Numerical Analysis of Tunnel System Impacts on Concrete Pipes Using RS3 FEM Software

This report discusses the impacts of tunneling on concrete pipes and the simulation of the design using RS3 FEM software. The report includes the design of the tunnel system, simulation for two different inclination angles, and comparison of results for concrete and aluminum pipes.

2018
PERFORMANCE OF PIPELINES DURING TUNNEL EXCAVATION

ABSTRACT
The numerical analysis of the tunnel system was carried out to analyze the impacts of the
tunnel on the pipes. The pipe material selected for this analysis was concrete. Here the
simulation was done by RS3 FEM software. It provides the feature to develop the design for
the simulation. Here there are two cases are simulated. Both the two cases have same
elements as well as, material properties. But the orientation of the pipe and tunnel only
changes. In the first case, the tunnel, as well as pipe, is placed perpendicular to each other. So
the angle between the pipe as well as the tunnel was 90degree. In the second case, the pipe
and tunnel are in the inclined orientation. And the inclination angle was 60 degree for the
second case. Here both cases are simulated as well as appropriate graphs are plotted. This
graph gives the details about the simulation results. In this report, the results are particularly
generated for the concrete pipe material. After the simulation process, the result for the
concrete as well as aluminum was compared.
TABLE OF CONTENTS
pg. 1

1. INTRODUCTION..............................................................................................................4
2. RESEARCH PROCEDURES.............................................................................................6
3. AIM OF THE PROJECT....................................................................................................8
4. LITERATURE REVIEW...................................................................................................8
5. COMPARISON BETWEEN VARIOUS FEM SOFTWARES.......................................11
6. RS3 INSTALLATION PROCEDURE.............................................................................13
7. FINITE ELEMENT MODELING....................................................................................14
7.1 Discretization.............................................................................................................15
7.2 Shape Function Selection..........................................................................................15
7.3 FEA Equation Generation.........................................................................................15
7.4 Develop the Global Matrix........................................................................................16
7.5 Solution......................................................................................................................16
7.6 Results.......................................................................................................................16
8. RS3 MODEL DEVELOPMENT......................................................................................16
8.1 Case 1........................................................................................................................17
8.2 Case 2........................................................................................................................24
9. COMPARISONS BETWEEN RS3 MODEL RESULT OBTAINED AND RESULTS
OF LITERATURE REVIEW ATTACHED............................................................................33
10. RESULT DISCUSSION...............................................................................................34
11. CONCLUSION.............................................................................................................34
REFERENCES.........................................................................................................................35
pg. 2

TABLE OF FIGURES
Figure 1 Research procedure......................................................................................................6
Figure 2 Stages involved in the FEA design............................................................................15
Figure 3 Schematic diagram for case 1....................................................................................17
Figure 4 Pre settings-Case 1.....................................................................................................17
Figure 5 Tunnel Profile- Case 1...............................................................................................18
Figure 6 Pipe profile creation- Case 1......................................................................................19
Figure 7 Soil Boundary creation- Case 1.................................................................................20
Figure 8 Mesh creation- Case 1...............................................................................................21
Figure 9 Material Property dialogue box- Case.......................................................................21
Figure 10 Calculation- Case 1..................................................................................................22
Figure 11 Sigma 1- Case 1.......................................................................................................22
Figure 12 Strength Factor- Case 1...........................................................................................23
Figure 13 Volumetric Strain- Case 1.......................................................................................23
Figure 14 Major Principal Strain-Case 1.................................................................................24
Figure 15 Schematic diagram for Case 2.................................................................................24
Figure 16 Tunnel Profile-Case 2..............................................................................................25
Figure 17 Pipe Profile- Case 2.................................................................................................26
Figure 18 Boundary Generation- Case 2..................................................................................26
Figure 19 Meshing- Case 2......................................................................................................27
Figure 20 Material Property Assigning- Case 2.......................................................................28
Figure 21 Loading- Case 2.......................................................................................................28
Figure 22 Constrains- Case 2...................................................................................................29
Figure 23 Calculation – Case 2................................................................................................29
Figure 24 Strength Factor – Case 2..........................................................................................30
Figure 25Volumetric Strain – Case 2.......................................................................................31
Figure 26Major Principal Strain – Case 2................................................................................32
Figure 27 Result comparison...................................................................................................33
pg. 3

1. INTRODUCTION
To avoid the problems related to underground structures we need to design very
carefully. Because it involves the lives of many human beings. So we must ensure the safety.
Before going to implement the actual design we need to test and verify the design. But there
was a big problem involved in the testing process. These structures are relatively too large as
well as highly costlier one(Yoo, 2014). And also there is a risk involved in the manual
testing. So before the manual testing, we need carry out the simulation of the design. That is
the best technique to test that kind of structures. Here we can able to simulate the real loading
and its effect on the structures. For that purpose there are many software tools are available in
the market. But the RS3 software was most widely used for this purpose. In this project, we
are going to study the various types of tunnels and its materials. And also the effects of the
tunnel evaluation studied. After that we need to develop the tunnel design. Then the design
was simulated by using the RS3 software. Also, the basic outline of the tunnel structure was
described for the better understanding (Mu, Huang & Lian, 2013).
The tunnels and channels are classified into four stages. It is most probably build upon
on the materials terminated. They are all made by the gap in soft ground, be contained of soil
and very weak rock; hard rock; soft rock, corresponding shale, chalk, and friable sandstone;
and subaqueous. These are 4 types of the ground pillar, nearly all channeling performances.
However associate undoubted basic agenda: enquiry, revealing and tangible transport, ground
support, and environmental control. Likewise, basic approaches are shared for mining and
civil engineering projects. But differ in plan approach toward performance. They all payable
to their various reasons. Most of the mining channels are designing for low-cost non-
permanent usage during ore dig(Ozcelik, 2018). Even though the developing passion of
surface holders for valid defense against subsequent channel collapse. Due to this, it can be
able to change. By difference, most of the civil engineering and public works channels are
mingled and extended human residency plus full defense of all channels. In geologic state
play the superior role in ruling the character of construction methods. It basically of various
designs (Bekmirzaev, 2015). Actually, channeling background is padding with the
illustration. In which an unexpected experience with predicted rules. It caused long
termination for changes in establishment methods, in design, or in both. It is with proceeding
great enlarges in cost and time. In this analysis, there is some difficulty situation containing
pressure, compression, underground water discharge and goes on.
pg. 4

This was solved by a software technique named RS3 by its finite element analysis.
Finite element method is a 3D analysis programming and support to solve the major problem
in geotechnical. RS3 is the different modeling and analysis the problem. Its strength is: tunnel
digging, tunnel complex designing different stage and it has modeled for rock soil also.
Digging (excavation) outline groundwater digging like cave digging, mine digging. Surface
digging is used for making a large hole in mine and for constructing base strongly,
embankment, enhances systems, hang on a wall, slopes and more(Ivor, Staš & Schneider,
2016). Digging (excavation) enhances complex and support system for groundwater
otherwise surface digging by using beams, bolts, sheet pile walls, steel sets, liners, fore poles,
soldier piles. For groundwater modeling, 3D underground seepage method is used and
enhances fixed state either transfer finite method analysis. It works with 3D flow limit area
situation, completely designed with digging and stress analysis. In this project, the analysis
work was carried out to identify the best-suited conditions among the two given alternatives.
At first, we need to do the analysis for the first condition (Paullo Muñoz & Roehl, 2017). For
that, we need to design the slope in the tunnel position. And the slope angle was 90 degree
between the developed tunnel and the pipeline. The second condition was similar to the first
condition but her we need to change the angle between the tunnel and pipeline from 90
degrees to 60degree(Cai, 2012). After the development stage, we need to carry out the
simulation in the same software used for the design. Then all the results, as well as graphs,
are showed need to be generated. Also, the plot of the net effective-stress, as well as overall
displacement graphs, is plotted. These graphs are used to quick analyzing purposes. Plots
give the better understanding than the setoff values or any tables. So they are highly
preferable.
pg. 5

2. RESEARCH PROCEDURES
Any research activity that needs to follow the setoff procedures, as well as
methodologies, are followed to effectively carry out any research activity. This set of
procedures are described in the below context. The various stages involved in the research
work was described in the below context work was described in the below context. The
flowchart that shows the various steps are given below.
Figure 1 Research procedure
The above given flowchart gives the overview of the process carried out in the
analysis process. The detailed explanation of the each steps are described below.
Problem Identification
This is the initial stage of the process. This involved in the initial problem
identification process. Here the main objective was to find the problem and its causes. They
are very essential to solve the problem(Akhaveissy, 2011). The solution of the problem was
founded when we know the root cause of the problem. In our case, the pipe was deformed
when the tunneling operation was carried out. This is the main problem of the tunneling. But
we need to carry out the tunneling operation to ensure the sustainability of the system. So we
pg. 6
Problem Identification
Literature Survey
Problem definition
Analysis of
alternatives
Alternative selection
Excecution
Checking

need to find the methodology to reduce the impacts of the tunneling operation by the use of
some kind of analysis.
Literature Survey
The literature survey was the widely used technique in all the research works. This
process involves the reviewing process of the past work carried out for the same problem.
This process was mainly carried out to know about the different parameters about the project
(Suzuki et al., 2004). From this analysis, we can able to find the different alternative solutions
regarding the problem. This helps to develop the effective solution for the problem. This
process gives the overview of the problem.
Selection of alternatives
Each person has the different perspectives so the same problem that has many
alternative solutions. Every solution has its own pros as well as cons. These solutions are
identified form the past works and research on the problem. For our problem, there are two
major alternatives (Sharma, Hefny, Zhao & Chan, 2001). Among the two alternatives, we
need to select any one. The selected alternative must be best suited to the problem. They are
described in the next topic. For our case, the best-suited alternative was numerical analysis
method. Because that provides the solution within the minimal cost with higher precision.
Planning
After selecting the best-suited alternative we need to develop the best plan of action it
is the very necessary step in the process of solving the problem. In this stage, we need to
develop the clear sequence of the steps to solve the problem. In our case, the planning process
involved in the solution as described below (Oreste & Dias, 2012). At first, we need to
develop the outline design of the system. After developing the rough outline we need to
develop the geometric design of the software. That is developed by using the RS3 software.
By using this software we need to develop the actual constraints and the simulation works.
That was the next stage. After that, we need to develop the various results as well as graphs.
Then we need to compare the results obtained from this result as well as the previous results.
They are described in the below context.
Execution
It is the main process involved any research activity, this process gives the results for
all the work carried out on the problem("Excavation of Japan’s largest shield tunnels in the
pg. 7

heart of Tokyo Metropolitan area - the Nishi-Shinjuku Tunnel", 2004). Here we need to
implement the plan to achieve the desired results. Here the developed plan was the guidelines
for the actual process.
Checking
This is the final stage of the process, after this process, the research work started again
from the first. This process involves the controlling activities in the process. Here we need to
measure the actual process and compare it with the plan. We need to calculate the deviations
in the actual plan vs. actual process outcomes. The corrective actions were taken based on the
deviations measured during this stage.
3. AIM OF THE PROJECT
The main objectives of the project were listed in the below context. So we need to
accomplish the below-given objectives.
• To study the basic tunneling and its impacts.
• To develop the design of the tunnel system.
• To simulate the developed design for the given conditions.
a. For the inclination angle of 90 degrees.
b. For the inclination angle of 60 degrees.
• Generate the graphs and plots for the simulation.
4. LITERATURE REVIEW
‘‘Boonyarak.T carries out the research to analyze the effects of constructing the new
tunnel nearer to the pipes and tunnels. And he found that the new tunnel construction causes
the deformation in the existing tunnels. The new tunnel construction develops the stress on
the existing tunnel or pipelines (Sharma, Hefny, Zhao & Chan, 2001). The developed stress
causes the strain on the pipes or tunnels. That also leads to failure of the tunnel or pipeline
system. Which was found in the research? To found these results he carried out the 3D
simulation of the tunnel system. From this analysis, he founded that the deformation was
measured as .3% in the diameter of the existing system by the construction of the new
system. The new construction acts as a load to the existing system. In the vertical direction of
the tunnel or pipes, the deformation was high. It is the conclusion given by him from his
research work.
pg. 8

In this the problematic issues of tunnel digging with pipelines where discussed
according to 'Jiangwei Shi'. When tunnel digging takes the stress that it changes the
importance of the ground soil and disturbs the nearby pipelines. When he analyzes before few
years tunnel pipe crossing issues is like the stage struggle difficulties and his target is based
on pipelining crossing the tunnel vertically. After his analysis, he handles the centrifugal test.
That is based on the inserting the pipelines in a different way according to the direction of the
pipeline. For e.g. when the tunnel is in (1.25diameter) distance from pipeline then that
reduced the interaction of pipe. Most of the issues can be deducted when tunnel cross
vertically and at the same time the problem arises on upon the tunnel centerline.so when that
is crossed the tunnel at the angle of 60degree the destination will be changed. These are the
problem faced in digging. In this analysis, he used the aluminum as well as steel pipes.
Because they are the common materials used to build the pipes. They also provide the better
strength as well as life. He used the numerical analysis as well as experimental methods for
this problem. For his analysis, he makes the prototype of the system for experimental setup.
This is the most convenient method for the analysis. Because we can’t able to measure the
actual parameters of the tunnel. Due to very huge size. That’s the reason for using the
prototype model. Prototype means the miniature of the actual element. That has all the
functional elements of the actual element. The prototype was made by the same material used
in the actual model. Here the pipe was attached with the serious of strain gauges, to measure
the actual strain caused by the tunnel. This system effectively measures the strain caused by
the tunnel. For measuring the strain of the system he used the LVDT sensor. These sensors
have the good decent accuracy. Form the research work he found that the tunneling action
creates the large amount of stress on the existing pipes and the structures. That causes the
deformation of the pipes and structures. Also he found that the tunneling action carried out on
the same direction of the pipe line. This is the reason for the maximum deformation on the
pipe. So he suggested that the inclined pipe system provides better results.
‘Mr.Wei’ is using a small shot of calculation on tunnel development. He is using a
procedure for the arrangement on deposal of soil. According to Winkler justification the
design for subway pipelines endangerment. The formula for this is process assigned by
Tunnel plane spacing L, Soil loss ratio ηl/ηf, Pipeline requirements, and Pipeline depth h. At
last, the soil disposal changes the reaction of the problem changes by straight spacing and
makes the changeover in the endangerment of soil disposal. This gives the edge value of the
pipelines importance effect and shape of the curve and changes the ratio. This calculation
pg. 9

comes across the major problems in tunnel developments. By using this formulated reaction
the range of the subway pipeline will come to an end. A tunnel as it only interrupts vertically.
‘VORSTER’ governs an experiment on cylinder pipeline in North India in 3 different
ways. They are observing of a stimulating high diameter, Numerical analysis and Comprising
centrifugal modeling. This is executed mechanism of soil leading intersection of tunnel
pipeline development. By doing this the people who struggle in traffic problems get a great
relief. The main reason for this tunnel digging is for controlling these problems. But when
these tunneling process takes place lots of problems and changes taken over underground
format in that the main problems are soil disposal and pipelining (Kim, 2014). After the
problem analysis, the tunnel is designed. Improved the higher and lower accurate with the
width parameter K. That sinks with the underground condition. They loss the green field
logic and convince volume with different closeness and deep to connect pipelines. The design
scale is 1:75 widths the high diameter in Cambridge separator. In this, the performance of
pipeline number of local and global developments and pipeline sectional varieties are
affected. They are subsequent pipeline performance, relative pipelines, and soil inflexibility.
So the damaged ground is equalized distance of pipelines. This process is formulated with the
basic balanced pipeline model. When both soil inflexibility and pipelining are changing its
comfort zone according to the formalized sector that is based on green are an underground
act. After the long examination of the pipeline performance, the information of the field says
that pipelines in ground reactions may change its performance. While starting it acts normal
pipeline but it can connect each other and modify its state. The lesson of tunnel and pipeline
can notice by the sensors action during developing stage in the derivation of centrifuge
analysis and analytical designing the design was initiated. During tunneling that it the critical
to stop the process. As per the problem of the inflexibility of soil and pipelining the according
to the model.
According to the study of ‘Yong Tan’, his analysis says about the metropolitan tunnel
where huge construction building is closeness to the metropolitan area and hidden pipelines
in the closeness. In the process of digging (excavation) it is carried out by the rigid cemented
layered wall covered by pipes. The viewed behavior contains ground suitable, deviation of
diaphragm wall and construction & advantage of the pipeline. It is viewed daily on the
construction of the area on Wall deflection, Rates of deflection and more. For those huge
steel cemented construction building basement are strongly provided and for brick based
construction schematic basement is provided (Son, 2014).
pg. 10

On the Douglas, Honegger research says about the general rules for the system of
designing gas pipeline and oil. Since 1984 there is no document for this. In 1984 American
civil department engineers took the research on PRCI by two members.PRCI is a project on
Pipeline Research Council International, Inc. most of the civil engineers give their support for
seismic design (Madryas, Kolonko, Szot & Nienartowicz, n.d.). A Project was started on
pipeline seismic design with general rule on the motivation of including new techniques in
recent engineering and files are stored daily for the new report. The report given by two
researchers group is used in this project for the reason of up-to-date knowledge about
Pipeline nature, Seismic analysis of hazard and Method of analyzing.
According to the Radon, IVANOV study gives the PVC pipeline frequently get cause
due to connection disjoint on the basis of the earthquake disaster. It is huge cause when pipes
interconnect. A dealing analysis for full causes of hidden pipelines was created. The body of
the pipe is designed by line elements and plastic attachments are provided for plastic
distortion. In the ground pipes interconnection, the plastic is designed by elastic pipes. On the
basis of data test, the program is checked.
The limitation importance affect the pipeline character such as pipe wide area, rigid of
soil, wrong connection place and vulnerability diagram for these are given and cause of loss
is recognized (Wang, Jin & Ouyang, 2013). At cause of failure, an easy format of fault
mistake is given. For each angle ranges, there is a definite reason in this. The mistake of
crossing place and soil rigidness capacity are small. The reason for cause occurs on the
measurement of condensation and pull out on the specific part in pipes (Zhou et al., n.d.). The
range of endangerment is 75% failure and it can vary and 90% is added to avoid damage. The
difference between compression and failure mistake is ten times larger (Vipulanandan &
Ortega, 2005).
5. COMPARISON BETWEEN VARIOUS FEM SOFTWARES
Real 3d
The Real 3d analysis was also used for the simulation works. This is one of the reliable FEM
software. Many of the civil engineers, as well as the scientist widely, use this software to the
numerical analysis (Zhao, Li & Liu, 2011)(Kim, 2014). This software was bundled with the
pg. 11

many features like numerical computational features. This software provides the higher
accuracy when compared to the other software tools used for the same purpose. But the same
time it also has some complications. But they try to solve those complications without
affecting the program.
RS3
RS3 is known as a software used for the analysis of structure by the way of three
dimensional. And this software mainly used for the design such as a tunnel, groundwater and
surface. And it provides the feasible to the actions. And it keeps the model of soil and this
model has various types. And these models allocated to various regions. And it had the
components such as piles and beams. And the completion of analysis stage makes the
software to make a vision in the three-dimensional view.
ROCDATA
ROCDATA used as a tool to analyze the data about rock and soil and also used to
analyze the physical components. And it describes the components such as linear and non-
linear type. And it used as the model to get the analysis of the data strength. And this kind of
data is used as the input and used to describe the properties. And it includes the database for
the application. And it is used as the program and it makes the easy way for the user to
analyze the data.
RS2
RS2 is known as a software used for the applications, design, and analysis related to
the project and it is used to analyze the tunnels by the kind of models. And it has many
options to the model and in that it describes the process in terms of interaction. This software
is the tools used to make the design such as linear for the use of safety issues. And it had
various features to analyze the data. And here the need is less for the program to support the
activities in the software. And the analysis is made using this kind of software for soil.
ROCPLANE
Rocplane is known as a tool in the kind of software used to the part of the analysis
and used in the design section also. And also it used to make the models and provide the
pg. 12

output. And it had several features to support the analysis. And it had several functions for
the analysis output and this plane is used to make a report and drawings.
Among this software, the RS3 software was best suited for our requirement. So that
was selected for our analysis.
6. RS3 INSTALLATION PROCEDURE
RS3 installation procedure was detaily explained in the below context. First, we need
to download the RS3 software file from the ROCSCIENCE website. They provide the free
trial version for the academic usage. We can also buy the student license from their site. They
provide the offer for students. They discount nearly 50 percent of the money for the students.
After buying the software we need to install this software. that is showed in the below
context. First, we need to unzip the file downloaded. Then we need to run this software as the
administrator. After that, it shows the license dialogue box. This box contains two options
like yes/no. we need to press yes to proceed the further steps. This process was showed in the
below figure.
After that, the software installation wizard will showed on the screen. Then we need
to click next to proceed the further steps. It was shown in the below figure. It also contains
the user agreement.
pg. 13

Then we need to select the installation location. This is the default location where the
RS3 files are stored. That was shown in the below figure.
After the sequence of steps, the installation process was completed.
7. FINITE ELEMENT MODELING
FEM analysis was the most widely used method for analyzing the structural as well as
CFD analysis. This method was carried out for optimizing the design as well as ensure the
pg. 14

basic safety of the system (Tang, Najafi & Ma, n.d.).The general procedures for the FEM
method were described in the below context. That is applicable for all the analysis as well as
simulation process carried out by using the FEM method. For carrying out the FEM analysis
we need to follow six steps (Mao & Xia, 2012). A flowchart showed in the figure for the
better understanding of the steps involved in the FEM technique.
Figure 2 Stages involved in the FEA design
7.1 Discretization
This is the first and initial step involved in the FEM techniques. This is the process of
splitting the one single element into the many small elements. In this discretized parts we
need to apply governing equations as well as boundary conditions. By this process, we can
get the higher accuracy on the simulation (Yang, Cui, Fu, Fang & Yang, 2013).
7.2 Shape Function Selection
After successful completion of the discretization process, we need to choose the most
appropriate shape function for the problem. Here the interpolation of the elements is showed
here. Here the shape function of the FEM method was classified into two major types, and
they are listed below (Zhang, Huang & Zhang, 2012).
 Linear Shape-functions
pg. 15
Discritization
Shape function
selection
FEA equation
generation
Develop the global
matrix
Solution
Results

 Quadratic Shape-functions
7.3 FEA Equation Generation
In this stage, we need to apply the governing equations for the simulation. Here we
need to apply the loads as well as constrains on the FEA equations. The governing equation
was selected based on the problem. And we need to apply boundary conditions to each
element FEA equation. This step was the complicated step in the FEM process. So we need to
concentrate on this step (He & Yin, 2014). In our case, the inclination of the tunnel system
was the important boundary condition.
7.4 Develop the Global Matrix
In this step, we need to assemble the global matrix for the whole element. This step
was too complicated to do manually. It also takes the more time. But in our case, it was done
by the computer software named RS3 (Hrestak, 2015). Which reduces the complications
involved in the process.
.
7.5 Solution
In this stage, the solution for the FEA equation was calculated. This step involves the
numerical calculations. It was too difficult to proceed manually.
7.6 Results
In this stage, we are going generate the results as well as various graphs for the
problems. These results give the accurate details about the analyzed system. These results
contain various graphs as well as animations and tables etc.
8. RS3 MODEL DEVELOPMENT
In this project, we are going to simulate the effects on pipes by the construction of
new tunnels. Here the pipe has the diameter of 15.880 mm. And it has the wall thickness of
1.650 mm. The total length of the pipe was 920.00 mm (Guo & Zhao, 2013). And the
pg. 16

material was assumed as the concrete. The concrete pipe has the compressive strength of the
6000psi, here the high strength pipe was considered. The pipe has the density value of
2482.86 kg/m3. The concrete pipe has Young's modulus value of 30GPa (Lapos, Brachman
& Moore, 2007). The flexural stiffness of pipe was also considered for the analysis. In this
analysis, the pipe and tunnel were buried in the soil. So the soil boundary layer was
considered. The boundary layer has the cuboid shape. It has the length of 1245.00 mm, Width
of 990.00 mm, as well as the depth of 700.00 mm. Then the tunnel has the semicircle
envelope (Feng, Qiu & Li, 2011). The diameter of the tunnel was taken as 152.00 mm (Ma,
2011). In this project, we are going to do the simulation for two cases. And they are described
in the below context.
8.1 Case 1
In this case, the pipe and tunnel are placed perpendicular to each other. That was
shown in the below figure (Gomes, 2013). Here the pipe and tunnel were in the horizontal
direction. Schematic diagram of the case 2 was shown in the below figure.
Figure 3 Schematic diagram for case 1
The design stages involved in the RS3 simulation was described below.
Pre settings:
pg. 17

Figure 4 Pre settings-Case 1
Now we need to create the 3D system by using the RS3 software application. Here we
need to install as well as open the software. After that, we need to create the directory for
saving the work carried out. After that, we need to open the project setting dialogue box
(Song, Miao & Feng, 2015). On this dialogue box, we can able to see the options like general,
stages, and orientation, stress analysis, Groundwater, Project summary. These options are
used to give the details required for the simulation. Here we are going to edit the orientation
of the system. On the orientation, we can able see three options. They are a Horizontal model,
vertical model, and inclined model. This option helps to analyze the various analysis
regarding the project requirements (Liu, Huang, Shi & Ng, 2016). The main difference
between those systems was their axis system. For example, consider the vertical model, here
the extrusion was carried out on the Z-axis positive side. By using this software we can also
simulate the inclined structures. That was used for case 2 in our project. This software was
command based interaction system. So we need to enter the command to develop the
envelope of the tunnel. In this project, we need to develop the tunnel in the semicircle stage.
Development of tunnel profile:
The circle envelope was created by the Arc command. In the command line, we need
to enter the letter “A”. Now we need to enter the coordinate values of the starting point. After
giving the coordinate values. We need to press enter button. Then we need to close the arc.
For that, we need to enter the command “C”. After that, we need to enter the closing
pg. 18

coordinate values. Now the arc was created (Teparaksa, 2017). No, we need to draw the line
for close the arc. And makes the complete envelope. After that process, we need to extrude
the tunnel for the required length.
Figure 5 Tunnel Profile- Case 1
Development of pipe profile
Then similarly we need to create the pipe design at the angle of 90o to the tunnel. By
using the circle command or the arc command we can able to create the pipe profile. This
profile looks similar to the tunnel profile. But it was too small when compared to the tunnel
section (Weng, Xu, Wu & Liu, 2016). In this case, the pipe section was perpendicular to the
tunnel section. This was the first analysis. That was shown in the below figure. On this figure,
the tunnel, as well as pipe, was shown. Where the rectangular section denotes the tunnel. The
circular cross-section denotes the pipe.
Figure 6 Pipe profile creation- Case 1
pg. 19

Boundary development
Then we need to develop the boundary to the system. The boundary was created by
pressing the boundaries tap (Tan & Wei, 2012). On this tab, we can able to see the option to
develop the boundary by using the coordinate values. In the below figure the generated
boundary conditions was showed. The boundary of the system was soil. The pipes are buried
inside the soil.
Figure 7 Soil Boundary creation- Case 1
Mesh Creation
Meshing was the very important process for the numerical analysis. This must be
prepared carefully. For our analysis, the mesh was created by the below-described methods.
Now we need to press the mesh tap to open the mesh dialogue box. The mesh setup dialogue
box has the feature to select the mesh type as well as the grain size of the mesh. For our
project, we need to select the 10 nodes tetrahedral element. And the no edges was selected as
100. Then we need to press the mesh button (Haggard, 1986). We can also change some other
parameters by using the advanced settings option. Then it takes some time to create the mesh.
After that, we can able to the meshed surface as well as the tunnel. Here the whole system
was split into many sub-elements.
pg. 20

Figure 8 Mesh creation- Case 1
Assigning of material property
After that, we need to give the material properties to the soil as well as pipes in the
system (Mitew-Czajewska, 2016). This will be the next step. For apply material properties,
we need to open the material property dialogue box by clicking the property tab. Then we
need to enter the values like Young's modulus, flexural stiffness, poisons ratio, etc. on the
material property dialogue. We need to give material properties for the soil as well as the
pipe. In our project, the material property was titled as “Soil” as well as “Pipe” on soil we
need to enter the material properties, as well as material types, are need be entered. In another
name Pipe, we need to insert the values of the concrete (Wang & Long, 2014). After entering
the material properties of the system for the analysis we need to develop the mesh of the
system.
pg. 21

Figure 9 Material Property dialogue box- Case
Calculation
After that, we need to apply the loads and moments related to the project. Then we
proceed with the calculation process after that we are able to generate the various graphs in
the software (Chen et al., 2015). Calculation part for this research was done by the use of
FEM software (RS3).
Figure 10 Calculation- Case 1
Results generation
Various results for the project was generated using the RS3 FEM analysis software. In
this software module, we need to press the results to tap. The various graphs as well as plots
generated for this case one was explained in the below context.
pg. 22

Sigma 1
Figure 11 Sigma 1- Case 1
Strength Factor
It was the safety factor of the soil. In our problem the value for this factor was
assumed as 0.3.
Figure 12 Strength Factor- Case 1
pg. 23

Volumetric Strain
The volumetric strain was defined as the change of the unit volume of the system for
the applied load. In our case, the Maximum value for the volumetric strain was observed as
0.11. And this is the maximum strain caused by the applied load.
Figure 13 Volumetric Strain- Case 1
pg. 24

Major Principal Strain
They are the strain acts on the surface of the system. They are widely known as major
principal strain as well as minor principal strain. In the system, there is two principal strain
are there. But they are mutually perpendicular to each other.
Figure 14 Major Principal Strain-Case 1
8.2 Case 2
In the second case, the pipe was inclined 60 degrees to the tunnel. For this contain we
need to proceed with the simulation process (Teparaksa, 2018). Schematic diagram of the
case 2 was shown in the below figure.
Figure 15 Schematic diagram for Case 2
pg. 25

This case also follows the same steps showed in the case one. But the angle was 60
degree instead of 90degree. Here we are going to see the different stages involved in the case
two design and simulation process (Bhavikatti, 2005). Almost all the steps are same as the
case one.
Development of tunnel profile:
The arc command is used to make the circle and for this, we have to put the command
such as A and the values of the initial point must be entered. And the completion of the
values makes the arc command should be closed (Takada & Tanabe, 1987). For that, the
command such as C is used. Finally, the arc was made and we have to draw such lines to
make an arc command to be closed.
Figure 16 Tunnel Profile-Case 2
Development of pipe profile
It seems to be same as before scenario for the creation of design such as pipe but the
angle is used as 60 degrees here for the tunnel. And the pipe profile seems to be same as the
tunnel and this was made by the command named as 'Arc'.
pg. 26

Figure 17 Pipe Profile- Case 2
Boundary development
In the section, we have to develop the boundary of the system. And the boundaries tap
is used to make the boundary. And the coordinate values are used to the boundary
development. And the system considered as soil. And inside the soil, the pipes were buried
(Cholewa, Brachman & Moore, 2009).
Figure 18 Boundary Generation- Case 2
pg. 27

Mesh Creation
In the numerical analysis, the meshing needs to be considered as essential. And the
creation of meshing has some methods. In the first, the dialogue box needs to be open by
pressing the mesh tap. And the mesh tap must be selected depending on the features of the
dialogue box. And in this project, it needs the edges and nodes. And the edges selected as 100
and options is available like changing the elements and for that, it takes a time. And the
surface was meshed same as the tunnel. And the system is split in the way of sub-elements.
Figure 19 Meshing- Case 2
Assigning of material property
In the system, the properties of the material have to provide for the soil similar to the
pipes. And the dialogue box is used to assign the properties of the material. And then have to
be entered in the way of values such as poisons ratio and young modulus and the properties
of the material provided to the soil similar to the pipe. And for that material, the types are
also needed to be provided. And the pipe needs the value of the concrete. And the mesh of the
system development is done by the values of the material properties of the system.
pg. 28

Figure 20 Material Property Assigning- Case 2
Loading
Here the load values for the each and every node was given. In our project, the
seismic load of the soil was considered. Also, the Seismic load factor for the given soil was
assumed as 0.3. That is showed in the below figure.
Figure 21 Loading- Case 2
Constrains
Here the degree of freedom for each and every node was selected. Here all the degree
of freedom for all the nodes is arrested. That was shown in the below figure.
pg. 29

Figure 22 Constrains- Case 2
Calculation
After that, we need to apply the loads and moments related to the project. Then we
proceed with the calculation process after that we are able to generate the various graphs in
the software (Chen et al., 2015). Calculation part for this research was done by the use of
FEM software (RS3).
Figure 23 Calculation – Case 2
pg. 30

Results generation
Various results for the project was generated using the RS3 FEM analysis software. In
this software module we need to press the results tap. The various graphs are generated for
the case two was explained in the below context. Strength Factors are also known as the
safety factor of the soil. Volumetric strain was defined as the change of the unit volume of the
system for the applied load. For the inclined pipe model that is measured as 0.10. And this is
the maximum value of the volumetric strain for the inclined pipe and tunnel structure. Major
Principal Strain was the strain acts on the surface of the system. They are widely known as
major principal strain as well as minor principal strain. In the system there are two principal
strain are there. But they are mutually perpendicular to each other. In the below figure the
major principal strain value for the case two was showed.
Strength Factor
Figure 24 Strength Factor – Case 2
pg. 31

Volumetric Strain
Figure 25Volumetric Strain – Case 2
pg. 32

Major Principal Strain
Figure 26Major Principal Strain – Case 2
pg. 33

9. COMPARISONS BETWEEN RS3 MODEL RESULT OBTAINED AND RESULTS
OF LITERATURE REVIEW ATTACHED
1 0.9 0.5 0.2 0
0.00E+00
2.00E+01
4.00E+01
6.00E+01
8.00E+01
1.00E+02
1.20E+02
Method 1 Method 2
Pipe Soil Stifness
Ratio of max pipe curvature to ground curvature
Figure 27 Result comparison
Here the detailed comparison of the three results is shown. The graph shows the
comparison between the three methods. Here the detailed comparison of the three results is
shown. The graph shows the comparison between the three methods. In this graph the results
of the research work carried out by the ‘Jiangwei Shi’, the study carried out by the
‘Boonyarak.T’, as well as this study was showed. In the plotted graph the circle symbol was
the results of this research. And the square shape denotes the result of the Boonyarak’s work.
Also, the triangle symbol was the Jiangwei Shi’s work. In this graph, the results for the
inclined case was shown. Here we can able to see the results of the inclination in the graph.
Here the detailed comparison of the three results shown. The graph shows the comparison
between the three methods. In this graph the results of the research work carried out by the
‘Jiangwei Shi’, the study carried out by the ‘Boonyarak.T’, as well as this study was showed.
In the plotted graph the circle symbol was the results of this research. And the square shape
denotes the result of the Boonyarak’s work. Also, the triangle symbol was the Jiangwei Shi’s
work.
pg. 34

10. RESULT DISCUSSION
Based on the results of the simulation the following things are observed. They are
described below. The use of concrete pipes near to tunnels are a great choice. Because it has
some of the following values. These values are not achievable in the aluminum as well as
steel pipes. The main reason for using the concrete for the constructional use was its strength.
Concrete has the high strength. This material can able to withstand the buckling loads
effectively. This also has the higher life over other materials. There is no corrosion problems
are noticed in the concrete. This is another added advantage of the concrete pipes over the
aluminum pipes and steel pipes. It also cheaper than the other two materials. But at the same
time, it provides the higher quality performance. It is also very easy to manufacture. But it
was available in the paste form. In the concrete pipes, there are huge technology innovations
are invented from day to day. It is a non-flammable material. So it was best suited to transfer
the flammable materials. It also available in all the areas. Because of its availability that was
most commonly used the constructional material. It doesn’t depend on the environmental
factors. It is also best suited for cold weather as well as warm weather conditions. So the
material property of the concrete was not changed regarding the environmental temperature.
In other hand, metals are capable of changing its shape with respect to temperature. Concrete
structures are easily maintained. It is also environmental friendly material. So we don’t need
to worry about the environmental effects.
11. CONCLUSION
The effects of the creating tunnel on the pipes are simulated using the RS3 FEM
software. For this simulation, the design was developed using the RS3 software. After that,
the numerical analysis was carried out for this process. The various results are plotted. Also,
the results are compared with the previous research results. In this project, many journals are
referred to complete the research. Mainly the research was quite similar to the work carried
out by the ‘Jiangwei Shi’ but he followed the experimental method. Instead of the
experimental method, we use the numerical analysis method. Because it was the effective
method for the structural analysis. Here we can able to simulate the many conditions (cases)
in the one design. Also, we can able to find the best alternatives among the available
methods. This technology was best suited for the optimization works. Also, the numerical
analysis was to cheaper method than the experimental method. There are no complications
pg. 35

are involved in this methods. Also, that is suggested to use the inclined orientation when
creating tunnel near to the pipelines.
pg. 36

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