Forecasts and Analysis of Surface Soil
Settlement in North Part of Tabriz
Subway Line 3
Sayyed Yaghoub Zolfegharifar
Professor, Department of civil engineering, Yasooj Branch, Islamic Azad
University, Yasooj, Iran
Department of Geotechnics & Transportation Engineering, Universiti Teknologi
Malaysia, Malaysia, (yzfsayyed2@live.utm.my)
Reza Iravani Khah
Postgraduate Student, Department of civil engineering, Yasooj Branch, Islamic
Azad University, Yasooj, Iran (Reza66666@yahoo.com)
ABSTRACT
Geotechnical studies are important for this purpose and according to some rock and soil characteristics.
Obviously aware of this feature requires the site visit and is desired understand the issues in rock and soil
and field and laboratory tests on the samples. In this paper we study several analytical studies using twodimensional PLAXIS 8.2 software which have been effort on the character is tics of the Earth Summit in
digging subway tunnel s in urban areas that follow relations between deformation and displacement of soil
units with specifications such as weight, modulus of elasticity, the diameter of the tunnel, the tunnel axis
and some other parameters and according to the analysis which carried out, what parameters and how can
be effective until the above mentioned issues and which are important, or even no relationship or role. the
meeting ground for the development of the metro line 3 to speculations estimated Tabriz show that meeting
the parameters of contraction depends greatly on the earth's surface.
KEYWORDS:
surface subsidence, geotechnical, software PLAXIS, drilling
INTRODUCTION
Today, with the development of cities and increasing population growth, approach the
subway system in the world is growing. Numerous advantages of this system are acceptable
speed, accuracy, security, and energy savings. Implementation and operation of the subway
system in all areas, is rapidly developing. Due to the limitations of many tunnel excavations in the
city, using mechanized tunnel excavation is unavoidable. One of the issues that faced the subway
tunnel excavation is the necessity of fast, safe and non-stop project. Therefore, detailed studies of
the geological, geotechnical and o the r studies before designing and implementing base tunnel is
an undeniable necessity. Undoubtedly, changes in geological and geotechnical in the direction of
the subway tunnels could impact on the drilling method and the type of TBM, the cutting tools,
system will maintenance, and even change the course of the subway and consequently significant
financial implications for such projects (4, 7). Including models that can be elastic, elastic-plastic
and visco-plastic named elastic. Elastic models can be linear or non-linear. Elasto-plastic soil
models to be elastic at low stress work and high stress are starting to rupture, and called
- 11547 -
Vol. 20 [2015], Bund. 23
11548
plastic(15, 14, and 13). To investigate the issue of elastic and according to the parameters and
various committee meetings affects at the level of values and the tunnel crown(17).
This study considered the effect of the parameters which are calculated. Parameters are as
follows:
A physical-mechanical properties such as modulus elastic ity, Po is son's ratio, density
(B) the geometric parameters such as the diameter of the tunnel , the tunnel , the horizontal and
vertical borders model the elastic linear behavior of the soil as intended, the overall behavior of
the tunnel is almost elastic deformation around the tunnel are mainly elastic strain, it makes no
access to the soil strength parameters just having the parameters of the elastic ity modules
estimated soil settlement due to tunneling Poisson's ratio (9).
The meeting plots is estimated the l and surface and the crown of the tunnel
and also in terms of meeting the aforementioned parameters the two tunnel s and tunnel s
without lining coated d is cussed and investigated.
GEOGRAPHICAL AREA
Tabriz as the North West's largest residential base in geographic coordinates '22' 2 and ◦38 to
"41," 8 and ◦38, V◦46 '14 to '22 northern latitude and eastern longitude is V◦46 .it is
approachable From the north to Ahar, from the west to Mar and from the south to Maragheh and
from the east to Bostanabad. The height of th is city from Sea level is 1360 meters. Tabriz is one
of the four largest cities with a population of 5.1 million people over an area of approximately
200 square kilometers, is the largest population center in the North West of the country.
According to the city's traffic and transport, metro's line 4 is considered. the third metro rail
line along North-South Tabriz airport area started after passing around the fourth town (which has
very complex geological and tectonic Tabriz is affected by the fault) continues into the street and
from there to downtown reliable is lam ( the college).Finally, after crossing the street, the army
and the Constitutional Avenue near the terminal ends. If the direction of the line in terms of
geology, will be specified the study in the northern part of the route, the tunnel will be faced with
changes to complex geotechnical in some cases, the rocky bed that can pass this selection the
method will affect drilling (Figure 1).
Figure 1: Tabriz subway line 3 (green line)
Vol. 20 [2015], Bund. 23
11549
THE GEOLOGICAL STUDY AREA
West Azerbaijan study area is located in the Alborz range. Border structural zone Tabriz,
Saveh (the north-western city of Tabriz arc - Bazman and North Tabriz fault of the Alborz
magma define the plan involves particle collision suture bow -neo thesis bow (1). the ground
cracks in tectonic movements continue inspired by the Arab laminates, today a dynamic and is
important part of the o the r compensating zone polymorph is m of Azerbaijan. On bas is of
geophysical measurements by Gravimetry method, the average thickness of the shell in the northwestern Iran, is approximately 40 km. depth maximum of Moho is in the range of about 48 km.
Although the Azerbaijani region in terms of crop diversity has a long time, and the wide
plains outcrops of Cambrian has been Tabriz, but rocks and sediments broad range of Tabriz city
itself is not much when it is parts of the Cenozoic and Quaternary. Cenozoic units started and
have continued in Tabriz plains of Quaternary Miocene, Paleocene, Eocene and OligoceneMiocene deposits that indicates the periods before, and there is no sign that this same in the
range of impression(5).
-Geotechnical studies of third line
In order to identify the geotechnical characteristics of overburden and rock at the line following
the first stage consists of drilling exploratory boreholes 3 field studies and tests in place (the
standard penetration and permeability) were performed. At this stage of the study a total of 217
meters of exploration drilling was carried out by a period of 6 boreholes. That of this amount
45/84 meters of overburden and other materials related to the 55/506 meters of rocks (Table 1).
Table 1: Geological and geotechnical characteristics of the soil under study
Layer
name
Depth
Dry
density
Wet
density
Permeability
elasticity
model
Poison’s
ratio
Adher
ence
CL
SM
CL
ML
SM
0-1
1-2.8
2.8-6
6-8
812.5
12.515.5
15.522
22-30
22-30
32<
13
16.2
14
16.1
17.4
14.5
19
16
19.5
20
0.04
0.6
0.00023
0.0017
0.311
8500
19000
9000
11000
27000
0.4
0.3
0.4
0.35
0.33
17.5
20
0.0052
36000
16.2
20
0.0048
17.8
17.8
15.5
20.6
20.6
19
0.011
0.011
0.00065
SC
ML
SM
ML
CL
Angular
expansion
8
9
8
11
7
Angle
of
friction
25
29
25
27
32
0.35
14
30
0
13000
0.35
12
27
0
41000
41000
14000
0.35
0.35
0.4
7
13
30
33
30
22
3
0
0
0
0
0
0
2
Vol. 20 [2015], Bund. 23
11550
EDITORS’ NOTE:
The editing work is incomplete at this time. The following pages, up to
Conclusions section are unedited original document as we have received.
You, the reader, will see that editing is not a trivial work.
This is the reason why we (EJGE) call it “the Editorial Fee”
MOSTLY UNEDITED FROM HERE ON TO CONCLUSIONS SECTION
LOCAL GEOLOGICAL PROFILES
According to the results of the harvestof the subsurfacelayersofspeculationthatwere drawn in
the sixholesin different parts of the northline3TabrizusingAutoCAD softwareinFigure 2.As the
profilesspecified in the path of the faultfractures and different depthscan be seenthatlayershave
beenchange litho logy.
Angle of inclination of the faults is mostlybetween 50 and 90arealigned and the majorpart of the
fine-grainedsedimentarylayers of rockunits and structuresof the s and stone,mudstone and
jackstone is formed. soil units mainly shallow depth of 10 meters and an average GP, GM, SP,
SM, SP, SC, ML, CL area have formed profiles.As can be seen in the large number of profiles in
line 3 at different depths can be seen that the angled layers of rock and soil in place. the biggest
fault of the boreholes BH13 and BH14 is the right profile to the southwest - nor the ast, which is
a reverse fault.O the r faults are smaller than the fault length layers will have less impact but the
slope and the majority of the m in the southwest - nor the ast and parallel to the fault location
profiles are great.
Vol. 20 [2015], Bund. 23
11551
Figure 2: a satellite photo of the city of Tabriz in the profile (red: fault location and
green: the northern route 3)
Evaluation of soil liquefaction along the north line 3 of Tabriz
Tabriz subway tunnel alluvial deposits according to data obtained from drill holes in 6
Coarse and in some parts of the track and grading the ir dominant SM is fine. O the r grading
ofCoarselong lenses as the soil s are SM. the thickness of the sediments from 10 to 15 meters is
variable at various points along the north line of 3. the SPT test results are often very dense soil s
with moderate density and low density areas are not common, but th is situation is also present.
Ground water level varies between 5.2 m to 12 m in length.Permeabilitysedimentsbetweencm / s
10-4tocm / s 10-6are. Low soil cohesion and internal friction angleof 35degreeson average. In th
is study,accordingto the availability ofnumbersNSPTmethod is usedto analyze the liquefaction.
NumbersSPTsurveyshows thatmost of the numbersareover 50or between25 and 50. But the re
arepartsthatareNSPTnumbersbelow25 is generallyprone soil sliquescenceNSPTamount is less
than
25.Due
toth
is
and
the
figure,(3)
no
later
than25
=
NSPTproposedareaswithSPTnumberhigherthan
25arenotsusceptible
toliquefactiondiagnosedusingengineeringgeologicalcrosssectionsin which25<N is susceptible
toliquefactioninareasthat
canbeidentified.
the
areasare
presentedin
the
(final)
positionshowninTable 2.
Vol. 20 [2015], Bund. 23
11552
Figure 3: Comparison of soil texture line 3 with a range of soil liquefaction size
T/Q
)m(‫عمق‬
0
0.1
0.2
0.3
0.4
0.5
2
3
4
5
6
7
8
9
10
11
12
13
14
15
Т/ό(e)
Т/ό(eq)
Figure3:Compar is on of soil textureline3with a range of soil liquefactionsize
T/Q
0
0.1
0.2
0.3
0.4
7
9
)m(‫عمق‬
11
13
Т/ό(e)
15
Т/ό(eq)
17
19
21
Figure 5: liquefactionat10 -BH
Table 2: liquefactionr is kareas
the
Bore liquefaction FL
depth
BH-8
5-15
0.62
BH-9
9-12
0.78
BH-10
6-11
0.62
BH-11
BH-12
BH-13
9-15
8-11
10-12
0.66
0.78
0.72
Vol. 20 [2015], Bund. 23
11553
-To examinegeometric parameters and model based
asmentioned, the model consideredat th is stage, two-dimensional and linear
elastic behavior. To show the physical character is tics of the soil environment
elastic , elastic itymodulus(E),density(γ) and Po is son's ratio(ν) is defined.
Solving the plane strain tunnel is circular. Geometricmodel range, rectangular,
and the twosidesareadjacentto the d is placement. While the lowersideinvertical
and horizontaldirectionsare closed.Lowersideclosedmodel,in fact,marks the
rockysubstrate(11).
Figure6: tunnel geometry and relative positionwithin the model
In th is part the soil character is tics, dimensions and geometric model of the
tunnel , is studied. Figure 6 shows an example of a model with dimensions of 120
* m30.
It should be noted that in th is model the average use of networking and
networking in the areas near the tunnel has been fine. the elastic behavior of
clay soil s and has the following character is tics (12). soil character is tics and
the tunnel is essentially the same in all the calculations specified in Table 1,
except in cases of altered parameters and have been mentioned.
soil movements are examined in the crown of the tunnel and the surface in
Figure 7 (9). tunnel desired geometrical character is tics are as follows:
Z0: the tunnel depth
D = 9m: 20m tunnel diameter
Ground surface
Crest tunnel s
Figure (7): areas considered in the study
the d is tribution calculateddeformations
the resultsfor the modelwith the specificationsl is ted are shown inTable 3.
Sc = mmmaximummeeting tunnel crown
Smax = mmmaximummeetinggroundin the tunnel
Table 3indicates the meetings of the surface and the crown of the tunnel .
λmax of meetings related to the meeting in the crown of the tunnel at ground
level and then briefly called a meeting(9).
Table 3: the Earth Summit View original model soil
Vol. 20 [2015], Bund. 23
Dry density
the density
of soil
of the soil
𝐾𝑁
𝑌𝑑𝑟𝑦 ( ⁄𝑚3 ) 𝑌𝑤𝑒𝑡 (𝐾𝑁⁄𝑚3
16
19
11554
Permeability Permeability
to X
to Y
𝑚
𝑚
( ⁄𝑑𝑎𝑦)
𝑘𝑦( ⁄𝑑𝑎𝑦)
1 × 10−4
1 × 10−4
Modulus of
elastic ity
𝐸𝑢 (𝐾𝑁⁄𝑚3 )
5 × 104
Maximum meeting tunnel the maximum ground-level
crown
meeting in the tunnel
𝑠𝐶 (𝑚𝑚)
𝑆𝑀𝐴𝑋 (𝑚𝑚)
40.22
18.94
0.470
Po is son
factor
V
0.3
Of meeting
𝜆
Figure8: Networkfinite elementmodel and its surroundings
To study the dependence of soil settlementdue to tunnel ing, soil parameters and
the dependencesummitmeetingtobegeometricmodel.
6.Effect ofphysical-mechanical parameters
6.1Effect ofPo is son's ratio(ν)
the effect ofPo is son's ratioin the soil meeting the basic modelwith aPo is son's
ratioν = 0/3with the valuesν = 0/2 and ν = 0/35, and ν = 0/4compared(Figures 4
and 5).Ascan be seenin Table 3.Po is sonratiowithmaximummeetingat ground
level and the crown of the tunnel increases,asa result,with the increaseofλPo is
son's ratiodecreases(Table 4)
6-2-Effect of elastic itymodulus of soil (E)
Relationsprovidedfor estimatingmeeting, the closestresultstopracticalunderst and
ingof the relationshipcan beawarded elastic . According to accounts, and Figure
6, the soil subsidenceEratio is quite the opposite, so that the behavior of soil
elastic 10times the amount ofE, soil settlementamount is 0.1times. the effect
ofmodulus of elastic ityonmeeting the basic modelwith amodulus of5 × 104 KN /
m2comparedwitho the rmodels, elastic ityresultsareinTable 4. Becauseof the
elastic acts, with the modulus of elastic ityof the meeting(λ)does
notchange(Figure7).
6-3-effect of soil density(γ)
To show the effectof density,main moduluswere compared with densityof6o the r
modelwithdensity of19, 18, 17, 15/5, 14/5 and 20(Table 5). the results of the se
Vol. 20 [2015], Bund. 23
11555
compar is onsindicatethatby increasing the amount ofγsaton the ground and the
crown of the tunnel increases(Figure8).As the densityobservedhas no effect on
the summitofλ(Fig.9).
Table(4): the maximum levelmeetinggroundforvarious values ofPo is son's ratio
and the tunnel crown
Figure9: the effect ofPo is son's ratioof the soil on the surface of the
EarthSummit and the crownof the tunnel
Figure10: Influence of soil Po is son's ratioofmeeting
Table5: Maximum tunnel leaving the meetinggroundfordifferent values ofmodulus
of elastic ity
Table(6): the maximum levelmeeting of the tunnel leavingdifferent amounts of
soil density
Figure11: Influence of modulus of elastic ityof soil on the surface of the
EarthSummit and the crownof the tunnel
Vol. 20 [2015], Bund. 23
11556
Figure 12: Influence of soil modulus of elasticity of the meeting
Figure 13: Influence of soil density on leaving the meeting ground of the tunnel
Figure 14: Influence of soil density of session
7. the effect ofgeometricalparameters
7-1Effect of the tunnel diameter(D)
To show the effect of the diameter of the tunnel to the summit, the model ofa
diameterof 9 meterswith 8o the r modelswithdiameters of8, 7, 6, 5, 4, 3, 2 and 10
meterscomparedwithTable6meetingground and canopy tunnel inIncreasing the
diameter of the tunnel , towardsmeetingincreased(Figure 15).
2.4Effect of the tunnel layerthickness(Hb)
tunnel underwaylayerthicknesson the stress d is tributionaround the tunnel
effect, th is effect is seeninhalfdown the tunnel . Whatever the thickness is less,
the d is placements in the regionwill belimited, and vice versa if the thickness of
the layer is high, the imbalanceof stressesin the tunnel , because of the
highplacesin the depthsbelow the floor of the tunnel . the effects
ofupliftabove(heave) is v is ibleat the bottom of the tunnel , but the tunnel
deepunder the layerthickness is not expected tohavea greater effect in the crown
of the tunnel and finallysessionof the meeting(λ).
Vol. 20 [2015], Bund. 23
11557
To investigate the effect of the lowerendmodelwith a thicknessof5.5m with7o the
rmodelsthicknesses of2/5, 1/5, 0/5, 11/5, 8/5, 3/5 and 15/5comparedit is , as
shown in Table7, the increasedthickness of the layerunder the tunnel meetings of
the surface and the crown of the tunnel quantitative changeof about5mm, but
tunnel uplift has increased by increasing the thickness of tunnel
(Figure12).Increasing the thickness of the layerunder the tunnel
towardsmeeting(λ) is reducedtoa small amount(Figure 13).Table(7): Maximum
meetinggroundfordifferent values of the diameter of the tunnel and the tunnel
crown
Diameter
2
3
4
5
6
7
8
9
10
of the
Earth
the
1.04
2.32
4.08
6.30
8.92 11.92 15.27 18.94 22.88
decline
of the
Earth's
surface
the
8.18 12.42 16.80 21.33 25.91 30.60 35.38 40.22 45.14
decline
of the
tunnel
crown
Decline 0.127 0.186 0.242 0.295 0.344 0.389 0.431 0.470 0.506
ratio
Figure15: Impact on the conferencefloor and crowndiameter tunnel tunnel
Vol. 20 [2015], Bund. 23
11558
Figure16: Influence of the diameter of the tunnel onto the summit
Table(8): the maximum surfacesubsidence and uplift the crown of the tunnel
and the tunnel and towardsmeeting
the layer
0.5
1.5
2.5
3.5
5.5
8.5
11.5
15.5
thickness
of the
tunnel
the
20.91
20.79
20.46
20.01
18.94
17.25
15.70
13.89
decline
of the
earth's
surface
the
42.56
42.37
41.98
41.45
40.22
38.34
36.63
34.66
decline
of the
tunnel
crown
Decline
0.491
0.490
0.487
0.482
0.470
0.450
0.428
0.400
ratio
Uplift of
3.01
8.98
14.08
18.30
24.71
30.89
34.88
38.45
tunnel
- Numerical modeling methods
Geo-technical numerical analysis for each question, there are certain steps that
should be observed in the analysis the software processes all the numerical
methods used to solve geotechnical problems are the same. they have three
principles are:
- Define the geometry of the problem
- Boundary conditions
- Mesh
- Problem solving to achieve balance and obtain the initial conditions before the
desired structure
- the structure of the defined range
- Problem
Software PLAX IS also are no exception, and the n use the software to model
the tunnel steps in Tabriz metro line 2 will be explained. Tabriz Urban Railway
Vol. 20 [2015], Bund. 23
11559
Line 3 project operations, drilling will be carried out by shielding the earth
pressure balance.
8-1-information of modeling of Tabriz subway third line
Data can be used to model the two parts of the divided bumpers and information
about geology course. the following are some of the relevant information that is
necessary for modeling software PLAX IS , are mentioned.
8-2-information shields and concrete primer
the most important character is tic of the bumpers that companies sometimes
the y also use it as propag and a, Qatar shield. Drilling diameter shield Tabriz
subway line 3 is 9/5 meters. To cover the maintenance of the tunnel with precast
concrete segments 35 cm thick and the outer diameter of 9.2 meters will be
used. O the r attributes lining presented in Table 10. (15).
8-2-1- contraction parameter for tunnel subway line 3 Tabriz
As the schematic Figures 19 and 20, and the dimensions are specified, as
much as 15 cm d is tance between the outer surface of the shield tunnel ing or
digging the soil surface and the outer surface of the concrete liners are
available and if by grouting to fill the gap is not degree of contraction will ar is e
that lead to critical meetings even at ground level will be about 7 cm. the injection
immediately after installation will consider concrete primer coating (13, 15). the
rate of contraction after the injection of cement slurry parameters, are anywhere
between 2% / 0% to 2%, which is necessary parametric analys is or sensitivity
analys is to changes in th is parameter will be convinced.
9 predict the surface subsidence
Identifying inputs required for the development of finite element mesh meeting
ground and ultimately determine the size; model line 3 metro tunnel s begins
Tabriz. All analyzes in the case of plane strain and 15-node elements have been
done.
the first finite element model dimensions are 35 × 120 m plot. By drawing layers
of soil in order to determine the character is tics of materials, for all types of soil
layers Mohr-Coulomb model with imported drained conditions.
With the first choice for the design of tunnel excavation radius of 4/75 mm Enter
and options for Strkary and will enable the tunnel interface. the boundary
conditions on the border between the left and right horizontal d is placements
and horizontal and vertical d is placements of the floor, is constrained finite
element model.
After the above steps, the resulting model is a mesh generator. Since the likely
the re is a lot change of stress and strain in the tunnel and its vicinity, selected
finer mesh in th is area. Introduced the initial conditions, the level of groundwater
at a depth of 30 meters above ground level introduced (15). the next step is the
drilling and installation of liners. An important point that must be considered at th
is stage is that the equilibrium pressure of Earth's shield carried by the drilling,
installation of concrete primer components inside the shield, while the drilling is
done. the inactivation of soil inside the tunnel only affects soil stiffness and
strength and effective stress (Figures 17 and 18), without any change in pore
Vol. 20 [2015], Bund. 23
11560
pressure is created, so to remove water pressure inside the tunnel modeling
should be done separately (15).
Figure(17): finite elementmesh and fineelementsin the vicinity of the tunnel
Figure18: Calculation of porewater pressureat a depth of30meters
abovegroundlevelstatic
Figure19: Calculation of effective tensionsfor the line3metro tunnel Tabriz
After the completion of the calculation and the percentage of contraction of 1%
and problem solving results are as follows:
the maximum d is placement of 56/04 mm in the crown of the tunnel (Figure 20)
the maximum bending moment of the tunnel lining 466/68 kNm m (Figure 21)
the maximum shear force of 207/89 kN per meter tunnel lining (Fig. 22)
Maximum axial force against the tunnel lining 1/42 × 103 kN m (Figure 23)
As we have mentioned, the need for a parametric study of the parameters of
contraction is necessary, therefore, is the first contract for the amount of 1% /
5%, 1/25%, 1%, 0/75% 0/5,% 1/75 and 2% were solved and estimated for the
surface subsidence in Table 12 and figures 29 and 30 is shown. According to
the se tables and forms, the maximum amount of ground water level 30 meters
above the ground for a meeting of 12/29 mm for contraction parameter 0% / 5 to
31/795 mm to 2% contraction parameter is growing.
Vol. 20 [2015], Bund. 23
11561
Figure(20): maximumverticald is placement of the tunnel crown
Figure21: D is tribution of bendingmoments
Figure22: D is tribution of shear forces
Figure23: D is tribution of axial forces
Table(9): the amountof l and surfacesubsidencevalues forshrinkage of5.0 and
2/0% ofundergroundwater levelby 30meters
B(m)
60 64.62 69.23
75 79.62 84.2
90 96.9 102. 11.0
3
2
7
8
Contraction 12.29 11.33 8.940 5.423 3.080 1.41 0.16
parameter
1
3
5
5
0.5%
Contraction 31.79 30.01 25.43 18.32 13.15 9.02 5.45 2.96 1.86 1.14
parameter2
5
1
9
4
4
9
3
2
6
9
%
Vol. 20 [2015], Bund. 23
11562
Figure (24): profiles for different values of parameters of l and surface
subsidence and contraction of underground water level by 30 meters.
In Figure 24, the profile of the earth surface subsidence contraction for parameter
values from 0% / 5% to 2% to the level of underground water is drawn 30 meters.
12/291 mm maximum meeting ground of the parameter contraction% 0/50 to
31/795 mm for parameters increased 2% contraction. the highest summit in the
crown of the tunnel for the underground water level of 30 meters from 29/14 mm
to 90/95 mm for contraction parameter values have changed. the changes in
proportion to the level of groundwater in the 30-meter summit of the value of the
parameter contraction 0/314 0% / 5 to 0/349 for parameter contraction of 2% is
obtained. Figure 30 profiles of surface subsidence of l and for contracting
parameter values of 0% / 5% to 2% to the level of underground water is drawn 20
meters.
EDITED FROM HERE ON, TO THE END
CONCLUSIONS
Since the meeting of the curve in the form of a template for all that followed, the figures
provided in the surface distribution of the meeting were ignored. The calculations of the effects of
physical factors such as (ν) Poisson's ratio, (E) modulus of elasticity, (γ) the unit weight of the
soil and also the effect (Z0), the tunnel (B), the width of geometric elements such as D)), the
diameter of the tunnel (Hb), the depth of the soil layer below ground tunnel models and
computational programs examined according to the analysis carried out the following general
conclusions can be noted as:
1. By soil increasing permeability does not change the amount of short-term meeting. It is
evident that soil permeability is effective only on the speed of reaching a final settlement and not
on quantity.
2. The reduction of soil γ, reduce the amount of meetings at ground level and in the tunnel
crown.
Vol. 20 [2015], Bund. 23
11563
3. E of soil: by increasing the amount of l and subsidence in the crown of the tunnel is
reduced, so that a 10-fold increase in E, meeting the values 0/1.
4. By increasing soil ν, meeting short-term rates to the soil surface and tunnel crown are the
same
5. by increasing the diameter and depth of the tunnel and the surface increases the amount of
settlement in the crown of the tunnel , but in deeper tunnel since the meetings started in the
crown of the tunnel to the surface will depreciate further in the distance, tunnel is less visible
impact on the ground increased levels of increasing depth meetings tunnel due to increased
overhead weight is above the tunnel crown.
6. In cases where the tunnel is dug in loose soil, possible loss of soil from the tunnel wall
front can be very high. In such cases, use of cover, the soil controlled areas.
7. the main objective of the discussion is expected at the meeting of Tabriz metro line 3,
effects of environmental factors such as changes in groundwater levels and quality of
construction of the tunnel is the meeting ground. Parameter indicates contraction in the
construction of the tunnel , as if injected with high efficiency and timely actions to be taken, the
result will be a reduction of tunnel s. the rate of contraction after the injection of cement slurry
parameters, are anywhere between 0% / 2% to 2%, is the need for parametric analysis or
sensitivity analysis to changes in this parameter will be convinced of the case for the amount of
shrinkage% 1/25 %, 1%, 0/75% 0.5% 1/75%, 1.5% and 2% were solved and the following
results were obtained:
7-1 maximum surface subsidence occurs along the center line of the tunnel at ground level,
the highest rate of d is placement in all models of the crown tube the rate is higher than the
maximum level meeting. It is expected that, in general, subsurface structures under d is placement
than the surface structures of the tunnel to be drilled.
7-2 maximum level meeting to table 30 meters from 12/291 to 31/795 mm will vary.
7-3 reduction leads to an increase in the rate table is a meeting ground.
7-4 By reducing the water table and away from the center line of the
subsidence values are less steep decline.
tunnel surface
7-4 with an increased rate of contraction parameters, the amount of meeting increased the
amount of the increase in the water table 20 meters Aysayy more than 30 yards.
ACKNOWLEDGEMENTS
I would like to express my sincere gratitude to all the supporting laboratory technical staff at
Yasooj Islamic Azad University and Universiti Teknologi Malaysia, especially geotechnics,
highway laboratories and Ibnu Sina Institute.
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