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1 REVISITATION OF EXPANSIVE SOILS ROBERT L. LYTTON, PhD Foundation Performance Association Houston, Texas December 13, 2006
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Page 1: REVISITATION OF EXPANSIVE SOILS

11

REVISITATION

OF

EXPANSIVE SOILS

ROBERT L. LYTTON, PhD

Foundation Performance Association

Houston, Texas

December 13, 2006

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Building Foundations

Pavements

Embankments, Cuts and Slopes

CONSTRUCTED WORKSIMPACTED BY

EXPANSIVE SOILS

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Site Investigation

Laboratory Characterization

Relating Field-to-Lab Properties

CONSTRUCTED WORKSIMPACTED BY

EXPANSIVE SOILS

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Slabs

Drilled Shafts

Basements

Retaining Walls

Design Methods

Building Foundations

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Pavements

New Construction

Airport

Highway

Reliable Design Methods

Sulfate Swell Problem

Remediation

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Embankments, Cuts, and Slopes

Shallow Slope Failure

Downhill Creep

Dams and Levees

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Site Investigation

Boring and Sampling

Resistivity

Conductivity for Soluble Sulfates

Ground Penetrating Radar

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Site Investigation

Depth of the Active Zone

Moisture Active Zone

Movement Active Zone

Vegetation

Crack Fabric in Soil Masses

Field-to-Laboratory Diffusivity Ratios

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Index Properties

Suction Measurement

Diffusivity Measurements

Constitutive Relationships

Shallow Foundations

Major Earthworks

Laboratory Characterization

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Dry Season

(-) Suction Ground Surface

Wet Season

Equilibrium

Dep

th

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Equilibrium Soil Suction vs. TMIEquilibrium Soil Suction vs. TMI

Note: Modified curve and equation ofcurve provided in 3rd Edition Manual.

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Diffusion Test SetupDiffusion Test Setup

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PsychrometerPsychrometer Installation Installation

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Diffusion CoefficientDiffusion Coefficient

Diffusion Coefficient for BHC 2

3

3.5

4

4.5

5

5.5

6

100 1000 10000 100000

Drying Time (minutes)

Su

cti

on

, u

(p

F)

L = 15.93 cm

x = 14.23 cm

ua = 5.91 pF

u0 = 3.51 pF

he = 0.54 cm-1

á = 0.001 cm2/min

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DEPTHBELOW

SOILSURFACE

CRACKING SPACING

SOURCE : MICHAEL KNIGHT PH. D. DISSERTATATION, GEOLOGY UNIVERSITY OF MELBOURNE (AUSTRALIA) 1972

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Field to laboratory diffusion coefficient ratioField to laboratory diffusion coefficient ratio(Cont(Cont’’d)d)

Rel

iabi

lity

Field α/laboratory α0

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Design Program - Winpres

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Design Program - Winpres

60.0

80.0

100.0

120.0

140.0

160.0

180.0

200.0

0 5 10 15 20 25 30

Time (yrs)

Inte

rna

tio

na

l R

ou

gh

ne

ss

In

de

x (

IRI)

(in

/mil

es

)

SN 5.06 in, ACP 4.0 in, LTS 2.5 ft, Inert 2.5 ft

SN 5.28 in, ACP 4.5 in, LTS 2.5 ft, Inert 1.5 ft

SN 5.50 in, ACP 5.0 in, LTS 2.5 ft, Inert 1.5 ft

SN 5.72 in, ACP 4.0 in, LTS 3.0 ft, Inert 1.5 ft

Flexible Pavement

FWD 10,000 psi

Reliability 90 %

ADT (T= 0) 42,850

ADT (T=30) 67,950

W18 8,415,520

IRI versus Time

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ROOT ZONE

Crack Spacing Gets Larger with Depth

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RUNOFF WATER

DRY LIMIT

WET LIMIT

4.0

2.0

4.0

2.5

pF

SUCTION RANGE

BETWEEN CRACKS

WATER

SOAKS

INTO

SOIL 2.0

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SULFATE SWELLING PROBLEMS

LIME +

SULFATE +

WATER +

CLAY = PAVEMENT BUCKLING

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Williamson County Soil MapWilliamson County Soil Map

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MagnetometerMagnetometer

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Variation of Sulfate along slope of theVariation of Sulfate along slope of thesurfacesurface

12345678B1

C3C5

0

5000

10000

15000

20000

25000

30000

Sulfates

(ppm)

Depth

Locations

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Stability Models or Phase DiagramsStability Models or Phase Diagrams290 Soil - Depth of 24-inches290 Soil - Depth of 24-inches

5 6 7 8 9 10 11 12 13 14–5

–4

–3

–2

–1

0

1

2

3

pH

log

a S

O4--

290 Soil B1 2ft @ pH12 Extract

¢

Al(OH)4

-

Al(SO4)

2

-

C4AH

13

Ettringite

Gibbsite

Monoaluminosulfate

25°C

Sac hin Kunagal l i Mon May 10 2004

Dia

gra

m A

l(O

H)

4-,

T

=

25

°C

, P

=

1

.01

3 b

ars

, a

[m

ain]

=

1

0–4.5

53

, a

[H2

O]

=

1

, a

[ SiO

2(a

q)]

=

1

0–7

.46

, a

[C

a++]

=

1

0–2.4

67

; S

up

pre

sse

d:

Gro

ssu

lar

Soluble Sulfates= 18,700 ppm

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VOID RATIO CONSTITUTIVE SURFACEVOID RATIO CONSTITUTIVE SURFACEOF A SOIL AT ARLINGTON, TEXASOF A SOIL AT ARLINGTON, TEXAS

0

0.6

1.2

1.8

2.4

3

0

1.2

2.4

3.6

4.8

6

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.70

Void Ratio

e

Mechanical

Stress

log 10 ( !m-u a )

(kPa)

Matric Suction

log 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

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Building Foundations

Pavements

Embankments, Cuts and Slopes

CONSTRUCTED WORKSIMPACTED BY

EXPANSIVE SOILS

Page 66: REVISITATION OF EXPANSIVE SOILS

6666

REVISITATION

OF

EXPANSIVE SOILS

ROBERT L. LYTTON, PhD

Foundation Performance Association

Houston, Texas

December 13, 2006


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