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COMPUTED AIDED DESIGN SYSTEMFOR
HIGH EMBANKMENT PROBLEMS
Revised Version(Including Users Manual for the Software HED Ver 1 .0)
Sponsoredby
Ministry of Surface Transport
(Roads Wing)
Government of India[Research Scheme : R-65J
Prof. A. VaradarajanProf. K.G. Sharma
DEPARTMENT OF CIVIL ENGINEERING
INDIAN INSTITUTE OF TECHNOLOGY, DELHIHAUZ KHAS, NEW~ELHI- 110016
MARCH, 1998
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ACKNOWLEDGEMENT
We express our thanks to Ministry ofSurface Transport for referring the problem
to us In particular, we are thank f l u to M r. Indu Prakash, Chief Engineer, who provided
uselbi comments in the development ofthe program. Mr. AK. Sharma and M r. AK.
Saxena, Superintending Engineers, extended cooperation for the successful completion of
the project.
Mr A . Ravi Kumar, Project Scientist oflIT Delhi incorporated various features
including graphics with Visual Basic,
We are grateful to ill [)elhi for providing various facilities required for the work.
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Scope
Method ofAnalysis
Soil Parameters 3
Pore Pressure Ratio 4
Reinlbrcement Force 4
Seismic Coefficient 4
Terms used in the Program 5
Program Description 6
installation ofthe Program 7
Data an d Input 8
input data file 8
Il 1 .1 Executing the Program with data in an input file 1 2
Input through User Interactive Windows 1 6
2 1
24
CONTENTS
. 4 i A , zou /ttigcflhi/ul
I U Intiodrictitni
Page No.
TO
o
. 4 0
S 0
~) 0
7 0
S U
)Q
1 0 0
1 1 1 )
III
112
LXampIe.s
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SLOPE STABILITY ANALYSIS
1 .0 INTRODUCTION
Laying of roads for highways often involve cutting a n d filling of earth and
construction of culverts, bridges and flyovers. Construction of embankments is an
important aspect ofhighways be it in filling or for approach for bridges. Embankments
ma~have varying heights and may be constructed on soft ground. They may serve as
water retaining structures besides being a highway and may be located in earthquake
prone regions.
Design ofan embankment essentially requires evaluation ofits stability against
failure Slip circle method based on limit equilibrium is the common method adopted for
conducting stability analysis ofembankments. Due to its improved accuracy simplified
Bishops method is increasingly adopted for the analysis. A computer program has
already been developed earlier using Bishops method, In the present project, the
computer program has been improved to include additional features.
2.() SCOPE
The scope ofthe project is to include (i) earthquake force (ii) pore water pressure
4L~~oln~rinedfrom pore presstiie ratio. r 1 , or flow/water table and (iii) reinforcement force
at the embankment-foundation interface in the existing program. Additional feature is to
incorporate graphics in the program for presentation ofthe results. Procedure to evaluate
material parameters is to be discussed.
3M METHOD OF ANALYSIS
In this method, overall stability ofthe sliding mass on an assumed circular surface
is evaluated using limiting equilibrium method. Factor ofsafety with respect to incipientfailure on the rupture/failure surface is determine~using moment equilibrium conditions.
Method ofslices is adopted and interslice forces are considered.
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I:actc~irof safety F is defined as
Available shear strength ofsoil
Required shear strength to maintain equilibrium
Fhe mohilised shear strength, s is defined as
%:: I[c+(a~ - ii) tan # 1 1
tchere c effective cohesion intercept
4 ) = effective angle ofshearing resistance
= total normal stress
u pore pressure
(onsidering the equilibrium ofpotential sliding mass ofunit thickness bound by a
circular arc ofradius R with centre 0. Fig-l(a), factor ofsafety by simplified Bishops
method (1955) is derived with the following notations
F~,j: ; = The horizontal forces on the sections n and n+l
N,, N1, = The total vertical shear forces
= The total weight ofthe slice ofsoil
1 = The total normal force acting on its base
I i = The height ofthe slice
h = The breadth ofthe element
The length B C
a = T he angle between BC and the horizontal
total normal stress a,, = P/I
F= -~~-- L[lc?h + tan~(W hu)+ (X - X )))]~Wsrna tanYsina
cosa+I .
~~ithearthquake forces in the vertical and horizontal forces ct~Wand a,W and
reinforcement force 1 located as shown in Fig-l(b).
~ tan~lH(I + a~) z e b +(X~- 1 /)~1ni 1 ?
I .-.- I
I tJ(l 4 a,)sina +Wa
2
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Fig.1 (a) Forces in the slices ( Bishop).
(b) Earthquake and reinforcement forces.
nR
V
(0)
P
1~lV
0~hW.
(b)
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where,
tan #sinain = cosa 4-
~1
I,,
In simplified Bishops method, E(x~x~) = 0, then
Ic b tan ~ W~I 4- a ) -- 4 I
F .. ~
1 + a,.)Sifl a + WahR
I)etining pore pressure ratio, !~ Ti,
IchtanW(?+a~)-r~}~?1~a R
EtW(l+a~.)sina+Wah~]
uhie term F occurs on both sides ofthe equation and its value is obtained by trial and errora tier a number ofiterations
4.0 SOIL I~ARAMETERS
The stability analysis of highway enibankments is conducted using Simplified
Rishops method. In the analysis effective stresses are used. The material parameters
that are used are cohesion intercept c and angle of shearing resistance ~ in addition to
total unit weight ofsoil, Yi
The embankment and foundation material may consist ofcoarse grained soil such
as sand and silty sand or fine grained soil such as clay and silty clay.
In the case ofcoarse grained soil, direct shear test or consolidated drained test or
consolidated drained triaxial test may be condUcted. For fine grained soils either
consolidated undrained triaxial test with pore water pressure measurement or
consolidated drained triaxial test with volume change measurement may be performed.
1
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.,
8C
6c~
40
o.
I-
ff1___ __
~~rtsA~(p.s~
Z(.)
C
s..- -
2
~1t,~
Fig.2. Diagramatic variation o~pore pressure parameter ~with principal stress ratio and major principal stress
tRishop & Margenstern ~960J
ko. ~
AO~:k~AtT,(F:1.S)
&3~kf.AOj~
(F: to)
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,
l~hcsamples may he prepared to a density that i s anticipated in the field. The normal
stress for direct shear test and the confining pressure for triaxial tests to be used may be
in the average range ofstress in the embankment foundation system. The details ofthe
tests are found in various books and codes (for example Bishop and Henkel, 1962,
Lambe,1951, IS code IS:272OPart 12(1981)).
The unit weight ofthe soil may be determined using standard procedure outlined
in various 1 3S Codes
~.() PORE PRESSURE RATIO, r~,The procedure for evaluation ofr~1is presented in detail by Bishop and
Morgenstern (1 9(tYt. 1or earth till placed dry ofoptimum, the value ofr,2 is taken as zero
lii he case ot earth lilt placed wet ol opt imu in, the value ofr~is assumed to be equal to
the pore pressure parameter B which is equal to ~ The value of B is essentially a
nction ofstress ratio as shown in Fig. 2. The relationship shown in Fig. 2 is obtained
I~vcnnducting a consolidated undrained triaxial test with pore pressure measurement,
b.0 REINFORCEMENT FORCE
Reinforcement is used at the interface between embankment and foundation to
steepen the slope for the given height ofembankment or to increase the height of
embankment for the given slope. Reinforcement in the form ofgeosynthetic materials is
otten used when the embankment is constructed on soft foundation. The embankment in
~,uchcases is designed taking into consideration various modes offailure viz, sliding
: failure, squeezing failure, bearing capacity failure and rotational failure. Thecinl~rcementforce is determined for reinforcement stiffness with an allowable axial
strain The details on these are found in various books such as Soil Reinforcement with
(~ctextilesby Jewell (1996)
7.0 SEISMIC COEFFICIENT
Based on occurrence ofearthqdake, ?ndia has been-divided into five zones as per
the 13 5 code on criteria for Earthquake Resistant Design ofStructures. The horizontal
earthquake coefficients to he used for various zones are as follows:
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___ ______
Zone I - 0.01
Zone 1 1 - 0.02
Zone Ill - 0.04
Zone IV - 0.05
Zone V - 0.08Depending on the location ofthe embankment, suitable earthquake coefficient as
above may he chosen for the analysis
LI) TERMS USED IN THE PROGRAM
I1TLE : Title ofthe problem
NINT : No. of top external soil lines defining the outer
embankment geometry
NLINE : No. of total lines (including external and internal soil
lines)
NSLI No. ofSlices
NRT Indicator for Reinforcement (ONo, PYes)
NPROB : Indicator for pore water pressure (lUsing r ~ 1 , 2Using
Watertable line)
NMAT : No. ofmaterials in the problem
SLUR : Surcharge over the embankment in mass/area2 (assumed
within XTOP & XTOPI)
flOP X- Coordinate for the highest point towards left edge of
the embankment
XiOPl : X-Coordinate for the heighest point towards right edge of
the embankment
N It,!) Starting XCoordinate for the ith line
~ 1(1) Starting Y-Coordinate for the ith line
X2( I) Ending XCoordinate for the ith line
v 2(l) Ending XCoordinate tor.(he ith line
WF( I) l)ensity ofthe soil below the ith line
( IIS~1) C ohcssio n
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*
~
S
~
3
1)
.4
I,
.4
.4
I
FRC(1) :
UPP(l) : r,, for the soil below the ith line ifNPROB
7w for the soil below the ith line ifNPROB = 2
El : X coordinate for starting centre ofcircle
C : Y coordinate for starting centre ofcircle
ItS : incremental shift for X coordinate ofcentre ofcircle
RIIS : Incremental shift for Y coordinate ofcentre ofcircle
AEPHAN : Horizontal seismic coefficient
ALPHAV : Vertical seismic coefficient
I FR : Reinforcenient forceV coordinate ofreinforcement level
(T(Hl Y coordinate for the starting elevation to which all circles are
tangent
DCTCH : Incremental shift for CTCH for finding absolute minimum factor
ofsafety
9.0 PROGRAM DESCRIPTION
The program is written in Visual Basic and compiled using Visual Basic 5.0
Enterprise Edition. It can run on any IBM compatible computer using Micro Soft -
Windows 95 as Operating System.
Program execution starts with the input and output file name query. ifthe input is
saved in a file, give the file name, otherwise give the input through user interactive forms.
After all the input data is read, searched for least factor ofsafety for each value ofCTCH
begins. Initial value ofFactor ofsafety is assumed asone (1.0) and RHS is calculated
an d compared with LHS. Newton Raphson method is followed to achieve an early
convergence. This procedure starts for the centre ofcircle as specified in the input file.
This centre is shifted in both the directions by incremental distances specified (first in X
and then in the Y direction) and the calculation stops if the tendency ofan increase in
factor ofsafety is observed all around a ~oint1~andthis point corresponds to the centre for
the critical circle. I
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the above procedure for finding critical circle for a given CTCH (the level to
which all circles are tangent) is repeated changing the values ofCTCH. The least factor
o f safety i s thus located, and the corresponding circle offailure is identified.
While using the program, a consistent system ofunits is to be followed, i.e. all the
input values should have the same unit for Mass, Length and Time.
I t has been noticed that sometimes while executing the programme, the computer
hangs up. To avoid this, rerun the program with changed values ofHS, RHS and CTCHI.
Program can include surcharge ofthe embankment and negative values ofX and
V coordinates can also be specified.
Approaches to bridges are often subjected to high flood level. Due to this, the soil
iii the embankment may be saturated The pore water pressure so generated can be
calculated as u y~.h, where I i is the average depth ofthe slice base from the HFL. Pore
water pressures SO calculated can be reduced to a single value ofr~by averaging out over
the whole area ofthe embankment cross section. The pore water pressures above the
IIFL being generated due to capillary action (predominant in fine grained soils only) can
be ignored as these are negative pore water pressures adding to the stability ofthe slope.After the execution ofthe program the output can be seen in the graphics form. If
the results are not satisfactory, modif~the input data and re execute the program. The
output file consists ofall the input data for verification and safety factor tables for each
value ofCTCH with minimum factor of safety written below it Safety factor table
consists ofcentre ofcircle coordinates, radius ofcircle, intersection points with the outer
soil lines t,XC I and X(.2) and the corresponding safety factor. The output file can be
edited ifrequired before taking the printout.
10.0 INSTALLATION OF THE PROGRAM
- lnsertthe DISKI In drive A(orB) ofyour computer
U - Click the mouse on Start
- Click the mouse on Run
- A window entitled Run will appear
- Type a\setup (or b:\sctup) in the O~ientext box
- (lick the mouse on OK
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- Windows will start Copying Installation tiles
- Follow the Instructions displayed on the screen
- Insert I)ISK2 and press OK
- Now a window tiled SSA S e t u p will appear
- Click the mouse on OK bLitton
- A directory c:\program fiIes\SSA\in which SSA setup is installing the software
will be seen
- lithe default directory shown by SSA setup is OK, click the mouse on the
command button with computer icon
- Ifthe software is to be installed in a directory other than the default, click the
mouse on the command button Change Directory
- When a window titled Change Directory is seen, enterthe directory in which the
software is to he installed and click the mouse on OK
a .. Click the mouse on the command button with computer icon
- SSA Setup will start copying the files
- Insert DISK3 and click the mouse on OK
a - After a few seconds a message SSA Setup was completed successfully will
appear
- Click the mouse on OK
11.0 DATA & INPUT
The input data for this program can be given in two ways(1) Input through a input data file
(2) User interactive forms
1 1 . 1 Input data file:
Data Ibr a sample problem (fig ) is also given in the following for each input data set
(AS(lI form only Use MSDOS Editor(Edit.com) to generate the file)
Input Format for data file is as follows:I Title of the problem
T11LF Title ofthe problem (Maximum of80 Characters)
SAMPLE PROBLEM (Sample Data)
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N() ~ [:
y,~fir the ith line ifNPROB~~2
2. Control Data -
NINT : No. of top external soil lines defining the outer
embankment geometry
NLINE : No, of total lines (including external and internal soil
lines)(maximum 50 lines)
NSL.~I : No. ofslices (Maximum 200)
NRT Indicator for reinforcement (ONo, lYes)
NPROB Indicator for pore water pressure (lUsing r~. 2Using
water table line)
NMAT : No. ofmaterials in the problem
5 7 100 1 2 3
3. Control Data - 1 1
SUR Surcharge over the embankment in mass/area2 (to be within XTOP
& XTOPI)
XTOP : X- Coordinate for the highest point towards left edge of
the embankment
XTOPI : X-Coordinate for the heighest point towards right edge of
the embankment
0 100.0 108.0
4. Line and soil data
Xt(1)
Yl(I)
X2(I)
Y2(l)
(HS(l)
FRC(l)
IJPP( I)
Starting X-Coordinate for the ith line
Starting V-Coordinate for the ith line
Ending X-Coordinate for the ith line
Ending X-Coordinate for the ith line
Density ofthe soil below the ith line
Cohession
Angle ofinternal friction (4 )
i, for the soil below the ith line ifNPROB r~z
The above line and soil data has to be repeated NLINE (Total n o. of lines) times
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l
,
~
,
,
0~
04
4
,
S
II
2. Lw NPROR 2 some of the lines will represent water line. For these lines an d lines
hclow tJPP( 1) y~is given an d lbr the rest of the lines UPP(l) = 0
O 200 86.5 200 1 5 17 0 9.81
86.5 200 1 0 0 206 20 0 32 0
100 206 108 206 20 0 32 0
lOS 206 121.5 200 20 0 32 0
121.5 200 164 200 15 17 0 9.81
86,5 200 121.5 200 15 17 0 9.8!
0 196 164 196 15 10000 45 0
5. Coordinate Data -
11
(i
[Is,
KIlN
t\[.,Pl IA.NA 1,.. PItA V
X coordinate for starting centre ofcircle
y coordinate for starting centre ofcircle
Incremental shift ofX coordinate ofcentre of circle
Incremental shift ofV coordinate ofcentre ofcircle
Horizontal seismic coefficient (4 away from embankment)Vertical seismic coefficient (+ in the direction ofgravity)
(Fig. 1(b))
092 208 0.5 0.5 0
Reinforcement data (ifNR T > 0 )
TFR Reinfircement force
VT, V
coordinate ofreinfbrcemeni
level263.7 200
7 l)ata tbr tangency
C l(IIi
point and minimum factor ofsafety
\ coordinate for the starting elevation to which all circles are
tangent
Incremental shill fbr CTCI I for finding absolute minimum factor
of safbty
[98 0.5
Xl. X22
c--.cTcHi)
C,:(v2-cTcHI)xts.clcHl
FiG,),It)
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8 Dal a for Label I ing (Used to write the labels in graphics)
Name ofthe material Name of the material to be written in graphics
1)ensit, Cohesion, Angle ofInternal Friction and r 1 1 : Properties ofthe above
material
Label X coordinate X coordinate ofthe label (name ofthe material)
Label V coordinate Y coordinate ofthe label
Note ihe above labels data has to be repeated NMAT times
Soil I
15 1 7 0 9.81 L05 199
Soil 2
20 0 32 0 105 204
Soil 3
1 5 1000 45 0 lOS 195
1 i~ L ti)l ~1t~l)Cl~It~111I C ) 0 : ! ,
lit) 08 01 8 6 5
~ 200 100
101 1 , 08(08 ~0( 1 2 1 c
I 1 5 200 I o4805 200 121.5
(1 19 6 164~2 208 0,52o1 7 2 0 00)8 0.5
Soil IS I
7 0 081 05 199Sod 210 0 .C 0 105 204Soil
S lOiHO 45 0 lO S 195
9,81
0
00
9 8 19.81
0
>,oies
lhc ~t,uideiinest~rfinding F ! & (1 are as shown in fig. 3
. 2Recommended value [Orthe incremental shill is 0 2m
1 1 he in put data file will he
200 1 5 1 7 0
206 20 0 12
206 20 0 32200 20 0 32
200 15 1 7 0200 1 5 1 7 0196 IS 10000 45
0 . 5 0 0
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I. I, F~eciitingthe I1t~4)~E~1fl1with data in an input lilt
S hck the mouse on Start
S From the Programs options select SSA ((lick the mouse on NSA)
S A window titled SLOPE SFAI3IJ1ITV ANAIXSIS will appear asking you Is Input
Saved in a file ?
S Pull down I he combo box
S click the mouse on \es
5 1 1 iiter i he Inpul file Name wilt appear
I \pe N a inpie Problem in the I ct box
Slope StabilityAnalysis
Is rnput Saved in a File ? I Yss
Enter the Input File Name JSa.,k Probism
(lick the mouse on the command button Execute
After executing program, a window titled Sample Problem
(lick the mouse on the menu Options
S (lick the mouse on GraI
S 1 1w graphical representation ofthe problem with the slip circle will be seen
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;..f~fl,i fn~~~2o,~t.
ti K
i4 ii V ,Mnterj~~Unit W t C P h pSoiti 15 j~
So) 2 20 0 32Soil 4 15 10000 45
Soil I
Soil 3
105 115 1 2 5
PR i .NT I NG
(lick the mouse on Options
(lick the mouse on Print
S Print window will appear10 Enter the number ofcopies required and click the mouse on 01~I
1 ?
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* (lick the mouse on Next >>
N Now anot h t, r window titled Slope Stahily Analysis Lineand Soil Data will
ipptar
N in this window the text box Test 1 D filled with the Test Id given in the previous loriii
will appear
N l nter the da t a for line I an d click the mouse on Update
N ( lick the mouse on Add and enter the. data for line 2
N (lick the mouse on Update
N Repeat the above procedure till the data for all the lines are entered
lestld Sample Problem
ne No,
Starting
Starting V C.nord
F rid ny 8 Coord
lading V
hensityof Soit
Cohesion of Soil
Angle of mt Friction
it for So i t
i i ,
joe-~.
i~
~i ~T[~uo
1 ~PT-
(o.
J9.81 ~P!.: 1
- aJ_~~jbdatj ~U~wd 1 ~ffi:N ~ i~, nIt! in the d~uafk w il l the lines. Click the mnuse on Next >>
N s ~. ~~nd~~ titled Slope Stability Analysis . I ,ahels with the Test Id as given in
F r for in Slope Siahilit Analysis Control Data w ill appear
N ItL data in IH ~. 6 run) is nthtnl% tis~d to displa~on the graphical represt_ntation ofthe
bleniN I ~ the n twe t~ the nat i I id its n~1I;cinttwlu ~ the label is ii. b
1 di~platt.~l)an d
Ii P~N~and click tIic mouse or1 I pdate
I X
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Density
C o hesi on
lest Id:
Name of the Materiot
Sample Problem
Fit
Label X Coord [102
Label V Coord
frF~
[1~..An g of mt Friction
ru * 1 1
S...1~LJ_~e. ,Qpdetc j ____ P_I \ i l i l rnle~ins~all the materials click the mouse on Execute
\ftet ext utii i~tprogran a W I i rdow titled Sa nip Ic Problem will appear
(lick the mouse on the menu Options
N t lick the mouse on Craf
N N ti\V the tu aplut. al r rpresentatiofl of the problem with the slip circle will appear
Peinf Force 263 7 Material Unit Wt. C P h iEQEQ
in.Xdn.inYdn,
:0:0
SoilSoilSoil
1
2
3
152015
17010000
03245
24 U
235
230
225
220
215
210
205
200
Factor of Safety: 177Radius 1250Centre 9300. 2t0,50
Water Table
Soil 1
Soil 3
65 75 85 9 5 1 0 5 115 1 2 5
Samplc Prohkm
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PRINTING
N Click the mouse on Options
N Click the mouse on Print
N Now the Print window will appear
N Enter the number ofcopies required and click the mouse on OK
OUTPUT
N Click the mouse on Options
: N Click the mouse on OutputN Now the output file (The file is saved in the directory, where the software is installed
with extension out) will be seen
lidit the output file as per your requirements and from the File menu print the file
4 N Click the mouse on File menu
N Click the mouse on Exit, to exit from the output file
N From the Options menu, Click th e mouse on Exit to exit from the program
4
4
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Sample Problem 2 ( Without Reinforcement)79 1001 3
I S 11)11112
2.00 20.00 0 .02.00 20.00 0.0
(it) 1 )0 142 00
8500 14200
~2 50 45 00I 1 0 (~150 00II 2 1 1 ) 150.00
110 50 145.001240014200
)2 50 14500
8800 142.00
4 IS 4.5 0 2
88.00 142.00 2.3092,50 145.00 2.20
100 00 150.00 2.0011200 150.00 2.00119.50 145.00 2.00124.00 142.00 2 20130.00 142.00 2.30
119.50 145,002.20
124.00 4200 2.3002 0 0
0 500.50
0 50
2 002.00
2.002 00
32.00 0.032.00 0.0
32.00 0.0
20.00 0.0
20.00 0.0
20.00 0.0
20.00 0.0
410 c
Soil I2. 2 200 105 140
Soil 2
: 2 20 0 105 144
Soil . 1
U C 0 lOS 148
Pcinf Force 0~ LQ.inXdn. :0
EQ inYdn. :0
180
17 5
1/0
14h~
Material Unit W t, C P h i ruSoilI 2 ,3 2 200Soil 2 2.2 2 20 0Soil3 2 0 ,5 320
Factorof Safety: 1.57Radius: 15.90Centre : 89.20 . 157,90
..... .. . , .. ~... ..65 75 85 9!$~ 1 0 5 11 5
Siunpk P n i t i l e i n 2
t25 1
2 1
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tO) (01 l42 (1(188 00 142 (0)
SI uS ii))(It) 150 101
IY))I0
:1 ~t) 1 )S Ut)
It) ti:IS (Ut
I i:
1 4 S IC
~1
I .1 1 )
22 :n () l0~144
20 S 420 105 14$
Peirif In, e 0EQ nXdn :01EC.~ in V O n : 0
142.00 2 30 2 00 20.00 0 0145.00 2.20 2,00 20.00 0.0
15000 200 050 3200150,002.00 050 32.00
145.00 2 00 1)50 32 00142 00 2 20 2,00 20,00142.00 2 30 200 20.00145.00 2 20 2 00 20 00
142.00 2.30 2.00 20 00
0.0
0.00.0
0.00.0
0 0
0 0
Factor of Sofety:1.39Radius: 14.50Centre: 89.40 156,50
Soinple P i obleili I (With Earthquake force)
7 ~ 10013
[01) 112
8 8 0092 5010000
I 17 . 00
11950
124.01)
1)000
119 50
I 24 00
02 0.1 0
Material Unit Wt C Ph i ruSoil 1 2.3 2 20 05~112 2 .2 2 200Soil3 2 0.5 320
It
IL.
75 65
Sampk Problem 3
F
95 105 115 125
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Sample Problem 4310200220 9 15 11.614
(1 0 0. 19.64 1000. 45 0.00 915 6.10 1964 ~1.3l 32. 0.0
n 1 11.614 6.10 1964 431 32 0.0
(I 11.614 0. 19.64 1000 45. 00
2 59 0 566 1 9 64 4.31 32 9 $
2.~)
Ills
12SI)
:1 .18)
4 15 1 )
0 566 2.853 0 890 1 9 64 43! 32 9 8
) 1 890 3 480 1 .538 1964 4 3! 32 9.8
1538 4450 2.185 19.64 4 3! 32 9.8
2185 7527 .1480 l96~4 4.31 32 98
1480 11.614 4775 19.64 4.31 32 9.84~ 0 1 5 0.2 0.2 0. 0.
11 0
U oil I[L) 64 100004500.0-5-0.5
Soil 2
96443132.00.062
Pecnf Force : 0 Material Unit W t. C P h iLQ in X dn, : 0 Soil 1 19.64 1000 45
1 EQ inYdn :0 Soil 2 19.64 4.31 32
Factorof Safety: 1 .2 4Radius: 1 0 .7 8centre : 0.69 1 0 .7 5
Wnler Table
Soil 1
20 -15 -10 - b 0 5 10Sample P r o b l e m 4
2 3
7/27/2019 CAD for High Embankments-IIT
29/29
RFFFRFNCES
Bisho, A.W, (1995), The use ot~hcSlip Circle in the Stability Analysis ofEaflh Slopes,(coiechniq~e~Vol.~ P P 7-17.
Bishop and Henkel, (1962), Measurement of Soil P r o p e f l i e s in the Triaxial T~st~
Edward Arnold Ltd., London, Second Edition.
Bishop, A.W. and Morgenstern, NP. (1960), Stability Coefficients of Earth Slopes,
Geotechni,~ue3,,Vol.10, pp. 129-150,
iS 2720 Part 1 2 (1981), Shear Strength Parameters ofSoil from Consolidated Undrained
Test with Measurement ofPorewater Pressure.
Jewell, RA, (1996), $oil Reinforcement with Geotextiles. CIRIA, 6 Stores Gate,
Westniinister, London SWIP 3AU.
Lambe, TW. (1961), Soil Te~ti~gfor~Engineers.~johnWiley & Sons, New York.