construction stage analysis of shored excavation
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IV. Ground Module
Effects on Adjacent Structures due to Ground Excavation
Parallel Tunnel Analysis for Change in Lateral Pressure Coefficients
Main Tunnel Lining Analysis
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SoilWorks
Ground00. Table of Contents
01. Learning Objective 3
02. Overview 4
1. Overview of Shoring Wall Numerical Analysis
2. Allowable Settlements of Structures
3. Wall-Interface-Ground Modeling
4. Composition of Modeling
03. Set Work Environment & Define Material Properties 10
1. Start SoilWorks / Import File
2. Define Ground Properties
3. Define Structural Properties
04. Modeling 14
1. Create Surfaces & Assign Material Properties
2. Generate Mesh
3. Create Anchor Elements
4. Create Interface Elements
5. Define Loading Conditions
6. Define Boundary Conditions
05. Analysis 20
.
2. Define Construction Stages Define Stage Models
3. Define Analysis Cases
4. Define Design Options
5. Define Design Members & Adjacent Structures
6. Analysis
06. Results Analysis & Report Generation 27
1. Analysis of Results
2. Report Generation
07. Analysis Guide 32
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SoilWorks
Ground01. Learning Objective
From this tutorial, the user will understand the workflow associated with the review of the effects
on underground structures due to shored excavation. The user will also learn the use of various
basic functions and the workflow of SoilWorks in the process, which involves construction stageanalysis of shoring wall. Result analysis and report generation will be also covered.
The workflow of shored excavation construction stage analysis is as follows:
Import the CAD model for the targetedgeometry for analysis
Create surfaces & assign material properties
STEP 01
STEP 02
Auto-generate meshSTEP 03
e ne oun ary oa ng con ons
Define construction stages
STEP 05
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Define analysis cases & design optionsSTEP 06
Execute analysisSTEP 07
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[Workflow in SoilWorks]
Analyze results & generate reportsSTEP 08
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SoilWorks
Ground02. Overview
1. Overview of Shoring Wall Numerical Analysis
1. Overview of numerical analysis of shoring wallFor urban ground excavation, not only is the review of the stability of shoring wall required, but
the effects on the adjacent ground and structures ensuring their stability is also required.
In order to closely estimate the actual ground movement due to ground excavation in the process
of designing the shoring wall, accurate ground material properties and the interaction between
the shoring structure and ground must be reflected. In addition, the analytical model needs to
closely reflect the excavation sequence.
Analysis of shoring wall structures has been researched and improved over the years.
Depending on the application of external loads (soil pressure, water pressure, overburden, etc.)
and the inclusion of ground interaction, the analysis methods are classified as follows:
1) Classical analysis
This simplified method uses the apparent lateral soil pressures. It is widely used for analysis
of soil retention structures of shallow excavations in non-urban areas. The soil pressures are
based on empirical pressures of a rectangular or trapezoidal distribution pattern by Terzaghi-
Peck or Tshebotarioff.
2) Analysis by soil pressure theories
Deep excavations In urban areas are undertaken in close proximity to existing structures for
which accurate prediction of displacements of and stresses in the shoring wall structuresbecomes an issue. The classical method is an approximate approach for excavations within
15m in depth supported by temporary structures. Rather than using the apparent empirical
soil pressures, triangular soil pressures by Rankine-Resal or Coulomb are used to estimate
variable soil pressures relative to the displacements of walls from which forces in the
supports and displacements and stresses of the shoring walls are calculated. The elasto-
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plastic method is a typical analysis method using the soil pressure theories.
3) Analysis by ground-structure interaction
Ground-structure interaction analysis is carried out by the finite element and finite difference
methods. The finite element method is applied to large scale, deep excavations in the
design and construction of shoring wall and support systems. The method inherently
addresses the stresses and displacements of the shoring structures as well as the
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deformations in the surrounding ground and structures simultaneously. This method
calculates displacements and stresses reflecting the elasto-plastic behavior of ground and
interaction with the shoring wall and support structures, without having to apply separate soil
pressures. SoilWorks thus evaluates the stability of shoring walls through such interaction.
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SoilWorks
Ground02. Overview
2. Allowable Settlements of Structures
Allowable settlements for structures due to excavations are outlined in the tables 1 to 5 below.
From the structural point of view, differential settlements (or angular displacements) are more
detrimental to the stability compared to absolute settlements. As such, acceptable settlements
are focused on differential settlements.
For railway structures, the limits to the track deformation become the basis for acceptance for
operational safety and passengers comfort levels.
Classification Limits for damage
Structural damage Angular displacement /L > 1/150
Table 1. Limits for damage due to differential settlements in framed structures (Skempton &
Macdonald, 1956)
rc ec ura componen s wa oor amage
* L = Span, = Differential settlement between columns
Classification Spread footing Mat foundation
Table 2. Limits for damage in building structures (Building Code)
Angular displacement 1/300
Max differential
settlement
Clay 44 mm
Sand 32 mm
Total displacement
Clay 76 mm 76 ~ 127 mm
~
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Classification Settlement criteria
Table 3. Settlement proposed by Terzaghi
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Footings of same size founded
at the same locationMax diff settlement Max settlement (max max)
Footings of different sizes
founded at different elevations
Max diff settlement Max settlement (max max)
Max allowable differential settlement in (max max)
* max = Max allowable settlement: 1 in (25.4 mm)
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SoilWorks
Ground02. Overview
2. Allowable Settlements of Structures
Settlement type Type of structure Max settlement
Drainage facility
Entrance, exit
150 ~ 300 mm
300 ~ 600 mm
Table 4. Maximum allowable settlements of various structures (Sower, 1962)
o a se emen Possibility of diff. settlement: masonry, brick structures
Structural skeleton
Chimney, silo, mat
25 ~ 50 mm
50 ~ 100 mm
75 ~ 300 mm
Overturning
Tower, chimney
Loading goods
Crane rail
0.004 S
0.01 S
0.003 S
Brick walls of a building 0.0005 ~ 0.002 S
Differential
settlement
Structural skeleton of reinforced concrete
Structural skeleton of structural steel (continuous)
Structural skeleton of structural steel (discontinuous)
0.003 S
0.002 S
0.005 S
* S: Distance between columns or between two points
Table 5. Allowable differential settlement at rail levels of a structure supporting trains
Displacement
direction
Trainspeed
(km/h)
Dislocation
Bending angle (1/1000)
Parallel movement Bending
L < 30 m L 30 m L < 30 m L 30 m
70 9 9 9 9
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Vertical 2
110 7.5 9 9 9
160 5 6 6.5 7
210 4.5 4 5.5 4.5
260 3.5 3 4 3
70 6 6 6 6
oriaHorizontal 2
110 4 5.5 5 6
160 3 3 3.5 4
210 2.5 2 3 2.5
260 1.5 2 1.5 2.5 2
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* L: Distance between columns or between two points
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SoilWorks
Ground02. Overview
2. Allowable Settlements of Structures
Limit for structures sensiti
ve to settlements
Limit for visible overturnin ofhi hrise buildin s
Limit for partitions expected of first cracking
Limit for operating high level cranes
Limit for safety of buildings without any cracking
Limit for safety of buildings with structural
diagonals
Figure 1. Allowable angular displacements of structures (/L) (Bjerrum, 1963)
Allowable settlements and angular displacements of structures have been proposed by
Limit for partition walls or brick walls expected of s ignificant
cracks & general buildings expected of structural damages
numerous geotechnical engineers. SoilWorks provides the criteria proposed by Bjerrum
(1963), Skempton & MacDonald (1956), Sower (1962), Wilun & Starzewski (1975)and Boscardin & Cording (1989).
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SoilWorks
Ground02. Overview
3. Wall-Interface-Ground Modeling
The important aspect of simulating the ground-structure interaction pertains to whether or not theinterface between the ground and the structure is considered.
Interface Element is used to represent the behavior of the contact surface between identical or
different materials, which is a type of Contact Element. The types of Contact Element are
node-to-node, node-to-surface and surface-to-surface, out of which SoilWorks provides the
node-to-node type ofInterface Element. Interface elements In civil structures can be modeled
as 1) Weak Element between the boundary surfaces, 2) Link Element linking the boundary
surfaces, and 3) Zero Thickness defining rigid links between the boundary surfaces.
In modeling the interface elements at the shoring wall, the objective is to closely reflect the
behavior between the ground and wall surfaces by separating the behavior of the wall from the
behavior of the ground. Appropriate stiffness of the interface elements needs to be specified;
otherwise, overlapping interface elements or the failure of the nearby ground may be observed.
The appropriate stiffness may be determined by such references as Belytschco (1984), A
computer method for stability analysis of caverns in jointed rock., International Journal for
numerical method in Geomechanics, Vol.8, pp473-492.) and other technical literatures.
Finding appropriate stiffness of interface elements
Stiffness for interface elements is classified into the normal direction behavior (Kn) and the
tangential direction behavior (Kt). Finding appropriate values is important as convergence is verysensitive to the two values. SoilWorks uses the method by which the value of Kn is defined and a
Scale Factor is multiplied to obtain the value of Kt. The smaller modulus of elasticity of the two
materials in contact is used for the value of Kn first, and the concept of Virtual Thickness is
introduced to be consistent with the unit for the stiffness factor. A value in the range of1~0.1 for
the virtual thickness is used. The modulus of elasticity is divided by the virtual thickness through
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which the unit is changed to that of the stiffness factor. This also has a scaling effect in the
process.
No theoretical background exists for the range of the virtual thickness values. So it is
recommended that a empirical value of 1 be used, which results in the same value as the
modulus of elasticity, but having a different unit. If the modulus of elasticity of the adjacent
elements is defined to a very small magnitude, the effect of overlapping may severely develop in
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which case, a value of about 0.01 is recommended.
The value of Kt is obtained by multiplying the defined Kn value by a factor in the range of1~0.1.
If the nonlinear behavior ofCoulomb Friction needs to be defined for the interface elements,
Cohesion and Internal Friction Angle must be specified. It is recommended that the smaller value
of the two adjacent elements be multiplied by a Scale Factor in the range of1~0.1. Belytschco
1984 ro osed the ran e of Kn values to be 2 to 1,000 times the Ks. This shows that the
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values of Kn and Ks are widely varied and are dependent on experiences.
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SoilWorks
Ground02. Overview
4. Composition of Modeling
Excavation and construction of shoring wall will cause displacements at the ground surface andin the ground mass, which will in turn cause damages to adjacent structures. This tutorial will
investigate such displacements, the state of distribution of plastic zones and the effects on
adjacent structures. The model and the ground properties are as follows:
1) Composition of Modeling
Weathered rock
Pipes
Weathered soil
Alluvial layer1st stage of excavation
2nd stage of excavation
3rd stage of excavation
Soft rock
2) Material Properties
ompos on o mo e
Ground Properties
No Ground Type Model Type
Modulus of
Elasticity2
Unit Weight
(kN/m3)
Saturated
Unit Weight3
Poissons
Ratio
Cohesion
(kN/m2)
Internal
Friction
Angle
ls
(degree)
1 Alluvial layer Mohr Coulomb 8,000 17 18 0.35 15 20
2 Weathered soil Mohr Coulomb 36,500 18.5 19.5 0.33 17.5 31
3 Weathered rock Mohr Coulomb 150,000 21 22 0.3 50 33
4 Soft rock Mohr Coulomb 1,850,000 24 25 0.28 180 35.5
oria Structural Properties
NoStructure
TypeModel Type
Modulus of
Elasticity
(kN/m2)
Poissons
Ratio
Unit
Weight
(kN/m3)
Horizontal
spacing
(m)
Section
(m)
Design
Strength
(kN/m2)
1 Pipe Beam 230,000,000 0.3 24 1Rectangle
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. ,
2 H-Pile Beam 210,000,000 0.3 77 1.8 H: 298x201x9/14(mm)Yield:
240,000
3 Anchor Embedded
Truss200,000,000 0.3 77 2.7 Area: 0.00039484(m2)
Yield:
1,570,000
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SoilWorks
Ground
1. Start SoilWorks / Import File
03. Set Work Environment & Define Material Properties
Select the SoilWorks execution icon from the desktop.
1. Project Manager > select Ground
2. Set the units for defining the initial variables to kN, m, sec and click
Import a CAD file, which has been prepared for the analysis geometry.
SoilWorksprovides 7modules,
Ground, Slope, Rock, Soft
Ground, Foundation, Seepage
andDynamic.
. .
4. Click the Construction Stage Analysis of Shored Excavation
5. .dwg file and click
6. Key in the command window Z (zoom) > e (Extents) and check the model data.Copy (Ctrl+C) the model
data on CAD and paste
(Ctrl+V) it in SoilWorks. 2
1
4
3
ls5
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[Starting SoilWorks & Importing geometry]
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SoilWorks
Ground03. Set Work Environment & Define Material Properties
2. Define Ground Properties
From the Main Menu, select Model > Property > Ground Material Property(command: gm)
1. Click
2. From the ground parameter DB, select 1.1 Schist#1.
3. Select Alluvial Layer, Weathered Soil, Weathered Rock, Soft Rock.
The command entered
in the Command
Window may be used to
directly invoke the menu.
.
5. Click
1
2
5
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SoilWorks
Ground03. Set Work Environment & Define Material Properties
3. Define Structural Properties
From the Main Menu, select Model > Property > Structural Property
(command: sp)
1. Enter Pipe in Name.
2. Select Beam from the Element Type selection.
3. Section Shape: select Rectangle
The section dimensions
are used to automatically
calculate the section
stiffness data.
4. Section Data tab > H dimension: enter H=0.03, B=1
5. Click
6. Material Data tab > Modulus of Elasticity: enter 230,000,000
7. Material Data tab > Poissons Ratio: enter 0.3
8. Material Data tab > Unit Weight: enter 24
9. Click
10. Enter H-Pile in Name.
11. Standard: select NONE, Horizontal Spacing: enter 1.8
12. Section Shape: select H
13. Material Type: select Steel
14. Section Data tab> H: enter 0.298, B1: enter 0.201, tw: enter 0.009, tf1: enter 0.014
15. Material Data tab> Modulus of Elasticity: enter 210,000,000, Poissons Ratio: enter
SoilWorks contains
section database from
which the user may
select standard sections
materials.
0.3, Unit Weight : enter 77 and Yield Strength: enter 240,000
16. Click17. Enter Anchor in Name.
18. Member type: select Embedded Truss
19. Standard: select NONE, Horizontal Spacing: enter 2.7
20. Section Shape: select Strand
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21. Section: select User Defined
22. Material Type: select Strand
23. Section Data tab> Area: enter 0.00039484
24. Material Data tab> Modulus of Elasticity: enter 200,000,000, Poissons Ratio: enter
0.3, Unit Weight : enter 77 and Yield Strength: enter 1,570,000
25. Click
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26. Click
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SoilWorks
Ground03. Set Work Environment & Define Material Properties
3. Define Structural Properties
1
2
3
4 5~ 6 8~
9
10
12
1114
15
16
13
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18
17
20
19
23 24
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25 26
21
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SoilWorks
Ground04. Modeling
1. Create Surfaces & Assign Material Properties
Create surfaces to which material properties will be assigned prior to creating mesh.
SoilWorks automatically
generates surfaces
enclosed by curves.
Ground properties can
From the Main Menu, select Geometry > Create > Smart Surface
(command: ss)
1. From the work window, select the Alluvial La er domain.
Assign ground and structural properties to the created surfaces.
e en ass gne o e
created surfaces by
Drag & Drop before
meshing the surfaces.
2. WorksTree > Material Property > Ground Property > drag & drop Alluvial layer into
the work window.
3. From the work window, select the Weathered Soil domain.
4. WorksTree > Material Property > Ground Property > drag & drop Weathered soil into
the work window.
5. Similarl re eat the ste s from 3 to 4 and assi n the ro erties to Weathered Rock &
Soft Rock.
6. From the work window, select the Pipe domain.
7. WorksTree > Material Property > Structural Property > drag & drop Pipe into the work
window.
8. From the work window, select the H-Pile domain.
9. WorksTree > Material Pro ert > Structural Pro ert > dra & dro H-Pile into the
~1 9
work window.
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Weathered Rock
Soft Rock
Weathered Soil
Alluvial Layer
Pipes
H-Pile
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[Assign Ground & Structural Material Properties]
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SoilWorks
Ground04. Modeling
2. Generate Mesh
Using the surfaces assigned with material properties, mesh is generated.
SoilWorks provides
mesh density control in 3
levels. The denser the
mesh, the more accurate
From the Main Menu, select Model > Mesh > Smart Mesh (command: sm)
1. Density > select Very Fine Element.
2. Check on the option Register each Mesh Set by Domains.
3. Clickresu s w e o a ne .
4. Check the generated mesh.
5. Re-define the mesh set names in WorksTree.
1
2
3
4
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[Generated Mesh]
When changing the material properties, use the
5
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Selection Filter ( ) and select the elements or
element mesh sets and drag & drop the material
properties or structural properties to be changed
from the WorksTree into the work window.
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SoilWorks
Ground04. Modeling
3. Create Anchor Elements
Model anchors for ground excavation.
From the Main Menu, select Model > Element > Create Element
1. Mesh Set: enter Level 1 Free-stress Length
2. Element Type: select Embedded Truss Element
3. Referring to the model on Page 9, select the two nodes individually from the diagram and
create the element.
4. Mesh Set: enter Level 1 Anchorage Bond Length
5. Referring to the diagram below, select the two nodes individually and create the element.
6. Similarly repeat the steps from 1 to 5 to create Level 2 Free-stress Length Level 2
Anchorage Bond Length
(In order to stress the free-stress length, the mesh sets for Free-stress Length and
Anchorage Bond length are separated.)
1 4
2
ls3
Level 1 Free-stress Length
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Level 2 Free-stress Length
Bond Length
Level 2 Anchorage
Bond Length
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SoilWorks
Ground04. Modeling
4. Create Interface Elements
Create interface elements between the ground and the shoring wall.
From the Main Menu, select Model > Element > Interface Element
1. Method: select Create from Truss/Beam Elements
2. Select the beam elements of H-Pile.
3. Select Property Wizard to reflect the interface element properties by automatically
considering the properties of the surrounding ground.
4. Click , specify Virtual Thickness Factor: 0.5 &
Strength Reduction factor: 1
5. After clicking , enter Mesh Set name: Interface
6. Check on Create Rigid Link automatically
7. Check on Addition of Mesh Set for Interface Elements
8. Click
41
2
3
6
7
4
ls
8
2
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SoilWorks
Ground04. Modeling
5. Define Loading Conditions
Specify the road overburden load.
From the Main Menu, select Loads | Boundaries > Loads> Pressure Load
(command: pl)
1. Enter Overburden Load in Load Set.
2. Select Object > Type: select Element Boundary Curve and select the element
surface.
3. P1: enter 13 kN/m2 and click1
22`
3
3
[Input Loading Conditions]
Specify prestress load for the anchors free-stress lengths..
From the Main Menu, Load | Boundaries > Load > select Prestress (command: psl)
1. Enter Level 1 Prestress in Load Set.
2. Select Truss Element Type in Element Type
ls
3. Select 1 element representing Level 1 Free-stress Length.
4. Enter 220 kN in axial Force and select Pretension
5. Click
6. Similarly repeat the steps from 1 to 5 to define Level 2 Prestress
1 6
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3
2
3
4
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[Input Prestress]
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SoilWorks
Ground04. Modeling
6. Define Boundary Conditions
Define boundary conditions to the generated mesh.
From the Main Menu, select Loads | Boundaries > Boundaries > Smart Support
(command: as)
1. Enter Boundary Condition in Boundary Set.
2. Check on Consider All Mesh Sets
3. Click
1
2
3
ls
[Created Boundary Conditions]
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SoilWorks
Ground05. Analysis
1. Define Construction Stages Define Stages
From the Main Menu, selectAnalysis | Design > Construction Stages > Construct ion
Stages (command: cs)
1. Select Add Construction Stage
2. Number: enter 5 for the number of stages.
3. Click
The construction stages
consist of Original
4. Select Construction Stage 1, enter Original Ground in Name & check on Initialize
Displacement
5. Click
6. Select Construction Stage 2, enter Install Structures in Name & check on
Initialize Displacement
7. Click
Ground > Construction
of adjacent structures &
Loading > Level 1
Excavation > Level 1
Anchor installation >
level 2 Excavation >Level 2 Anchor
installation > Level 3
8. Select Construction Stage 3, enter Level 1 Excavation in Name
9. Click
10. Select Construction Stage 4, enter Level 2 Excavation in Name
11. Click
12. Select Construction Stage 5, enter Level 3 Excavation in Name
13. Click
Excavation.
14. Click
2
3
ls
4 ~ 113
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SoilWorks
Ground05. Analysis
2. Define Construction Stages Define Stage Models
Define models boundar conditions loadin s etc. for construction sra es to be used in anal sis., , , . .
Continue from the previous page, after clicking1. Stage: select Original Ground
2. Drag & drop Ground (Alluvial layer, Weathered soil, Weathered rock, Soft rock) &
Link element Mesh Sets, Boundary Conditions and Selfweight into Activated
Data the Current Stage.
SoilWorks provides
Tree Style & Table
Style for data input for
.
4. Stage: select Install Structures
5. Drag & drop Pipe inside & Link element into Deactivated Data at the Current
Stage and Pipe, H-Pile, Interface Elements & Overburden Load into
Activated Data the Current Stage.
6. Click
.
.
8. Drag & drop Level 1 Excavation Alluvial layer into Deactivated Data at the
Current Stage and Level 1 Free-stress Length, Level 1 Anchorage Bond Length
& Level 1 Prestress into Activated Data the Current Stage.
9. Click
1 3
2
ls
4
5
6
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8
9
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SoilWorks
Ground05. Analysis
2. Define Construction Stages Define Stage Models
10. Stage: select Level 2 Excavation
11. Drag & drop Level 2 Excavation Top Weathered Soil & Level 2 Excavation
Lower Weathered Soil into Deactivated Data at the Current Stage and Level 2
Free-stress Length & Level 2 Anchorage Bond Length Mesh Sets & Level 2
Prestress into Activated Data at the Current Stage.
SoilWorks provides
Tree Style & Table
Style for data input for
12. Click
13. Stage: select Level 3 Excavation
14. Drag & drop Level 3 Excavation Lower Weathered soil~Soft rock Mesh Sets into
Deactivated Data at the Current Stage
15. Click
16. Click
.
10
11
12
ls
13
14
15
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SoilWorks
Ground05. Analysis
3. Define Analysis Cases
From the Main Menu, selectAnalysis | Design > Analysis Control > Analysis Case
(command: ac)
1. Click in Define Analysis Case.
2. Enter Shoring Wall Construction Stage Analysis in Name.
.
4. Select Analysis Control Data
5. Check on Initial Stage for Stress Analysis & select Original Ground
6. Check on K0 Condition
7. Click
8. Click
.
1
5
6
2
3
4
9
ls7
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SoilWorks
Ground05. Analysis
4. Define Design Options
Define the design options to be used for report generation.
From the Main Menu, selectAnalysis | Design > Design and Report Control > Design
Option
1. Under the Adjacent Structure tab, select User Defined for the allowable displacement
management standard.
2. Select the Allowable Angular Displacement and enter 750 in the input box.
3. Click
1
2
[Define Design Option]
3
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SoilWorks
Ground05. Analysis
5. Define Design Members & Adjacent Structures
Define the adjacent structures to be used in the report.
From the Main Menu, selectAnalysis | Design > Design and Report Cont rol > Adjacent
Structures
1. Under the Adjacent Structure tab, enter Pipe 1 in Name.
2. Construction Stage: select Level 3 Excavation
3. Below Construction Stage: select Curve
4. Select Curve representing Pipe 1.
5. Check on Flexural-Axial Stress, Shear Stress & Axial Force
6. Click
7. Under the Adjacent Structure tab, enter Pipe 2 in Name.
8. Select Curve representing Pipe 2.
9. Check on Flexural-Axial Stress & Shear Stress
10. Click
11. Click
1
5
3
2
4
ls
6
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[Define Design Option]
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SoilWorks
Ground05. Analysis
6. Analysis
Using the analysis cases, perform analysis and report generation.
From the Main Menu, selectAnalysis | Design > Run > Analysis / Report
(command: ra)
1. Check on Shoring Wall Construction Stage Analysis & Report for Structures
Adjacent to Tunnel
Any data generated
during the process of
2. Click analysis is displayed at
the bottom of Analysis &
Report Execution
Manager. Especially,
use caution when
Warnings appear as theanalysis results may be
erroneous. Analysis
1
data is saved in a text
f ile format in .OUT file in
the same folder as Save
file.
2
ls
na ys s epor
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Ground06. Results Analysis & Report Generation
1. Analysis of Results
Check the deformed shape of the ground due to construction stages.
From the Post Tree, select Shoring Wall Construction Stage Analysis > Level 3
Excavation > Displacement > Vertical Displacement (DX(V))
1. From the Main Menu, select Results > View Results > Table
2. In order to check the top point of shoring wall, enter the node number of the left side of
Node numbers can be
checked in WorksTree,
the top point of shoring wall.
3. Stage/Step: select all the stages.
4. Click
5. Check the ground settlements by stages in a table. (Can be exported to Excel)
6. Check the horizontal displacement with construction stages by Export To Graph
Mesh Set > View
Labels > Node ID.
2
[Vertical Displacement at the last stage]1
3
5
ls
2
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[Check the Table Results of ground settlements and Export To Graph]
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Ground06. Results Analysis & Report Generation
1. Analysis of Results
Check the forces and relative displacements of the interface elements.
1. From the Post Tree, select Shoring Wall Construction Stage Analysis > Level 3
Excavation > Interface > Interface 1D Element Normal Traction (Tx)
2. From the Post Tree, select Shoring Wall Construction Stage Analysis > Level 3
Excavation > Interface > Relative Displacement of Interface 1D Element in the
Normal Direction (dDx)
1
n er ace orces n orma
Direction at the last stage]
2
[Relative Displacements in
Normal Direction at the last stage]
ls [Interface at the last stage]
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Ground06. Results Analysis & Report Generation
2. Report Generation
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[ Check Stress of Neighboring Structure ]
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SoilWorks
Ground07. Analysis Guide
This tutorial has reviewed the effects on existing adjacent structures and shoring wall member
forces as the ground excavation advanced.
In order to predict the behavior of shoring wall and secure its stability, elasto-plastic methods
have been developed and commercialized. Such methods however have limitations to accurately
simulate the interaction among shoring wall, ground and adjacent structures. As an alternative,
the use of the finite element method is now becoming important.
For shoring wall analysis, SoilWorks enables the user to closely reflect the physical state of the
ground, material nonlinearity, anisotropy and the state of the original ground stress in conjunction
with the use of various material models and higher order elements. In addition, interface
elements between the shoring wall and the ground are inserted in the analytical model to closely
reflect the true behavior of excavation.
Through the tutorials related to the Ground module including construction stage analysis, the
following is composed to understand the workflow of shoring wall analysis and tunnel numerical
analysis:
1) Effects on Adjacent Structures due to Tunnel Excavation
2) Parallel Tunnel Analysis using the K0 parametric variable
3) Main Tunnel Lining Analysis
4) Seepage-stress coupled analysis
ls
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