Three Dimensional Numerical Simulations of Residential ... · Three Dimensional Numerical...
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Three Dimensional Numerical Simulations ofThree Dimensional Numerical Simulations ofResidential Buildings on Expansive SoilsResidential Buildings on Expansive Soils
Department of Civil Engineering Department of Civil Engineering
Texas A&M UniversityTexas A&M University
ByBy
Robert L. Lytton, Xiong Zhang and Rifat BulutRobert L. Lytton, Xiong Zhang and Rifat Bulut
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OUTLINEOUTLINE
• INTRODUCTION
• MODELS NEEDED FOR SIMULATION
• LABORATORY TESTS
• VERIFICATION OF THE PROPOSED METHOD
• NUMERICAL SIMULATIONS OF RESIDENTIAL
BUILDINGS ON EXPANSIVE SOILS
• CONCLUSIONS
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FACTORS INFLUENCING THE VOLUME OF FACTORS INFLUENCING THE VOLUME OF EXPANSIVE SOILS EXPANSIVE SOILS
WATER
MECHANICAL STRESS MATRIC SUCTION
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TYPICAL DAMAGE CAUSED BY EXPANSIVE SOILSTYPICAL DAMAGE CAUSED BY EXPANSIVE SOILS
SUMMERSUMMER WINTERWINTER
swellswell
No change
* MODIFIED FROM WRAY (1995)
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DAMAGE MODES FOR SLAB ON EXPANSIVE SOILSDAMAGE MODES FOR SLAB ON EXPANSIVE SOILS
∆
∆
ym
ym
em
em
Edge Moisture Distance
Perimeter Load
Perimeter Load
Uniform Load
Perimeter Load
Perimeter Load
Uniform Load
Slab Length
Slab Length
Initial Ground Surface
Initial Ground Surface
(a) Center lift (or Edge drop) case
(b) Edge lift (or Center drop) case
Ground Surface If Slab Has No Weight
Ground Surface If Slab Has No Weight
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SIGNIFICANCE OF THE RESEARCHSIGNIFICANCE OF THE RESEARCH
1. JONES AND HOLTZ (1973): $2.2 BILLION/YEAR
2. KROHN AND SLOSSON (1980): $7.0 BILLION/YEAR
3. JONES AND JONES (1987): $9.0 BILLION/YEAR---MORE
THAN TWICE THE COMBINED DAMAGE FROM
EARTHQUAKE, FLOODS, TORNADOS AND HURRICANES
4. WRAY (1989): 8,470 RESIDENTIAL FOUNDATION
FAILURES IN ONLY ONE YEAR IN DALLAS COUNTY,
TEXAS, 98% OF WHICH OCCURRED IN EXPANSIVE
SOILS
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MODELS NEEDED FOR THE SIMULATIONSMODELS NEEDED FOR THE SIMULATIONS
∆
∆
y m
y m
e m
e m
E d g e M o i s t u r eD i s t a n c e
P e r i m e t e rL o a d
P e r i m e t e r L o a d
U n i f o r m L o a d
P e r i m e t e r L o a d
P e r i m e t e r L o a d
U n i f o r m L o a d
S l a b L e n g t h
S l a b L e n g t h
I n i t i a l G r o u n d S u r f a c e
I n i t i a l G r o u n d S u r f a c e
( a ) C e n t e r l i f t ( o r E d g e d r o p ) c a s e
( b ) E d g e l i f t ( o r C e n t e r d r o p ) c a s e
4. Shell elements for walls 3. Soil-structure interaction 2. Evaporation & transpiration
1. Coupled consolidation theory for saturated and unsaturated soils
5. Damages in the walls
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MODELS NEEDED FOR THE SIMULATIONSMODELS NEEDED FOR THE SIMULATIONS
• COUPLED HYDRO-MECHANICAL STRESS ANALYSIS
-----VOLUME CHANGE OF EXPANSIVE SOILS
• ESTIMATION OF EVAPOTRANSPIRATION AND INFILTRATION
-----INFLUENCE OF WEATHER AND VEGETATION (WATERING)
• SOIL-STRUCTURE INTERACTION
-------SHEAR, SLIP AND SEPARATION BETWEEN SOIL AND SLAB
• SIMULATION OF SLABS AND WALLS
-------MOMENTS AND STRESSES IN THE WALL AND SLAB
• CRACKING MODEL
--------DAMAGES TO THE STRUCTURE
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GOVERNING DIFFERENTIAL EQUATIONSGOVERNING DIFFERENTIAL EQUATIONS
( ) ( ) 01 2
( ) ( ) 01 2
( ) ( ) 01 2
( 1)
yxx a zx a w
xy y a zy a w
yzxz z a a w
w w w
u u uE Xx y z x
u u uE Yx y z y
u u uE Zx y z y
u u u dk k kx x y y z z dt
τσ τ αν
τ σ τ αν
ττ σ αν
θ
∂∂ − ∂ ∂ −+ + − + =
∂ ∂ ∂ − ∂
∂ ∂ − ∂ ∂ −+ + − + =
∂ ∂ ∂ − ∂
∂∂ ∂ − ∂ −+ + − + =
∂ ∂ ∂ − ∂
⎡ ⎤∂ ∂ ∂∂ ∂ ∂⎡ ⎤ ⎡ ⎤+ + + =⎢ ⎥⎢ ⎥ ⎢ ⎥∂ ∂ ∂ ∂ ∂ ∂⎣ ⎦ ⎣ ⎦⎣ ⎦
1 2
1 2
MATERIAL PARAMETERS NEEDED: E, , , , an
( ) ( )
d
K
a w w wm
w
au w
w
u ad u d u u
m
dm m
dd t dtd
m
tσθ
ν
θ
α
σ−=+
=− −
+
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LABORATORY TESTS NEEDED (I)
METHOD PROPOSED BY XIONG ZHANGMETHOD PROPOSED BY XIONG ZHANG
•• ONE DIMENSIONAL CONSOLIDATION TESTONE DIMENSIONAL CONSOLIDATION TEST
•• FREE SWELLFREE SWELL--SHRINK TEST SHRINK TEST
•• SUCTION TESTS SUCTION TESTS
(PRESSURE PLATE & SALT CONCENTRATION TESTS)(PRESSURE PLATE & SALT CONCENTRATION TESTS)
•• SPECIFIC GRAVITY TESTSPECIFIC GRAVITY TEST
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CONSTITUTE SURFACES OF UNSATURATED SOILS
S vs. (σ m
-u a) Curve
S vs. (ua-uw) Curve
e vs. (ua-uw) Curve
e vs. (
σ m-u a)
Curve
w vs. (σ m
-u a) Curve
w vs. (ua-uw) Curve
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LABORATORY TESTS NEEDED (II)
METHOD PROPOSED BY PTI MANUALMETHOD PROPOSED BY PTI MANUAL
•• ATTERBERG LIMITSATTERBERG LIMITS
LIQUID LIMITLIQUID LIMIT
PLASTIC LIMITPLASTIC LIMIT
•• HYDROMETER TEST HYDROMETER TEST
%%--No.200No.200
%%--2 MICRONS2 MICRONS
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VOID RATIO CONSTITUTIVE SURFACEVOID RATIO CONSTITUTIVE SURFACEOF A SOIL AT ARLINGTON, TEXASOF A SOIL AT ARLINGTON, TEXAS
00.6
1.21.8
2.43
0
1.2
2.4
3.6
4.8
60.000.100.20
0.30
0.40
0.50
0.60
0.70
Void Ratio e
Mechanical Stress
log 10 ( σ m-u a ) (kPa)
Matric Suctionlog 10 ( u a -u w ) (kPa)
0.60-0.70
0.50-0.60
0.40-0.50
0.30-0.40
0.20-0.30
0.10-0.20
0.00-0.10
0.3870.492 0.456ln 1 3.6240.422ln -1 +2.640-0.299( 0.195)
( ) ( )MATHMATICAL EXPRESSION: 1
1010
v a a w
ee
u u uσ⎛ ⎞ ⎛ ⎞⎛ ⎞ ⎛ ⎞− +⎜ ⎟ ⎜ ⎟⎜ ⎟⎜ ⎟⎜ ⎟− ⎝ ⎠⎝ ⎠⎝ ⎠⎝ ⎠
− −+ =
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WATER CONTENT CONSTITUTIVE SURFACE WATER CONTENT CONSTITUTIVE SURFACE OF A SOIL AT ARLINGTON, TEXASOF A SOIL AT ARLINGTON, TEXAS
00.6
1.21.8
2.43
0
1.2
2.4
3.6
4.8
60.00
0.05
0.10
0.15
0.20
0.25
0.30
Water Content w
Mechanical Stress log 10 ( σ m-u a )
(kPa)
Matric Suctionlog 10 ( u a -u w ) (kPa)
0.25-0.30
0.20-0.25
0.15-0.20
0.10-0.15
0.05-0.10
0.00-0.05
0.186 0.2860.422ln -1 +2.640 0.672ln -1 +4.386( 0.0737) ( 0.0263)
MATHEMATICAL EXPRESSION: 1
10 10
v a a w
w w
u u uσ⎛ ⎞ ⎛ ⎞⎛ ⎞ ⎛ ⎞⎜ ⎟ ⎜ ⎟⎜ ⎟ ⎜ ⎟⎜ ⎟ ⎜ ⎟− +⎝ ⎠ ⎝ ⎠⎝ ⎠ ⎝ ⎠
− −+ =
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DEGREE OF SATURATION CONSTITUTIVE DEGREE OF SATURATION CONSTITUTIVE SURFACE OF A SOIL AT ARLINGTON, TEXASSURFACE OF A SOIL AT ARLINGTON, TEXAS
00.6
1.21.8
2.43
0
1.2
2.4
3.6
4.8
6
0.00
0.20
0.40
0.60
0.80
1.00
Degree of SaturationS
Mechanical Stress log 10 ( σ m-u a )
(kPa)
Matric Suctionlog 10 ( u a -u w ) (kPa)
0.80-1.000.60-0.800.40-0.600.20-0.400.00-0.20
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MATERIAL PARAMETERS (I)YOUNG’S MODULUS SURFACE *
0 0.6 1.2 1.82.4 3
0
1.8
3.6
5.4
1.00E+02
1.00E+03
1.00E+04
1.00E+05
1.00E+06
YOUNG’S MODULUS
(kPa)
Mechanical Stress (σm-ua) log(kPa)
Mat
ric S
uctio
n (u
a-u w
) log
(kPa
)
5.00E+00-6.00E+00
4.00E+00-5.00E+00
3.00E+00-4.00E+00
2.00E+00-3.00E+00
1
Young's Modulus:3(1 2 ) sE
mµ−
=
* RELATED TO THE MEAN PRINCIPAL STRESS COMPRESSION INDEX γσ IN THE PTI MANUAL
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MATERIAL PARAMETERS (II)COEFFICIENT OF EXPANSION SURFACE *
00.6
1.21.8
2.43
0
1.2
2.4
3.6
4.8 6
1.E-10
1.E-09
1.E-08
1.E-07
1.E-06
1.E-05
1.E-04
Expansion
Coefficient α
(1/kPa)
Mechanica
l Stre
ss (σ m
-u a)
Matric Suction (ua-uw)
-5.00E+00--4.00E+00
-6.00E+00--5.00E+00
-7.00E+00--6.00E+00
-8.00E+00--7.00E+00
-9.00E+00--8.00E+00
-1.00E+01--9.00E+00
2
Coefficient of Expansi
on:
3
smα =
* RELATED TO THE SUCTION COMPRESSION INDEX γh IN THE PTI MANUAL
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MATERIAL PARAMETERS (III)SPECIFIC WATER CAPACITY SURFACE *
00.6
1.21.8
2.43
0
1.2
2.4
3.6
4.8
61.0E-08
1.0E-07
1.0E-06
1.0E-05
1.0E-04
1.0E-03
Cw
Mec
hanic
al Str
ess (σ
m-u a)
log( k
Pa)
Matric Suction (ua-uw) log(kPa)
-4.00E+00--3.00E+00
-5.00E+00--4.00E+00
-6.00E+00--5.00E+00
-7.00E+00--6.00E+00
-8.00E+00--7.00E+00
2
2
Specific W ater Capacity: ( )
( )
d w a w
w
wu w
w
a
d
d m d u C d u u
m
u
Cρ
θ ρ −−
=
= =
* RELATED TO S VALUE IN THE PTI MANUAL
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MATERIAL PARAMETERS (IV)WATER GENERATION PARAMETER SURFACE*
0
0.9
1.8
2.7
0
1.2
2.4
3.6
4.8
61.00E-09
1.00E-08
1.00E-07
1.00E-06
1.00E-05
1.00E-04
1.00E-03
-M1w
Mec
hanic
al Str
ess
Matric suction
-4.00E+00--3.00E+00
-5.00E+00--4.00E+00
-6.00E+00--5.00E+00
-7.00E+00--6.00E+00
-8.00E+00--7.00E+00
-9.00E+00--8.00E+00
* THE ABILITY OF THE MEAN MECHANICAL STRESS TO SQUEEZE WATER OF THE SOIL
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MATERIAL PARAMETERS (V)COEFFICIENT OF PERMEABILITY SURFACE*
00.6
1.21.8
2.43
01.2
2.43.6
4.86
1.E-16
1.E-15
1.E-14
1.E-13
1.E-12
1.E-11
1.E-10
1.E-09
Permeability (m/s)
Mehcanical Stresslog (kPa) Matric Suction log (kPa)
-10--9-11--10-12--11-13--12-14--13-15--14-16--15
* RELATED TO THE DIFFUSION COEFFICIENT α IN THE PTI MANUAL
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MEASURING DIFFUSION COEFFICIENTSAMPLE PARAPRATION & EQUIPMENT SETUP
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BACKCALCULATING DIFFUSION COEFFICIENT
DIFFUSION COEFFICIENT FOR BHC 2
3
3.5
4
4.5
5
5.5
6
100 1000 10000 100000
Drying Time (minutes)
Suct
ion
(pF)
L = 15.93 cm
x = 14.23cm
ua = 5.91 pF
u0 = 5.91 pF
he = 0.54 cm-1
α = 0.001cm2/min
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MATERIAL PARAMETERS (VI)DETERMINATION OF DIFFUSION COEFFICIENT
0
2
4
6
8
10
12
140.1 1 10 100
Diffusion Coefficient, α (10-5 cm2/s)
0
2
4
6
8
10
12
142.5 3 3.5 4 4.5 5
Dep
th (f
t)
Initial Suction (pF)
SUCTION PROFILE(Fort Worth IH 820)
MEASURED DIFFUSION COEFFICIENT
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2
2
9000.408 ( ) ( ) 2730 ( 1 0 .34 )
asR G u e en TE T uγ
γ∆ − + −+= ∆ + +
H
Evapotranspiration
FACTORS INFLUENCING EVAPOTRANSPIRATIONFACTORS INFLUENCING EVAPOTRANSPIRATION
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EVAPOTRANSPIRATION PROCESSEVAPOTRANSPIRATION PROCESS
• TWO PROCESSES
1. VAPORIZATION OF WATER
2. VAPOR REMOVAL
• SEVEN INFLUENCING FACTORS1. SOLAR RADIATION
2. RELATIVE HUMIDITY
3. WIND SPEED
4. RAINFALL
5. VEGETATION TYPES
6. SOIL PERMEABILITY
7. SOIL WATER CONTENT
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ESTIMATION OF EVAPOTRANSPIRATIONESTIMATION OF EVAPOTRANSPIRATION
• CURRENTAVAILABLE METHODS
1).THE TEMPERATURE METHODS
(THORNTHWAITE, MCCLOUD, MBC)
2).THE RADIATION METHODS
(MMBC, HARG, TURC)
3).THE COMBINATION METHODS
( FAO 56 PM, ASCE2000 PM)
• THE FAO 56 PENMAN-MONTEITH METHOD
1). AN INTERNATIONAL STANDARD, GLOBALLY VALID
2). CAN USE DAILY OR HOURLY WEATHER DATA
3). METHOD FOR ESTIMATING MISSING DATA AVAILABLE
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POTENTIAL VS. ACTUAL EVAPOTRANSPIRATIONPOTENTIAL VS. ACTUAL EVAPOTRANSPIRATION
0
0.2
0.4
0.6
0.8
1
1.2
1 10 100 1000 10000 100000 1000000
Matric Suction (kPa)
Wat
er st
ress
coe
ffici
ent K
s
0.00
0.20
0.40
0.60
0.80
1.00
0.0 RAW TAW
θFC θt θWP
RAW
TAW
Dr (mm)
θ : volumetric water content
Ks
( ) ( )( )
( )
2
02
0
0
0
The FAO 56 Penman-Montieth Method
9000.408273
1 0.34
ETc = Kc ET
ETc adjusted = Ks Kc ET
ET =reference evapotranspiration (mm/day)ETc=crop evapotranspiration (mm/day)ETc adj=a
n s aR G u e eTET
u
γ
γ
∆ − + −+=
∆ + +
× ×
ctual evapotranspiration (mm/day)Kc=crop coefficient (dimensionless)Ks=water stress coefficient(dimensionless)
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SOIL WATER BALANCESOIL WATER BALANCE
TAW=the total available soil water in the root zone (mm)RAW= the readily available soil water in the root zone (mm)
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FOUNDATION MODELS (I)FOUNDATION MODELS (I)
• WINKLER FOUNDATION MODELASSUMPTION: THE FOUNDATION IS CONSIDERED AS A NUMBER OF CLOSELY SPACED, VERTICAL, INDEPENDENT, LINEAR ELASTIC SPRINGS PROVIDING VERTICAL REACTION ONLY.DRAWBACK: SHEAR DEFORMATION CAN NOT BE SIMULATED.
ELASTIC HALF SPACE FOUNDATIONASSUMPTION: THE SOIL IS CONSIDERED AS AN ELASTIC, ISOTROPIC, AND HOMOGENEOUS SEMI-INFINITE CONTINUUM WITH E AND vDRAWBACKS: (1). SEPARATION AND FRICTION BETWEEN THE SLAB AND THE FOUNDATION ARE NOT EASY TO SIMULATE.
(2) NOT EASY TO DETERMINE E AND vFOR MULTILAYERS
WINKLER FOUNDATION
ELASTIC HALF SPACE
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1. NORMAL BEHAVIOR : “HARD CONTACT”P=0 for h>0 (OPEN),AND h=0 for P>0 (CLOSED)
2. TANGENTIAL BEHAVIOR: COULOMB FRICTION MODEL THE EQUIVALENT FRICTIONAL STRESS
τeq=(τx2+τy
2)1/2
THE CRITICAL STRESS *τcritical=µ P
WHERE, P=CONTACT PRESSUREIF , NO RELATIVE MOTION
* ALTERNATIVELY, τcritical =(σ-ua)tgφ’+(ua-uw)tgφ’’+C
SOIL STRUCTURE INTERACTION (II)SOIL STRUCTURE INTERACTION (II)--CONTACT ELEMENTCONTACT ELEMENT
x, u
y, v
e o
m
j
r
i l/2l/2
eq criticalτ τ≤
Slab
Soil
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FRICTION COEFFICIENTS AFTER SLIPPINGFRICTION COEFFICIENTS AFTER SLIPPING
( ) 4
IF , THEN
=the kinetic friction coefficient =the static friction coeffic
0.1 0
ient=a user-defined decay coefficient, and
= the slip
.
ra
4c eq eqdk s k
k
s
c
eq crit
eq
ical
e e
d
γ γµ µ µ µµµ
τ τ
γ
• •− −
•
= − − = +
>
te (see Oden, J. T. and J. A. C. Martins, 1985).
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KIRCHHOFFKIRCHHOFF PLATE THEORY (PURE BENDING)PLATE THEORY (PURE BENDING)
• STRAIGHT LINES PERPENDICULAR TO THE MID-SURFACE BEFORE
DEFORMATION, REMAIN STRAIGHT AFTER DEFORMATION.
• THE TRANSVERSE NORMALS DO NOT EXPERIENCE ELONGATION.
• THE TRANSVERSE NORMALS ROTATE SUCH THAT THEY REMAIN
PERPENDICULAR TO THE MID-SURFACE AFTER DEFORMATION.
y
b a
h/2
h
z
x
O
0 0 0
0, 0, 0
0, 0, ( , )
z yz z
z z z
w w v u wz y z z x
u v w w x y
ε γ ε
= = =
∂ ∂ ∂ ∂ ∂= = = + = = + =
∂ ∂ ∂ ∂ ∂= = =
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MINDLIN PLATE THEORYMINDLIN PLATE THEORY
• STRAIGHT LINES PERPENDICULAR TO THE MID-SURFACE BEFORE
DEFORMATION, REMAIN STRAIGHT AFTER DEFORMATION.
• THE TRANSVERSE NORMALS DO NOT EXPERIENCE ELONGATION.
• THE TRANSVERSE NORMALS ROTATE SUCH THAT THEY REMAIN
PERPENDICULAR TO THE MID-SURFACE AFTER DEFORMATION.
y
b a
h/2
h
z
x
O
0, 0, 0z yz xzw w v u wz y z z x
ε γ γ∂ ∂ ∂ ∂ ∂= = = + ≠ = + ≠
∂ ∂ ∂ ∂ ∂
0 0 00, 0, ( , )z z zu v w w x y= = == = =
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• THE TRANSVERSE NORMALS REMAIN STRAIGHT AFTER DEFORMATION AND THE LENGTH REMAIN UNCHANGED.
• ADVANTAGES:
1. 5 DEGREES OF FREEDOM, CAN SIMULATE PLATE BENDING WITH
SHEAR DEFORMATION AND PLATE STRETCHING
2. NEGLECT THE STRAIN ENERGY CAUSED BY σZ, MORE ACCURATE.
3. THE MID-SURFACE CAN BE ARBITRARY
4. SHEAR LOCKING CAN BE SOLVED TO ANALYZE THIN SHELL.
GENERAL SHELL ELEMENTGENERAL SHELL ELEMENT
ξ
ζ η
1
2
3
4
5
6
78
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SOILSOIL--STRUCTURE MOISTURE VARIATION SIMULATIONSSTRUCTURE MOISTURE VARIATION SIMULATIONS
( )
Concrete:0
3 Contact Element :
0=0
v T
A B
Bd dTBd
kq k T T
σ
αε ε ε σ α
σ
== + = +
=
=
= −
Soil
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FLUX BOUNDARY CONDITION:
AD and BC: qx=0
AB: ua-uw=10kPa
DG and CH: qy=ETP-Rainfall (Bare soil) or
S=(ETP-Rainfall )/dgrass (Grass) or
S=ETP/dtree (Tree)
GH: qy=0 *
MECHANICAL BOUNDARY CONDITION:AD and BC: u=0AB : u=v=0 DG and CH: None Typical Environment around a HouseGH : (Contact element)
* It is realized by thermal behavior of contact element
BOUNDARY CONDITIONSBOUNDARY CONDITIONS
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MATERIAL PROPERTIES FOR STRUCTUREMATERIAL PROPERTIES FOR STRUCTURE
Mechanical Behavior:Linearly elastic concrete
Thermal Behavior:
No Expansion
No Heat Generation
Boundary Condition:
Zero Initial Condition
Load:
Gravity
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VERIFICATIONVERIFICATION--PLAN VIEW OF THE SITEPLAN VIEW OF THE SITE
Boring date
# 1 : 06/24/99# 2 : 07/13/99# 3 : 10/25/99 # 4 : 02/11/00 # 5 : 05/11/00 # 6 : 08/11/00 # 7 : 11/17/00# 8 : 03/13/01# 9 : 07/15/01
BM1
BM2
W2 RF2
W1
RF13m
2m 2m
0.6m
Boringlocation
Boringorder
..0.61m
0.67m
1 - deep.
0.67m
B/W1/7 redrill - deep
0.67m
.
...
. ..1
2 34
5 6
7
.
.
8
9
.
...
. ..1
2 34
5 6
7
.
.
8
9
.
...
. ..1
2 34
5 6
7
.
.
8
9
.
...
. ..1
2 34
5 6
7
.
.
8
9
NorthSite in Arlington,Texas
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Daily MeanTemperature of Arlington, Texas
0
20
40
60
80
100
08/0
1/99
10/0
1/99
12/0
1/99
02/0
1/00
04/0
1/00
06/0
1/00
08/0
1/00
10/0
1/00
12/0
1/00
02/0
1/01
04/0
1/01
06/0
1/01
08/0
1/01
10/0
1/01
(oF)
Daily Mean Relative Humidity of Arlington, Texas
0
20
40
60
80
100
08/0
1/99
10/0
1/99
12/0
1/99
02/0
1/00
04/0
1/00
06/0
1/00
08/0
1/00
10/0
1/00
12/0
1/00
02/0
1/01
04/0
1/01
06/0
1/01
08/0
1/01
10/0
1/01
(%)
Daily Mean Wind Speed of Arlington, Texas
0
2
4
6
8
10
08/0
1/99
10/0
1/99
12/0
1/99
02/0
1/00
04/0
1/00
06/0
1/00
08/0
1/00
10/0
1/00
12/0
1/00
02/0
1/01
04/0
1/01
06/0
1/01
08/0
1/01
10/0
1/01
(m/s
)
Daily Acumulative Rainfall of Arlington, Texas
0
20
40
60
80
100
08/0
1/99
10/0
1/99
12/0
1/99
02/0
1/00
04/0
1/00
06/0
1/00
08/0
1/00
10/0
1/00
12/0
1/00
02/0
1/01
04/0
1/01
06/0
1/01
08/0
1/01
10/0
1/01
(mm
/day
)
ENVIRONMENTAL FACTORS AT ARLINGTON
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FOOTING MOVEMENT OVER TWO YEARSFOOTING MOVEMENT OVER TWO YEARS
08/1
/199
9
09/1
/199
9
10/1
/199
9
11/1
/199
9
12/1
/199
9
01/1
/200
0
02/1
/200
0
03/1
/200
0
04/1
/200
0
05/1
/200
0
06/1
/200
0
07/1
/200
0
08/1
/200
0
09/1
/200
0
10/1
/200
0
11/1
/200
0
12/1
/200
0
01/1
/200
1
02/1
/200
1
03/1
/200
1
04/1
/200
1
05/1
/200
1
06/1
/200
1
07/1
/200
1
08/1
/200
1
09/1
/200
1
40
30
20
10
0
-10
-20
-30
-40
-50
-60
Dis
plac
emen
t, m
m
Date
RF1RF2
W1W2
sum
mer
fall
win
ter
spri
ng
sum
mer
fall
win
ter
spri
ng
sum
mer
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Weather of Arlington,Texas
-200
20406080
100
08/0
1/99
09/3
0/99
11/2
9/99
01/2
8/00
03/2
8/00
05/2
7/00
07/2
6/00
09/2
4/00
11/2
3/00
01/2
2/01
03/2
3/01
05/2
2/01
07/2
1/01
09/1
9/01
11/1
8/01
ET a
nd R
ainf
all (
mm Rainfall ETP
Comparison Between Predicted and Measured Movements
-50
-40
-30
-20
-10
0
10
20
30
40
08/0
1/99
09/3
0/99
11/2
9/99
01/2
8/00
03/2
8/00
05/2
7/00
07/2
6/00
09/2
4/00
11/2
3/00
01/2
2/01
03/2
3/01
05/2
2/01
07/2
1/01
09/1
9/01
11/1
8/01
Mov
emen
ts (m
m)
RF1 Movements RF2 MovementsW1 Movements W2 MovementsPredicted movements
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RESIDENTIAL BUILDING ON EXPANSIVE SOILSRESIDENTIAL BUILDING ON EXPANSIVE SOILSAN EXAMPLE FOR CENTER LIFT CASEAN EXAMPLE FOR CENTER LIFT CASE
16 m 16 m
8 m
8 m
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DETERMINATION OF SLAB DIMENSIONDETERMINATION OF SLAB DIMENSION
WALLS:EXTERIOR: BRICK INTERIOR: STUD AND DRYWALL
SLAB: FROM PTI MANUAL APPENDIX A.4 FOR AUSTIN, TEXAS;STIFFENING BEAMS: 12”X34” @15ft SPACING
EQUIVALENT SLAB WITH UNIFORM THICKNESS:400mm (SAME MOMENT OF INERTIA AS ABOVE)
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CENTER LIFT CASECENTER LIFT CASE
100m
m.
1600
0mm
.
8000
mm
.80
00m
m.
6000
mm
.
3000
mm
.
400m
m.
914m
m.
4800
0mm
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16000mm.8000mm.8000mm.
1600
0mm
.
8000
mm
.80
00m
m.
6000
mm
.
6000mm.3000
mm
.
5000mm.
FLOOR PLAN OF THE BUILDINGFLOOR PLAN OF THE BUILDING
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DEFORMATION OF THE SOIL AND THE SLAB DEFORMATION OF THE SOIL AND THE SLAB
* THIS PICTURE IS TAKEN FROM A MOVIE. A COMPLETE COPY OF THE MOVIE IS AVAILABLE FROM R. L. Lytton ( [email protected] )
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DEFLECTION AND SEPERATION AT THE EDGE DEFLECTION AND SEPERATION AT THE EDGE OF THE SLABOF THE SLAB
0.040.060.080.100.120.140.16
-12 -8 -4 0 4 8 12
Distance Frome the Center of the House (m)
Disp
lace
men
t (m
)
Ground surface
Upper envelope
Lower envelope
Shell
* THIS PICTURE IS TAKEN FROM A MOVIE. A COMPLETE COPY OF THE MOVIE IS AVAILABLE FROM R. L. Lytton ( [email protected] )
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SEPARATION BETWEEN THE SLAB AND SEPARATION BETWEEN THE SLAB AND THE GROUND SOILS THE GROUND SOILS
* THIS PICTURE IS TAKEN FROM A MOVIE. A COMPLETE COPY OF THE MOVIE IS AVAILABLE FROM R. L. Lytton ( [email protected] )
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CONTACT PRESSURE BETWEEN THE SLAB AND CONTACT PRESSURE BETWEEN THE SLAB AND THE GROUND SOILSTHE GROUND SOILS
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SHEAR FORCE ALONG X DIRECTIONSHEAR FORCE ALONG X DIRECTION
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SHEAR FORCE ALONG Y DIRECTIONSHEAR FORCE ALONG Y DIRECTION
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RELATIVE SLIP ALONG X DIRECTION RELATIVE SLIP ALONG X DIRECTION
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RELATIVE SLIP ALONG Y DIRECTION RELATIVE SLIP ALONG Y DIRECTION
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MATRIC SUCTION IN THE SOILMATRIC SUCTION IN THE SOIL
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VON MISES STRESSES IN THE STRUCTRE VON MISES STRESSES IN THE STRUCTRE
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RESIDENCE USED IN THE SIMULATIONRESIDENCE USED IN THE SIMULATIONEDGE LIFT CASEEDGE LIFT CASE
Tree Root ZoneDtree=2.0 m
slabwall
slab
6 m 6 m2.0 m
16 m 16 m
8 m
8 m
0.4 m
16 m
8 m
16 m
8 m
3.5 m
wall
Tree
Grass Root ZoneDgrass=0.47m
1 st Soil Layer
2nd Soil Layer
48 m 48 m
6.0 m
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EDGE LIFT CASEEDGE LIFT CASE
100m
m.
1600
0mm
.
8000
mm
.80
00m
m.
6000
mm
.
5000
mm
.
400m
m.
914m
m.
4800
0mm
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FLOOR PLAN OF THE BUILDINGFLOOR PLAN OF THE BUILDING
1600
0mm
.
8000
mm
.80
00m
m.
6000
mm
.
5000
mm
.
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DEFORMATION OF THE SOIL AND THE SLAB DEFORMATION OF THE SOIL AND THE SLAB
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0.040.060.080.100.120.140.16
-12 -8 -4 0 4 8 12
Distance Frome the Center of the House (m)
Disp
lace
men
t (m
)
Ground surface
Upper envelope
Lower envelope
Shell
DEFLECTION AND SEPERATION AT THE EDGE DEFLECTION AND SEPERATION AT THE EDGE OF THE SLABOF THE SLAB
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SEPARATION BETWEEN THE SLAB AND SEPARATION BETWEEN THE SLAB AND THE GROUND SOILS THE GROUND SOILS
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CONTACT PRESSURE BETWEEN THE SLAB AND CONTACT PRESSURE BETWEEN THE SLAB AND THE GROUND SOILSTHE GROUND SOILS
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SHEAR FORCE ALONG X DIRECTIONSHEAR FORCE ALONG X DIRECTION
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SHEAR FORCE ALONG Y DIRECTIONSHEAR FORCE ALONG Y DIRECTION
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RELATIVE SLIP ALONG X DIRECTION RELATIVE SLIP ALONG X DIRECTION
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RELATIVE SLIP ALONG Y DIRECTION RELATIVE SLIP ALONG Y DIRECTION
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MATRIC SUCTION IN THE SOILMATRIC SUCTION IN THE SOIL
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VON MISES STRESSES IN THE STRUCTRE VON MISES STRESSES IN THE STRUCTRE
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CONCLUSIONSCONCLUSIONS
READILY AVAILABLE HISTORIC WEATHER DATA SUCH READILY AVAILABLE HISTORIC WEATHER DATA SUCH AS DAILY TEMPERATURE, SOLAR RADIATION, AS DAILY TEMPERATURE, SOLAR RADIATION, RELATIVE HUMIDITY, WIND SPEED AND RAINFALL AS RELATIVE HUMIDITY, WIND SPEED AND RAINFALL AS INPUT;INPUT;
DIFFERENT SIMULATION METHODS FOR DIFFERENT DIFFERENT SIMULATION METHODS FOR DIFFERENT BOUNDARY CONDITIONS SUCH AS TREE, GRASS, AND BOUNDARY CONDITIONS SUCH AS TREE, GRASS, AND BARE SOILS;BARE SOILS;
THE COUPLED HYDROTHE COUPLED HYDRO--MECHANICAL STRESS MECHANICAL STRESS ANALYSIS ARE USED TO SIMULATE THE VOLUME ANALYSIS ARE USED TO SIMULATE THE VOLUME CHANGE OF EXPANSIVE SOILS;CHANGE OF EXPANSIVE SOILS;
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CONCLUSIONSCONCLUSIONS
““PSEUDO MOISTURE VARIATION SIMULATIONPSEUDO MOISTURE VARIATION SIMULATION””
TECHNIQUE IS USED TO SIMULATE THE BEHAVIOR OF TECHNIQUE IS USED TO SIMULATE THE BEHAVIOR OF
SLAB AND GROUND SOILS IN ONE PROGRAMSLAB AND GROUND SOILS IN ONE PROGRAM
CONTACT (JOINTED) ELEMENTS ARE USED TO CONTACT (JOINTED) ELEMENTS ARE USED TO
SIMULATE THE SOILSIMULATE THE SOIL--STRUCTURE INTERACTION;STRUCTURE INTERACTION;
GENERAL SHELL ELEMENTS ARE USED TO ANALYZE GENERAL SHELL ELEMENTS ARE USED TO ANALYZE
THE STRUCTURE BEHAVIORS; THE STRUCTURE BEHAVIORS;
MOMENTMOMENT--CURVATURE CURVES FOR CONCRETE CROSS CURVATURE CURVES FOR CONCRETE CROSS
SECTIONS WITH BONDED AND UNBONDED SECTIONS WITH BONDED AND UNBONDED
REINFORCING IS PROPOSED TO SIMULATE DAMAGE TO REINFORCING IS PROPOSED TO SIMULATE DAMAGE TO
THE STRUCTURE.THE STRUCTURE.
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COMMENTS/ QUESTIONSCOMMENTS/ QUESTIONS
………………THANK YOUTHANK YOU