundary conditionsIn our case we will attach an INFINITE boundary condition to the right end of thepipeline.
The left boundary is a special case, because the boundary condition shall represent the symmetrical behaviour of the pipeline.To that purpose we attach a FREE end and attach as well an external support.
This external support shall fix this free end in all directions, except in the Z-directionto simulate the vertical roller support. The stiffness properties of the support “ROLLER’ are specified in a separate table and this support is attached to the point M in another table.
INFINITEFREE
Boundary conditions applicationBoundary conditions application
33
Show roadmap
Select ‘model
boundary’ and hide roadmap
again
Click ENDPTS
Test and close
Click ELSPRL
Test and close
Click ELSPRS
Test and close
Additional boundary conditionsAdditional boundary conditions
34
Show roadmap
againThe last three DF’s we have completed the data without processing the
functions.We will now use the
PROCESS function on the Roadmap to
process all completed functions up to the
function that cannot be processed
Process functionProcess function
35
LoadingsLoadingsUp till now we focused on the structural items of the pipeline structure, the shape of the pipeline, the geometrical and stiffnessitems of the pipe cross section, pipe/soilmechanical data and finally the structural boundary conditions.From these data the structural stiffness matrix can be composed.
Now we have to specify the loadings that act on or within the pipeline structure. Distinction is made between the loadings thatact on the pipeline structure as a ‘beam’ and the loading that work locally on the pipeline as a series of ‘rings’.
‘beam’ behaviour
‘ring’ behaviour
‘‘Beam’ and ‘Ring’ loadingsBeam’ and ‘Ring’ loadings
36
‘‘beam’ loadingsbeam’ loadings• internal or external pressure (especially the ‘Poisson’-effect)
• temperature variations
• soil settlements (3 directions) and construction subsidences
• nodal force systems
Ring expansion due to internalpressure
Axial contraction due to internal pressure
Pipe stiffness resists soil settlement
‘‘Beam’ loadingsBeam’ loadings
37
Loadings Loadings (DF4.2)(DF4.2)
Click ‘Pipeline loading’
Click SETZ
Mind the minus sign!
(Pos. Z-axis upward)
Mind the jump function at
XP=7500 mm
Test and close
Process function
38
‘‘beam’ calculationbeam’ calculationThe structural data and loading data are available now and we proceed with the actual calculation of the pipeline as a ‘beam’.To that purpose first the load combination has to be constituted from the various load cases provided in the previous function.This is done by specifying a ‘general load factor’ applicable to all load cases and ‘partial load factors’ per load case.
In this case we will set the general load factor to 1 and the soil settlement factor to 1 as well. All other factors are set to 0.
‘‘Beam’ calculationBeam’ calculation
39
Click ‘Pipeline behaviour’
Click LOCASE
Test and close
Click GEOCTL
Use default values
Test and close
Process function
Loading combination tableLoading combination table
40
‘‘Beam’ resultsBeam’ resultsLet us have a look at the results of the ‘beam’ calculation.To that purpose we open the tables: displacements, internal forces and soil reactions. Keep in mind, that most results are given as a scalar entity with angle of the vector.
orX
Z
displacement
XY
ZM
M
bending moment
YX
M
R
Z
R
soil reaction
or
For instance:
41
uncheck
check
Click displacementsClick internal forcesClick soil reactions
These three tables are ‘open’ now
Maximise Workspace
As a table provides little information on the coherence of the contained datawe will make a ‘single graph’, starting with a N-Z graph.
Click here Hold down ctl-key and click here
And click thenhere on the
single graph icon
Z-displacements(max. about 60 mm)
Nodes located on their X-coordinate
Click on axis to toggle to the X-coordinates
Go back to the ‘displacements’
table
Click here with ctl key down
….and click on S-graph icon again
Rotation graph is
added with its own scaling
Single graphSingle graph
42
…and go to ‘internal forces’
Close graph
click Ctl+click
..and click S-graph
Ctl+click
M=180o M=0o
close graph
…and go to ‘soil
reactions’
click Ctl+click Ctl+click
click
R=270oRVT
soil failure on top of pipe
R=90o
R=270o
close graph
…and go back to
‘displacements’
Multi graphMulti graph
43
Ctl+click
We will now compare the Z-displacements of the pipeline with the soil settlement load,using the multi-graph facility.
Click themulti-graph icon
Click OK
Show roadmap
Click pipeline loading
Click Overview
Click the elaborated ‘Pipeline loads’
Click Ctl+click
Click M-graph icon
Click themultiple tables
graph icon
Click OK
Show Overview
Link X2 to X1 Link Y2 to Y1Set Ymin to -500 mmSet Ymax to 0 mm
ClickShow the graph
The pipeline does not
follow the settlement and ‘spans’
the settlement
area.
Close graph
…and restore default layout
Multi graph specificationMulti graph specification
44
Stress calculation Stress calculation schemeschemeNow the internal forces are known, the stresses in the cross sections
(at the mid-elements) can be calculated, after some additional data is provided:
• the overburden load distribution
• eventual additional top load distribution (e.g. traffic load)
• horizontal grain pressure as ratio of the vertical grain pressure
• bottom support angle
180oDistribution along pipeline
180oDistribution along pipeline
120o
45
Click ‘Cross-section
data’
Hide roadmapClick
‘Neutral soil load’
Test and close
No extra top loadsClick
‘Horizontal soil support’
Test and close
Click ‘Soil support
angle’
From 0 to 50%Min. support angle = 70o
From 50 to 100%support angle grows from 70o to 180o
Grow curveis sinus
Test and close
process
Stress calculation tablesStress calculation tables
46
Stress calculation resultsStress calculation results
Finally we reached the point where we can make the stress calculations in the cross sections of the pipeline, as all data are available now.The only thing still to do is to specify the cross sections where the stresses have to be calculated and whether or not the additional top load has to be taken into account. (In this case there is no top load)The ‘allowable stress’ to be specified is for overstressing indication only.
In the various stress output tables the stress components are explained.In the regular stress output tables (‘max’-tables) only the extreme value of a stress component per cross section is shown and as a result related stress components are not necessary located at the same point of the cross section.
In the additional output tables the detailed stress components over the circumference at the inner and outer wall side are shown of the last specifiedcross section in the table SECTION.
47
Cross Cross section section tabletable
Click ‘Cross section behaviour’
Click table SECTION
First elementLast element 72% of yield
Test and close
Process function
48
uncheck
check
Hide roadmap
Click max. check stressesClick ‘Max’ icon
MaximumVon Mises stress
at element 19
Maximum Von Mises stressMaximum Von Mises stress
49
Stress results coordinate Stress results coordinate systemsystem
Additionally to the global coordinate system explained before, there is an additional coordinate system within the cross section
X [mm]
Y [mm]
Z [mm]
[mm]
Inner wall side [i ]
Outer wall side [o ]
Mid wall [m]
50
Collection of all cross sectional dataCollection of all cross sectional loading data
Click max. stresses in straight pipe
Hide Overview
Stresses due to internal forces in the ‘BEAM’
Stresses due to AXIAL FORCEUniformly distributed over circumferenceUniformly distributed over wall thickness
, ,0x u (SXUBO)
Stresses due to internal forces in the ‘BEAM’
Stresses due to BENDING MOMENTLinearly distributed over circumferenceUniformly distributed over wall thickness
, ,1x u (SXUB1)
Stresses due to internal forces in the ‘BEAM’
Stresses due to TWISTING MOMENTUniformly distributed over circumferenceUniformly distributed over wall thickness
, ,0z u (TZUB0)
Stresses due to internal forces in the ‘BEAM’
Stresses due to SHEAR FORCESine shaped over circumference
Uniformly distributed over wall thickness
, ,1z u (TZUB1)
Maximum ‘beam’ stress tableMaximum ‘beam’ stress table
51
MaxMaximuimum m
‘rin‘ring’ g’
strestress ss
tabltablee
Bends not available here Click ‘Max stresses from lateral loadings’
Hide Overview
Stresses due to PRESSURE on the ‘RING’
Stresses due to HOOP FORCEUniformly distributed over circumferenceUniformly distributed over wall thickness
, ,0u (SFUBA)
Stresses due to internal forces in the ‘RING’
Stresses due to CIRCUMFERENTIAL FORCELoad dependently shaped over circumferenceUniformly distributed over wall thickness
, ,u A (SFURA)
Stresses due to internal forces in the ‘RING’
Stresses due to CIRCUMFERENTIAL SHEAR FORCELoad dependently shaped over circumferenceParabolicly distributed over wall thickness
, ,x m A (TXMRA)
Stresses due to internal forces in the ‘RING’
Stresses due to CIRCUMFERENTIAL BENDING MOMENTS
Load dependently shaped over circumference
, ( )i innerwall, ( )o outerwall
, ( )X i innerwall
, ( )X o outerwall
Linearly distributed over wall thickness (both X and )
, , , , , ,, *i i i
o o oA X A A
(SFIRA, SFORA, SXIRA, SXORA)
52
MaxMaximuimum m
strestress ss
comcomponponententss
Click ‘Maximum total stresses
…and hide ‘Overview’
Maximum stress componentseach the maximum of the component in the cross section
sxit-maxsxot-max
sfit-max
tzut-max
sfot-max
txmt-max
seit-max Von Mises
Locations of maximum stress components arbitrarily chosen for clarity
53
seot-max Von Mises
Maximum Maximum principal principal stressesstresses
Click ‘Maximum principal stresses
1 ,i M2 ,i M
,i M
1, ,o M2, ,o M
,,o M
Extreme principal stresses at outer wall side
Extreme principal stresses at inner wall side
123
54
Maximum check Maximum check stressesstresses
Click ‘Maximum check stresses’
Max. principal
stress in any point of the
cross section
Extreme negative principal
stress in any point of the
cross section
Max. shear principal stress in any point of
the cross section(third principal
stress taken into account)
Max. Von Mises stress in any point of the
cross sectionMax.
circumferential stress in any point of the
cross section
Max. axial stress in any point of the
cross section
Max. hoop pressure stress in any point of
the cross section
55
Maximum Maximum radial radial
deformatiodeformationsns
Click ‘Maximum radial deformations
Click ‘Extremes’-icon
The maximum radial deformation is -7.45 mm (inward, indicated by minus sign)2
1 = 7.45 mm
D = 1 + 2 = 1.3% of D = 0.013*1000 = 13 mm
56
Detailed stresses at maximum Detailed stresses at maximum stressed sectionstressed section
You may recall, that the maximum Von Mises stress in the pipeline occurs in element 19and amounts to 122 N/mm2.
The last calculated section, specified in the table SECTION, is stored with all its detailed stresses. So in order to make these detailed stresses available for further analysis,the section 19 has to become the last section to be calculated.In order to do so, the DF6 is set back and element 19 is added to the list and the function is processed once again.
57
AAdddd mmaaxx.. ssttrreesssseedd sseeccttiioonn
Click Set Back button of DF6
Yes
Click Section table
Add section 19, test table, close table and process the function
(on the roadmap)
uncheck
Check and hide roadmap
58
Relationship between tables with maximum stresses and tables with detailed stresses
stresses in ringsstresses in bends
stresses in straight pipe
totalled stresses principal stresses
check stresses
ring deformations
Maximum stress components per elementalong the pipeline axis
Stress components over circumferenceof one cross section
Maximum values are calculated from144 points over the circumference
of each cross section
Stress components are shown in 48 points over the circumference
of the cross section
37
1
13
25
= (N-1)*7.5 degr.
N
RelationshRelationship ip
between between stress stress tablestables
59
Stress distribution in straight pipe section
Stresses from pipe bending moment [N/mm2]
-7
+7
StressStresses es
from from pipe pipe
bendibending ng
momemomentnt
60
CircumfereCircumferential ntial
normal normal ring stressring stress
Stress distribution in ring section
Circumferential normal ring stress [N/mm2]
-2.5
315
61
CircumfCircumferential erential
wall wall bending bending stressstress
+134
(MGRAPH) Circumferential wall bending ring stresses [N/mm2]
Circumferential inner wall bending stress
Circumferential outer wall bending stress
Axial outer wall bending stress
Axial inner wall bending stress
+134
-134
+40
-40
62
Von Von Mises Mises ring ring
stressstress
Check stress distribution
Von Mises ring stress distribution [N/mm2]
122
63
RRaaddiiaal l ddeeffoorrmmaattiioonn
Radial deformation
Radial deformation [mm]
-7.5
+6.3 +6.3
-5.6
352.5o187.5o
64
Answers to the questionsAnswers to the questions
65
At the beginning of this tutorial two questions were asked:
1. To what extent will the pipeline follow the soil settlement?
The maximum deflection of the pipeline at the middle of the settlement area amounts to 61 mm, whereas the soil settlement is 500 mm.
2. What is the maximum stressing of the pipeline?
The maximum stressing occurs in a cross section near the edge of the settlementarea due to the peak in the bearing soil reaction.The maximum uniaxial circumferential stress amounts to 135 N/mm2, whereas the maximum uniaxial longitudinal stress amounts to 47 N/mm2.The maximum Von Mises stress amounts to 122 N/mm2.
Special screensSpecial screenswarnings tablewarnings table
Click ‘warnings/error’ table
In session 20 (latest) in DF5 warning W500/17 (see Help) was found, saying a largevalue of the spring support was found. This, however, was our intention.
66
Special screens history tableSpecial screens history table
Special screensSpecial screensstatus tablestatus table
The ‘status’ table provides information on the criteria (program version etc.) and options chosen by the user on which the calculations are based and the ‘occurrence’ number of each individual input and output table. This status table is for QA purposes.
Click ‘status’ table
67
Special Special screens screens history history tabletable
Special screensSpecial screenshistory tablehistory table
The ‘history’ table provides a log on the actions performed with a project. The first time a project is established, the history starts within session 1 and each next time the project is started a new session is added. The history table is for archiving purpose on the project.
Click ‘history’ table
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Special featureSpecial feature table naming table naming
In various screens of this tutorial reference was made to names of tables, e.g. ‘Click table SECTION’ or the name of a stress component SXUB0 was used.These are names that have been used before in the MSDOS version of the programand many users are very familiar with these names, and because they are short, it is an easy reference.In the program screens these names are not shown, but there is a special facilityto show these names. If this feature has been chosen, the short names are shown ahead of the table descriptions. An example is:
‘short names’
.. and before it was:
Table namingTable naming
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‘‘Short names’ facilityShort names’ facility
Click ‘advanced setup’
Click ‘start’ on the roadmap to get the start screen
Activate the radio button ‘as with PLE3’
‘Save & Close’ project
endThank you for your patience
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