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Design charts for estimation of lateral displacement of geosynthetic reinforced soil walls

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Title:
Design charts for estimation of lateral displacement of geosynthetic reinforced soil walls
Creator:
Hanneman, Dennis Lee
Publication Date:
Language:
English
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130 leaves : ; 28 cm

Subjects

Subjects / Keywords:
Retaining walls -- Design and construction ( lcsh )
Geosynthetics ( lcsh )
Lateral loads ( lcsh )
Soil mechanics ( lcsh )
Geosynthetics ( fast )
Lateral loads ( fast )
Retaining walls -- Design and construction ( fast )
Soil mechanics ( fast )
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bibliography ( marcgt )
theses ( marcgt )
non-fiction ( marcgt )

Notes

Bibliography:
Includes bibliographical references (leaves 128-130).
General Note:
Department of Civil Engineering
Statement of Responsibility:
by Dennis Lee Hanneman.

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Source Institution:
|University of Colorado Denver
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Auraria Library
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All applicable rights reserved by the source institution and holding location.
Resource Identifier:
49684054 ( OCLC )
ocm49684054
Classification:
LD1190.E53 2001m .H36 ( lcc )

Full Text
DESIGN CHARTS FOR ESTIMATION OF
LATERAL DISPLACEMENT OF
GEOSYNTHETIC REINFORCED SOIL WALLS
by
Dennis Lee Hanneman
B.S. Colorado School of Mines, 1991
A thesis submitted to the
University of Colorado at Denver
in partial fulfillment
of the requirements for the degree of
Master of Science
Civil Engineering
2001


This thesis for the Master of Science
degree by
Dennis Lee Hanneman
has been approved
by
John Mays


Hanneman, Dennis Lee (M.S. Civil Engineering)
Design Charts for Estimation of Lateral Displacement of Geosynthetic Reinforced
Soil Walls
Thesis directed by Professor Jonathan T. H. Wu
ABSTRACT
Currently available methods of design for geosynthetic-reinforced soil
(GRS) walls are inadequate at prediction of lateral displacement of the wall face.
This study was undertaken to develop design charts that offer a relatively quick,
easy, and rational method for estimating the lateral displacement along the face of a
GRS wall considering the combined effects of wall facing, reinforcement spacing,
geosynthetic stiffness, and foundation conditions.
Finite element methods of analysis can accommodate practically any wall
geometry and material properties. However, performing finite element analyses is
often cumbersome and time consuming. An analytical model utilizing a finite
element code was used to develop design charts to predict the lateral displacement
of GRS walls. Data obtained were evaluated and design charts were developed
which allow a designer to predict the displacements along the wall face.
in


Major findings of the study were:
1) Design charts presented on Figures 4.1 through 4.7 offer a quick, easy, and
rational method for a designer to estimate conservative values of lateral wall
movement for GRS walls with various wall facings, geosynthetic stiffnesses,
reinforcement spacings, and foundation conditions.
2) The shape of the normalized displacement profile is essentially the same
when geosynthetic stiffness and/or reinforcement spacing are varied. Facing
type and foundation conditions significantly affect the shape of the
displacement profile. Weaker foundations result in greater displacement
(and stresses and strains) near the bottom of the wall compared to stronger
foundations.
3) As would be expected, higher walls cause greater lateral displacement at the
wall face, and stronger wall components result in lower observed
displacements. Walls comprised of the strongest materials had lateral
displacements 3 to 4 times less than the weakest walls that were modeled.
Increasing the wall height by 50% and 100% caused increases in lateral
displacement by factors of 1.6 to 2.0 and 2.3 to 3.1, respectively.
4) Doubling the amount of reinforcement by reducing the spacing in half in a
GRS wall has about the same effect on the amount of lateral displacement at
the wall face as doubling the geosynthetic stiffness over the ranges
investigated.
This abstract accurately represents the content of the candidates thesis. I
recommend its publication.
Signed
nathan T. H. Wu


CONTENTS
Figures..............................................................vii
Table...............................................................viii
Chapter
1. Introduction.......................................................1
1.1 General............................................................1
1.2 Geosynthetic Reinforced Soil Wall Design Methods...................2
1.2.1 Ultimate Strength Methods........................................2
1.2.2 Service Load Design Methods......................................4
1.2.3 Performance Limit Design Methods.................................5
1.3 Problem Statement..................................................5
1.4 Objective of the Study.............................................6
1.5 Method of Research.................................................6
2. Analytical Model...................................................7
2.1 Finite Element Method..............................................7
2.2 GREWS Computer Program.............................................7
2.3 DACSAR Code........................................................9
2.4 Material Models..................................................10
2.4.1 Modified Duncan-Chang Soil Model................................11
v


2.4.2 Geosynthetic Reinforcement........................................13
2.4.3 Wall Facing.......................................................15
2.5 Validation of GREWS................................................15
3. Analytical Parameters Selected for Study............................16
3.1 General.............................................................16
3.2 Wall Geometry......................................................16
3.3 Soil Properties....................................................18
3.4 Geosynthetic Stiffness.............................................21
3.5 Geosynthetic Reinforcement Spacing.................................22
3.6 Wall Facing........................................................22
4. Results.............................................................24
4.1 General.............................................................24
4.2 Design Charts......................................................24
4.2.1 Displacement Profile at Wall Face.................................32
4.2.2 Computation of Lateral Wall Displacement..........................33
4.3 Discussion of Results..............................................34
5. Summary and Conclusions.............................................39
Appendix
A. Input and Output Files for GREWS Validation.........................41
B. Input and Output Files for Data Shown on Figure 4.1.................84
References.............................................................128
VI


FIGURES
Figure
2.1 Typical Geosynthetic Load-Deformation Curve.....................14
3.1 Wall Geometry...................................................17
3.2 Typical Nodal Numbering for Finite Element Mesh.................19
3.3 Typical Element Numbering for Finite Element Mesh...............20
4.1 Normalized Profile at Wall Face..................................25
4.2 Correction Factors for Wrapped Facing, Strong Foundation.........26
4.3 Correction Factors for Articulated Facing, Strong Foundation.....27
4.4 Correction Factors for Rigid Facing, Strong Foundation...........28
4.5 Correction Factors for Wrapped Facing, Medium Foundation.........29
4.6 Correction Factors for Articulated Facing, Medium Foundation.....30
4.7 Correction Factors for Rigid Facing, Medium Foundation...........31
vii


TABLES
Table
2.1 Modified Duncan-Chang Material Parameters.................13
3.1 Modified Duncan-Chang Parameters Used in the Analysis.....21
viii


1.
Introduction
1.1 General
Geosynthetic Reinforced Soil (GRS) walls have been increasingly used in
recent years primarily due to their low cost and ease of construction compared to
conventional concrete retaining walls. GRS walls offer several advantages including
remarkable stability with regard to catastrophic failure, high tolerance for foundation
movement, a short construction period, construction using ordinary earth moving and
compaction equipment, and strong resistance to corrosion (Wu, 1994 rev. 1997).
Because of their increased popularity, it is becoming more important that
GRS walls be designed based on performance limit design methods rather than the
commonly employed limiting equilibrium methods. Setting a performance limit
such as maximum lateral wall displacement for design of GRS walls is similar to
designing footings based on maximum allowable settlement. Since GRS walls are
flexible earth structures, designing with a displacement based method is
preferred (much like the design of a braced excavation). Most current design
methods do not address wall displacement, and if displacement is addressed, it is
usually based on very crude calculations that do not account for factors such as
facing rigidity, geosynthetic stiffness, geosynthetic spacing, or foundation
1


conditions. Clearly, a need exists for a design method to allow the practicing
engineer to better evaluate the lateral displacement of GRS walls. Christopher and
Elias (1997) write:
Horizontal deformation analyses are the most difficult and least certain of
the performed analyses. In many cases, they are done only approximately or
it is simply assumed that the usual factors of safety against external or
internal stability failure will ensure that deformations will be within tolerable
limits.
1.2 Geosynthetic Reinforced Soil Wall Design Methods
Current design methods for GRS walls can be grouped into three categories
including ultimate strength, service load, and performance limit methods. The
ultimate strength method is based on the method of equilibrium, but the performance
limit approach is based on an allowable wall displacement or other wall performance
characteristic. Service load methods employ the method of equilibrium and wall
displacement limiting criteria based on limiting the strain in the geosynthetic.
1.2.1 Ultimate Strength Methods
Ultimate strength methods apply factors of safety to the ultimate strength of
the materials (soil and geosynthetic reinforcement) and/or to the forces and moments
calculated. Several design procedures are available including:
1) United States Forest Service Method (Steward, Williamson, and
Mohney, 1977 rev. 1983)
2


2) Broms Method (Broms, 1978)
3) Bonaparte Method (Bonaparte, Holtz, and Giroud, 1987)
4) Collin Mehod (Collin, 1986)
5) AASHTO Method (1993)
6) FHWA Method (Christopher and Elias, 1997)
7) NCMA Method (Simac, et al., 1993)
8) Schmertmann Method (Schmertmann et al., 1987)
9) Leshchinsky-Perry Method (Leshchinsky and Perry, 1987)
The first seven of these methods are classified as earth pressure methods, and
the last two are slope stability methods. In earth pressure methods, the reinforced
soil zone is subjected to an assumed lateral earth pressure distribution that is resisted
by tensile forces developed in the reinforcement. A planar failure surface passing
through the toe of the wall defined by the Rankine active condition is assumed.
Slope stability methods use conventional slope stability procedures that are modified
to account for the geosynthetic reinforcement (Wu, 1994 rev. 1997).
A study conducted by Clayboum and Wu (1991) identified significant
variation in the overall safety factors comparing six of the ultimate strength methods
listed above. The combined safety factor in terms of the total reinforcement quantity
required ranged from 3 to 23. It is important to note that strains developed in
3


geosynthetic reinforcement under field conditions are much lower than the strains
associated with the ultimate strength of a geosynthetic.
1.2.2 Service Load Design Methods
Service load design methods also assume a lateral earth pressure distribution
and a planar failure surface as in the ultimate strength earth pressure methods.
However, a design limit strain is selected to limit the lateral wall displacement. The
design limit strain is usually much less than the strain that would occur at ultimate
failure. The Geoservice Method (Giroud, 1989), Christopher et. al. Method
(Christopher et al, 1989), the CTI Method (Wu, 1994a) and Jewell & Milligan Charts
(Jewell and Milligan, 1989) have been proposed.
While the service load methods alleviate some of the safety factor problems
that exist with the ultimate strength methods, methods for calculating the wall
displacements are crude. Many important factors known to affect the amount of wall
displacement are neglected. Factors that are ignored include facing rigidity,
foundation characteristics, reinforcement spacing, wall geometry, and construction
and compaction operations. Additionally, only maximum displacements are
calculated.
4


1.2.3 Performance Limit Design Methods
For purposes of this thesis, performance limit methods are based on a limiting
criteria such as wall displacement, but also allow determination of the entire wall
profile and accommodate various foundation conditions, wall facings, reinforcement
spacings, and geosynthetic stiffnesses. Several finite element method computer
programs meet this definition including the program GREWS developed by Wu and
his associates (1994b).
1.3 Problem Statement
Ultimate strength methods are most commonly used to design GRS walls.
Service load methods are used to a lesser extent, and it is rare that performance limit
design is performed. Ultimate strength and service load methods are inadequate at
prediction of lateral displacement of the wall face. Additionally, none of the
commonly used methods consider the combined effects of wall facing, reinforcement
spacing, geosynthetic stiffness, and foundation conditions on wall deflection.
Finite element methods of analysis can accommodate practically any wall
geometry and material properties. However, performing finite element analyses is
often cumbersome and time consuming. Practicing engineers have not historically
embraced finite element methods of analysis as part of their routine design process.
A simple procedure that provides the benefits of the performance limit design
method for GRS walls is needed to advance the state of the design practice.
5


1.4 Objective of the Study
The purpose of this study was to develop design charts that offer a relatively
quick, easy, and rational method for estimating conservative values of lateral
displacement along the face of a GRS wall under a variety of scenarios including
various facing types, geosynthetic stiffnesses, reinforcement spacings, and
foundation conditions.
1.5 Method of Research
An analytical model, GREWS, based on the finite element code DACSAR
was used to develop design charts to predict the lateral displacement of GRS walls.
More than 150 finite element method computer simulations were performed to obtain
predicted wall behavior with three different wall facing types, four geosynthetic
stiffnesses, two reinforcement spacings, and two foundation conditions. Data
obtained were evaluated and design charts were developed which allow very close
approximation of the displacements along the wall face that were predicted by
GREWS.
6


2.
Analytical Model
2.1 Finite Element Method
The finite element method is a versatile numerical technique that can be used
to compute stresses, strains, and displacements of earth structures. It was selected
for this study because of its ability to realistically simulate the complex behavior of
geosynthetic reinforced retaining walls. Complicated geometry, surcharge loading,
various material characteristics including foundation soil, backfill soil, retained soil,
geosynthetic reinforcement, and facing can be modeled. Perhaps most importantly,
the interaction of the geosynthetic, soils, and wall components is accounted for with
the finite element method.
2.2 GREWS Computer Program
GREWS (Geosynthetic REinforced Walls and Slopes) is a computer program
developed in 1994 by Wu, Helwany, and Macklin as a comprehensive tool for design
and/or analysis of geosynthetic reinforced walls and very steep slopes. This
computer program was selected for this study because of its relative ease of use,
which greatly facilitated the large number of different scenarios that were examined.
7


GREWS has been used by Thomas (1997) to examine the effects of truncated
reinforcement at the base of geosynthetic reinforced walls and by Macklin (1994) to
compare the methodology and results of four simplified calculation procedures with
the finite element program GREWS, for predicting the lateral deflection of GRS
walls.
GREWS has four levels of sophistication ranging from limit equilibrium
design methods to very detailed finite element analyses. The four different modules
are summarized as follows:
1. Level 1 allows the user to select from three limit equilibrium design
methods including the Forest Service ultimate strength method
(Steward, et al, 1977; Rev. 1983), the AASHTO ultimate strength
method, and the CTI service load method (Wu, 1994a). Analysis of
the structure response is not available with Level 1.
2. Level 2 uses the finite element method to perform design and/or
analysis of geosynthetic reinforced earth walls. Six basic prescribed
cases are available that allow evaluation of GRS walls and slopes of
differing heights, backfill soils, foundations, or retained soil
conditions. The program automatically generates a finite element
mesh.
8


3.
Level 3 allows modifications to the six prescribed geometric
configurations and material properties available in the Level 2
module.
4. Level 4 is capable of analyzing practically any geosynthetic
reinforced soil structure using standard finite element method.
However, this module is not automated so the user is required to input
the finite element mesh, material properties, boundary conditions, and
loading conditions.
There are three levels of output containing varying degrees of detail. For the
most part, output limited to displacement data of the nodes was used for this study.
Detailed output was reviewed in some instances to gain a better understanding of the
stresses and strains that occurred under different scenarios. Additional information,
operating instructions, and examples can be found in the GREWS Users Manual
written by Wu, Helwany, and Macklin (1994b).
2.3 DACSAR Code
Levels 2, 3, and 4 of the GREWS program are derived from the finite
element program DACSAR (Deformation Analysis Considering Stress Anisotropy
and Reorientation) developed at Kyoto University in Japan (Iizuka and Ohta, 1987).
DACSAR has been verified by comparisons with soil element laboratory model
9


tests, full scale controlled tests of GRS walls, and field tests. In 1992, Chou
conducted a comparative study of four finite element computer codes including
CRISP developed at Cambridge University in England, CON2D developed at
Virginia Polytechnic Institute and State University, SSCOMP developed at the
University of California at Berkely and DACSAR. DACSAR was judged to be the
best code for time dependent analysis of soil-structure interaction problems (Wu,
1994, Rev. 1997).
2.4 Material Models
Soil, geosynthetic reinforcement, and wall facing are modeled by DACSAR
with soil elements, bar elements, and beam elements. The soil elements are
comprised of four nodes, each having two degrees of freedom (displacement in the
horizontal and vertical directions). Several material models are available for
simulation of soil behavior including linear elastic, Sekiguchi-Ohta, and modified
Duncan-Chang. Bar elements are referred to as truss elements in DACSAR. They
consist of two-node elements with axial stiffness, but no bending resistance, to
represent geosynthetic reinforcement. Only a linear elastic model is available for the
bar element. Wall facing is simulated by beam elements with axial, shear, and
bending stiffness. The beam elements are of linear elastic material.
10


2.4.1 Modified Duncan-Chang Soil Model
The modified Duncan-Chang soil model is available in GREWS Levels 2,
3,and 4 to simulate nonlinear, inelastic, stress-dependent, stress-strain-strength
behavior of soils. The soil model approximates the observed hyperbolic shaped
stress-strain curves obtained from triaxial test results performed on many soil types.
The slope of a line drawn tangent to the curve at any point is defined as the Youngs
modulus, Et, and can be expressed as a function of the shear stress level, (ci.CT3)/(cti.
Et= {1- Rf (oi.a3)/(CTi.a3)f}2 K Pa (a3/ Pa)n (Equation 2.1)
Rf is called the failure ratio, and it is the ratio of failure and ultimate stress
difference, equal to (ai-CJ3)f/(ai-a3)uit. K and n are constants that can be determined
from the results of triaxial shear tests, and Pa is the reference pressure (usually
atmospheric) used to establish a convenient set of units. (ai.03)f is the deviatoric
stress at failure and is determined according to Mohr-Coulomb failure criterion as:
(c7i-CT3)f = (2c*cos<|) + 2cr3*sin)/(l-sin(j)) (Equation 2.2)
The values of are assumed to decrease as:
= <(>o A(j)0 logio (03/ Pa) (Equation 2.3)
11


The Youngs modulus defined by Equation 3.1 is used for soil elements
subject to primary loading. Inelastic behavior is represented in the modified
Duncan-Chang model by using a different value for Youngs modulus when
unloading (or reloading) occurs. The unloading-reloading modulus, Eur, is used for
both unloading and reloading and is defined as:
Eur = Kur Pa (03/ Pa)n (Equation 2.4)
The model also uses the bulk modulus, which is also dependent on the
confining stress as given by:
B = Kb Pa (03/ Pa)m (Equation 2.5)
A summary of the nine hyperbolic material parameters is presented in Table
3.1. The reader is referred to Duncan, et. al. (1980) for more detailed descriptions of
the model and procedures for determining the material parameters. The parameters
can be derived for specific soils from results of triaxial shear tests.
12


Table 2.1, Modified Duncan-Chang Material Parameters
Parameter Description Function
K, Kur Youngs modulus parameter Relates E; and Eur to csj
n Youngs modulus exponent
c Cohesion intercept Relates (cri-O^f to <73
, A(t> Friction angle parameters
Rf Failure ratio Relates (ai-a3)uitto (ai.o^f
Kb Bulk modulus number Relates B to <73
m Bulk modulus exponent
2.4.2 Geosynthetic Reinforcement
As previously mentioned, geosynthetic reinforcement is modeled in GREWS
by a series of bar elements. In constructed walls, geosynthetic reinforcements
function in tension and have negligible compressive or bending resistance. The bar
elements used in the finite element program are capable of resisting axial loads only
and have no bending resistance.
A linear elastic model is used for the bar elements. GREWS requires a
specified value of geosynthetic stiffness in the form of Youngs modulus, E, times
the cross-sectional area, A. Tensile stiffness in a geosynthetic is defined by the slope
of the load/width vs. deformation curve. A typical curve for geosynthetic materials
is shown on Figure 2.1. The shape of the curve may vary significantly depending on
the polymer type and the manufacturing process. The slope of the load-deformation
13


Tensile Force/Width
Figure 2.1
Typical Geosynthetic Load-Deformation Curve
14


curve is the product of Youngs modulus, E, and the thickness, t, of the geosynthetic.
Since GREWS performs a plane strain analysis, a unit width is implicit, and E*t =
E*A.
2.4.3 Wall Facing
Facing is simulated by a series of linear elastic beam elements possessing
both bending and axial resistance. GREWS requires that the facing elastic modulus,
E, cross-sectional area, A, and moment of inertia, I, be specified. Different facing
types ranging from wrapped to very rigid can be modeled.
2.5 Validation of GREWS
As discussed in Section 2.3, the DACSAR code which is the engine for
Levels 2, 3, and 4 in GREWS has been thoroughly evaluated and compared to three
other popular finite element programs. DACSAR was judged to be the best code for
time dependent analysis of soil-structure interaction problems.
A GREWS analysis was performed for a scenario presented by Macklin
(1994) and documented in his report appendix with a detailed output. Results
obtained during the current research match those reported by Macklin. The detailed
output of the validation is included in Appendix A.
15


3. Analytical Parameters Selected for Study
3.1 General
There are many factors that affect the performance of a GRS wall, including
construction procedures, backfill soils, foundation conditions, reinforcement
stiffness, wall facing, drainage, and surcharge loads. The stress-strain relationships
of the various wall elements were modeled by the finite element method for the
purpose of developing design charts that can be used to estimate wall movement.
Parameters used for the wall geometry, geosynthetic stiffness, soil backfill,
foundation soils, and facing are discussed in the following sections.
3.2 Wall Geometry
Figure 3.1 shows the relationship of various geometric features of the
geosynthetic reinforced soil wall cases that were modeled in this study. The
foundation thickness was chosen to be 10 feet, and the total width of backfill was set
equal to the height. Wu and Lin (1991) found that the wall movement is not very
sensitive to foundation depths varying from 6 to 14 feet. A greater thickness was not
chosen partly due to the size of the automatic mesh generation for the foundation
soils which is limited to five rows of elements. The effect of wall height on lateral
16


Reinforced
Backfill
Unreinforced
Backfill
H
10'
Foundation
60'
Not to Scale
Figure 3.1
Wall Geometry


displacement was evaluated by analyzing wall heights of 12 feet, 18 feet, and 24 feet.
Figures 3.2 and 3.3 show typical node and element numbering for the automatically
generated finite element meshes. The numbering system continues upward in the
same pattern for walls with more construction increments (i.e. higher walls or
smaller reinforcement spacing).
The reinforcement length was set equal to 60% of the height. This value was
chosen to represent the lower to middle range of reinforcement lengths used in
design practice. FHWA and AASHTO procedures require minimum reinforcement
lengths of 70% of the wall height. Setting the length equal to 0.6H would be
expected to yield larger deformations than using 0.7H; therefore, the length used in
this study is conservative with regard to lateral displacement of the wall facing.
3.3 Soil Properties
Modified Duncan-Chang soil parameters for the soils used in the study are
shown in Table 3.1. Two different foundation soils were chosen to evaluate the
effect of a strong foundation as compared to a medium foundation. Strong and
medium foundation parameters were selected to simulate foundation conditions
corresponding to Standard Penetration Test values of 50 and 10, respectively. The
backfill properties were held constant and are representative of minimum stiffness
and strength properties commonly specified for construction of GRS walls. Soils
conforming to Colorado Department of Transportation Class 1 structure backfill are
18


Figure 3.2
Typical Nodal Numbering for Finite Element Mesh
19


257 238 25* 200 301 203 283 204 2*3
241 242 "243 244 *343 '248 247 248 249
225 220 227 228 229 230 231 233 233
209 210 211 212 213 214 215 210 217
193 194 193 198 197 1*8 199 300 301
177 178 179 180 101 102 183 104 IBS
Itt 102 1S3 184 105 160 187 108 109
145 148 147 148 149 150 151 152 153
129 130 131 132 133 134 135 130 137
113 114 115 110 117 118 119 120 121
85 M 07 00 89 80 91 92 93 94 3 90 97 98 99 100 101 102 103 104 109
84 05 99 07 00 89 70 71 72 73 74 73 70 77 70 7* 80 61 62 83 4
43 44 45 40 47 40 49 SO 51 52 33 54 55 50 57 50 59 80 61 62 63
22 23 24 23 20 27 20 29 30 31 32 33 34 35 36 37 36 39 40 41 42
1 2 3 4 5 7 0 10 11 12 T3 14 IS 16 17 18 19 20 21
Figure 3.3
Typical Element Numbering for Finite Element Mesh
20


typically specified for construction of GRS walls. Aksharadananda and Wu (2001)
found that =34 degrees is a conservative value for all Class 1 soils.
Table 3.1
Modified Duncan-Chang Parameters Used in the Analysis
Material Type 0 (deg) A Strong Foundation 42 9 0.5 1 600 0.4 0.7 175 0.2
Medium Foundation 30 0 0.5 300 0.4 0.7 75 0.2
Compacted Backfill 34 0 0.5 | 300 0.4 0.7 75 0.2
3.4 Geosynthetic Stiffness
Geosynthetic stiffness was varied in the analyses to observe the effect of this
property on the wall behavior. Values of 1,000 lb/in, 3,000 lb/in, 6,000 lb/in and
9.000 lb/in were selected to represent the range of most geosynthetics currently being
installed in reinforced soil walls. Load-deformation curves for geosynthetics,
discussed in Section 2.4.2, are not usually available to a designer. The Geotechnical
Fabrics Report (2000) 2001 Specifiers Guide provides data for the wide-width
tensile test, ASTM D4595, for the strength at 5% strain and the ultimate strength for
most commercially available geosynthetics. Stiffness in the range of 1,000 lb/in to
9.000 lb/in at 5% strain is equivalent to a typical wide-width tensile test load/width
strength ranging approximately from 50 lb/in to 450 lb/in.
21


The assumed linear elastic (necessary due to modeling requirements) stiffness
at 5% strain was chosen for the study because it is considered to be conservative, and
published data is available for many geosynthetic products. Strains on the order of
2% typically develop in geosynthetic reinforcement within GRS walls at working
stresses. It is conservative to use stiffness values at 5% strain because Youngs
modulus is lower at higher strains (E*t is lower at 5% strain relative to E*t at 2%
strain recall Figure 2.1).
3.5 Geosynthetic Reinforcement Spacing
Geosynthetic reinforcement spacings of 8 inches and 16 inches were
evaluated. To maintain the same number of construction increments (i.e. 8-inch
thick compacted lifts) used in the analysis for the 16-inch spacing, a Level 3
GREWS analysis was performed. To simulate 16-inch spacing, every other layer of
geoysnthetic in each 8-inch spacing case was assigned a stiffness equal to zero,
effectively simulating a 16-inch spacing for the reinforcement. This was necessary
to maintain the same number of construction increments in both analyses.
3.6 Wall Facing
Three wall facing types were simulated including wrapped facing, articulated
facing, and very rigid full height concrete facing. For wrapped facing with a unit
width of one inch a very low stiffness, El, of 0.1 lb-in2 was selected so that very little
22


bending rigidity would be modeled. A bending stiffness of 93,000,000 lb-in
(E=3,000,000 lb/in2,1=31 in4) was chosen to simulate the very rigid behavior of full
height concrete. A low to medium bending stiffness of 21,000 lb-in was selected
for articulated facing with a low to medium global bending rigidity based on results
of Chou and Wus analyses (1993).
23


4.
Results
4.1 General
Parameters comprising the various elements of GRS wall structures discussed
in Chapter 3 were varied to develop charts for estimating conservative values of
lateral displacements along the wall facing at the end of construction. Studies have
shown that most of the displacement at the wall face is evident at the end of
construction when a granular backfill is used (May, 1997 and Wu, 1995). Results of
approximately 150 finite element analyses were used to develop the charts described
in this chapter.
4.2 Design Charts
This section summarizes the results of the analyses, as presented on Figures
4.1 through 4.7. From these charts, conservative values of lateral displacements
along the front face of a GRS wall can be estimated with the use of a correction
factor for different scenarios.
24


z/H
FIGURE 4.1
Normalized Profile at Wall Face
0 0.1 0.2 0.3 0.4
Horizontal Displacement/H (%)
Legend:
*
-h
-*
*
Wrapped Facing, Strong Foundation
Wrapped Facing, Medium Foundation
Articulated Facing, Strong Foundation
Articulated Facing, Medium Foundation
Rigid Facing, Strong Foundation
Rigid Facing, Medium Foundation, H=12'
Rigid Facing, Medium Foundation, H=18'
Notes:
wrapped facing: no bending resistance (El=0.1 lb-in2)
articulated facing: low to medium bending resistance (El=21,000 lb-in2)
rigid facing: high bending resistance (El=93,000,000 Ib-in2)
strong foundation: N = 50
medium foundation: N = 10
25


Correction Factor,
FIGURE 4.2 Corrections Factor for Wrapped Facing, Strong Foundation
H=12',S=8" H=18',S=8" H=24',S=8"
*- H=12',S=16" H=18', S=16" H=24', S=16"
26


Correction Factor,
H=12',S=8"
H=12',S=16"
H=18',S=8"
H=18', S=16"
H=24',S=8"
H=24\ S=16"
27


Correction Factor,
FIGURE 4.4 -Correction Factors for Rigid Facing, Strong Foundation
H=12',S=8" H=18',S=8" A H=24',S=8"
H=12,,S=16" a H=18, S=16" H=24', S=16'
28




Correction Factor,
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
Geosynthetic Stiffness, k (Ib/in)
H=12',S=8" H=18,,S=8" H=24',S=8"
H=12',S=16" H=18', S=16" H=24', S=16'
29


Correction Factor,
FIGURE 4.6 Correction Factors for Articulated Facing, Medium Foundation
H=12,S=8" H=18',S=8" H=24',S=8"
k H=12',S=16" H=18, S=16" -#-H=24, S=16"
30


Correction Factor,
0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
Geosynthetic Stiffness, k (Ib/in)
H=18',S=8" a H=24,,S=8" -*-H=18\ S=16" H=24\ S=16"
31


4.2.1 Displacement Profile at Wall Face
Figure 4.1 illustrates the normalized profile of horizontal displacement along
the wall face for the three facing types and two foundation conditions investigated.
The height above the bottom of the wall, z, divided by the total wall height, H, is
plotted on the vertical axis. The horizontal axis shows the horizontal displacement,
8, normalized against the total wall height expressed as a percentage.
Data plotted on Figure 4.1 are from results of control wall scenarios. The
control wall data plotted are for GRS wall scenarios with height equal to 12 feet,
geosynthetic stiffness equal to 3,000 lb/in, and reinforcement spacing of 8 inches.
Separate normalized displacement profiles are shown for each type of facing and
each foundation condition because these factors significantly affect the shape of the
displacement profile. Reinforcement stiffness and spacing barely influenced the
basic shape of the normalized displacement profiles. The normalized displacement
profiles shown on Figure 4.1 are appropriate for a wide range of geosynthetic
stiffnesses and spacings.
Values of 8/H(%) for a variety of wall heights, reinforcement stiffness, and
reinforcement spacing can be obtained by multiplying the appropriate displacement
profile by a correction factor to be discussed in section 4.2.2. The GREWS input
files and output files showing the displacement at nodes for the data plotted on
Figure 4.1 are presented in Appendix B.
32


Rather different wall displacement profiles were observed for the case with
rigid facing and medium strength foundation depending on the wall height.
Therefore, two displacement profiles are shown on Figure 4.1 for this case.
Normalized data obtained for the 18 foot high wall is very similar to the 24 foot high
wall with rigid facing on a medium strength foundation. Interestingly, the results for
the 12 foot high wall for this scenario varied by a maximum of only about 6 percent
for the range of geosynthetic stiffness and vertical reinforcement spacing
investigated. Therefore, a correction factor is not necessary for a 12 foot high wall
under various geosynthetic stiffness and spacing scenarios, and the displacements
can be calculated directly from Figure 4.1.
Maximum deflections occurred at approximately 0.45H, 0.35H, and 0.5H for
the wrapped, articulated, and rigid facing types, respectively, for walls on the strong
foundation. For walls with the medium strength foundation conditions, maximum
deflections occurred at about 0.40, 0.25, and 0.40 for facings that were wrapped,
articulated, or rigid, respectively. It is apparent from these values and by inspection
of Figure 4.1 that the lateral displacement of the wall face is greater near the bottom
with a weaker foundation compared to a stronger foundation.
4.2.2 Computation of Lateral Wall Displacement
Figures 4.2 through 4.7 can be used in conjunction with Figure 4.1 to quickly
obtain a conservative estimate of the lateral wall displacement for a particular wall
33


height, geosynthetic spacing, geosynthetic stiffness, or foundation condition. Figures
4.2 through 4.7 plot the Correction Factor, C, against geosynthetic stiffness for
various combinations of wall height and reinforcement spacing. The value of C
obtained from these charts is applied to the normalized chart shown on Figure 4.1 by
solving for 5 and multiplying by C. An example calculation is demonstrated.
Problem: Determine a conservative value of the maximum lateral
displacement of a GRS wall with the following characteristics:
H = 24 feet
Geosynthetic Stiffness = 6,000 lb/in
Geosynthetic Spacing = 16 inches
Strong Foundation Conditions (N=50)
Backfill properties as indicated in Section 3.3 (Class 1)
Solution: From Figure 4.1, the maximum deflection occurs at Z/H = 0.45 and
8/H(%) = 0.32. From Figure 4.2, C = 2.48.
8/H(%) = 0.32%
6 = (24*12*0.32)7100 2.48 = 2.3 inches
4.3 Discussion of Results
Results obtained from this analytical research, presented on Figures 4.1
through 4.7, offer a relatively quick, easy, and rational method for estimating
conservative values of lateral displacements along the face of a GRS wall under a
variety of scenarios. Other observations can be made by evaluating the data. These
include the effects of geosynthetic reinforcement spacing, geosynthetic stiffness,
facing type, and foundation conditions.
34


The behavior of the walls modeled was generally as would be expected.
Specifically, higher walls have greater displacements and stronger wall components
(higher geosynthetic stiffness, greater facing rigidity, smaller reinforcement spacing)
result in lower lateral displacements. Chou (1993) found similar relationships in his
parametric study using the DACSAR finite element code. The current study found
that displacements at the wall face were generally 1.6 to 2.0 times greater for GRS
walls that were 18 feet high compared to walls that were 12 feet high.
Displacements were 2.3 to 3.1 times higher for 24 feet high walls compared to 12
feet high walls. Walls with the weakest components analyzed (wrapped face,
stiffness = 1,000 lb/in, and reinforcement spacing = 16 inches) had lateral
displacements approximately 3 to 4 times higher than analyzed walls with the
strongest components (rigid facing, stiffness = 9,000 lb/in, and reinforcement
spacing = 8 inches).
Weaker foundation conditions caused more displacement at the bottom of the
wall compared to a stronger foundation, as can be seen by comparing the medium
foundation and strong foundation normalized displacement profiles presented on
Figure 4.1. This observation implies, and viewing strains in the detailed GREWS
output files confirms, that the strains developed in the lower geosynthetic layers
increase when walls are constructed on weak foundations. Comparison of the
normalized displacement profiles shown on Figure 4.1 also indicates that maximum
lateral displacements are larger with lower strength foundations.
35


In Section 4.2.1, the observed displacements (normalized with respect to
height) of a wall with continuous rigid facing were seen to have two very different
profiles when the wall was constructed on a medium strength foundation. Very little
difference in the amount of displacement was observed for all of the 12 foot high
wall analyses with rigid facing on a medium foundation, even when geosynthetic
spacing and stiffness were varied. Normalized displacement data for 18 and 24 foot
high walls exhibited behavior similar to all of the other analyses. That is, the
normalized data for the two wall heights were basically the same shape when a
correction factor was applied.
The seemingly strange results for the 12 foot high rigid faced wall on
medium foundation were closely scrutinized for possible input errors. None were
found so the detailed GREWS output files were examined. Truss element stresses
(and strains) that represent the geosynthetic material were found to be near zero, but
slightly negative at the wall face for the suspect scenarios. The stress in the last truss
element near the wall face was low for the 18 and 24 ft high wall cases, but was
positive indicating tensile strain occurred. An explanation for the observed behavior
is that the very rigid facing does not allow the geosynthetic near the wall face to
develop tensile strain (and tensile stress) until a higher vertical stress is applied.
When the geosynthetic near the wall face begins to function (when the load is great
enough), the shape of the deflection takes on the general shape similar to scenarios
with less rigid facing types. Prior to development of tensile strain in the
36


reinforcement, as in the 12 foot high case, the soil and geosynthetic near the face is
in compression and pushes out the wall face at the bottom more than the middle or
top. The profile generally follows the horizontal earth pressure distribution, which
increases toward the bottom when the geosynthetic is not functioning. This
description implies that lateral stresses in the geosynthetic reinforcement first
develop at some distance into the soil mass (away from the wall face) and
progressively increase out toward the face with increasing loads. Because the facing
is not embedded in the foundation for the analyses in this study, very little passive
earth pressure developed to resist wall movement at the base. In summary, the
geosynthetic reinforcement did not strain enough to develop its tensile resistance,
and the analysis was similar to a very rigid conventional unreinforced wall with no
embedment.
Observed effects on lateral wall displacement of doubling the reinforcement
stiffness and halving the spacing was a by-product of developing the design charts.
Conventional design approaches imply that doubling the reinforcement stiffness has
the same effect as doubling the spacing. Some form of the following equation is
often used:
T = ah s (Equation 4.1)
where, T is the tensile force in the geosynthetic, ah is the lateral earth pressure at the
middle of a layer, and s is the vertical reinforcement spacing. The equation has been
37


used to determine s for a given reinforcement (i.e., a given T), or vice versa, where
CTh is the assumed lateral earth pressure at a given depth. Results of the current study
indicate Equation 4.1 is reasonably accurate.
Because correction values for a given facing type and foundation condition
presented on Figures 4.2 through 4.7 are related to the amount of lateral
displacement at the wall face, they can be used to examine the spacing vs. stiffness
effect. The charts can be used to quickly compare C values, and the same C within
any chart implies the same amount of lateral displacement at the wall face. It can be
seen from the charts that achieving the same predicted displacement for a system
with 16 inch spacing generally requires 2.0 to 2.1 times the geosynthetic stiffness of
a system with 8 inch vertical spacing. Exceptions to this occur in each chart when
comparing stiffness less than 3,000 lb/in. In these cases the ratio is approximately
1.8 indicating that a two times stronger reinforcement with half the spacing interval
gives slightly smaller displacements than a weaker reinforcement (half as strong)
spaced twice as close.
38


5. Summary and Conclusions
Ultimate strength and service load methods of design for GRS walls are
inadequate at prediction of lateral displacement of the wall face. Additionally, none
of the commonly used methods consider the combined effects of wall facing,
reinforcement spacing, geosynthetic stiffness, and foundation conditions on wall
deflection. Finite element methods of analysis can accommodate practically any
wall geometry and material properties. However, performing finite element analyses
is often cumbersome and time consuming. A simple procedure that provides the
benefits of the performance limit design method for GRS walls is needed to advance
the state of the design practice.
This study was undertaken to develop design charts that offer a relatively
quick, easy, and rational method for estimating the lateral displacement along the
face of a GRS wall under a variety of scenarios including various facing types,
geosynthetic stiffnesses, reinforcement spacings, and foundation conditions.
An analytical model, GREWS, based on the finite element code DACSAR
was used to develop design charts to predict conservative values of lateral
displacement of GRS walls. More than 150 finite element method computer
simulations were performed to obtain predicted wall behavior with three different
wall facing types, four geosynthetic stiffnesses, two reinforcement spacings, and two
39


foundation conditions. Data obtained were evaluated and design charts were
developed which allow estimation of the displacements along the wall face.
Findings of the study include:
1) Design charts presented on Figures 4.1 through 4.7 offer a quick, easy, and
rational method for a designer to estimate conservative values of lateral wall
movement for GRS walls with various facing types, geosynthetic stiffnesses,
reinforcement spacings, and foundation conditions.
2) The shape of the normalized displacement profile is essentially the same
when geosynthetic stiffness and/or reinforcement spacing are varied. Facing
type and foundation conditions significantly affect the shape of the
displacement profile. Weaker foundations result in greater displacement (and
stresses and strains) near the bottom of the wall compared to stronger
foundations as can be seen by comparison of normalized displacement
profiles shown on Figure 4.1.
3) As would be expected, higher walls cause greater lateral displacement at the
wall face, and stronger wall components result in lower observed
displacements. Walls comprised of the strongest materials had lateral
displacements 3 to 4 times less than the weakest walls that were modeled.
Increasing the wall height by 50% and 100% caused increases in lateral
displacement by factors of 1.6 to 2.0 and 2.3 to 3.1, respectively.
4) The relationship, T = ah s, used in most of the earth pressure design
methods appears to be reasonably accurate with regard to lateral
displacement. That is, doubling the amount of reinforcement in a GRS wall
has about the same effect on the amount of lateral displacement at the wall
face as doubling the geosynthetic stiffness.
40


Appendix
A. Input and Output Files for GREWS Validation
41


Input File for GREWS Validation (maxval.ot3)
2
0,3,1,1.736
3,99,99,36,38,1,3
144,144,129.6,129.6,432,100.8
12
120
1000,1000
Output File for GREWS Validation (maxval.ot3)
IDSGN ICASE ISURCH SIGSUR
0 3 1 1.74
1DSGN=1 FOR DESIGN, IDSGN=0 FOR ANALYSIS
ICASE=1 FOR WALLS ON RIGID FOUNDATION
ICASE=2 FOR WALLS ON DEFORMABLE FOUNDATION
ICASE=3 FOR WALLS ON DEFORM. FOUND.WITH RETAINED SOIL
ICASE=4 FOR SLOPES ON RIGID FOUNDATION
ICASE=5 FOR SLOPES ON DEFORMABLE FOUNDATION
ICASE=6 FOR SLOPES ON DEFORM. FOUND. W/ RETAINED SOIL
ISURCH=1 FOR SURCHARGE, ISURCH=0 FOR NO SURCHARGE
SIGSUR : MAGNITUDE OF SURCHARGE "POSITIVE"
I********************************************************************************************
THE RESULTS OF GREWS F.E.M.------ON THE PLANE-STRAIN CONDITION
NOTATION l .IPSN 0:PLANE-STRAIN CONDITION I :AXI-SYMMETRIC CONDITION
2. ICON 0:WITH CONSOLIDATION I :WITHOUT CONSOLIDATION
3. IPLAS 0:ELASTO/VISCOPLASTIC ANALYSIS I :ELASTO/PLASTIC ANALYSIS
4. IEXC 0:TOTAL STRESS (EXCAVATION) I EFFECTIVE STRESS (EXCAVATION)
5. ICAL 0:FRESH COMPUTATION 1 :RESTARTED COMPUTATION
(READING FROM FT10 FILE)
UNIT & TITL
lb /in /day/ GREWS(Geosynthetic-REinforced Walls and Slopes)Helwany&Wu
IPSN ICON IPLAS IEXC ICAL ICALM
0 0 0 0 0 0
DISP STRS EPS DP/DT FT 10 FT20
0 0 0 1 I 1
OUTPUT CONTROL FLAG FOR CHECK
0000000000
WATER DENSITY = .361E-01 POTENTIAL LEVEL Y= 144.000
MATERIAL PROPERTIES
61 1 .500 42.000 9.000 14.625 000E+00 000E+00 HYPERBOLIC
42


61
61
61
61
61
61
61
61
61
61
61
61
61
61
61
61
61
0 19
0 20
175.000 .200 600.000 HYPERBOLIC
.500 .600 600.000 .400 .700 HYPERBOLIC
2 .500 39.000 7.000 14.625 .000E+00 .000E+00 HYPERBOLIC
125.000 .200 450.000 HYPERBOLIC
.500 .600 450.000 .400 .700 HYPERBOLIC
3 .500 36.000 5.000 14.625 .000E+00 .000E+00 HYPERBOLIC
75.000 .200 300.000 HYPERBOLIC
.500 .600 300.000 .400 .700 HYPERBOLIC
4 .500 33.000 3.000 14.625 .OOOE+OO .000E+00 HYPERBOLIC
50.000 .200 200.000 HYPERBOLIC
.500 .600 200.000 .400 .700 HYPERBOLIC
5 .500 36.000 8.000 14.625 .OOOE+OO .000E+00 HYPERBOLIC
450.000 .000 600.000 HYPERBOLIC
.500 .600 600.000 .250 .700 HYPERBOLIC
6 .500 34.000 6.000 14.625 .000E+00 .OOOE+OO HYPERBOLIC
350.000 .000 450.000 HYPERBOLIC
.500 .600 450.000 .250 .700 HYPERBOLIC
7 .500 32.000 4.000 14.625 .000E+00 .000E+00 HYPERBOLIC
250.000 .000 300.000 HYPERBOLIC
.500 .600 300.000 .250 .700 HYPERBOLIC
8 .500 30.000 2.000 14.625 .OOOE+OO .000E+00 HYPERBOLIC
150.000 .000 50.000 HYPERBOLIC
.500 .600 50.000 .250 .700 HYPERBOLIC
9 3.472 33.000 .000 14.625 .OOOE+OO .OOOE+OO HYPERBOLIC
200.000 .500 400.000 HYPERBOLIC
.500 .600 400.000 .600 .700 HYPERBOLIC
10 .000 39.000 7.000 14.625 .OOOE+OO .OOOE+OO HYPERBOLIC
175.000 .200 600.000 HYPERBOLIC
.500 .370 600.000 .600 .700 HYPERBOLIC
11 2.083 33.000 .000 14.625 .000E+00 .000E+00 HYPERBOLIC
75.000 .500 150.000 HYPERBOLIC
.500 .600 150.000 .600 .700 HYPERBOLIC
12 1.389 33.000 .000 14.625 .OOOE+OO .000E+00 HYPERBOLIC
50.000 .500 100.000 HYPERBOLIC
.500 .600 100.000 .600 .700 HYPERBOLIC
13 2.777 30.000 .000 14.625 .OOOE+OO .000E+00 HYPERBOLIC
140.000 .200 150.000 HYPERBOLIC
.500 .600 150.000 .450 .700 HYPERBOLIC
14 2.083 30.000 .000 14.625 .000E+00 .OOOE+OO HYPERBOLIC
110.000 .200 120.000 HYPERBOLIC
.500 .600 120.000 .450 .700 HYPERBOLIC
15 1.389 30.000 .000 14.625 .OOOE+OO .000E+00 HYPERBOLIC
80.000 .200 90.000 HYPERBOLIC
.500 .600 90.000 .450 .700 HYPERBOLIC
16 .694 30.000 .000 14.625 .OOOE+OO .OOOE+OO HYPERBOLIC
50.000 .200 60.000 HYPERBOLIC
.500 .600 60.000 .450 .700 HYPERBOLIC
17 .500 35.000 7.000 14.625 .000E+00 .OOOE+OO HYPERBOLIC
175.000 .200 600.000 HYPERBOLIC
.470 2.500 600.000 .600 .700 HYPERBOLIC
14.625 .OOOE+OO .OOOE+OO HYPERBOLIC
HYPERBOLIC
.660 .870 HYPERBOLIC
.300 .100E-01 .100E-01 SOIL(EVP-l)
.000 .124E-02 .124E-04 SOIL(EVP-2)
SOIL(EVP-3)
.384 .100E-01 .100E-01 SOIL(EVP-l)
1.000 .666E-02 .143E-03 SOIL(EVP-2)
SOIL(EVP-3)
18 .500
907.000
.500
.023
.500
.045
.076
4.839
.245
.IOOE+00
.210E+05
38.400 2.000
.000 1500.000
.380 1116.000
.860 1.000
.500
.045
.961
4.839
.245
.400E+0I
.460E+01
.900
.700
.549
.900
.840
.306E+07 .720E+01
.lOOE+Ol
.100E+01
.311E+02
BEAM
BEAM
BEAM
43


E
3 24 .125E+04 .100E+01
3 25 .500E+03 .100E+0I
3 26 .900E+04 .lOOE+Ol
3 27 .600E+04 .lOOE+Ol
61 28 .500 35.000 7.000 14.625
175.000 .200 600.000
.500 2.500 600.000 .600
3 29 .OOOE+OO lOOE+Ol
61 30 2.000 30.000 .000 14.625
110.000 .200 220.000
.500 .500 120.000 .450
3 31 .300E+04 .lOOE+Ol
3 32 .300E+04 .lOOE+Ol
3 33 300E+04 .lOOE+Ol
3 34 .300E+04 .lOOE+Ol
3 35 300E+04 .lOOE+Ol
3 36 .1OOE+04 .lOOE+Ol
3 37 .150E+04 .lOOE+Ol
2 38 .800E+03 .125E+00 .235E-04
TRUSS
TRUSS
TRUSS
TRUSS
.OOOE+OO .OOOE+OO HYPERBOLIC
HYPERBOLIC
.700 HYPERBOLIC
TRUSS
.OOOE+OO OOOE+OO HYPERBOLIC
HYPERBOLIC
.700 HYPERBOLIC
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
TRUSS
BEAM
******************************************* ISTEP= 1 TIME= 1 000
STEP NOD ELM COND DRN LOAD OUT DT IISTEP NUMC
111110 0 1.0000 2 0
COORDINATES OF NODAL POINTS
1 .000 .000
2 25.920 .000
3 51.840 .000
4 77.760 .000
5 103.680 .000
6 129.600 .000
7 139.200 .000
8 148.800 .000
9 158.400 .000
10 175.200 .000
11 192.000 .000
12 208.800 .000
13 225.600 .000
14 242.400 .000
15 259.200 .000
16 273.600 .000
17 288.000 .000
18 302.400 .000
19 316.800 .000
20 331.200 .000
21 345.600 .000
22 360.000 .000
23 374.400 .000
24 388.800 .000
25 403.200 .000
26 417.600 .000
27 432.000 .000
28 .000 28.800
29 25.920 28.800
30 51.840 28.800
31 77.760 28.800
32 103.680 28.800
33 129.600 28.800
34 139.200 28.800
44


35 148.800 28.800
36 158.400 28.800
37 175.200 28.800
38 192.000 28.800
39 208.800 28.800
40 225.600 28.800
41 242.400 28.800
42 259.200 28.800
43 273.600 28.800
44 288.000 28.800
45 302.400 28.800
46 316.800 28.800
47 331.200 28.800
48 345.600 28.800
49 360.000 28.800
50 374.400 28.800
51 388.800 28.800
52 403.200 28.800
53 417.600 28.800
54 432.000 28.800
55 .000 57.600
56 25.920 57.600
57 51.840 57.600
58 77.760 57.600
59 103.680 57.600
60 129.600 57.600
61 139.200 57.600
62 148.800 57.600
63 158.400 57.600
64 175.200 57.600
65 192.000 57.600
66 208.800 57.600
67 225.600 57.600
68 242.400 57.600
69 259.200 57.600
70 273.600 57.600
71 288.000 57.600
72 302.400 57.600
73 316.800 57.600
74 331.200 57.600
75 345.600 57.600
76 360.000 57.600
77 374.400 57.600
78 388.800 57.600
79 403.200 57.600
80 417.600 57.600
81 432.000 57.600
82 .000 86.400
83 25.920 86.400
84 51.840 86.400
85 77.760 86.400
86 103.680 86.400
87 129.600 86.400
88 139.200 86.400
89 148.800 86.400
90 158.400 86.400
91 175.200 86.400
92 192.000 86.400
93 208.800 86.400
94 225.600 86.400
95 242.400 86.400
96 259.200 86.400
45


97 273.600 86.400
98 288.000 86.400
99 302.400 86.400
100 316.800 86.400
101 331.200 86.400
102 345.600 86.400
103 360.000 86.400
104 374.400 86.400
105 388.800 86.400
106 403.200 86.400
107 417.600 86.400
108 432.000 86.400
109 .000 115.200
110 25.920 115.200
111 51.840 115.200
112 77.760 115.200
113 103.680 115.200
114 129.600 115.200
115 139.200 115.200
116 148.800 115.200
117 158.400 115.200
118 175.200 115.200
119 192.000 115.200
120 208.800 115.200
121 225.600 115.200
122 242.400 115.200
123 259.200 115.200
124 273.600 115.200
125 288.000 115.200
126 302.400 115.200
127 316.800 115.200
128 331.200 115.200
129 345.600 115.200
130 360.000 115.200
131 374.400 115.200
132 388.800 115.200
133 403.200 115.200
134 417.600 115.200
135 432.000 115.200
136 .000 144.000
137 25.920 144.000
138 51.840 144.000
139 77.760 144.000
140 103.680 144.000
141 129.600 144.000
142 139.200 144.000
143 148.800 144.000
144 158.400 144.000
145 175.200 144.000
146 192.000 144.000
147 208.800 144.000
148 225.600 144.000
149 242.400 144.000
150 259.200 144.000
151 273.600 144.000
152 288.000 144.000
153 302.400 144.000
154 316.800 144.000
155 331.200 144.000
156 345.600 144.000
157 360.000 144.000
158 374.400 144.000
46


159 388.800 144.000
160 403.200 144.000
161 417.600 144.000
162 432.000 144.000
163 .000 1 156.000
164 25.920 156.000
165 51.840 156.000
166 77.760 156.000
167 103.680 156.000
168 129.600 156.000
169 139.200 156.000
170 148.800 156.000
171 158.400 156.000
172 175.200 156.000
173 192.000 156.000
174 208.800 156.000
175 225.600 156.000
176 242.400 156.000
177 259.200 156.000
178 .000 1 168.000
179 25.920 168.000
180 51.840 168.000
181 77.760 168.000
182 103.680 168.000
183 129.600 168.000
184 139.200 168.000
185 148.800 168.000
186 158.400 168.000
187 175.200 168.000
188 192.000 168.000
189 208.800 168.000
190 225.600 168.000
191 242.400 168.000
192 259.200 168.000
193 .000 1 180.000
194 25.920 180.000
195 51.840 180.000
196 77.760 180.000
197 103.680 180.000
198 129.600 180.000
199 139.200 180.000
200 148.800 180.000
201 158.400 180.000
202 175.200 180.000
203 192.000 180.000
204 208.800 180.000
205 225.600 180.000
206 242.400 180.000
207 259.200 180.000
208 .000 1 192.000
209 25.920 192.000
210 51.840 192.000
211 77.760 192.000
212 103.680 192.000
213 129.600 192.000
214 139.200 192.000
215 148.800 192.000
216 158.400 192.000
217 175.200 192.000
218 192.000 192.000
219 208.800 192.000
220 225.600 192.000
47


T
221 242.400 192.000
222 259.200 192.000
223 .000 204.000
224 25.920 204.000
225 51.840 204.000
226 77.760 204.000
227 103.680 204.000
228 129.600 204.000
229 139.200 204.000
230 148.800 204.000
231 158.400 204.000
232 175.200 204.000
233 192.000 204.000
234 208.800 204.000
235 225.600 204.000
236 242.400 204.000
237 259.200 204.000
238 .000 216.000
239 25.920 216.000
240 51.840 216.000
241 77.760 216.000
242 103.680 216.000
243 129.600 216.000
244 139.200 216.000
245 148.800 216.000
246 158.400 216.000
247 175.200 216.000
248 192.000 216.000
249 208.800 216.000
250 225.600 216.000
251 242.400 216.000
252 259.200 216.000
253 .000 228.000
254 25.920 228.000
255 51.840 228.000
256 77.760 228.000
257 103.680 228.000
258 129.600 228.000
259 139.200 228.000
260 148.800 228.000
261 158.400 228.000
262 175.200 228.000
263 192.000 228.000
264 208.800 228.000
265 225.600 228.000
266 242.400 228.000
267 259.200 228.000
268 .000 240.000
269 25.920 240.000
270 51.840 240.000
271 77.760 240.000
272 103.680 240.000
273 129.600 240.000
274 139.200 240.000
275 148.800 240.000
276 158.400 240.000
277 175.200 240.000
278 192.000 240.000
279 208.800 240.000
280 225.600 240.000
281 242.400 240.000
282 259.200 240.000
48


283 .000 252.000
284 25.920 252.000
285 51.840 252.000
286 77.760 252.000
287 103.680 252.000
288 129.600 252.000
289 139.200 252.000
290 148.800 252.000
291 158.400 252.000
292 175.200 252.000
293 192.000 252.000
294 208.800 252.000
295 225.600 252.000
296 242.400 252.000
297 259.200 252.000
298 .000 264.000
299 25.920 264.000
300 51.840 264.000
301 77.760 264.000
302 103.680 264.000
303 129.600 264.000
304 139.200 264.000
305 148.800 264.000
306 158.400 264.000
307 175.200 264.000
308 192.000 264.000
309 208.800 264.000
310 225.600 264.000
311 242.400 264.000
312 259.200 264.000
313 .000 276.000
314 25.920 276.000
315 51.840 276.000
316 77.760 276.000
317 103.680 276.000
318 129.600 276.000
319 139.200 276.000
320 148.800 276.000
321 158.400 276.000
322 175.200 276.000
323 192.000 276.000
324 208.800 276.000
325 225.600 276.000
326 242.400 276.000
327 259.200 276.000
328 .000 288.000
329 25.920 288.000
330 51.840 288.000
331 77.760 288.000
332 103.680 288.000
333 129.600 288.000
334 139.200 288.000
335 148.800 288.000
336 158.400 288.000
337 175.200 288.000
338 192.000 288.000
339 208.800 288.000
340 225.600 288.000
341 242.400 288.000
342 259.200 288.000
DESCRIPTION OF ELEMENT
49


I 1 2 29 28 1 61
2 2 3 30 29 1 61
3 3 4 31 30 1 61
4 4 5 32 31 1 61
5 5 6 33 32 1 61
6 6 7 34 33 1 61
7 7 8 35 34 1 61
8 8 9 36 35 1 61
9 9 10 37 36 1 61
10 10 11 38 37 1 61
11 11 12 39 38 1 61
12 12 13 40 39 1 61
13 13 14 41 40 1 61
14 14 15 42 41 1 61
15 15 16 43 42 1 61
16 16 17 44 43 1 61
17 17 18 45 44 1 61
18 18 19 46 45 1 61
19 19 20 47 46 1 61
20 20 21 48 47 1 61
21 21 22 49 48 1 61
22 22 23 50 49 1 61
23 23 24 51 50 1 61
24 24 25 52 51 1 61
25 25 26 53 52 1 61
26 26 27 54 53 1 61
27 28 29 56 55 1 61
28 29 30 57 56 1 61
29 30 31 58 57 1 61
30 31 32 59 58 1 61
31 32 33 60 59 1 61
32 33 34 61 60 1 61
33 34 35 62 61 1 61
34 35 36 63 62 1 61
35 36 37 64 63 1 61
36 37 38 65 64 1 61
37 38 39 66 65 1 61
38 39 40 67 66 1 61
39 40 41 68 67 1 61
40 41 42 69 68 1 61
41 42 43 70 69 1 61
42 43 44 71 70 1 61
43 44 45 72 71 1 61
44 45 46 73 72 1 61
45 46 47 74 73 1 61
46 47 48 75 74 1 61
47 48 49 76 75 1 61
48 49 50 77 76 1 61
49 50 51 78 77 1 61
50 51 52 79 78 1 61
51 52 53 80 79 1 61
52 53 54 81 80 1 61
53 55 56 83 82 1 61
54 56 57 84 83 1 61
55 57 58 85 84 1 61
56 58 59 86 85 1 61
57 59 60 87 86 I 61
58 60 61 88 87 1 61
59 61 62 89 88 1 61
60 62 63 90 89 1 61
61 63 64 91 90 1 61
62 64 65 92 91 1 61
50


63 65 66 93 92 1 61
64 66 67 94 93 1 61
65 67 68 95 94 1 61
66 68 69 96 95 1 61
67 69 70 97 96 l 61
68 70 71 98 97 1 61
69 71 72 99 98 1 61
70 72 73 100 99 1 61
71 73 74 101 100 1 61
72 74 75 102 101 1 61
73 75 76 103 102 1 61
74 76 77 104 103 1 61
75 77 78 105 104 1 61
76 78 79 106 105 1 61
77 79 80 107 106 1 61
78 80 81 108 107 1 61
79 82 83 110 109 1 61
80 83 84 111 110 1 61
81 84 85 112 III 1 61
82 85 86 113 112 1 61
83 86 87 114 113 1 61
84 87 88 115 114 1 61
85 88 89 116 115 1 61
86 89 90 117 116 1 61
87 90 91 118 117 1 61
88 91 92 119 118 1 61
89 92 93 120 119 1 61
90 93 94 121 120 1 61
91 94 95 122 121 1 61
92 95 96 123 122 1 61
93 96 97 124 123 1 61
94 97 98 125 124 1 61
95 98 99 126 125 1 61
96 99 100 127 126 1 61
97 100 101 128 127 1 61
98 101 102 129 128 I 61
99 102 103 130 129 1 61
100 103 104 131 130 1 61
101 104 105 132 131 1 61
102 105 106 133 132 1 61
103 106 107 134 133 I 61
104 107 108 135 134 1 61
105 109 110 137 136 1 61
106 110 111 138 137 1 61
107 111 112 139 138 1 61
108 112 113 140 139 I 61
109 113 114 141 140 1 61
110 114 115 142 141 1 61
111 115 116 143 142 l 61
112 116 117 144 143 1 61
113 117 118 145 144 1 61
114 118 119 146 145 1 61
115 119 120 147 146 1 61
116 120 121 148 147 1 61
117 121 122 149 148 1 61
118 122 123 150 149 1 61
119 123 124 151 150 1 61
120 124 125 152 151 1 61
121 125 126 153 152 1 61
122 126 127 154 153 1 61
123 127 128 155 154 1 61
124 128 129 156 155 1 61
51


125 129 130 157 156 1 61
126 130 131 158 157 1 61
127 131 132 159 158 1 61
128 132 133 160 159 1 61
129 133 134 161 160 I 61
130 134 135 162 161 1 61
GEOMETRIC BOUNDARY CONDITION
HYDRAULIC BOUNDARY CONDITION
******* initial condition *******************************************************************
M MM MT 1ST SX SY SXY SZ SM QQ HEAD WB(1) WB(2) WB(3) WB(4) EHTA VOID
1 1 61 2 8.892 14.820 .000 8.892 10.868
2 1 61 2 8.892 14.820 .000 8.892 10.868
3 1 61 2 8.892 14.820 .000 8.892 10.868
4 1 61 2 8.892 14.820 .000 8.892 10.868
5 1 61 2 8.892 14.820 .000 8.892 10.868
6 1 61 2 2.892 4.820 .000 2.892 3.535
7 1 61 2 2.892 4.820 .000 2.892 3.535
8 1 61 2 2.892 4.820 .000 2.892 3.535
9 I 61 2 2.892 4.820 .000 2.892 3.535
10 1 61 2 2.892 4.820 .000 2.892 3.535
11 1 61 2 2.892 4.820 .000 2.892 3.535
12 1 61 2 2.892 4.820 .000 2.892 3.535
13 1 61 2 2.892 4.820 .000 2.892 3.535
14 1 61 2 2.892 4.820 .000 2.892 3.535
15 1 61 2 2.892 4.820 .000 2.892 3.535
16 1 61 2 2.892 4.820 .000 2.892 3.535
17 1 61 2 2.892 4.820 .000 2.892 3.535
18 1 61 2 2.892 4.820 .000 2.892 3.535
19 1 61 2 2.892 4.820 .000 2.892 3.535
20 1 61 2 2.892 4.820 .000 2.892 3.535
21 1 61 2 2.892 4.820 .000 2.892 3.535
22 1 61 2 2.892 4.820 .000 2.892 3.535
23 1 61 2 2.892 4.820 .000 2.892 3.535
24 1 61 2 2.892 4.820 .000 2.892 3.535
25 1 61 2 2.892 4.820 .000 2.892 3.535
26 1 61 2 2.892 4.820 .000 2.892 3.535
27 1 61 2 8.316 13.860 .000 8.316 10.164
28 1 61 2 8.316 13.860 .000 8.316 10.164
29 1 61 2 8.316 13.860 .000 8.316 10.164
30 I 61 2 8.316 13.860 .000 8.316 10.164
31 1 61 2 8.316 13.860 .000 8.316 10.164
32 1 61 2 2.316 3.860 .000 2.316 2.831
33 1 61 2 2.316 3.860 .000 2.316 2.831
34 1 61 2 2.316 3.860 .000 2.316 2.831
35 1 61 2 2.316 3.860 .000 2.316 2.831
36 1 61 2 2.316 3.860 .000 2.316 2.831
37 1 61 2 2.316 3.860 .000 2.316 2.831
38 1 61 2 2.316 3.860 .000 2.316 2.831
39 1 61 2 2.316 3.860 .000 2.316 2.831
40 1 61 2 2.316 3.860 .000 2.316 2.831
41 1 61 2 2.316 3.860 .000 2.316 2.831
42 1 61 2 2.316 3.860 .000 2.316 2.831
43 1 61 2 2.316 3.860 .000 2.316 2.831
44 1 61 2 2.316 3.860 .000 2.316 2.831
45 1 61 2 2.316 3.860 .000 2.316 2.831
46 1 61 2 2.316 3.860 .000 2.316 2.831
47 1 61 2 2.316 3.860 .000 2.316 2.831
52


48 1 61 2 2.316 3.860 .000 2.316 2.831
49 1 61 2 2.316 3.860 .000 2.316 2.831
50 1 61 2 2.316 3.860 .000 2.316 2.831
51 1 61 2 2.316 3.860 .000 2.316 2.831
52 1 61 2 2.316 3.860 .000 2.316 2.831
53 1 61 2 7.740 12.900 .000 7.740 9.460
54 1 61 2 7.740 12.900 .000 7.740 9.460
55 1 61 2 7.740 12.900 .000 7.740 9.460
56 1 61 2 7.740 12.900 .000 7.740 9.460
57 1 61 2 7.740 12.900 .000 7.740 9.460
58 1 61 2 1.740 2.900 .000 1.740 2.127
59 1 61 2 1.740 2.900 .000 1.740 2.127
60 1 61 2 1.740 2.900 .000 1.740 2.127
61 1 61 2 1.740 2.900 .000 1.740 2.127
62 1 61 2 1.740 2.900 .000 1.740 2.127
63 1 61 2 1.740 2.900 .000 1.740 2.127
64 1 61 2 1.740 2.900 .000 1.740 2.127
65 1 61 2 1.740 2.900 .000 1.740 2.127
66 1 61 2 1.740 2.900 .000 1.740 2.127
67 1 61 2 1.740 2.900 .000 1.740 2.127
68 1 61 2 1.740 2.900 .000 1.740 2.127
69 1 61 2 1.740 2.900 .000 1.740 2.127
70 1 61 2 1.740 2.900 .000 1.740 2.127
71 1 61 2 1.740 2.900 .000 1.740 2.127
72 1 61 2 1.740 2.900 .000 1.740 2.127
73 1 61 2 1.740 2.900 .000 1.740 2.127
74 1 61 2 1.740 2.900 .000 1.740 2.127
75 1 61 2 1.740 2.900 .000 1.740 2.127
76 1 61 2 1.740 2.900 .000 1.740 2.127
77 1 61 2 1.740 2.900 .000 1.740 2.127
78 1 61 2 1.740 2.900 .000 1.740 2.127
79 1 61 2 7.164 11.940 .000 7.164 8.756
80 1 61 2 7.164 11.940 .000 7.164 8.756
81 1 61 2 7.164 11.940 .000 7.164 8.756
82 1 61 2 7.164 11.940 .000 7.164 8.756
83 1 61 2 7.164 11.940 .000 7.164 8.756
84 1 61 2 1.164 1.940 .000 1.164 1.423
85 1 61 2 1.164 1.940 .000 1.164 1.423
86 1 61 2 1.164 1.940 .000 1.164 1.423
87 1 61 2 1.164 1.940 .000 1.164 1.423
88 1 61 2 1.164 1.940 .000 1.164 1.423
89 1 61 2 1.164 1.940 .000 1.164 1.423
90 1 61 2 1.164 1.940 .000 1.164 1.423
91 1 61 2 1.164 1.940 .000 1.164 1.423
92 1 61 2 1.164 1.940 .000 1.164 1.423
93 1 61 2 1.164 1.940 .000 1.164 1.423
94 1 61 2 1.164 1.940 .000 1.164 1.423
95 1 61 2 1.164 1.940 .000 1.164. 1.423
96 1 61 2 1.164 1.940 .000 1.164 1.423
97 1 61 2 1.164 1.940 .000 1.164 1.423
98 1 61 2 1.164 1.940 .000 1.164 1.423
99 1 61 2 1.164 1.940 .000 1.164 1.423
100 1 61 2 1.164 1.940 .000 1.164 1.423
101 1 61 2 1.164 1.940 .000 1.164 1.423
102 1 61 2 1.164 1.940 .000 1.164 1.423
103 1 61 2 1.164 1.940 .000 1.164 1.423
104 1 61 2 1.164 1.940 .000 1.164 1.423
105 1 61 2 6.588 10.980 .000 6.588 8.052
106 1 61 2 6.588 10.980 .000 6.588 8.052
107 1 61 2 6.588 10.980 .000 6.588 8.052
108 1 61 2 6.588 10.980 .000 6.588 8.052
109 1 61 2 6.588 10.980 .000 6.588 8.052
53


110 1 61 2 .588 .980 .000 .588 .719
111 1 61 2 .588 .980 .000 .588 .719
112 1 61 2 .588 .980 .000 .588 .719
113 1 61 2 .588 .980 .000 .588 .719
114 1 61 2 .588 .980 .000 .588 .719
115 1 61 2 .588 .980 .000 .588 .719
116 1 61 2 .588 .980 .000 .588 .719
117 1 61 2 .588 .980 .000 .588 .719
118 1 61 2 .588 .980 .000 .588 .719
119 1 61 2 .588 .980 .000 .588 .719
120 1 61 2 .588 .980 .000 .588 .719
121 1 61 2 .588 .980 .000 .588 .719
122 1 61 2 .588 .980 .000 .588 .719
123 1 61 2 .588 .980 .000 .588 .719
124 1 61 2 .588 .980 .000 .588 .719
125 1 61 2 .588 .980 .000 .588 .719
126 1 61 2 .588 .980 .000 .588 .719
127 1 61 2 .588 .980 .000 .588 .719
128 1 61 2 .588 .980 .000 .588 .719
129 1 61 2 .588 .980 .000 .588 .719
130 1 61 2 .588 .980 .000 .588 .719
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999) > (NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 130)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 58)?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 324)?
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 130)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 58)?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 324)?
I************************************************************* ISXEf>= 2 TIME111 2 000
STEP NOD ELM COND DRN LOAD OUT DT IISTEP NUMC
2 0 10 0 0 0 1.0000 2 1
DESCRIPTION OF ELEMENT
131 136 137 164 163 3 61
132 137 138 165 164 3 61
133 138 139 166 165 3 61
134 139 140 167 166 3 61
135 140 141 168 167 3 61
136 163 164 179 178 3 61
137 164 165 180 179 3 61
138 165 166 181 180 3 61
139 166 167 182 181 3 61
140 167 168 183 182 3 61
141 178 179 194 193 3 61
142 179 180 195 194 3 61
143 180 181 196 195 3 61
144 181 182 197 196 3 61
145 182 183 198 197 3 61
146 193 194 209 208 3 61
147 194 195 210 209 3 61
148 195 196 211 210 3 61
54


149 196 197 212 211 3 61
150 197 198 213 212 3 61
151 208 209 224 223 3 61
152 209 210 225 224 3 61
153 210 211 226 225 3 61
154 211 212 227 226 3 61
155 212 213 228 227 3 61
156 223 224 239 238 3 61
157 224 225 240 239 3 61
158 225 226 241 240 3 61
159 226 227 242 241 3 61
160 227 228 243 242 3 61
161 238 239 254 253 3 61
162 239 240 255 254 3 61
163 240 241 256 255 3 61
164 241 242 257 256 3 61
165 242 243 258 257 3 61
166 253 254 269 268 3 61
167 254 255 270 269 3 61
168 255 256 271 270 3 61
169 256 257 272 271 3 61
170 257 258 273 272 3 61
171 268 269 284 283 3 61
172 269 270 285 284 3 61
173 270 271 286 285 3 61
174 271 272 287 286 3 61
175 272 273 288 287 3 61
176 283 284 299 298 3 61
177 284 285 300 299 3 61
178 285 286 301 300 3 61
179 286 287 302 301 3 61
180 287 288 303 302 3 61
181 298 299 314 313 3 61
182 299 300 315 314 3 61
183 300 301 316 315 3 61
184 301 302 317 316 3 61
185 302 303 318 317 3 61
186 313 314 329 328 3 61
187 314 315 330 329 3 61
188 315 316 331 330 3 61
189 316 317 332 331 3 61
190 317 318 333 332 3 61
******* INITIAL CONDITION I**************************************************************
M MM MT 1ST SX SY SXY SZ SM QQ HEAD WB(1) WB(2) WB(3) WB(4) EHTA VOID
131 3 61 2 6.050 10.083 .000 6.050 7.394
132 3 61 2 6.050 10.083 .000 6.050 7.394
133 3 61 2 6.050 10.083 .000 6.050 7.394
134 3 61 2 6.050 10.083 .000 6.050 7.394
135 3 61 2 6.050 10.083 .000 6.050 7.394
136 3 61 2 5.550 9.250 .000 5.550 6.783
137 3 61 2 5.550 9.250 .000 5.550 6.783
138 3 61 2 5.550 9.250 .000 5.550 6.783
139 3 61 2 5.550 9.250 .000 5.550 6.783
140 3 61 2 5.550 9.250 .000 5.550 6.783
141 3 61 2 5.050 8.417 .000 5.050 6.172
142 3 61 2 5.050 8.417 .000 5.050 6.172
143 3 61 2 5.050 8.417 .000 5.050 6.172
144 3 61 2 5.050 8.417 .000 5.050 6.172
145 3 61 2 5.050 8.417 .000 5.050 6.172
55


146 3 61 2 4.550 7.583 .000 4.550 5.561
147 3 61 2 4.550 7.583 .000 4.550 5.561
148 3 61 2 4.550 7.583 .000 4.550 5.561
149 3 61 2 4.550 7.583 .000 4.550 5.561
150 3 61 2 4.550 7.583 .000 4.550 5.561
151 3 61 2 4.050 6.750 .000 4.050 4.950
152 3 61 2 4.050 6.750 .000 4.050 4.950
153 3 61 2 4.050 6.750 .000 4.050 4.950
154 3 61 2 4.050 6.750 .000 4.050 4.950
155 3 61 2 4.050 6.750 .000 4.050 4.950
156 3 61 2 3.550 5.917 .000 3.550 4.339
157 3 61 2 3.550 5.917 .000 3.550 4.339
158 3 61 2 3.550 5.917 .000 3.550 4.339
159 3 61 2 3.550 5.917 .000 3.550 4.339
160 3 61 2 3.550 5.917 .000 3.550 4.339
161 3 61 2 3.050 5.083 .000 3.050 3.728
162 3 61 2 3.050 5.083 .000 3.050 3.728
163 3 61 2 3.050 5.083 .000 3.050 3.728
164 3 61 2 3.050 5.083 .000 3.050 3.728
165 3 61 2 3.050 5.083 .000 3.050 3.728
166 3 61 2 2.550 4.250 .000 2.550 3.117
167 3 61 2 2.550 4.250 .000 2.550 3.117
168 3 61 2 2.550 4.250 .000 2.550 3.117
169 3 61 2 2.550 4.250 .000 2.550 3.117
170 3 61 2 2.550 4.250 .000 2.550 3.117
171 3 61 2 2.050 3.417 .000 2.050 2.506
172 3 61 2 2.050 3.417 .000 2.050 2.506
173 3 61 2 2.050 3.417 .000 2.050 2.506
174 3 61 2 2.050 3.417 .000 2.050 2.506
175 3 61 2 2.050 3.417 .000 2.050 2.506
176 3 61 2 1.550 2.583 .000 1.550 1.894
177 3 61 2 1.550 2.583 .000 1.550 1.894
178 3 61 2 1.550 2.583 .000 1.550 1.894
179 3 61 2 1.550 2.583 .000 1.550 1.894
180 3 61 2 1.550 2.583 .000 1.550 1.894
181 3 61 2 1.050 1.750 .000 1.050 1.283
182 3 61 2 1.050 1.750 .000 1.050 1.283
183 3 61 2 1.050 1.750 .000 1.050 1.283
184 3 61 2 1.050 1.750 .000 1.050 1.283
185 3 61 2 1.050 1.750 .000 1.050 1.283
186 3 61 2 .550 .917 .000 .550 .672
187 3 61 2 .550 .917 .000 .550 .672
188 3 61 2 .550 .917 .000 .550 .672
189 3 61 2 .550 .917 .000 .550 .672
190 3 61 2 .550 .917 .000 .550 .672
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900) > (NNEL= 190)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350) > (MJB= 58) ?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 468)?
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 190)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 58)?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 468)?
***************************************************** ISTEP= 3 TIME= 3.000
56


STEP NOD ELM COND DRN LOAD OUT DT IISTEP NUMC
3 0 10 0 10 1.0000 2 1
DESCRIPTION OF ELEMENT
191 144 145 0 0 36 3
192 145 146 0 0 36 3
193 146 147 0 0 36 3
194 147 148 0 0 36 3
195 148 149 0 0 36 3
196 149 150 0 0 36 3
197 150 177 0 0 38 2
198 141 142 169 168 3 61
199 142 143 170 169 3 61
200 143 144 171 170 3 61
201 144 145 172 171 3 61
202 145 146 173 172 3 61
203 146 147 174 173 3 61
204 147 148 175 174 3 61
205 148 149 176 175 3 61
206 149 150 177 176 3 61
LOAD DATA
******* INITIAL CONDITION ********+***********+*****************************************
M MM MT 1ST SX SY SXY SZ SM QQ HEAD WB(1) WB(2) WB(3) WB(4) EHTA VOID
198 3 61 2 .300 .500 .000 .300 .367
199 3 61 2 .300 .500 .000 .300 .367
200 3 61 2 .300 .500 .000 .300 .367
201 3 61 2 .300 .500 .000 .300 .367
202 3 61 2 .300 .500 .000 .300 .367
203 3 61 2 .300 .500 .000 .300 .367
204 3 61 2 .300 .500 .000 .300 .367
205 3 61 2 .300 .500 .000 .300 .367
206 3 61 2 .300 .500 .000 .300 .367
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)7
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 206)7
NUMBER OF MATERIAL :(MAXMAT= 100 7
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 59)7
TOTAL FREEDOM :( IFLNG= 3000) >(LLNEL= 488)7
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL P01NT:(MAXNOD= 999)>(NNOD= 342)7
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 206)7
NUMBER OF MATERIAL :(MAXMAT= 100 7
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 59)7
TOTAL FREEDOM :( IFLNG= 3000) >(LLNEL= 488)7
************************************************ isx£p= 4 T1ME= 4.000
STEP NOD ELM COND DRN LOAD OUT DT IISTEP NUMC
4 0 10 0 10 1.0000 2 1
DESCRIPTION OF ELEMENT
207 171 172 0 0 36 3
57


208 172 173 0 0 36 3
209 173 174 0 0 36 3
210 174 175 0 0 36 3
211 175 176 0 0 36 3
212 176 177 0 0 36 3
213 177 192 0 0 38 2
214 168 169 184 183 3 61
215 169 170 185 184 3 61
216 170 171 186 185 3 61
217 171 172 187 186 3 61
218 172 173 188 187 3 61
219 173 174 189 188 3 61
220 174 175 190 189 3 61
221 175 176 191 190 3 61
222 176 177 192 191 3 61
LOAD DATA
******* INITIAL CONDITION *************************************************************
M MM MT 1ST SX SY SXY SZ SM QQ HEAD WB(1) WB(2) WB(3) WB(4) EHTA VOID
214 3 61 2 .300 .500 .000 .300 .367
215 3 61 2 .300 .500 .000 .300 .367
216 3 61 2 .300 .500 .000 .300 .367
217 3 61 2 .300 .500 .000 .300 .367
218 3 61 2 .300 .500 .000 .300 .367
219 3 61 2 .300 .500 .000 .300 .367
220 3 61 2 .300 .500 .000 .300 .367
221 3 61 2 .300 .500 .000 .300 .367
222 3 61 2 .300 .500 .000 .300 .367
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 222)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 59)?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 507)?
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999) > (NNOD= 342) ?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 222)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 59)?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 507)?
******************************************************* i$TEP= 5 TIME= 5.000
STEP NOD ELM COND DRN LOAD OUT DT IISTEP NUMC
5 0 10 0 10 1.0000 2 1
DESCRIPTION OF ELEMENT
223 186 187 0 0 36 3
224 187 188 0 0 36 3
225 188 189 0 0 36 3
226 189 190 0 0 36 3
227 190 191 0 0 36 3
228 191 192 0 0 36 3
229 192 207 0 0 38 2
230 183 184 199 198 1 61
58


231 184 185 200 199 3 61
232 185 186 201 200 3 61
233 186 187 202 201 3 61
234 187 188 203 202 3 61
235 188 189 204 203 3 61
236 189 190 205 204 3 61
237 190 191 206 205 3 61
238 191 192 207 206 3 61
LOAD DATA
******41 INITIAL CONDITION *********************************** + ************************
M MM MT 1ST SX SY SXY SZ
230 3 61 2 .300 .500 .000 .300 .367
231 3 61 2 .300 .500 .000 .300 .367
232 3 61 2 .300 .500 .000 .300 .367
233 3 61 2 .300 .500 .000 .300 .367
234 3 61 2 .300 .500 .000 .300 .367
235 3 61 2 .300 .500 .000 .300 .367
236 3 61 2 .300 .500 .000 .300 .367
237 3 61 2 .300 .500 .000 .300 .367
238 3 61 2 .300 .500 .000 .300 .367
SM QQ HEAD WB(I) WB(2) WB(3) WB(4) EHTA VOID
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 238)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 59)?
TOTAL FREEDOM :( IFLNG= 3000) >(LLNEL= 526)?
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL PO!NT:(MAXNOD= 999) > (NNOD= 342) ?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 238)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 59)?
TOTAL FREEDOM :( IFLNG= 3000) >(LLNEL= 526)?
************************************************* |step= 6 TIME 6.000
STEP NOD ELM COND DRN LOAD OUT DT IISTEP NUMC
6 0 I 0 0 I 0 1.0000 2 1
DESCRIPTION OF ELEMENT
239 201 202 0 0 36 3
240 202 203 0 0 36 3
241 203 204 0 0 36 3
242 204 205 0 0 36 3
243 205 206 0 0 36 3
244 206 207 0 0 36 3
245 207 222 0 0 38 2
246 198 199 214 213 3 61
247 199 200 215 214 3 61
248 200 201 216 215 3 61
249 201 202 217 216 3 61
250 202 203 218 217 3 61
251 203 204 219 218 3 61
252 204 205 220 219 3 61
253 205 206 221 220 3 61
59


254 206 207 222 221 3 61
LOAD DATA
******* INITIAL CONDITION ********+***********+***************************++*****
M MM MT 1ST SX SY SXY SZ SM QQ HEAD WB(1) WB(2) WB(3) WB(4) EHTA VOID
246 3 61 2 .300 .500 .000 .300 .367
247 3 61 2 .300 .500 .000 .300 .367
248 3 61 2 .300 .500 .000 .300 .367
249 3 61 2 .300 .500 .000 .300 .367
250 3 61 2 .300 .500 .000 .300 .367
251 3 61 2 .300 .500 .000 .300 .367
252 3 61 2 .300 .500 .000 .300 .367
253 3 61 2 .300 .500 .000 .300 .367
254 3 61 2 .300 .500 .000 .300 .367
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 254)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350) > (MJB= 59) ?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 545)?
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 254)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350) > (MJB= 59) ?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 545)?
***************************************************** 1STEP= 7 TIME= 7.000
STEP NOD ELM COND DRN LOAD OUT DT IISTEP NUMC
7 0 1 1 0 0 1 0 1.0000
DESCRIPTION OF ELEMENT
255 216 217 0 0 36 3
256 217 218 0 0 36 3
257 218 219 0 0 36 3
258 219 220 0 0 36 3
259 220 221 0 0 36 3
260 221 222 0 0 36 3
261 222 237 0 0 38 2
262 213 214 229 228 3 61
263 214 215 230 229 3 61
264 215 216 231 230 3 61
265 216 217 232 231 3 61
266 217 218 233 232 3 61
267 218 219 234 233 3 61
268 219 220 235 234 3 61
269 220 221 236 235 3 61
270 221 222 237 236 3 61
LOAD DATA
60


******* INITIAL CONDITION ***************************************************************
M MM MT 1ST SX SY SXY SZ
262 3 61 2 .300 .500 .000 .300 .367
263 3 61 2 .300 .500 .000 .300 .367
264 3 61 2 .300 .500 .000 .300 .367
265 3 61 2 .300 .500 .000 .300 .367
266 3 61 2 .300 .500 .000 .300 .367
267 3 61 2 .300 .500 .000 .300 .367
268 3 61 2 .300 .500 .000 .300 .367
269 3 61 2 .300 .500 .000 .300 .367
270 3 61 2 .300 .500 .000 .300 .367
SM QQ HEAD WB(1) WB(2) WB(3) WB(4) EHTA VOID
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 270)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350) > (MJB= 59) ?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 564)?
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 270)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350) > (MJB= 59) ?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 564)?
************************************************** ISTEP= 8 TIME= 8.000
STEP NOD ELM COND DRN LOAD OUT DT IISTEP NUMC
8 0 1 0 0 1 0 1.0000 2 1
DESCRIPTION OF ELEMENT
271 231 232 0 0 36 3
272 232 233 0 0 36 3
273 233 234 0 0 36 3
274 234 235 0 0 36 3
275 235 236 0 0 36 3
276 236 237 0 0 36 3
277 237 252 0 0 38 2
278 228 229 244 243 3 61
279 229 230 245 244 3 61
280 230 231 246 245 3 61
281 231 232 247 246 3 61
282 232 233 248 247 3 61
283 233 234 249 248 3 61
284 234 235 250 249 3 61
285 235 236 251 250 3 61
286 236 237 252 251 3 61
LOAD DATA
******* INITIAL CONDITION *****************************************************************
M MM MT 1ST SX SY SXY SZ SM QQ HEAD WB(1) WB(2) WB(3) WB(4) EHTA VOID
278 3 61 2 .300 .500 .000 .300 .367
279 3 61 2 .300 .500 .000 .300 .367
280 3 61 2 .300 .500 .000 .300 .367
281 3 61 2 .300 .500 .000 .300 .367
61


282 3 61 2 .300 .500 .000 .300 .367
283 3 61 2 .300 .500 .000 .300 .367
284 3 61 2 .300 .500 .000 .300 .367
285 3 61 2 .300 .500 .000 .300 .367
286 3 61 2 .300 .500 .000 .300 .367
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 286)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350) > (MJB= 59) ?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 583)?
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 286)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350) > (MJB= 59) ?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 583)?
******************************************************* ISTEP= 9 TIME= 9.000
STEP NOD ELM COND DRN LOAD OUT DT IISTEP NUMC
9 0 1 0 0 1 0 1.0000 2 1
DESCRIPTION OF ELEMENT
287 246 247 0 0 36 3
288 247 248 0 0 36 3
289 248 249 0 0 36 3
290 249 250 0 0 36 3
291 250 251 0 0 36 3
292 251 252 0 0 36 3
293 252 267 0 0 38 2
294 243 244 259 258 3 61
295 244 245 260 259 3 61
296 245 246 261 260 3 61
297 246 247 262 261 3 61
298 247 248 263 262 3 61
299 248 249 264 263 3 61
300 249 250 265 264 3 61
301 250 251 266 265 3 61
302 251 252 267 266 3 61
LOAD DATA
******* INITIAL CONDITION **************************************************************
M MM MT 1ST SX SY SXY SZ
294 3 61 2 .300 .500 .000 .300 .367
295 3 61 2 .300 .500 .000 .300 .367
296 3 61 2 .300 .500 .000 .300 .367
297 3 61 2 .300 .500 .000 .300 .367
298 3 61 2 .300 .500 .000 .300 .367
299 3 61 2 .300 .500 .000 .300 .367
300 3 61 2 .300 .500 .000 .300 .367
301 3 61 2 .300 .500 .000 .300 .367
302 3 61 2 .300 .500 .000 .300 .367
SM QQ HEAD WB(1) WB(2) WB(3) WB(4) EHTA VOID
INITIAL AND USED CAPACITY OF GREWS
62


NUMBER OF NODAL POINT:(MAXNOD= 999) > (NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 302)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350) > (MJB= 59) ?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 602)?
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT: (MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 302)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350) > (MJB= 59) ?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 602)?
**************************************************** JSTEP= 10 TIME= 10.000
STEP NOD ELM COND DRN LOAD OUT DT IISTEP NUMC
10 0 1 0 0 1 0 1.0000
DESCRIPTION OF ELEMENT
303 261 262 0 0 36 3
304 262 263 0 0 36 3
305 263 264 0 0 36 3
306 264 265 0 0 36 3
307 265 266 0 0 36 3
308 266 267 0 0 36 3
309 267 282 0 0 38 2
310 258 259 274 273 3 61
311 259 260 275 274 3 61
312 260 261 276 275 3 61
313 261 262 277 276 3 61
314 262 263 278 277 3 61
315 263 264 279 278 3 61
316 264 265 280 279 3 61
317 265 266 281 280 3 61
318 266 267 282 281 3 61
LOAD DATA
******* initial condition ***********************************************************
M MM MT 1ST SX SY SXY SZ
310 3 61 2 .300 .500 .000 .300 .367
311 3 61 2 .300 .500 .000 .300 .367
312 3 61 2 .300 .500 .000 .300 .367
313 3 61 2 .300 .500 .000 .300 .367
314 3 61 2 .300 .500 .000 .300 .367
315 3 61 2 .300 .500 .000 .300 .367
316 3 61 2 .300 .500 .000 .300 .367
317 3 61 2 .300 .500 .000 .300 .367
318 3 61 2 .300 .500 .000 .300 .367
SM QQ HEAD WB(I) WB(2) WB(3) WB(4) EHTA VOID
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 318)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350) > (MJB= 59) ?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 621)?
INITIAL AND USED CAPACITY OF GREWS
63


NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 318)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 59)?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 621)?
***************************************************** ISTEP= 11 TIME= 11.000
STEP NOD ELMCOND DRN LOAD OUT DT IISTEP NUMC
11 0 1 0 0 1 0 1.0000
DESCRIPTION OF ELEMENT
319 276 277 0 0 36 3
320 277 278 0 0 36 3
321 278 279 0 0 36 3
322 279 280 0 0 36 3
323 280 281 0 0 36 3
324 281 282 0 0 36 3
325 282 297 0 0 38 2
326 273 274 289 288 3 61
327 274 275 290 289 3 61
328 275 276 291 290 3 61
329 276 277 292 291 3 61
330 277 278 293 292 3 61
331 278 279 294 293 3 61
332 279 280 295 294 3 61
333 280 281 296 295 3 61
334 281 282 297 296 3 61
LOAD DATA
******* initial condition **************************************************************
M MM MT 1ST SX SY SXY SZ SM QQ HEAD WB(1) WB(2) WB(3) WB(4) EHTA VOID
326 3 61 2 .300 .500 .000 .300 .367
327 3 61 2 .300 .500 .000 .300 .367
328 3 61 2 .300 .500 .000 .300 .367
329 3 61 2 .300 .500 .000 .300 .367
330 3 61 2 .300 .500 .000 .300 .367
331 3 61 2 .300 .500 .000 .300 .367
332 3 61 2 .300 .500 .000 .300 .367
333 3 61 2 .300 .500 .000 .300 .367
334 3 61 2 .300 .500 .000 .300 .367
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 334)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 59)?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 640)?
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 334)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 59)?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 640)?
64


************************************************** ISTEP= 12 TIME= 12.000
STEP NOD ELM COND DRN LOAD OUT DT IISTEP NUMC
12 0 1 0 0 1 0 1.0000 2 1
DESCRIPTION OF ELEMENT
335 291 292 0 0 36 3
336 292 293 0 0 36 3
337 293 294 0 0 36 3
338 294 295 0 0 36 3
339 295 296 0 0 36 3
340 296 297 0 0 36 3
341 297 312 0 0 38 2
342 288 289 304 303 3 61
343 289 290 305 304 3 61
344 290 291 306 305 3 61
345 291 292 307 306 3 61
346 292 293 308 307 3 61
347 293 294 309 308 3 61
348 294 295 310 309 3 61
349 295 296 311 310 3 61
350 296 297 312 311 3 61
LOAD DATA
******* initial condition ************************************************************
M MM MT 1ST SX SY SXY SZ SM QQ HEAD WB(1) WB(2) WB(3) WB(4) EHTA VOID
342 3 61 2 .300 .500 .000 .300 .367
343 3 61 2 .300 .500 .000 .300 .367
344 3 61 2 .300 .500 .000 .300 .367
345 3 61 2 .300 .500 .000 .300 .367
346 3 61 2 .300 .500 .000 .300 .367
347 3 61 2 .300 .500 .000 .300 .367
348 3 61 2 .300 .500 .000 .300 .367
349 3 61 2 .300 .500 .000 .300 .367
350 3 61 2 .300 .500 .000 .300 .367
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 350)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350) > (MJB= 59) ?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 659)?
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999) > (NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 350)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 59)?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 659)?
******************************************************** ISTEP= 13 TIME= 13.000
STEP NOD ELM COND DRN LOAD OUT DT IISTEP NUMC
13 0 1 0 0 I 0 1.0000 2 1
DESCRIPTION OF ELEMENT
65


351 306 307 0 0 36 3
352 307 308 0 0 36 3
353 308 309 0 0 36 3
354 309 310 0 0 36 3
355 310 311 0 0 36 3
356 311 312 0 0 36 3
357 312 327 0 0 38 2
358 303 304 319 318 3 61
359 304 305 320 319 3 61
360 305 306 321 320 3 61
361 306 307 322 321 3 61
362 307 308 323 322 3 61
363 308 309 324 323 3 61
364 309 310 325 324 3 61
365 310 311 326 325 3 61
366 311 312 327 326 3 61
LOAD DATA
******* INITIAL CONDITION *****+****************************+*************************
M MM MT 1ST SX SY SXY SZ SM QQ HEAD WB(1) WB(2) WB(3) WB(4) EHTA VOID
358 3 61 2 .300 .500 .000 .300 .367
359 3 61 2 .300 .500 .000 .300 .367
360 3 61 2 .300 .500 .000 .300 .367
361 3 61 2 .300 .500 .000 .300 .367
362 3 61 2 .300 .500 .000 .300 .367
363 3 6) 2 .300 .500 .000 .300 .367
364 3 61 2 .300 .500 .000 .300 .367
365 3 61 2 .300 .500 .000 .300 .367
366 3 61 2 .300 .500 .000 .300 .367
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 366)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 59)?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 678)?
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 366)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 59)?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 678)?
************************************************* isTEP53 14 TIME= 14.000
STEP NOD ELM COND DRN LOAD OUT DT IISTEP NUMC
14 0 1 0 0 1 I 1.0000 2 1
DESCRIPTION OF ELEMENT
367 321 322 0 0 36 3
368 322 323 0 0 36 3
369 323 324 0 0 36 3
370 324 325 0 0 36 3
371 325 326 0 0 36 3
372 326 327 0 0 36 3
373 327 342 0 0 38 2
66


374 318 319 334 333 3 61
375 319 320 335 334 3 61
376 320 321 336 335 3 61
377 321 322 337 336 3 61
378 322 323 338 337 3 61
379 323 324 339 338 3 61
380 324 325 340 339 3 61
381 325 326 341 340 3 61
382 326 327 342 341 3 61
LOAD DATA
******* INITIAL CONDITION ********************************************************
M MM MT 1ST SX SY SXY SZ SM QQ HEAD WB(1) WB(2) WB(3) WB(4) EHTA VOID
374 3 61 2 .300 .500 .000 .300 .367
375 3 61 2 .300 .500 .000 .300 .367
376 3 61 2 .300 .500 .000 .300 .367
377 3 61 2 .300 .500 .000 .300 .367
378 3 61 2 .300 .500 .000 .300 .367
379 3 61 2 .300 .500 .000 .300 .367
380 3 61 2 .300 .500 .000 .300 .367
381 3 61 2 .300 .500 .000 .300 .367
382 3 61 2 .300 .500 .000 .300 .367
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 382)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 59)?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 697)?
INITIAL AND USED CAPACITY OF GREWS
NUMBER OF NODAL POINT:(MAXNOD= 999)>(NNOD= 342)?
NUMBER OF ELEMENT :(MAXNEL= 900)>(NNEL= 382)?
NUMBER OF MATERIAL :(MAXMAT= 100 ?
WIDTH OF BAND :(MAXBAN= 350)>(MJB= 59)?
TOTAL FREEDOM :(IFLNG= 3000) >(LLNEL= 697)?
***** print OUT OF RESULTS************************************************************
IPSN= 0 lCON= 0 IPLAS= 0 IEXC=0
STEP= 14 T1ME= 14.000
1SUMMARY OF THE RESULTS OF TRIAL NO. I
OUTPUT OF NODAL DISPLACEMENT
N DU DV U V N DU DV U V
1 OOOE+OO .000E+00 OOOE+OO OOOE+OO 2 OOOE+OO OOOE+OO .OOOE+OO .OOOE+OO
3 OOOE+OO .OOOE+OO .OOOE+OO .OOOE+OO 4 .OOOE+OO OOOE+OO .OOOE+OO .OOOE+OO
5 .000E+00 OOOE+OO .000E+00 .OOOE+OO 6 .OOOE+OO .OOOE+OO OOOE+OO .OOOE+OO
7 .0O0E+00 .OOOE+OO OOOE+OO .OOOE+OO 8 OOOE+OO .OOOE+OO OOOE+OO .OOOE+OO
9 000E+00 .000E+00 OOOE+OO OOOE+OO 10 OOOE+OO OOOE+OO OOOE+OO .OOOE+OO
11 OOOE+OO .000E+00 .000E+00 OOOE+OO 12 OOOE+OO OOOE+OO OOOE+OO OOOE+OO
13 .OOOE+OO .000E+00 .000E+00 .OOOE+OO 14 .OOOE+OO OOOE+OO .OOOE+OO .OOOE+OO
15 .000E+00 .000E+00 .OOOE+OO OOOE+OO 16 .OOOE+OO .OOOE+OO .OOOE+OO .OOOE+OO
17 .OOOE+OO .000E+00 OOOE+OO .OOOE+OO 18 OOOE+OO OOOE+OO OOOE+OO .OOOE+OO
67


19
21
23
25
27
29
31
33
35
37
39
41
43
45
47
49
51
53
55
57
59
61
63
65
67
69
71
73
75
77
79
81
83
85
87
89
91
93
95
97
99
101
103
105
107
109
111
113
115
117
119
121
123
125
127
129
131
133
135
137
139
141
.OOOE+OO .000E+00 OOOE+OO
.OOOE+OO .OOOE+OO .OOOE+OO
.OOOE+OO .OOOE+OO OOOE+OO
OOOE+OO .OOOE+OO OOOE+OO
.OOOE+OO OOOE+OO .OOOE+OO
-382E-03 -.126E-02 -.387E-02
-.979E-03 -.182E-02 -.992E-02
-. 105E-02 -.281E-02 -.990E-02
-. 117E-02 -.35IE-02 -.105E-0I
-.858E-03 444E-02 -.699E-02
.226E-03 -.51 IE-02 .283E-02
.155E-02 -.479E-02 .136E-01
.230E-02 -.372E-02 .191E-01
.231E-02 262E-02 .189E-01
.190E-02 -. 169E-02 155E-01
.I35E-02 -.103E-02 .110E-01
.792E-03 -.64IE-03 .640E-02
.260E-03 -462E-03 209E-02
.OOOE+OO -.205E-02 .OOOE+OO
-.113E-02 -.270E-02 -.112E-01
-.I81E-02 -.454E-02 -.I78E-01
-.195E-02 -.662E-02 -.181E-0I
-. 184E-02 -85IE-02 -.162E-01
-.548E-03 -.113E-01 -.370E-02
169E-02 -.120E-0I J48E-01
369E-02 -.969E-02 296E-0I
.406E-02 -.655E-02 .319E-01
343E-02 -.402E-02 .268E-01
249E-02 -.231E-02 .194E-01
. 159E-02 -. 128E-02 .122E-01
.765E-03 -.750E-03 586E-02
.OOOE+OO -.590E-03 .OOOE+OO
-.671E-03 -.293E-02 -.621E-02
-. 177E-02 -.502E-02 -.168E-01
-.215E-02 -.889E-02 -.204E-01
-.221E-02 -.123E-01 -.205E-01
-. 133E-02 -171E-01 -117E-0I
915E-03 -207E-01 .760E-02
.370E-02 -. 195E-01 .287E-01
.520E-02 -. 130E-01 .382E-01
441E-02 -.750E-02 .317E-01
.313E-02 -.406E-02 .220E-01
201E-02 -.210E-02 .139E-01
.112E-02 -.107E-02 .753E-02
358E-03 -629E-03 238E-02
.OOOE+OO -.308E-02 .OOOE+OO
-.114E-02 -459E-02 -.9I6E-02
-.177E-02 -.90IE-02 -.153E-01
-.193E-02 -.I51E-01 -.I70E-01
-124E-02 210E-01 -116E-01
717E-03 -284E-01 .305E-02
308E-02 -.31 IE-01 193E-01
.534E-02 -255E-01 .335E-01
445E-02 -.129E-01 254E-01
.271E-02 -648E-02 .132E-01
. 158E-02 -.318E-02 .640E-02
.881E-03 -151E-02 .302E-02
400E-03 -.716E-03 .123E-02
.OOOE+OO -.485E-03 .OOOE+OO
-.36IE-03 -.381E-02 -.129E-02
-.844E-03 -.788E-02 -.259E-02
-275E-03 -. 158E-01 .168E-02
.OOOE+OO 20 OOOE+OO
OOOE+OO 22 .OOOE+OO
.OOOE+OO 24 .OOOE+OO
.OOOE+OO 26 OOOE+OO
OOOE+OO 28 OOOE+OO
-.117E-01 30 -.723E-03
-. 179E-01 32 -110E-02
-.290E-01 34 -. 115E-02
-.362E-01 36 -.112E-02
-450E-01 38 -.389E-03
-.499E-0I 40 .906E-03 -
-.454E-0I 42 .205E-02 -
-.346E-01 44 238E-02 -
-.238E-01 46 .214E-02 -
-. 148E-01 48 .163E-02 -
-.859E-02 50 .I07E-02 -
-494E-02 52 523E-03 -
-.329E-02 54 .OOOE+OO
-190E-01 56 -.596E-03
-.258E-01 58 -. 156E-02
-.459E-01 60 -184E-02
-.688E-01 62 -196E-02
-871E-OI 64 -. 136E-02 -
-.111 E+OO 66 .508E-03
-.112E+00 68 .282E-02
-.886E-01 70 406E-02 -
-.6O0E-0I 72 .382E-02 -.
362E-01 74 .297E-02 -
-.200E-0I 76 .203E-02 -.
103E-01 78 .117E-02 -
- 544E-02 80 .379E-03 -.
-.397E-02 82 OOOE+OO
-275E-01 84 -.128E-02
-489E-01 86 -.207E-02
-.921E-01 88 -.226E-02
- I28E+00 90 200E-02
-.171 E+OO 92 -.332E-03
-. 196E+00 94 .231E-02 -
-.176E+00 % 482E-02 -
-.118E+00 98 .496E-02 -
-.680E-01 100 377E-02
-.360E-01 102 .254E-02
-. 177E-01 104 154E-02
-.806E-02 106 .727E-03
-404E-02 108 OOOE+OO
-.291E-0I 110 -.602E-03
-.434E-01 112 -. 156E-02
-886E-0I 114 -.I73E-02
-. 159E+00 116 -. 164E-02
-.218E+00 118 -.347E-03
-.281 E+OO 120 I88E-02
-.288E+00 122 .427E-02
-.222E+00 124 .535E-02
-II7E+00 126 .350E-02
- 583E-01 128 207E-02
-.277E-01 130 119E-02
-.12 IE-01 132 .624E-03
-489E-02 134 .196E-03
-.279E-02 136 .OOOE+OO
-.366E-01 138 -.67IE-03
- 736E-01 140 754E-03
-.156E+00 142 -. 163E-03
.OOOE+OO .OOOE+OO OOOE+OO
OOOE+OO OOOE+OO .OOOE+OO
OOOE+OO OOOE+OO .OOOE+OO
.OOOE+OO OOOE+OO OOOE+OO
-. 118E-02 .OOOE+OO -.109E-01
148E-02 -.734E-02 -.141E-01
.227E-02 -. 110E-0I -.230E-01
.316E-02 -.I06E-0I -.326E-0I
.385E-02 -.980E-02 -.396E-01
-.488E-02 -.257E-02 -486E-01
509E-02 .847E-02 -.488E-01
426E-02 173E-01 -.400E-01
316E-02 .196E-01 -.291E-01
212E-02 .175E-01 -.190E-01
133E-02 133E-01 -.1I3E-0I
808E-03 .866E-02 -.648E-02
527E-03 .422E-02 -.389E-02
.440E-03 .OOOE+OO -.309E-02
-.221E-02 -.587E-02 -207E-01
.349E-02 155E-01 -.343E-01
.579E-02 -. 174E-01 -.600E-01
.755E-02 -. 178E-01 -.781E-01
.I01E-01 -.112E-01 -.101 E+OO
-.120E-01 .536E-02 I15E+00
.112E-01 .234E-0I -.103E+00
808E-02 .321E-01 -741E-01
518E-02 .299E-01 -.471E-01
307E-02 .231E-01 -.271E-01
172E-02 .157E-01 -.144E-01
%lE-03 .896E-02 -.739E-02
629E-03 .290E-02 -.433E-02
-.267E-02 OOOE+OO 249E-01
.372E-02 -. 120E-01 -.355E-01
.677E-02 -. 199E-0I -.679E-01
.I05E-0I -.213E-01 -.110E+00
-.142E-01 -.182E-01 -.I45E+00
-.I93E-01 -.277E-02 -.I88E+00
208E-01 185E-01 -.192E+00
.166E-01 362E-01 -.148E+00
.999E-02 360E-01 -.907E-01
.555E-02 .268E-01 -.500E-01
-.294E-02 .177E-01 -255E-01
-.149E-02 .105E-0I -120E-01
-.787E-03 486E-02 - 549E-02
-.578E-03 .OOOE+OO -.357E-02
-.346E-02 -.474E-02 -.326E-0I
-.646E-02 -. I29E-01 619E-01
-.121E-01 -.155E-01 -. I24E+00
-. 182E-01 -. 148E-01 -.191 E+OO
-.252E-01 -.469E-02 -256E+00
-.305E-01 111E-01 -.292E+00
-297E-01 .273E-01 -.266E+00
-. 183E-01 322E-01 -I63E+00
-915E-02 .186E-01 -828E-01
-.456E-02 .925E-02 -405E-01
-.220E-02 .441E-02 -.186E-01
-. 103E-02 200E-02 -.773E-02
-.542E-03 .583E-03 -.330E-02
-.331E-02 OOOE+OO -.322E-01
-.533E-02 -.229E-02 501E-01
-.114E-01 -.I53E-02 -.108E+00
-.214E-01 258E-02 - 228E+00
68


143 530E-03 -.255E-01 .742E-02 -.273E+00 144 .122E-02 -289E-01 .115E-01 -.308E+00
145 .237E-02 - 340E-01 .166E-0I -.353E+00 146 341E-02 -.380E-01 193E-01 -.382E+00
147 422E-02 -.406E-01 197E-01 -.396E+00 148 470E-02 -416E-01 .179E-01 -393E+00
149 .488E-02 -.407E-01 145E-01 -.370E+00 150 5I7E-02 -361E-01 .116E-01 -.31IE+00
151 .221E-02 -.2I5E-0I -.907E-02 -.193E+00 152 453E-03 -.141E-01 -.189E-01 -.129E+00
153 -341E-03 -.966E-02 -217E-01 -.886E-0I 154 -.627E-03 -.672E-02 -.2I0E-O1 -.614E-01
155 -.668E-03 -.467E-02 -.185E-01 -.423E-01 156 -.597E-03 -.322E-02 -155E-01 -.288E-0I
157 -.482E-03 -.219E-02 -.124E-01 -193E-0I 158 -.361E-03 -.148E-02 -.939E-02 -.126E-01
159 -.251E-03 -988E-03 -.672E-02 -.809E-02 160 -.156E-03 -671E-03 -.431 E-02 -.516E-02
161 -.745E-04 -.493E-03 -.210E-02 -.352E-02 162 .OOOE+OO -.436E-03 .OOOE+OO -.299E-02
163 .OOOE+OO -.335E-02 .OOOE+OO -.338E-OI 164 -.570E-03 -.395E-02 -.203E-02 -.389E-01
165 -.114E-02 -.580E-02 -.412E-02 -.546E-01 166 -.161 E-02 -.901E-02 -.597E-02 -.821E-01
167 -. 174E-02 -. 135E-01 -.664E-02 -.123E+00 168 -.I40E-02 -.189E-0I -.525E-02 -.180E+00
169 -.151 E-02 -.274E-01 -814E-02 -.305E+00 170 -.589E-03 -.324E-0I 839E-03 -.361E+00
171 .638E-03 -.367E-01 964E-02 -.402E+00 172 .305E-02 -.433E-0I .222E-01 -.456E+00
173 .574E-02 -.484E-01 331E-01 -.490E+00 174 .868E-02 -.521E-01 436E-01 -.509E+00
175 .126E-01 - 549E-01 .588E-01 -516E+00 176 I99E-01 -.572E-01 .926E-01 -.5I3E+00
177 .364E-01 -.635E-01 .183E+00 -.522E+00 178 OOOE+OO -.328E-02 OOOE+OO -.348E-01
179 -.593E-03 -.397E-02 -.156E-02 -.405E-01 180 -.124E-02 -.615E-02 -.346E-02 -.582E-01
181 -.183E-02 -.100E-01 -.548E-02 -.898E-01 182 -.206E-02 -.156E-01 -.642E-02 - I37E+00
183 -.158E-02 -.224E-01 -.438E-02 -.203E+00 184 -149E-02 -.338E-01 -.105E-01 -.358E+00
185 -209E-03 -401E-01 644E-03 -.420E+00 186 163E-02 -.458E-01 131E-01 -.467E+00
187 .555E-02 -544E-01 345E-01 -527E+00 188 I04E-01 -.613E-01 573E-01 -567E+00
189 .167E-01 -.672E-01 .849E-01 -.597E+00 190 .258E-01 -.733E-01 .127E+00 -.623E+00
191 .41 IE-01 -817E-OI .201E+00 -657E+00 192 665E-01 -967E-01 331E+00 -718E+00
193 .OOOE+OO -.313E-02 .OOOE+OO -.353E-01 194 -.413E-03 -.391 E-02 .190E-03 -4I6E-01
195 -944E-03 - 639E-02 -.248E-03 -.612E-01 196 -152E-02 -109E-01 -.126E-02 -967E-01
197 -.175E-02 -.178E-01 -144E-02 -151E+00 198 - 904E-03 -263E-01 208E-02 -.227E+00
199 -.297E-03 -.41 IE-01 -.524E-02 -.403E+00 200 .168E-02 -.488E-01 .921E-02 -.470E+00
201 445E-02 -.564E-01 262E-01 -.524E+00 202 .104E-01 -.678E-01 .572E-01 -.594E+00
203 182E-01 -.773E-01 .937E-01 -.645E+00 204 285E-01 -.863E-01 .140E+00 -.689E+00
205 .431E-01 -.970E-01 .207E+00 -.739E+00 206 647E-01 -.112E+00 .308E+00 -.805E+00
207 .943E-01 -.132E+00 448E+00 -.894E+00 208 .OOOE+OO -.295E-02 .OOOE+OO - 357E-01
209 -.132E-04 -.380E-02 .326E-02 -.424E-01 210 -.225E-03 -.656E-02 .559E-02 -.638E-01
211 -.630E-03 -.118E-01 .680E-02 -103E+00 212 -.787E-03 - 201E-01 .828E-02 -.165E+00
213 .370E-03 -.311E-0I .137E-01 -253E+00 214 .154E-02 - 502E-01 827E-02 -.438E+00
215 484E-02 -.594E-01 .270E-01 -.513E+00 216 .922E-02 -.693E-01 .497E-01 -.575E+00
217 .179E-01 - 841E-0I .911E-0I -.657E+00 218 291E-01 -967E-01 141E+00 -.720E+00
219 .436E-0I -.110E+00 .204E+00 -.782E+00 220 .629E-01 -.125E+00 289E+00 -.853E+00
221 .885E-01 -.145E+00 .401E+00 -.941E+00 222 120E+00 -.169E+00 .538E+00 -. I04E+01
223 OOOE+OO -.279E-02 OOOE+OO -.362E-01 224 .631E-03 -.369E-02 .772E-02 -.434E-01
225 .983E-03 -.668E-02 .142E-01 -.663E-01 226 .967E-03 -126E-01 .190E-0I -.109E+00
227 .103E-02 -.226E-0I 232E-01 -.179E+00 228 .269E-02 -.369E-01 316E-01 -.280E+00
229 502E-02 - 604E-0I .310E-01 -.461E+00 230 999E-02 -.724E-01 .550E-01 - 549E+00
231 .165E-01 -.852E-01 .839E-01 -.620E+00 232 .286E-01 -.104E+00 .135E+00 -.714E+00
233 432E-01 -120E+00 I%E+00 -.79IE+00 234 613E-01 -.136E+00 .270E+00 -.867E+00
235 839E-01 -.156E+00 364E+00 -.954E+00 236 .112E+00 -.179E+00 477E+00 -.105E+01
237 .143E+00 -.205E+00 .601E+00 -.I15E+01 238 OOOE+OO -.269E-02 .OOOE+OO -.371E-01
239 I54E-02 -.362E-02 .136E-0I -.446E-01 240 .275E-02 -679E-02 .258E-01 -.687E-01
241 .343E-02 -134E-01 356E-01 -.1I5E+00 242 .397E-02 -.252E-01 .440E-01 -.193E+00
243 .651 E-02 - 444E-01 .564E-01 -.311E+00 244 I07E-0I -723E-01 .605E-01 -479E+00
245 .179E-01 -.886E-0I 912E-01 -.580E+00 246 .270E-01 -.105E+00 .126E+00 -.661E+00
247 424E-01 -.126E+00 185E+00 - 764E+00 248 601E-0I -.146E+00 .253E+00 -.851E+00
249 808E-01 -.166E+00 332E+00 - 938E+00 250 105E+00 -189E+00 426E+00 -. I03E+01
251 .133E+00 -214E+00 53IE+00 -.1I4E+01 252 I63E+00 -.241E+00 .639E+00 -.122E+01
253 .OOOE+OO -.269E-02 OOOE+OO -.386E-01 254 .271 E-02 -.362E-02 209E-01 -462E-01
255 .514E-02 -.690E-02 .405E-01 -7I4E-01 256 695E-02 -.141E-01 572E-01 -121E+00
257 .838E-02 - 281E-01 .713E-01 -.207E+00 258 .125E-01 -.538E-01 .893E-01 -.345E+00
259 .189E-01 - 872E-01 .956E-01 - 495E+00 260 290E-01 -.109E+00 134E+00 -.608E+00
261 409E-0I -128E+00 174E+00 -.693E+00 262 593E-01 -.152E+00 .237E+00 -.800E+00
263 792E-01 -174E+00 .307E+00 -.893E+00 264 101E+00 -197E+00 .385E+00 -.985E+00
265 .126E+00 -.222E+00 472E+00 -108E+01 266 .154E+00 -.249E+00 564E+00 -.1I8E+01
69


267 182E+00 -.275E+00 .655E+00 -126E+01 268 OOOE+OO -.29 IE-02 .OOOE+OO -409E-0I
269 4I5E-02 -.384E-02 .297E-01 -.487E-01 270 .818E-02 -.713E-02 .584E-01 -.744E-01
271 117E-01 -.148E-01 .844E-01 -.126E+00 272 .148E-01 -.312E-01 .107E+00 -.22IE+00
273 .215E-01 -.656E-01 .132E+00 -383E+00 274 .303E-0I -.107E+00 .135E+00 -.508E+00
275 435E-01 -.134E+00 .I79E+00 -.63IE+00 276 .582E-01 -.155E+00 .222E+00 -.713E+00
277 789E-01 -.181E+00 .285E+00 -.8I9E+00 278 100E+00 -.204E+00 352E+00 -.9I0E+0O
279 . 122E+00 -.229E+00 .423E+00 -.100E+0I 280 .147E+00 -.256E+00 499E+00 -.110E+01
281 .172E+00 -.283E+00 .576E+00 -.I18E+01 282 .198E+00 -.308E+00 .649E+00 -.125E+01
283 OOOE+OO -.370E-02 .OOOE+OO -451E-01 284 .591E-02 -.462E-02 399E-01 530E-01
285 .120E-01 -.788E-02 .798E-01 -.789E-01 286 .182E-01 -158E-01 .118E+00 -.132E+00
287 241E-01 -.347E-01 152E+00 -.234E+00 288 .348E-01 - 801E-01 188E+00 -.423E+00
289 461E-01 -.132E+00 178E+00 -.518E+00 290 .624E-01 -.165E+00 223E+00 -.640E+00
291 788E-01 186E+00 264E+00 -.715E+00 292 100E+00 -.212E+00 .323E+00 -.8I2E+00
293 .121E+00 -.235E+00 382E+00 -.898E+00 294 .143E+00 -261E+00 .444E+00 -.983E+00
295 .166E+00 - 288E+00 .507E+00 -.107E+01 296 189E+00 -316E+00 567E+00 -114E+01
297 212E+00 -.339E+00 .622E+00 -.120E+01 298 OOOE+OO -.557E-02 .OOOE+OO -.531E-01
299 862E-02 -.653E-02 524E-01 -.610E-01 300 179E-01 -987E-02 .106E+00 -872E-01
301 277E-0I -.179E-01 161E+00 -.141E+00 302 380E4)I -.394E-01 212E+00 -.249E+00
303 .545E-01 -.981E-01 .262E+00 -.466E+00 304 .682E-01 -.164E+00 .222E+00 -.516E+00
305 .855E-01 -201E+00 .261E+00 -.628E+00 306 .102E+00 -.219E+00 295E+00 -.691E+00
307 .122E+00 -.243E+00 .344E+00 -.773E+00 308 .142E+00 -.267E+00 .393E+00 -.849E+00
309 .I63E+00 -.292E+00 .443E+00 - 923E+00 310 184E+00 -.320E+00 .492E+00 -.995E+00
311 205E+00 -.346E+00 .537E+00 -.I06E+01 312 224E+00 -.369E+00 .577E+00 -.110E+0I
313 .OOOE+OO -.839E-02 OOOE+OO -.662E-01 314 .II7E-0I -945E-02 .679E-01 -745E-01
315 .247E-01 -130E-01 .139E+00 - I01E+00 316 398E-01 -2I8E-0I 215E+00 -156E+00
317 .580E-01 -.463E-01 .292E+00 -.268E+00 318 833E-01 -.121E+00 .358E+00 -.513E+00
319 .991E-01 -. 199E+00 .259E+00 -.486E+00 320 112E+00 -.233E+00 284E+00 -.576E+00
321 .124E+00 -.250E+00 .305E+00 -.627E+00 322 .141E+00 -.271E+00 .339E+00 -.695E+00
323 .161E+00 -.294E+00 .377E+00 -.757E+00 324 .183E+00 -.320E+00 .4I6E+00 -.818E+00
325 .203E+00 - 348E+00 .454E+00 -.876E+00 326 222E+00 - 374E+00 .486E+00 -.926E+00
327 .238E+00 -,3%E+00 514E+00 - 964E+00 328 .OOOE+OO 117E-01 .OOOE+OO -.838E-01
329 .138E-01 -130E-01 798E-01 -926E-01 330 298E-01 -. 173E-01 .166E+00 -.121E+00
331 .512E-01 -.274E-0I 264E+00 -.178E+00 332 816E-01 -.547E-01 .376E+00 -.29IE+00
333 .122E+00 -.143E+00 .479E+00 -.554E+00 334 136E+00 -.228E+00 .274E+00 -.411E+00
335 .141E+00 -.257E+00 .279E+00 -476E+00 336 146E+00 -.274E+00 .284E+00 - 516E+00
337 .160E+00 -.300E+00 .302E+00 -.571E+00 338 .179E+00 -.328E+00 .329E+00 -.624E+00
339 .202E+00 -.354E+00 .360E+00 -.671E+00 340 222E+00 -.377E+00 388E+00 -.712E+00
341 239E+00 -.399E+00 .412E+00 -.748E+00 342 .254E+00 -.419E+00 433E+00 -.778E+00
OUTPUT OF STRESS & STATE IN ELEMENT, STATE=1 :ELAST1C MATERIAL,
STATE=2:ELASTIC REGION
STATE=3:(VISCO)PLASTIC STATE=4:CRIT1CAL STATE
STATE=5: SM<0
M STATE SX(N1) SY(Q1) SXY(Ml) SZ(N2) SM(Q2) QQ(M2) HEAD(TH-I) PW(TH-2) EH*(N1)
Q/SM(N2) SI S3 TAUMAX THETA VOID
10.183
10.229
10.308
10.394
10.448
17.702
18.049
18.720
19.666
20.796
.206
.596
.920
1.124
1.147
9.810 12.565
9.897 12.725
10.063 13.030
10.291 13.450
10.553 13.932
17.707 10.178 3.765 1.566 TOTAL
18.094 10.184 3.955 4.334 TOTAL
18.820 10.209 4.305 6.167 TOTAL
19.800 10.260 4.770 6.813 TOTAL
20.922 10.323 5.300 6.250 TOTAL
6 2 3.852 9.453 .968 3.730 5.678 9.615 3.689 2.963 9.538 TOTAL
7 2 3.794 9.901 .964 3.801 5.832 10.049 3.646 3.202 8.764 TOTAL
8 2 3.743 10.331 .910 3.876 5.983 10.454 3.619 3.417 7.720 TOTAL
9 2 3.690 10.872 .761 3.975 6.179 10.951 3.611 3.670 5.980 TOTAL
10 2 3.641 11.420 .452 4.079 6.380 11.447 3.615 3.916 3.311 TOTAL
11 2 3.608 11.715 .057 4.136 6.486 11.715 3.607 4.054 .400 TOTAL
12 2 3.588 11.713 -.378 4.137 6.479 11.730 3.570 4.080 -2.659 TOTAL
13 2 3.585 11.407 -.801 4.080 6.358 11.488 3.504 3.992 -5.785 TOTAL
14 2 3.606 10.837 -1.155 i 3.975 6.139 11.017 3.426 3.796 -8.862 : TOTAL
70


15 2 3.641 10.149 -1.376 3.851 5.880
16 2 3.671 9.444 -1.476 3.726 5.614
17 2 3.677 8.725 -1.484 3.600 5.334
18 2 3.660 8.035 -1.414 3.481 5.058
19 2 3.623 7.410 -1.287 3.377 4.803
20 2 3.570 6.867 -1.127 3.290 4.576
21 2 3.510 6.414 -.950 3.215 4.380
22 2 3.451 6.051 -.768 3.153 4.218
23 2 3.398 5.772 -.588 3.105 4.092
24 2 3.354 5.573 -.414 3.069 3.999
25 2 3.324 5.444 -.245 3.046 3.938
26 2 3.309 5.381 -.081 3.035 3.908
27 2 10.212 16.304 .209 9.262 11.926
28 2 10.196 16.691 .616 9.342 12.077
29 2 10.145 17.451 .991 9.495 12.364
30 2 10.022 18.539 1.297 9.700 1 12.754
31 2 9.779 19.845 1.486 9.922 13.182
32 2 3.467 8.565 1.476 3.232 5.088
33 2 3.270 9.124 1.443 3.338 5.244
34 2 3.091 9.697 1.338 3.449 5.412
35 2 2.907 10.411 1.109 3.594 5.637
36 2 2.738 11.120 .681 3.742 5.867
37 2 2.637 11.511 .175 3.826 5.991
38 2 2.596 11.527 -.373 3.829 5.984
39 2 2.627 11.149 -.918 3.746 5.841
40 2 2.760 10.414 -1.393 3.593 5.589
41 2 2.979 9.507 -1.672 3.413 5.300
42 2 3.206 8.583 -1.741 3.236 5.008
43 2 3.365 7.670 -1.676 3.064 4.700
44 2 3.446 6.833 -1.517 2.911 4.397
45 2 3.460 6.114 -1.306 2.784 4.119
46 2 3.435 5.535 -1.077 2.699 3.890
47 2 3.377 5.077 -.856 2.629 3.694
48 2 3.303 4.726 -.656 2.571 3.534
49 2 3.230 4.470 -.479 2.525 3.408
50 2 3.167 4.292 -.325 2.492 3.317
51 2 3.122 4.182 -.188 2.471 3.258
52 2 3.099 4.128 -.061 2.460 3.229
53 2 9.768 14.865 .225 8.595 11.076
54 2 9.747 15.267 .677 8.675 11.230
55 2 9.688 16.068 1.128 8.832 11.530
56 2 9.557 17.253 1.555 9.052 11.954
57 2 9.315 18.777 1.900 9.314 12.469
58 2 3.035 7.484 2.074 2.796 4.439
59 2 2.801 8.331 2.047 2.968 4.700
60 2 2.625 9.167 1.890 3.140 4.977
61 2 2.472 10.144 1.535 3.343 5.320
62 2 2.336 11.068 .972 3.541 5.648
63 2 2.252 11.580 .329 3.656 5.829
64 2 2.214 11.638 -.375 3.671 5.841
65 2 2.238 11.181 -1.116 3.574 5.664
66 2 2.380 10.180 -1.818 3.360 5.307
67 2 2.704 8.871 -2.273 3.091 4.889
68 2 3.051 7.573 -2.229 2.817 4.480
69 2 3.208 6.377 -1.971 2.562 4.049
70 2 3.217 5.389 -1.619 2.353 3.653
71 2 3.138 4.628 -1.261 2.193 3.320
72 2 3.011 4.067 -.942 2.077 3.051
73 2 2.875 3.666 -.678 1.995 2.845
74 2 2.748 3.388 -.470 1.939 2.692
75 2 2.639 3.199 -.313 1.899 2.579
76 2 2.554 3.074 -.196 1.871 2.500
10.428 3.362 3.533-11.464 TOTAL
9.800 3.315 3.242-13.541 TOTAL
9.128 3.274 2.927-15.225 TOTAL
8.452 3.242 2.605 -16.438 TOTAL
7.806 3.227 2.290-17.107 TOTAL
7.216 3.222 1.997-17.173 TOTAL
6.697 3.228 1.735-16.594 TOTAL
6.261 3.241 1.510-15.286 TOTAL
5.910 3.260 1.325-13.174 TOTAL
5.647 3.280 1.184-10.229 TOTAL
5.472 3.296 1.088 -6.516 TOTAL
5.385 3.305 1.040 -2.241 TOTAL
16.311 10.205 3.053 1.960 TOTAL
16.749 10.138 3.306 5.374 TOTAL
17.583 10.013 3.785 7.587 TOTAL
18.732 9.829 4.452 8.470 TOTAL
20.059 9.564 5.248 8.224 TOTAL
8.961 3.071 2.945 15.039 TOTAL
9.461 2.934 3.263 13.121 TOTAL
9.958 2.830 3.564 11.030 TOTAL
10.572 2.747 3.912 8.231 TOTAL
11.175 2.683 4.246 4.613 TOTAL
11.514 2.633 4.441 1.127 TOTAL
11.542 2.580 4.481 -2.388 TOTAL
11.247 2.530 4.359 -6.081 TOTAL
10.659 2.514 4.073 -9.998 TOTAL
9.911 2.576 3.667-13.563 TOTAL
9.098 2.692 3.203-16.463 TOTAL
8.246 2.789 2.728-18.954 TOTAL
7.413 2.866 2.274-20.922 TOTAL
6.649 2.925 1.862-22.278 TOTAL
5.989 2.980 1.505 -22.869 TOTAL
5.433 3.020 1.206-22.609 TOTAL
4.983 3.047 .968-21.334 TOTAL
4.634 3.066 .784-18.853 TOTAL
4.380 3.080 .650-14.999 TOTAL
4.214 3.090 .562 -9.751 TOTAL
4.132 3.095 .519 -3.394 TOTAL
14.875 9.758 2.559 2.525 TOTAL
15.349 9.665 2.842 6.895 TOTAL
16.262 9.494 3.384 9.738 TOTAL
17.555 9.255 4.150 11.006 TOTAL
19.145 8.947 5.099 10.941 TOTAL
8.301 2.219 3.041 21.498 TOTAL
9.006 2.126 3.440 18.255 TOTAL
9.673 2.119 3.777 15.010 TOTAL
10.440 2.176 4.132 10.900 TOTAL
11.174 2.229 4.473 6.273 TOTAL
11.592 2.241 4.675 2.016 TOTAL
11.653 2.199 4.727 -2.274 TOTAL
11.319 2.100 4.609 -7.008 TOTAL
10.583 1.977 4.303-12.497 TOTAL
9.618 1.957 3.831 -18.195 TOTAL
8.487 2.137 3.175 -22.296 TOTAL
7.322 2.264 2.529 -25.605 TOTAL
6.252 2.354 1.949 -28.070 TOTAL
5.348 2.418 1.465 -29.703 TOTAL
4.619 2.459 1.080 -30.372 TOTAL
4.056 2.486 .785 -29.871 TOTAL
3.637 2.499 .569 -27.877 TOTAL
3.339 2.499 .420 -24.104 TOTAL
3.140 2.489 .325 -18.472 TOTAL
71


77 2 2.497 3.000 -.106 1.853 2.450
78 2 2.468 2.965 -.034 1.845 2.426
79 2 8.857 13.389 .230 7.817 10.021
80 2 8.860 13.782 .701 7.900 10.181
81 2 8.853 14.583 1.199 8.063 10.499
82 2 8.808 15.813 1.718 8.306 10.976
83 2 8.682 17.492 2.216 8.620 11.598
84 2 2.689 6.174 2.726 2.427 3.763
85 2 2.354 7.547 2.589 2.668 4.190
86 2 2.316 8.832 2.319 2.933 4.694
87 2 2.300 10.132 1.828 3.187 5.206
88 2 2.297 11.265 1.168 3.417 5.659
89 2 2.309 11.920 .445 3.560 5.929
90 2 2.328 12.103 -.359 3.616 6.016
91 2 2.357 11.669 -1.283 3.555 5.860
92 2 2.445 10.314 -2.293 3.308 5.356
93 2 2.869 8.140 -3.133 2.906 4.638
94 2 3.151 6.142 -2.698 2.401 3.898
95 2 2.964 4.584 -2.006 1.976 3.175
96 2 2.672 3.564 -1.389 1.695 2.644
97 2 2.381 2.916 -.912 1.516 2.271
98 2 2.126 2.510 -.566 1.402 2.013
99 2 1.918 2.260 -.332 1.329 1.835
100 2 1.759 2.108 -.182 1.281 1.716
101 2 1.645 2.016 -.092 1.250 1.637
102 2 1.569 1.961 -.041 1.231 1.587
103 2 1.523 1.931 -.016 1.219 1.557
104 2 1.501 1.917 -.004 1.213 1.544
105 2 7.503 11.916 .219 6.956 8.792
106 2 7.522 12.283 .674 7.033 8.946
107 2 7.543 13.047 1.172 7.189 9.260
108 2 7.546 14.260 1.716 7.430 9.745
109 2 7.532 16.026 2.317 7.773 10.444
110 2 1.523 3.960 2.919 1.480 2.321
111 2 1.917 7.211 2.699 2.482 3.870
112 2 2.082 8.919 2.361 2.793 4.598
113 2 2.273 10.378 1.805 3.030 5.227
114 2 2.513 11.593 1.099 3.238 5.781
115 2 2.759 12.342 .388 3.382 6.161
116 2 3.003 12.752 -.381 3.492 6.416
117 2 3.225 12.745 -1.321 3.566 6.512
118 2 3.198 11.124 -2.725 3.413 5.912
119 2 4.372 7.098 -4.360 3.052 4.840
120 2 2.683 3.396 -2.221 1.599 2.559
121 2 1.721 2.072 -1.106 1.054 1.616
122 2 1.141 1.510 -.510 .809 1.154
123 2 .796 1.240 -.198 .685 .907
124 2 .603 1.101 -.046 .617 .774
125 2 .506 1.031 .022 .582 .706
126 2 .464 .996 .047 .565 .675
127 2 .451 .978 .051 .558 .662
128 2 .451 .969 .042 .556 .659
129 2 .455 .965 .027 .556 .659
130 2 .458 .963 .009 .557 .659
131 2 6.409 10.631 .203 6.286 7.775
132 2 6.515 10.969 .633 6.402 7.962
133 2 6.719 11.689 1.117 6.644 8.350
134 2 7.002 12.833 1.649 7.019 8.951
135 2 7.345 14.314 2.213 7.498 9.719
136 2 5.850 9.613 .174 5.720 7.061
137 2 5.978 9.932 .550 5.836 7.249
138 2 6.210 10.628 .995 6.076 7.638
3.022 2.475 .273-11.454 TOTAL
2.968 2.465 .251 -3.850 TOTAL
13.401 8.845 2.278 2.900 TOTAL
13.880 8.762 2.559 7.955 TOTAL
14.823 8.612 3.106 11.355 TOTAL
16.211 8.409 3.901 13.062 TOTAL
18.018 8.156 4.931 13.355 TOTAL
7.667 1.196 3.235 28.709 TOTAL
8.617 1.284 3.667 22.459 TOTAL
9.573 1.575 3.999 17.723 TOTAL
10.538 1.894 4.322 12.514 TOTAL
11.414 2.147 4.634 7.299 TOTAL
11.940 2.288 4.826 2.645 TOTAL
12.116 2.315 4.901 -2.103 TOTAL
11.842 2.183 4.830 -7.705 TOTAL
10.934 1.825 4.554-15.118 TOTAL
9.599 1.410 4.094-24.965 TOTAL
7.731 1.562 3.085-30.499 TOTAL
5.937 1.611 2.163-34.001 TOTAL
4.577 1.659 1.459-36.100 TOTAL
3.599 1.699 .950-36.821 TOTAL
2.916 1.720 .598-35.628 TOTAL
2.462 1.716 .373-31.354 TOTAL
2.185 1.682 .252-23.077 TOTAL
2.037 1.624 .207-13.146 TOTAL
1.966 1.565 .200 -5.974 TOTAL
1.931 1.522 .204 -2.259 TOTAL
1.917 1.501 .208 -.548 TOTAL
11.926 7.492 2.217 2.831 TOTAL
12.377 7.428 2.474 7.902 TOTAL
13.286 7.304 2.991 11.530 TOTAL
14.673 7.133 3.770 13.541 TOTAL
16.617 6.940 4.838 14.310 TOTAL
5.905 -.422 3.164 33.670 TOTAL
8.344 .784 3.780 22.780 TOTAL
9.655 1.346 4.155 17.317 TOTAL
10.762 1.890 4.436 12.003 TOTAL
11.724 2.382 4.671 6.806 TOTAL
12.357 2.743 4.807 2.313 TOTAL
12.767 2.989 4.889 -2.233 TOTAL
12.925 3.045 4.940 -7.756 TOTAL
11.970 2.352 4.809-17.256 TOTAL
10.303 1.166 4.568-36.321 TOTAL
5.289 .791 2.249-40.439 TOTAL
3.016 .777 1.120-40.498 TOTAL
I. 868 .783 .542-35.052 TOTAL
1.315 .720 .298-20.909 TOTAL
1.105 .599 .253 -5.193 TOTAL
1.032 .505 .263 2.439 TOTAL
1.000 .459 .270 5.054 TOTAL
.983 .446 .269 5.427 TOTAL
.973 .447 .263 4.618 TOTAL
.966 .453 .256 3.070 TOTAL
.963 .458 .253 1.075 TOTAL
10.641 6.399 2.121 2.751 TOTAL
II. 057 6.427 2.315 7.937 TOTAL
11.928 6.479 2.725 12.104 TOTAL
13.267 6.568 3.349 14.745 TOTAL
14.957 6.702 4.127 16.209 TOTAL
9.621 5.841 1.890 2.638 TOTAL
10.007 5.903 2.052 7.770 TOTAL
10.842 5.996 2.423 12.122 TOTAL
72


139 2 6.496 11.760 1.503 6.444 8.233
140 2 6.805 13.263 2.000 6.915 8.994
141 2 5.183 8.624 .140 5.136 6.314
142 2 5.327 8.918 .457 5.247 6.497
143 2 5.581 9.580 .867 5.481 6.880
144 2 5.875 10.705 1.374 5.843 7.475
145 2 6.130 12.246 1.882 6.303 8.226
146 2 4.422 7.666 .104 4.539 5.542
147 2 4.575 7.925 .356 4.641 5.714
148 2 4.850 8.536 .729 4.863 6.083
149 2 5.168 9.638 1.245 5.219 6.675
150 2 5.419 11.256 1.807 5.687 7.454
151 2 3.591 6.741 .066 3.937 4.756
152 2 3.746 6.957 .248 4.026 4.910
153 2 4.035 7.499 .576 4.229 5.254
154 2 4.384 8.553 1.098 4.572 5.836
155 2 4.654 10.232 1.719 5.049 6.645
156 2 2.727 5.851 .030 3.341 3.973
157 2 2.870 6.017 .140 3.413 4.100
158 2 3.157 6.470 .413 3.587 4.405
159 2 3.533 7.447 .934 3.908 4.963
160 2 3.828 9.146 1.639 4.381 5.785
161 2 1.879 4.993 -.002 2.765 3.212
162 2 1.992 5.109 .042 2.815 3.305
163 2 2.247 5.456 .247 2.951 3.551
164 2 2.634 6.318 .750 3.235 4.062
165 2 2.972 8.006 1.546 3.699 4.892
166 2 1.099 4.162 -.023 2.209 2.490
167 2 1.169 4.232 -.034 2.241 2.547
168 2 1.358 4.467 .095 2.336 2.720
169 2 1.721 5.169 .545 2.567 3.152
170 2 2.162 6.812 1.408 3.061 4.012
171 2 .443 3.349 -.032 1.652 1.815
172 2 .462 3.380 -.074 1.664 1.835
173 2 .559 3.511 -.021 1.722 1.931
174 2 .868 4.032 .316 1.929 2.276
175 2 1.409 5.553 1.199 2.459 3.140
176 2 .006 2.544 -.030 1.141 1.230
177 2 -.007 2.549 -.075 1.135 1.226
178 2 .002 2.597 -.069 1.148 1.249
179 2 .162 2.913 .108 1.297 1.457
180 2 .721 4.234 .893 1.853 2.270
181 2 -.225 1.733 -.021 .697 .735
182 2 -.254 1.727 -.057 .683 .719
183 2 -.282 1.733 -.066 .672 .708
184 2 -.211 1.838 .021 .732 .787
185 2 .187 2.855 .517 1.218 1.420
186 2 -.534 .918 -.011 .222 .202
187 2 -.593 .913 -.034 .199 .173
188 2 -.692 .901 -.061 .159 .123
189 2 -.770 .902 -.055 .131 .088
190 2 -.432 1.298 .252 .387 .418
191 36 .304E+00 FOR TRUSS
192 36 .162E+00 FOR TRUSS
193 36 .235E-01 FOR TRUSS
194 36 -.105E+00 FOR TRUSS
195 36 -.206E+00 FOR TRUSS
196 36 -.172E+00 FOR TRUSS
197 38 .176E+01 .424E-06 -.606E-20 -.176E+01 -.424E-I
198 2 1.880 3.492 1.893 1.888 2.420
199 2 2.347 7.357 1.867 2.792 4.165
200 2 2.626 8.903 1.568 3.103 4.877
12.159 6.097 3.031 14.859 TOTAL
13.832 6.236 3.798 15.888 TOTAL
8.629 5.177 1.726 2.328 TOTAL
8.975 5.269 1.853 7.137 TOTAL
9.760 5.401 2.179 11.722 TOTAL
11.068 5.512 2.778 14.817 TOTAL
12.779 5.597 3.591 15.806 TOTAL
7.669 4.419 1.625 1.829 TOTAL
7.962 4.538 1.712 5.992 TOTAL
8.675 4.712 1.982 10.785 TOTAL
9.961 4.845 2.558 14.559 TOTAL
11.771 4.904 3.433 15.881 TOTAL
6.742 3.590 1.576 1.199 TOTAL
6.976 3.727 1.625 4.393 TOTAL
7.592 3.942 1.825 9.202 TOTAL
8.824 4.113 2.356 13.888 TOTAL
10.719 4.167 3.276 15.826 TOTAL
5.851 2.727 1.562 .542 TOTAL
6.024 2.864 1.580 2.547 TOTAL
6.521 3.106 1.708 6.998 TOTAL
7.659 3.322 2.169 12.751 TOTAL
9.610 3.363 3.124 15.827 TOTAL
4.993 1.879 1.557 -.029 TOTAL
5.109 1.991 1.559 .769 TOTAL
5.475 2.228 1.624 4.378 TOTAL
6.465 2.487 1.989 11.077 TOTAL
8.442 2.535 2.954 15.781 TOTAL
4.163 1.099 1.532 -.432 TOTAL
4.232 1.169 1.532 -.635 TOTAL
4.470 1.355 1.557 1.740 TOTAL
5.253 1.637 1.808 8.767 TOTAL
7.205 1.769 2.718 15.597 TOTAL
3.350 .443 1.453 -.629 TOTAL
3.382 .461 1.461 -1.445 TOTAL
3.512 .559 1.476 -.405 TOTAL
4.063 .837 1.613 5.653 TOTAL
5.875 1.087 2.394 15.028 TOTAL
2.545 .005 1.270 -.666 TOTAL
2.551 -.009 1.280 -1.675 TOTAL
2.599 .000 1.300 -1.512 TOTAL
2.917 .158 1.380 2.238 TOTAL
4.448 .508 1.970 13.469 TOTAL
1.733 -.226 .979 -.618 TOTAL
1.729 -.256 .992 -1.647 TOTAL
1.735 -.284 1.010 -1.861 TOTAL
1.838 -.211 1.025 .590 TOTAL
2.952 .091 1.430 10.589 TOTAL
.918 -.535 .726 -.420 TOTAL
.914 -.594 .754 -1.306 TOTAL
.903 -.694 .799 -2.187 TOTAL
.904 -.772 .838 -1.897 TOTAL
1.334 -.467 .900 8.112 TOTAL
.508E-05 -.849E+00 -.756E+00 150 177 FOR BEAM
4.744 .628 2.058 33.469 TOTAL
7.976 1.728 3.124 18.347 TOTAL
9.273 2.256 3.508 13.276 TOTAL
73


201 2 2.981 10.336 1.121 3.402 5.573
202 2 3.326 11.554 .468 3.678 6.186
203 2 3.626 12.396 -.260 3.920 6.647
204 2 3.893 13.077 -1.123 4.239 7.070
205 2 4.128 13.695 -2.203 4.793 7.538
206 2 4.825 15.594 -3.522 6.314 8.911
207 36 .856E+00 FOR TRUSS
208 36 772E+00 FOR TRUSS
209 36 .757E+00 FOR TRUSS
210 36 .104E+01 FOR TRUSS
211 36 .212E+01 FOR TRUSS
212 36 .537E+01 FOR TRUSS
213 38 .184E+01 -.145E-06 -.508E-05 -.184E+01 .145E-06
214 2 1.834 3.022 1.842 1.801 2.219
215 2 2.002 6.849 1.608 2.614 3.822
216 2 2.182 8.304 1.272 2.933 4.473
217 2 2.533 9.823 .835 3.302 5.220
218 2 2.844 11.098 .193 3.651 5.864
219 2 3.096 12.038 -.486 3.995 6.377
220 2 3.226 12.785 -1.176 4.431 6.814
221 2 3.140 13.301 -1.723 4.981 7.140
222 2 2.496 12.655 -1.624 5.159 6.770
223 36 .138E+01 FOR TRUSS
224 36 .148E+01 FOR TRUSS
225 36 .175E+01 FOR TRUSS
226 36 .257E+01 FOR TRUSS
227 36 .444E+01 FOR TRUSS
228 36 .764E+01 FOR TRUSS
229 38 .179E+01 -.433E-07 -.335E-05 -.179E+01 .433E-07
230 2 1.532 2.463 1.636 1.548 1.848
231 2 1.714 6.404 1.443 2.454 3.524
232 2 1.822 7.754 1.094 2.772 4.116
233 2 2.155 9.326 .619 3.209 4.896
234 2 2.416 10.594 -.003 3.625 5.545
235 2 2.588 11.499 -.547 4.022 6.036
236 2 2.580 12.078 -.943 4.420 6.359
237 2 2.306 12.104 -1.052 4.693 6.367
238 2 1.712 10.970 -.782 4.470 5.718
239 36 .193E+01 FOR TRUSS
240 36 .224E+01 FOR TRUSS
241 36 .281E+01 FOR TRUSS
242 36 .397E+01 FOR TRUSS
243 36 .592E+01 FOR TRUSS
244 36 .823E+01 FOR TRUSS
245 38 .166E+01 -.469E-07 -.283E-05 -.166E+01 .469E-07
246 2 1.268 2.071 1.505 1.323 1.554
247 2 1.358 5.777 1.278 2.223 3.119
248 2 1.465 7.198 .960 2.600 3.754
249 2 1.818 8.838 .458 3.111 4.589
250 2 2.033 10.004 -.108 3.549 5.196
251 2 2.131 10.754 -.485 3.923 5.602
252 2 2.048 11.093 -.641 4.206 5.782
253 2 1.767 10.841 -.561 4.276 5.628
254 2 1.349 9.812 -.357 3.978 5.046
255 36 .251E+01 FOR TRUSS
256 36 .297E+01 FOR TRUSS
257 36 .372E+01 FOR TRUSS
258 36 .494E+01 FOR TRUSS
259 36 .655E+01 FOR TRUSS
260 36 .795E+01 FOR TRUSS
261 38 .150E+01 -.341E-07 -.226E-05 -.1S0E+01 .341E-07
262 2 .976 1.882 1.544 1.136 1.332
10.503 2.814 3.844 8.475 TOTAL
11.581 3.300 4.140 3.248 TOTAL
12.404 3.618 4.393 -1.696 TOTAL
13.213 3.758 4.727 -6.872 TOTAL
14.178 3.645 5.266-12.364 TOTAL
16.643 3.776 6.434-16.595 TOTAL
.335E-05 -.756E+00 -.609E+00 177 192 FOR BEAM
4.363 .492 1.935 36.068 TOTAL
7.334 1.517 2.909 16.784 TOTAL
8.558 1.928 3.315 11.279 TOTAL
9.918 2.439 3.739 6.448 TOTAL
11.102 2.839 4.131 1.335 TOTAL
12.065 3.070 4.497 -3.103 TOTAL
12.928 3.083 4.922 -6.912 TOTAL
13.585 2.856 5.365 -9.367 TOTAL
12.909 2.243 5.333 -8.866 TOTAL
.283E-05 -.609E+00 -.505E+00 192 207 FOR BEAM
3.698 .297 1.701 37.059 TOTAL
6.812 1.306 2.753 15.801 TOTAL
7.949 1.627 3.161 10.120 TOTAL
9.379 2.101 3.639 4.898 TOTAL
10.594 2.416 4.089 -.022 TOTAL
11.532 2.554 4.489 -3.498 TOTAL
12.170 2.487 4.841 -5.615 TOTAL
12.215 2.194 5.010 -6.061 TOTAL
11.036 1.647 4.694 -4.793 TOTAL
.226E-05 505E+00 -.413E+00 207 222 FOR BEAM
3.228 .112 1.558 37.535 TOTAL
6.120 1.015 2.552 15.024 TOTAL
7.354 1.309 3.023 9.254 TOTAL
8.868 1.788 3.540 3.719 TOTAL
10.006 2.032 3.987 -.775 TOTAL
10.781 2.103 4.339 -3.209 TOTAL
11.138 2.002 4.568 -4.033 TOTAL
10.875 1.732 4.571 -3.523 TOTAL
9.827 1.334 4.246 -2.411 TOTAL
.186E-05 -413E+00 -.334E+00 222 237 FOR BEAM
3.038 -.180 1.609 36.823 TOTAL
74


263
264
265
266
267
268
269
270
271 36
272 36
273 36
274 36
275 36
276 36
277 38
278
279
280
281
282
283
284
285
286
294
295
296
297
298
299
300
301
302
287 36
288 36
289 36
290 36
291 36
292 36
293 38
303 36
304 36
305 36
306 36
307 36
308 36
.009 5.061 1.155 1.966 2.679
.126 6.627 .837 2.414 3.389
.519 8.327 .329 2.989 4.279
.695 9.315 -.148 3.398 4.803
.740 9.860 -.374 3.700 5.100
.635 10.004 -.381 3.870 5.170
.409 9.668 -.244 3.836 4.971
.129 8.868 -.128 3.560 4.519
304E+01 FOR TRUSS
355E+OI FOR TRUSS
433E+01 FOR TRUSS
538E+01 FOR TRUSS
651E+01 FOR TRUSS
72IE+01 FOR TRUSS
. 133E+01 -.315E-07 -.186E-05 133E+OI
669 1.749 1.561 .965 1.127
721 4.412 1.055 1.737 2.290
839 6.070 . 720 2.230 3.046
.263 7.771 .223 2.837 3.957
.401 8.534 -.150 3.174 4.370
.412 8.882 -.260 3.387 4.560
.315 8.900 -.189 3.471 4.562
.150 8.586 -.050 3.395 4.377
964 8.007 -.003 3.166 4.046
.345E+01 FOR TRUSS
.389E+01 FOR TRUSS
.455E+01 FOR TRUSS
534E+01 FOR TRUSS
.601E+01 FOR TRUSS
625E+01 FOR TRUSS
.115E+01 -.305E-07 -.148E-05 -115E+01
380 1.670 1.541 .825 .958
481 3.805 .938 1.514 1.933
608 5.534 .593 2.047 2.730
.046 7.158 .132 2.646 3.617
.145 7.681 -.139 2.887 3.905
.136 7.862 -.167 3.015 4.005
.057 7.813 -.060 3.041 3.970
944 7.565 .060 2.957 3.822
824 7.172 .064 2.780 3.592
.365E+01 FOR TRUSS
.394E+01 FOR TRUSS
441E+01 FOR TRUSS
490E+01 FOR TRUSS
522E+01 FOR TRUSS
519E+01 FOR TRUSS
5.367
6.752
8.343
9.317
9.877
10.021
9.675
8.870
.703
1.002
1.504
1.692
1.722
1.618
1.402
1.127
2.332 14.842
2.875 8.467
3.420 2.759
3.812 -1.109
4.077 -2.630
4.201 -2.599
TOTAL
TOTAL
TOTAL
TOTAL
TOTAL
TOTAL
4.137 -1.688 TOTAL
3.872 -.949 TOTAL
.3I5E-07
. 148E-05 -.334E+00 -265E+00 237 252 FOR BEAM
2.861 -.443 1.652 35.460 TOTAL
.441 2.125 14.875 TOTAL
.742 2.713 7.695 TOTAL
1.256 3.262 1.963 TOTAL
3.570 -1.206
3.744 -1.993
3.797 -1.424
3.718 -.387
4.692
6.168
7.779
8.537
8.891
8.905
8.586
8.007
1.398
1.403
1.310
1.149
.964 3.522 -.025 TOTAL
TOTAL
TOTAL
TOTAL
TOTAL
.305E-07
111E-05 -.265E+00 206E+00 252 267 FOR BEAM
2.695 -.645 1.670 33.644 TOTAL
4.051 .234 1.908 14.713 TOTAL
5.604 .538 2.533 6.771 TOTAL
7.161 1.043 3.059 1.234 TOTAL
7.684 1.142 3.271 -1.220 TOTAL
7.866 1.132 3.367 -1.420 TOTAL
7.814 1.057 3.379 -.513 TOTAL
7.565 .944 3.311 .521 TOTAL
7.173 .823 3.175 .575 TOTAL
309 38 976E+00 - 328E-07 -.11 IE-05
310 2 .155 1.658 1.488 .734 .849
311 2 .294 3.236 .796 1.290 1.607
312 2 .428 5.021 .447 1.862 2.437
313 2 .856 6.472 .046 2.406 3.245
314 2 .921 6.770 -.128 2.550 3.414
315 2 .901 6.825 -.099 2.607 3.444
316 2 .841 6.749 .017 2.597 3.3%
317 2 .770 6.579 .115 2.523 3.291
318 2 .697 6.337 .096 2.394 3.143
328E-07 .717E-06 -.206E+00 -160E+00 267 282 FOR BEAM
2.573 -.760 1.667 31.597 TOTAL
3.438 .092 1.673 14.203 TOTAL
5.064 .385 2.340 5.507 TOTAL
6.472 .855 2.808 .464 TOTAL
6.773 .918 2.928 -1.251 TOTAL
6.826 .899 2.964 -.961 TOTAL
6.749 .841 2.954 .160 TOTAL
6.581 .768 2.907 1.138 TOTAL
6.339 .696 2.822 .977 TOTAL
319 36 358E+01 FOR TRUSS
320 36 370E+01 FOR TRUSS
321 36 397E+01 FOR TRUSS
322 36 .421E+01 FOR TRUSS
323 36 428E+01 FOR TRUSS
324 36 .411E+01 FOR TRUSS
75


325 38 .800E+00 -.276E-07 -.717E-06 -.800E+00 .276E-07 387E-06 -160E+00 -.126E+00 282 297 FOR BEAM
326 2 .014 1.691 1.408 .690 .798 2.491 -.786 1.639 29.607 TOTAL
327 2 .164 2.776 .651 1.096 1.345 2.929 .011 1.459 13.243 TOTAL
328 2 .293 4.507 .281 1.659 2.153 4.525 .274 2.126 3.802 TOTAL
329 2 .692 5.697 -.038 2.115 2.835 5.697 .692 2.503 -.436 TOTAL
330 2 .725 5.810 -.121 2.175 2.903 5.813 .722 2.545 -1.358 TOTAL
331 2 .695 5.780 -.056 2.179 2.885 5.780 .695 2.543 -.631 TOTAL
332 2 .652 5.705 .055 2.150 2.836 5.706 .651 2.527 .620 TOTAL
333 2 .614 5.609 .133 2.092 2.772 5.613 .611 2.501 1.525 TOTAL
334 2 .579 5.492 .107 2.009 2.693 5.494 .577 2.459 1.247 TOTAL
335 36 323E+01 FOR TRUSS
336 36 .321E+01 FOR TRUSS
337 36 333E+01 FOR TRUSS
338 36 340E+01 FOR TRUSS
339 36 .330E+01 FOR TRUSS
340 36 .309E+01 FOR TRUSS
341 38 .632E+00 -.461E-07 -.387E-06 -.632E+00
.46IE-07 -. 167E-06 -.126E+00 -.107E+00 297 312 FOR BEAM
342 2 -.055 1.720 1.286 .664 .776 2.394 -.730 1.562 27.694 TOTAL
343 2 .111 2.546 .531 .992 1.216 2.656 .000 1.328 11.776 TOTAL
344 2 .238 3.930 .099 1.441 1.870 3.932 .236 1.848 1.532 TOTAL
345 2 .556 4.826 -.115 1.777 2.386 4.829 .553 2.138 -1.548 TOTAL
346 2 .550 4.807 -.113 1.772 2.376 4.810 .547 2.132 -1.519 TOTAL
347 2 .509 4.732 -.029 1.744 2.328 4.733 .509 2.112 -.388 TOTAL
348 2 .476 4.678 .065 1.709 2.288 4.679 .475 2.102 .887 TOTAL
349 2 .464 4.645 .122 1.668 2.259 4.649 .461 2.094 1.672 TOTAL
350 2 .472 4.626 .101 1.628 2.242 4.628 .470 2.079 1.387 TOTAL
351 36 257E+0I FOR TRUSS
352 36 255E+01 FOR TRUSS
353 36 260E+01 FOR TRUSS
354 36 257E+01 FOR TRUSS
355 36 .240E+01 FOR TRUSS
356 36 217E+01 FOR TRUSS
357 38 470E+00 -.665E-07 167E-06 -.470E+00
665E-07 -965E-06 -.107E+00 -.111E+00 312 327 FOR BEAM
358 2 -.014 1.697 1.077 .646 .776 2.217 -.534 1.375 25.773 TOTAL
359 2 .110 2.537 .418 .951 1.199 2.607 .040 1.284 9.502 TOTAL
360 2 .161 3.344 -.051 1.163 1.556 3.344 .160 1.592 -.912 TOTAL
361 2 .335 3.845 -.158 1.332 1.837 3.852 .328 1.762 -2.564 TOTAL
362 2 .246 3.773 -.089 1.286 1.768 3.775 .244 1.765 -1.444 TOTAL
363 2 .181 3.701 -.012 1.247 1.709 3.701 .181 1.760 -.187 TOTAL
364 2 .195 3.674 .046 1.233 1.701 3.675 .194 1.740 .756 TOTAL
365 2 .263 3.675 .073 1.231 1.723 3.676 .261 1.708 1.225 TOTAL
366 2 .336 3.721 .059 1.238 1.765 3.722 .335 1.693 .999 TOTAL
367 36 .172E+01 FOR TRUSS
368 36 185E+OI FOR TRUSS
369 36 195E+01 FOR TRUSS
370 36 189E+01 FOR TRUSS
371 36 167E+01 FOR TRUSS
372 36 143E+01 FOR TRUSS
373 38 .315E+00 .804E-07 .965E-06
.315E+00 -.804E-07 .406E-I9 -.I1IE+00 -112E+00 327 342 FOR BEAM
374 2 -.085 1.920 .962 .582 .806 2.307 -.472 1.390 21.909 TOTAL
375 2 .172 2.538 .1% .831 1.181 2.554 .156 1.199 4.700 TOTAL
376 2 .246 2.738 -.190 .880 1.288 2.752 .232 1.260 -4.325 TOTAL
377 2 .255 2.796 -.157 .921 1.324 2.805 .246 1.280 -3.526 TOTAL
378 2 .218 2.705 -.047 .919 1.281 2.706 .217 1.244 -1.081 TOTAL
379 2 .209 2.638 -.006 .911 1.252 2.638 .209 1.215 -.131 TOTAL
380 2 .191 2.685 .006 .905 1.260 2.685 .191 1.247 .134 TOTAL
381 2 .178 2.737 .004 .883 1.266 2.737 .178 1.279 .093 TOTAL
382 2 .189 2.770 -.024 .867 1.275 2.770 .189 1.291 -.538 TOTAL
76


OUTPUT OF STRAIN IN ELEMENT
M MM STATE EPS-X EPS-Y EPS-XY V VP FF CRITIC
1 1 2 .747E-04 .393E-03 .824E-04 .468E-03 .OOOE+OO .OOOE+OO .OOOE+OO
2 1 2 .669E-04 .447E-03 .240E-03 .514E-03 .OOOE+OO .OOOE+OO .OOOE+OO
3 1 2 .498E-04 .554E-03 .373E-03 .604E-03 .OOOE+OO .OOOE+OO .OOOE+OO
4 1 2 .212E-04 .709E-03 .462E-03 .730E-03 .OOOE+OO .OOOE+OO .OOOE+OO
5 1 2 -.217E-04 .902E-03 .479E-03 .880E-03 .OOOE+OO .OOOE+OO .OOOE+OO
6 1 2 .347E-04 .107E-02 .546E-03 .110E-02 .OOOE+OO .OOOE+OO .OOOE+OO
7 1 2 -.143E-05 .119E-02 .553E-03 .119E-02 .OOOE+OO .OOOE+OO .OOOE+OO
8 1 2 -.382E-04 .132E-02 .530E-03 .128E-02 .OOOE+OO .OOOE+OO .OOOE+OO
9 1 2 -.838E-04 .147E-02 .451E-03 .138E-02 .OOOE+OO .OOOE+OO .OOOE+OO
10 1 2 -.131E-03 .162E-02 .273E-03 .149E-02 .OOOE+OO .OOOE+OO .OOOE+OO
11 1 2 -.161E-03 .171E-02 .362E-04 .155E-02 .OOOE+OO .OOOE+OO .OOOE+OO
12 1 2 -.168E-03 .171E-02 -.229E-03 .155E-02 .OOOE+OO .OOOE+OO .OOOE+OO
13 1 2 -151E-03 .164E-02 -486E-03 .148E-02 .OOOE+OO .OOOE+OO .OOOE+OO
14 1 2 -.112E-03 .148E-02 -.696E-03 .137E-02 .OOOE+OO .OOOE+OO .OOOE+OO
15 1 2 -.627E-04 .130E-02 -.818E-03 .123E-02 .OOOE+OO .OOOE+OO .OOOE+OO
16 1 2 -.162E-04 .11 IE-02 -.864E-03 .109E-02 .OOOE+OO .OOOE+OO .OOOE+OO
17 1 2 .223E-04 .918E-03 -.854E-03 .940E-03 .OOOE+OO .OOOE+OO .OOOE+OO
18 1 2 .505E-04 .742E-03 -.800E-03 .792E-03 .OOOE+OO .OOOE+OO .OOOE+OO
19 1 2 .684E-04 .586E-03 -.717E-03 .654E-03 .OOOE+OO .OOOE+OO .OOOE+OO
20 1 2 .771E-04 .454E-03 -.620E-03 .531E-03 .OOOE+OO .OOOE+OO .OOOE+OO
21 1 2 .805E-04 .346E-03 -.517E-03 .427E-03 .OOOE+OO .OOOE+OO .OOOE+OO
22 1 2 .804E-04 .262E-03 -.414E-03 .342E-03 .OOOE+OO .OOOE+OO .OOOE+OO
23 1 2 .785E-04 .198E-03 -.315E-03 .277E-03 .OOOE+OO .OOOE+OO .OOOE+OO
24 1 2 .760E-04 .153E-03 -221E-03 .229E-03 .OOOE+OO .OOOE+OO .OOOE+OO
25 1 2 .738E-04 .125E-03 130E-03 .199E-03 .OOOE+OO .OOOE+OO .OOOE+OO
26 1 2 .726E-04 .11 IE-03 -.431E-04 .183E-03 .OOOE+OO .OOOE+OO .OOOE+OO
27 1 2 .188E-03 .296E-03 .825E-04 .484E-03 .OOOE+OO .OOOE+OO .OOOE+OO
28 1 2 .170E-03 .359E-03 .246E-03 .529E-03 .OOOE+OO .OOOE+OO .OOOE+OO
29 1 2 .132E-03 .488E-03 .401E-03 .620E-03 .OOOE+OO .OOOE+OO .OOOE+OO
30 1 2 .667E-04 .683E-03 .537E-03 .749E-03 .OOOE+OO .OOOE+OO .OOOE+OO
31 1 2 -304E-04 .938E-03 .635E-03 .907E-03 .OOOE+OO .OOOE+OO .OOOE+OO
32 1 2 .734E-04 .117E-02 .910E-03 .124E-02 .OOOE+OO .OOOE+OO .OOOE+OO
33 1 2 -.203E-04 .136E-02 .923E-03 .134E-02 .OOOE+OO .OOOE+OO .OOOE+OO
34 1 2 -.117E-03 .155E-02 .886E-03 .143E-02 .OOOE+OO .OOOE+OO .OOOE+OO
35 1 2 234E-03 .180E-02 .762E-03 .157E-02 .OOOE+OO .OOOE+OO .OOOE+OO
36 1 2 -.355E-03 .206E-02 .486E-03 .170E-02 .OOOE+OO .OOOE+OO .OOOE+OO
37 1 2 -430E-03 .220E-02 .133E-03 .177E-02 .OOOE+OO .OOOE+OO .OOOE+OO
38 1 2 -.450E-03 .222E-02 -.264E-03 .177E-02 .OOOE+OO .OOOE+OO .OOOE+OO
39 1 2 -.407E-03 .210E-02 -.656E-03 .169E-02 .OOOE+OO .OOOE+OO .OOOE+OO
40 1 2 -.296E-03 .184E-02 -.976E-03 .155E-02 .OOOE+OO .OOOE+OO .OOOE+OO
41 1 2 -148E-03 .153E-02 -.113E-02 .138E-02 .OOOE+OO .OOOE+OO .OOOE+OO
42 1 2 -101E-04 .122E-02 -.112E-02 .121E-02 .OOOE+OO .OOOE+OO .OOOE+OO
43 1 2 .926E-04 .942E-03 -.103E-02 .103E-02 .OOOE+OO .OOOE+OO .OOOE+OO
44 1 2 .159E-03 .705E-03 -.900E-03 .863E-03 .OOOE+OO .OOOE+OO .OOOE+OO
45 1 2 .195E-03 .513E-03 -751E-03 .708E-03 .OOOE+OO .OOOE+OO .OOOE+OO
46 1 2 .207E-03 .364E-03 -.607E-03 .571E-03 .OOOE+OO .OOOE+OO .OOOE+OO
47 1 2 .208E-03 .251E-03 -.475E-03 .459E-03 .OOOE+OO .OOOE+OO .OOOE+OO
48 1 2 .201E-03 .168E-03 -.361E-03 .369E-03 .OOOE+OO .OOOE+OO .OOOE+OO
49 1 2 .192E-03 .109E-03 -.262E-03 .302E-03 .OOOE+OO .OOOE+OO .OOOE+OO
50 1 2 .184E-03 .695E-04 177E-03 .253E-03 .OOOE+OO .OOOE+OO .OOOE+OO
51 1 2 .177E-03 .450E-04 -.102E-03 .222E-03 .OOOE+OO .OOOE+OO .OOOE+OO
52 1 2 .173E-03 .333E-04 -.333E-04 .206E-03 .OOOE+OO .OOOE+OO .OOOE+OO
53 1 2 .233E-03 .220E-03 .894E-04 .453E-03 .OOOE+OO .OOOE+OO .OOOE+OO
54 1 2 .215E-03 .286E-03 .271E-03 .501E-03 .OOOE+OO .OOOE+OO .OOOE+OO
55 1 2 .175E-03 .423E-03 .460E-03 .597E-03 .OOOE+OO .OOOE+OO .OOOE+OO
56 1 2 .106E-03 .637E-03 .651E-03 .743E-03 .OOOE+OO .OOOE+OO .OOOE+OO
57 1 2 .234E-06 .938E-03 .826E-03 .939E-03 .OOOE+OO .OOOE+OO .OOOE+OO
58 1 2 .866E-04 .127E-02 .148E-02 .135E-02 .OOOE+OO .OOOE+OO .OOOE+OO
59 1 2 -.613E-04 .158E-02 .154E-02 .151E-02 .OOOE+OO .OOOE+OO .OOOE+OO
77


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.OOOE+OO OOOE+OO
.OOOE+OO .OOOE+OO
OOOE+OO .OOOE+OO
OOOE+OO .OOOE+OO
.OOOE+OO OOOE+OO
.OOOE+OO .OOOE+OO
OOOE+OO .OOOE+OO
.OOOE+OO OOOE+OO
OOOE+OO OOOE+OO
.OOOE+OO OOOE+OO
82


370 36 1 .189E-02 FOR TRUSS
371 36 1 .167E-02 FOR TRUSS
372 36 1 143E-02 FOR TRUSS
373 38 1 - 3I5E-02 FOR BEAM
374 3 2 -218E-02 .333E-02 .705E-02 . 115E-02 .OOOE+OO .OOOE+OO .OOOE+OO
375 3 2 -.I44E-02 325E-02 819E-03 18IE-02 OOOE+OO OOOE+OO .OOOE+OO
376 3 2 -.124E-02 .317E-02 -.683E-03 193E-02 000E+00 .OOOE+OO .OOOE+OO
377 3 2 -.141E-02 .349E-02 -.582E-03 .208E-02 OOOE+OO .OOOE+OO OOOE+OO
378 3 2 -.173E-02 .389E-02 -.142E-03 .216E-02 .000E+00 .OOOE+OO .OOOE+OO
379 3 2 189E-02 410E-02 -.236E-04 .222E-02 .OOOE+OO .OOOE+OO OOOE+OO
380 3 2 179E-02 .390E-02 -.390E-04 .21 IE-02 .000E+00 OOOE+OO .OOOE+OO
381 3 2 154E-02 .350E-02 -.404E-04 . I96E-02 OOOE+OO .OOOE+OO .OOOE+OO
382 3 2 -.133E-02 .323E-02 -. 120E-03 189E-02 OOOE+OO .OOOE+OO .OOOE+OO
I TRIAL NO.: I
APPARENT SAFETY FACTOR OF BACKFILL IS 1.8
83


Appendix
B. Input and Output Files for Data Shown on Figure 4.1
84


Input File- Strong Foundation. Wrapped Face (Case 12b)
2
0,2,0,0
28,99,99,25,21,1
144,120,144,720,86
18
125
3000,3000
Output File Strong Foundation. Wrapped Face (Case 12b)
IDSGN ICASE ISURCH SIGSUR
0 2 0 .00
IDSGN=1 FOR DESIGN, IDSGN=0 FOR ANALYSIS
ICASE=1 FOR WALLS ON RIGID FOUNDATION
ICASE=2 FOR WALLS ON DEFORMABLE FOUNDATION
ICASE=3 FOR WALLS ON DEFORM. FOUND.WITH RETAINED SOIL
1CASE=4 FOR SLOPES ON RIGID FOUNDATION
ICASE=5 FOR SLOPES ON DEFORMABLE FOUNDATION
ICASE=6 FOR SLOPES ON DEFORM. FOUND. W/ RETAINED SOIL
ISURCH=I FOR SURCHARGE, ISURCH=0 FOR NO SURCHARGE
SIGSUR : MAGNITUDE OF SURCHARGE "POSITIVE"
I SUMMARY OF THE RESULTS OF TRIAL NO. I
ISTEP = 19
I X Y X+dX Y+dY
1 .0000 .0000 .0000 .0000
2 19.3333 .0000 19.3333 .0000
3 38.6667 .0000 38.6667 .0000
4 58.0000 .0000 58.0000 .0000
5 72.3333 .0000 72.3333 .0000
6 86.6667 .0000 86.6667 .0000
7 101.0000 .0000 101.0000 .0000
8 115.3333 .0000 115.3333 .0000
9 129.6667 .0000 129.6667 .0000
10 144.0000 .0000 144.0000 .0000
11 192.0000 .0000 192.0000 .0000
12 240.0000 .0000 240.0000 .0000
13 288.0000 .0000 288.0000 .0000
14 336.0000 .0000 336.0000 .0000
15 384.0000 .0000 384.0000 .0000
16 432.0000 .0000 432.0000 .0000
17 480.0000 .0000 480.0000 .0000
18 528.0000 .0000 528.0000 .0000
19 576.0000 .0000 576.0000 .0000
20 624.0000 .0000 624.0000 .0000
21 672.0000 .0000 672.0000 .0000
22 720.0000 .0000 720.0000 .0000
23 .0000 24.0000 .0000 23.9468
24 19.3333 24.0000 19.3358 23.9469
25 38.6667 24.0000 38.6717 23.9472
26 58.0000 24.0000 58.0081 23.9480
27 72.3333 24.0000 72.3439 23.9492
28 86.6667 24.0000 86.6799 23.9511
29 101.0000 24.0000 101.0160 23.9539
30 115.3333 24.0000 115.3517 23.9575
31 129.6667 24.0000 129.6869 23.9619
32 144.0000 24.0000 144.0213 23.9666
33 192.0000 24.0000 192.0179 23.9852
85


34 240.0000 24.0000 240.0110 23.9945
35 288.0000 24.0000 288.0058 23.9982
36 336.0000 24.0000 336.0029 23.9995
37 384.0000 24.0000 384.0015 23.9998
38 432.0000 24.0000 432.0008 23.9999
39 480.0000 24.0000 480.0005 23.9999
40 528.0000 24.0000 528.0003 23.9999
41 576.0000 24.0000 576.0002 24.0000
42 624.0000 24.0000 624.0001 24.0000
43 672.0000 24.0000 672.0000 24.0000
44 720.0000 24.0000 720.0000 24.0000
45 .0000 48.0000 .0000 47.8879
46 19.3333 48.0000 19.3375 47.8879
47 38.6667 48.0000 38.6753 47.8882
48 58.0000 48.0000 58.0136 47.8893
49 72.3333 48.0000 72.3511 47.8912
50 86.6667 48.0000 86.6888 47.8948
51 101.0000 48.0000 101.0267 47.9004
52 115.3333 48.0000 115.3641 47.9086
53 129.6667 48.0000 129.7004 47.9192
54 144.0000 48.0000 144.0350 47.9311
55 192.0000 48.0000 192.0280 47.9719
56 240.0000 48.0000 240.0168 47.9907
57 288.0000 48.0000 288.0090 47.9975
58 336.0000 48.0000 336.0048 47.9995
59 384.0000 48.0000 384.0026 47.9999
60 432.0000 48.0000 432.0015 47.9999
61 480.0000 48.0000 480.0009 47.9999
62 528.0000 48.0000 528.0005 47.9999
63 576.0000 48.0000 576.0003 47.9999
64 624.0000 48.0000 624.0002 48.0000
65 672.0000 48.0000 672.0001 48.0000
66 720.0000 48.0000 720.0000 48.0000
67 .0000 72.0000 .0000 71 1.8237
68 19.3333 72.0000 19.3388 71.8236
69 38.6667 72.0000 38.6777 71.8235
70 58.0000 72.0000 58.0169 71.8242
71 72.3333 72.0000 72.3550 71.8262
72 86.6667 72.0000 86.6934 71.8307
73 101.0000 72.0000 101.0319 71.8388
74 115.3333 72.0000 115.3702 71.8518
75 129.6667 72.0000 129.7073 71.8703
76 144.0000 72.0000 144.0416 71.8932
77 192.0000 72.0000 192.0302 71.9607
78 240.0000 72.0000 240.0171 71.9886
79 288.0000 72.0000 288.0094 71.9976
80 336.0000 72.0000 336.0053 71.9998
81 384.0000 72.0000 384.0031 72.0001
82 432.0000 72.0000 432.0019 72.0000
83 480.0000 72.0000 480.0012 71.9999
84 528.0000 72.0000 528.0007 71.9999
85 576.0000 72.0000 576.0004 71.9999
86 624.0000 72.0000 624.0003 72.0000
87 672.0000 72.0000 672.0001 72.0000
88 720.0000 72.0000 720.0000 72.0000
89 .0000 96.0000 .0000 95.7539
90 19.3333 96.0000 19.3402 95.7538
91 38.6667 96.0000 38.6801 95.7534
92 58.0000 96.0000 58.0197 95.7533
93 72.3333 96.0000 72.3575 95.7547
94 86.6667 96.0000 86.6952 95.7593
95 101.0000 96.0000 101.0327 95.7687
86


96 115.3333 96.0000 115.3699 95.7851
97 129.6667 96.0000 129.7063 95.8122
98 144.0000 96.0000 144.0396 95.8532
99 192.0000 96.0000 192.0222 95.9529
100 240.0000 96.0000 240.0113 95.9881
101 288.0000 96.0000 288.0070 95.9981
102 336.0000 96.0000 336.0048 96.0002
103 384.0000 96.0000 384.0033 96.0003
104 432.0000 96.0000 432.0022 96.0001
105 480.0000 96.0000 480.0014 96.0000
106 528.0000 96.0000 528.0009 96.0000
107 576.0000 96.0000 576.0005 96.0000
108 624.0000 96.0000 624.0003 96.0000
109 672.0000 96.0000 672.0001 96.0000
110 720.0000 96.0000 720.0000 96.0000
111 .0000 120.0000 .0000 119.6766
112 19.3333 120.0000 19.3428 119.6768
113 38.6667 120.0000 38.6847 119.6769
114 58.0000 120.0000 58.0251 119.6764
115 72.3333 120.0000 72.3619 119.6771
116 86.6667 120.0000 86.6974 119.6820
117 101.0000 120.0000 101.0312 119.6922
118 115.3333 120.0000 115.3631 119.7100
119 129.6667 120.0000 129.6935 119.7408
120 144.0000 120.0000 144.0230 119.8135
121 192.0000 120.0000 191.9965 119.9500
122 240.0000 120.0000 239.9998 119.9881
123 288.0000 120.0000 288.0031 119.9983
124 336.0000 120.0000 336.0038 120.0004
125 384.0000 120.0000 384.0032 120.0005
126 432.0000 120.0000 432.0023 120.0003
127 480.0000 120.0000 480.0015 120.0001
128 528.0000 120.0000 528.0010 120.0000
129 576.0000 120.0000 576.0006 120.0000
130 624.0000 120.0000 624.0003 120.0000
131 672.0000 120.0000 672.0001 120.0000
132 720.0000 120.0000 720.0000 120.0000
133 .0000 128.0000 .0000 127.6225
134 19.3333 128.0000 19.3466 127.6230
135 38.6667 128.0000 38.6921 127.6240
136 58.0000 128.0000 58.0361 127.6231
137 72.3333 128.0000 72.3755 127.6226
138 86.6667 128.0000 86.7148 127.6264
139 101.0000 128.0000 101.0545 127.6338
140 115.3333 128.0000 115.3976 127.6449
141 129.6667 128.0000 129.7523 127.6622
142 144.0000 128.0000 144.1455 127.6846
143 .0000 136.0000 .0000 135.5894
144 19.3333 136.0000 19.3514 135.5901
145 38.6667 136.0000 38.7020 135.5913
146 58.0000 136.0000 58.0522 135.5891
147 72.3333 136.0000 72.3959 135.5854
148 86.6667 136.0000 86.7415 135.5852
149 101.0000 136.0000 101.0911 135.5859
150 115.3333 136.0000 115.4496 135.5857
151 129.6667 136.0000 129.8264 135.5820
152 144.0000 136.0000 144.2369 135.5668
153 .0000 144.0000 .0000 143.5579
154 19.3333 144.0000 19.3571 143.5586
155 38.6667 144.0000 38.7142 143.5594
156 58.0000 144.0000 58.0725 143.5551
157 72.3333 144.0000 72.4217 143.5469
87


158 86.6667 144.0000 86.7748 143.5412
159 101.0000 144.0000 101.1347 143.5341
160 115.3333 144.0000 115.5060 143.5221
161 129.6667 144.0000 129.8948 143.5014
162 144.0000 144.0000 144.3061 143.4644
163 .0000 152.0000 .0000 151.5276
164 19.3333 152.0000 19.3636 151.5281
165 38.6667 152.0000 38.7285 151.5278
166 58.0000 152.0000 58.0964 151.5210
167 72.3333 152.0000 72.4514 151.5080
168 86.6667 152.0000 86.8116 151.4964
169 101.0000 152.0000 101.1798 151.4814
170 115.3333 152.0000 115.5592 151.4594
171 129.6667 152.0000 129.9526 151.4272
172 144.0000 152.0000 144.3597 151.3798
173 .0000 160.0000 .0000 159.4985
174 19.3333 160.0000 19.3709 159.4985
175 38.6667 160.0000 38.7443 159.4968
176 58.0000 160.0000 58.1224 159.4874
177 72.3333 160.0000 72.4826 159.4700
178 86.6667 160.0000 86.8483 159.4529
179 101.0000 160.0000 101.2219 159.4313
180 115.3333 160.0000 115.6052 159.4020
181 129.6667 160.0000 129.9987 159.3634
182 144.0000 160.0000 144.4000 159.3130
183 .0000 168.0000 .0000 167.4710
184 19.3333 168.0000 19.3786 167.4702
185 38.6667 168.0000 38.7607 167.4668
186 58.0000 168.0000 58.1485 167.4556
187 72.3333 168.0000 72.5127 167.4349
188 86.6667 168.0000 86.8819 167.4136
189 101.0000 168.0000 101.2579 167.3871
190 115.3333 168.0000 115.6419 167.3534
191 129.6667 168.0000 130.0329 167.3124
192 144.0000 168.0000 144.4279 167.2639
193 .0000 176.0000 .0000 175.4456
194 19.3333 176.0000 19.3862 175.4441
195 38.6667 176.0000 38.7766 175.4390
196 58.0000 176.0000 58.1725 175.4270
197 72.3333 176.0000 72.5393 175.4049
198 86.6667 176.0000 86.9100 175.3810
199 101.0000 176.0000 101.2863 175.3516
200 115.3333 176.0000 115.6685 175.3160
201 129.6667 176.0000 130.0556 175.2756
202 144.0000 176.0000 144.4443 175.2317
203 .0000 184.0000 .0000 183.4235
204 19.3333 184.0000 19.3932 183.4213
205 38.6667 184.0000 38.7907 183.4149
206 58.0000 184.0000 58.1927 183.4036
207 72.3333 184.0000 72.5607 183.3821
208 86.6667 184.0000 86.9312 183.3573
209 101.0000 184.0000 101.3059 183.3271
210 115.3333 184.0000 115.6851 183.2917
211 129.6667 184.0000 130.0674 183.2537
212 144.0000 184.0000 144.4499 183.2158
213 .0000 192.0000 .0000 191.4060
214 19.3333 192.0000 19.3990 191.4032
215 38.6667 192.0000 38.8018 191.3963
216 58.0000 192.0000 58.2075 191.3874
217 72.3333 192.0000 72.5754 191.3685
218 86.6667 192.0000 86.9446 191.3447
219 101.0000 192.0000 101.3167 191.3151
88


220 115.3333 192.0000 115.6920 191.2815
221 129.6667 192.0000 130.0692 191.2470
222 144.0000 192.0000 144.4456 191.2156
223 .0000 200.0000 .0000 199.3951
224 19.3333 200.0000 19.4030 199.3921
225 38.6667 200.0000 38.8091 199.3855
226 58.0000 200.0000 58.2159 199.3806
227 72.3333 200.0000 72.5829 199.3660
228 86.6667 200.0000 86.9499 199.3444
229 101.0000 200.0000 101.3188 199.3168
230 115.3333 200.0000 115.6897 199.2858
231 129.6667 200.0000 130.0617 199.2555
232 144.0000 200.0000 144.4323 199.2306
233 .0000 208.0000 .0000 207.3929
234 19.3333 208.0000 19.4049 207.3899
235 38.6667 208.0000 38.8118 207.3847
236 58.0000 208.0000 58.2175 207.3850
237 72.3333 208.0000 72.5828 207.3757
238 86.6667 208.0000 86.9472 207.3574
239 101.0000 208.0000 101.3126 207.3326
240 115.3333 208.0000 115.6791 207.3049
241 129.6667 208.0000 130.0457 207.2791
242 144.0000 208.0000 144.4108 207.2603
243 .0000 216.0000 .0000 215.4018
244 19.3333 216.0000 19.4042 215.3992
245 38.6667 216.0000 38.8093 215.3961
246 58.0000 216.0000 58.2116 215.4022
247 72.3333 216.0000 72.5748 215.3987
248 86.6667 216.0000 86.9364 215.3842
249 101.0000 216.0000 101.2981 215.3628
250 115.3333 216.0000 115.6601 215.3390
251 129.6667 216.0000 130.0215 215.3178
252 144.0000 216.0000 144.3812 215.3045
253 .0000 224.0000 .0000 223.4238
254 19.3333 224.0000 19.4004 223.4219
255 38.6667 224.0000 38.8010 223.4214
256 58.0000 224.0000 58.1980 223.4335
257 72.3333 224.0000 72.5587 223.4359
258 86.6667 224.0000 86.9174 223.4255
259 101.0000 224.0000 101.2755 223.4079
260 115.3333 224.0000 115.6330 223.3882
261 129.6667 224.0000 129.9894 223.3715
262 144.0000 224.0000 144.3441 223.3629
263 .0000 232.0000 .0000 231.4575
264 19.3333 232.0000 19.3936 231.4572
265 38.6667 232.0000 38.7869 231.4609
266 58.0000 232.0000 58.1765 231.4797
267 72.3333 232.0000 72.5345 231.4879
268 86.6667 232.0000 86.8903 231.4815
269 101.0000 232.0000 101.2449 231.4679
270 115.3333 232.0000 115.5981 231.4526
271 129.6667 232.0000 129.9498 231.4403
272 144.0000 232.0000 144.2997 231.4355
273 .0000 240.0000 .0000 239.5129
274 19.3333 240.0000 19.3837 239.5134
275 38.6667 240.0000 38.7670 239.5193
276 58.0000 240.0000 58.1474 239.5426
277 72.3333 240.0000 72.5025 239.5553
278 86.6667 240.0000 86.8555 239.5526
279 101.0000 240.0000 101.2067 239.5431
280 115.3333 240.0000 115.5558 239.5323
281 129.6667 240.0000 129.9030 239.5241
89


282 144.0000 240.0000 144.2486 239.5222
283 .0000 248.0000 .0000 247.5979
284 19.3333 248.0000 19.3715 247.5982
285 38.6667 248.0000 38.7422 247.6036
286 58.0000 248.0000 58.1117 247.6254
287 72.3333 248.0000 72.4631 247.6392
288 86.6667 248.0000 86.8131 247.6394
289 101.0000 248.0000 101.1606 247.6341
290 115.3333 248.0000 115.5058 247.6277
291 129.6667 248.0000 129.8490 247.6232
292 144.0000 248.0000 144.1907 247.6234
293 .0000 256.0000 .0000 255.7033
294 19.3333 256.0000 19.3587 255.7040
295 38.6667 256.0000 38.7167 255.7092
296 58.0000 256.0000 58.0741 255.7255
297 72.3333 256.0000 72.4212 255.7378
298 86.6667 256.0000 86.7672 255.7416
299 101.0000 256.0000 101.1110 255.7405
300 115.3333 256.0000 115.4526 255.7378
301 129.6667 256.0000 129.7923 255.7360
302 144.0000 256.0000 144.1307 255.7370
303 .0000 264.0000 .0000 263.8416
304 19.3333 264.0000 19.3459 263.8422
305 38.6667 264.0000 38.6911 263.8453
306 58.0000 264.0000 58.0361 263.8541
307 72.3333 264.0000 72.3772 263.8610
308 86.6667 264.0000 86.7178 263.8639
309 101.0000 264.0000 101.0571 263.8641
310 115.3333 264.0000 115.3949 263.8633
311 129.6667 264.0000 129.7314 263.8628
312 144.0000 264.0000 144.0671 263.8637
1TRIAL NO.: 1
APPARENT SAFETY FACTOR OF BACKFILL IS 2.2
90


Input File- Strong Foundation. Articulated Face fCase 12f)
2
0,2,0,0
28,99,99,25,22,1
144,120,144,720,86
18
125
3000,3000
Output File Strong Foundation. Articulated Face (Case 12f)
IDSGN ICASE ISURCH SIGSUR
0 2 0 .00
IDSGN=1 FOR DESIGN, IDSGN=0 FOR ANALYSIS
ICASE=1 FOR WALLS ON RIGID FOUNDATION
ICASE=2 FOR WALLS ON DEFORMABLE FOUNDATION
ICASE=3 FOR WALLS ON DEFORM. FOUND.WITH RETAINED SOIL
ICASE=4 FOR SLOPES ON RIGID FOUNDATION
ICASE=5 FOR SLOPES ON DEFORMABLE FOUNDATION
ICASE=6 FOR SLOPES ON DEFORM. FOUND. W/ RETAINED SOIL
ISURCH=1 FOR SURCHARGE, ISURCH=0 FOR NO SURCHARGE
SIGSUR : MAGNITUDE OF SURCHARGE "POSITIVE"
1 SUMMARY OF THE RESULTS OF TRIAL NO. 1
ISTEP = 19
I X Y X+dX Y+dY
1 .0000 .0000 .0000 .0000
2 19.3333 .0000 19.3333 .0000
3 38.6667 .0000 38.6667 .0000
4 58.0000 .0000 58.0000 .0000
5 72.3333 .0000 72.3333 .0000
6 86.6667 .0000 86.6667 .0000
7 101.0000 .0000 101.0000 .0000
8 115.3333 .0000 115.3333 .0000
9 129.6667 .0000 129.6667 .0000
10 144.0000 .0000 144.0000 .0000
11 192.0000 .0000 192.0000 .0000
12 240.0000 .0000 240.0000 .0000
13 288.0000 .0000 288.0000 .0000
14 336.0000 .0000 336.0000 .0000
15 384.0000 .0000 384.0000 .0000
16 432.0000 .0000 432.0000 .0000
17 480.0000 .0000 480.0000 .0000
18 528.0000 .0000 528.0000 .0000
19 576.0000 .0000 576.0000 .0000
20 624.0000 .0000 624.0000 .0000
21 672.0000 .0000 672.0000 .0000
22 720.0000 .0000 720.0000 .0000
23 .0000 24.0000 .0000 23.9472
24 19.3333 24.0000 19.3362 23.9474
25 38.6667 24.0000 38.6724 23.9480
26 58.0000 24.0000 58.0088 23.9491
27 72.3333 24.0000 72.3445 23.9505
28 86.6667 24.0000 86.6801 23.9523
29 101.0000 24.0000 101.0157 23.9547
30 115.3333 24.0000 115.3511 23.9577
31 129.6667 24.0000 129.6861 23.9613
32 144.0000 24.0000 144.0206 23.9653
33 192.0000 24.0000 192.0179 23.9845
34 240.0000 24.0000 240.0111 23.9943
91